Camarillo City Council
August 13, 2025

Job No. 2344245*00
© 2025 Kennedy/Jenks Consultants
01650 - 6 Facility Commissioning, Testing,
and Startup

Manufacturer Owner Representative
Verified Date Verified Date
Equipment bumped for rotation

Piping Systems
Cleaned and flushed:

Suction
Discharge
Pressure tests
Temporary piping screens in place
Instrumentation and Controls
Flowmeter calibration
Calibration Report No.

Flow recorder calibrated against transmitter
VFD speed indicator calibrated against independent
reference

Discharge overpressure shutdown switch calibration
Simulate discharge overpressure Shutdown

FUNCTIONAL TESTS
Mechanical
Motor operation temperature satisfactory
Pump operating temperature satisfactory
Unusual noise, etc.?
Pump operation: ?? gpm/?? psig
Measurement:

Flow
Pressure: Test gage number:

Alignment hot
Dowelled in
Remarks:

Job No. 2344245*00
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01650 - 7 Facility Commissioning, Testing,
and Startup

Manufacturer
Construction
Superintendent
Verified Date Verified Date
Electrical
Local switch function:

Runs in HAND
No control power in OFF
Timer control in AUTO
Overpressure protection switch functional in both HAND
and AUTO

Overpressure protection switch set at ?? psig
PLC ??? set at ??-hour cycle, ?? min ON

OPERATIONAL TEST
48-hour continuous test. Pump cycles as specified,
indicators functional, controls functional, pump maintains capacity, overpressure protection remains functional,
hour meter functional

The undersigned manufacturer of the equipment item described above hereby certifies that he has checked the installation of the equipment and that the equipment, as specified in the project manual, has been provided in accordance with the manufacturer's recommendations, and that the trial operation of the equipment item has been satisfactory.

Comments:

Date Manufacturer

Signature of Authorized Representative

Date Signature of Owner’s Representative

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01650 - 8 Facility Commissioning, Testing,
and Startup

OPERATION AND MAINTENANCE TRANSMITTAL FORM:

Date: Submittal No:

To: Contract No:

Spec. Section:

Submittal Description:

From:

Attention:

Checklist
Contractor Construction Superintendent
Satisfactory N/A Accept Deficient

1. Table of contents

2. Equipment record forms

3. Manufacturer information

4. Vendor information

5. Safety precautions

6. Operator prestart

7. Start-up, shutdown, and post-shutdown procedures

8. Normal operations

9. Emergency operations

10. Operator service requirements

11. Environmental conditions

12. Lubrication data

13. Preventive maintenance plan and schedule

14. Troubleshooting guides and diagnostic techniques

15. Wiring diagrams and control diagrams

16. Maintenance and repair procedures

17. Removal and replacement instructions

18. Spare parts and supply list

19. Corrective maintenance man-hours

20. Parts identification

21. Warranty information

22. Personnel training requirements

23. Testing equipment and special tool information
Remarks:

CONTRACTOR'S SIGNATURE

Job No. 2344245*00
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01650 - 9 Facility Commissioning, Testing,
and Startup

EQUIPMENT RECORD FORM:

EQUIP DESCRIP EQUIP LOC
EQUIP NO. SHOP DWG NO. DATE INST COST

MFGR MFGR CONTACT

MFGR ADDRESS PHONE

VENDOR VENDOR CONTACT

VENDOR ADDRESS PHONE

MAINTENANCE REQUIREMENTS D W M Q S A Hours

LUBRICANTS: RECOMMENDED:

ALTERNATIVE:

MISC. NOTES:

RECOMMENDED SPARE PARTS ELECTRICAL NAMEPLATE DATA

PART NO QUAN PART NAME COST EQUIP
MAKE
SERIAL NO. ID NO.

MODEL NO. FRAME NO.

HP V AMP HZ

PH RPM SF DUTY
CODE INSL. CL DES TYPE

NEMA DES C AMB TEMP RISE RATING
MISC.

MECHANICAL NAMEPLATE DATA
EQUIP
MAKE
SERIAL NO. ID NO.

MODEL NO. FRAME NO.

HP RPM CAP SIZE
TDH IMP SZ BELT NO. CFM
PSI ASSY NO. CASE NO.

MISC

Job No. 2344245*00
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01650 - 10 Facility Commissioning, Testing,
and Startup

MANUFACTURER'S INSTALLATION CERTIFICATION FORM:

Contract No: Specification section:

Equipment name:

Manufacturer of equipment item:

The undersigned manufacturer of the equipment item described above hereby certifies that he has checked the installation of the equipment and that the equipment, as specified in the project manual, has been provided in accordance with the manufacturer's recommendations, and that the trial operation of the equipment item has been satisfactory.

Comments:

Date Manufacturer

Signature of Authorized Representative

Date Signature of Owner’s Representative

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01650 - 11 Facility Commissioning, Testing,
and Startup

SPARE PARTS / EXTRA STOCK CHAIN OF CUSTODY FORM:
(For use with loose-shipped spare parts, extra stock, or spare parts which are not permanently mounted within another piece of equipment)

PART INFORMATION (Use a new form for each part type)
PART NAME/DESCRIPTION:

ID TAG.(IF APPLICABLE):

MFR: MFR PART/MODEL NO:

SERIAL NO (IF APPLICABLE)

STYLE (IF APPLICABLE) COLOR (IFF APPLICABLE)
ASSOCIATED/PARENT EQPM NAME:

ASSOCIATED/PARENT EQPM ID TAG (IF APPLICABLE):

SPEC REFERENCE: QTY REQ’D:

CHAIN OF CUSTODY
QTY

DELIVERED
DATE/
TIME/

LOCATION

RELEASED BY RECEIVED BY
Date: COMPANY COMPANY/AGENCY
Time: NAME/TITLE NAME/TITLE
Location: SIGNATURE SIGNATURE

END OF SECTION

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Job No. 2344245*00
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01700 - 1 Contract Closeout

SECTION 01700

CONTRACT CLOSEOUT
PART 1 - GENERAL

1.01 CLOSEOUT PROCEDURES
A. Attention is directed to Section 11 “Acceptance of Work” of the General Conditions/Specifications and these Special Provisions.

B. Contractor must submit closeout submittals upon completion of work, including completion of punch list items, and at least seven (7) days prior to application for final payment, including, but not limited to the following:

1. Evidence of compliance with requirements of governing authorities.

2. Project record documents.

3. Operations and maintenance manuals.

4. Keys, spare parts, remotes and other required devices.

5. Warranties and bonds including an Increase Rider in the amount of final contract.

6. Evidence of payment and release of liens as outlined in conditions of the contract.

7. Release of claims as outlined in conditions of contract.

8. Survey record documents.

9. Certification of final completion.

C. Payment: See Section 01200.

1.02 FINAL CLEANUP
A. Prior to Final Inspection, the Contractor shall clean the entire construction area and all other areas affected by the performance of work under this Contract. Perform cleaning using personnel specializing in and skilled in cleaning and maintenance work. Perform repair work using personnel skilled in executing the type of work being repaired. Perform all work to the highest trade standards applicable to that type of work.

1. Remove all temporary construction, signs, tools, equipment, excess material and debris.

2. Remove all lumps, splatters, spots and stains caused by paint, adhesive, asphalt, concrete, mortar, sealant or other foreign material from exposed or finished surfaces. Remove all temporary labels.

3. Repair, patch or replace new or existing work including pavement, sidewalks, curbs, gutters, catch basins, gratings, manholes, covers, landscaping, plant materials and other items that have been damaged, broken, cracked or chipped as a result of performing this Work.

4. Sweep clean and wash down all exterior pavement surfaces. Remove all hazardous material and material that may cause sediment in drainage systems prior to washdown. Remove all grease and oil stains on pavement caused by Contractor's equipment.

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1.03 CONTRACTOR'S ACTION LIST OF ITEMS TO BE CORRECTED AND/OR

COMPLETED
A. During construction, the Contractor shall maintain an action list of items to be corrected and/or completed. Regularly add items and update the list as information becomes available or as requested by the Engineer. Deliver a current copy of the list to the Engineer at each progress meeting.

1.04 FINAL INSPECTION, FINAL COMPLETION AND FINAL PAYMENT A. Attention is directed to Section 11 “Acceptance of Work” of the General Conditions/Specifications and Greenbook General Section 7-3.

B. When the work has been completed, the Engineer will make the final inspection and final project walk-through with the Contractor. The Engineer will create a punch list of deficient items that need to be corrected by the Contractor. The Engineer reserves the right to add items to the project’s punch list as deemed necessary. All punch list items must be completed within 5 working days of notice to Contractor. Punch list items must be accounted for in the project construction schedule within the project working days. The Contractor will not be granted additional working days for the completion of the punch list items.

C. When the Contractor has completed or corrected all the items on the Engineer's Final Punch List, the Contractor shall give the Engineer written notice that the Work is ready for Final Inspection. When the Engineer finds the Work acceptable and fully complete in accordance with the Contract Documents, and upon receipt of a final Application for Payment and all final submittals, the Engineer will recommend that the Owner issue a Notice of Final Completion, make Final Payment and Accept the Work stating that to the best of the Engineer's knowledge, information and belief, and on the basis of the Engineer's observations and inspection, the Work has been fully completed in accordance with the terms and conditions of the Contract Documents.

D. Final Submittals include:

1. Operation and Maintenance Manuals and Parts Lists

2. Record Drawings

3. Extra Materials

4. Special Guarantees

5. Maintenance Contracts

6. Insurance Certificate showing required continuation of coverage beyond Final Payment.

7. Release of Liens.

8. Waiver of Claims by Contractor.

9. And any other submittals required by the Contract Documents and not previously received.

The Owner will record the Notice of Final Completion at the County Recorders Office.

1.05 RECORD DRAWINGS
A. The Contractor must maintain a complete and accurate record of all changes of construction from that shown in these plans and specifications for providing a basis for construction as built drawings. These drawings must be maintained on-site during the course of construction and updated monthly, at minimum.

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B. The Contractor must use a job set of contract drawings, clearly labeled “Construction As Built Drawings,” to record all changes in construction.

Completely, accurately, and legibly mark the job set of as-built drawings in red ink to record actual construction. Use additional copies of prints, if necessary, to ensure legible recording of data and date all entries. Call attention to the entry by drawing a “cloud” around the area affected. In case of overlapping changes, use different colors for each change. Maintain consistent color coding throughout the drawings.

C. The Contractor must submit a copy (11x17 or full size) of the updated construction as built drawings in progress with each progress payment to document the status of the drawings. Progress payments may not be processed until acceptable drawings are submitted.

D. The Contractor shall prepare a set of Record Drawings per the requirements herein concurrently with the construction of the Work and the following:

1. Show the invert elevation of all gravity piping and the top of pipe, top of conduit or top of protective concrete encasement for other utilities. Elevations shall be related to a permanent visible elevation benchmark set at the site by the Contractor.

2. Show the horizontal location of underground utilities measured from permanent visible physical features such as face of building, face of tank, or centerline of manhole.

3. Comply with detailed requirements in technical specification sections describing the type of information required on Record Drawings. The Contractor's copy of Contract Documents, Contract modifications and Record Drawings shall be available to the Engineer for weekly verification that the records are being currently updated.

E. The Contractor must submit a complete set of original construction as built drawings to the Engineer 10 days after final inspection along with a letter declaring that other than these noted changes on the as built drawings, “the Project was constructed in conformance with the Contract Documents.” Each plan sheet must be marked “As Built” and signed by the Contractor. The Contractor must provide this set of as built drawing and letter prior to processing of the final pay estimate.

F. Payment: See Section 01200.

1.06 EXTRA MATERIALS
A. Deliver specified extra materials and parts to Owner. Itemize all items on a transmittal letter in duplicate and obtain signature of receiving party. Submit copies of signed transmittals for all specified extra materials and parts prior to completion.

1.07 SPECIAL GUARANTEES
A. Paragraph 2.5 of the General Conditions covers the Contractor's responsibility to remedy defects due to faulty workmanship and materials, which appear within one (1) year from the date of Final Completion and acceptance by the Owner.

B. Guarantees for more than one (1) year when called for in various sections of the Specifications shall be evidenced by the Contract Documents and in the form of a special guarantee written on the letterhead of the Contractor, subcontractor, or supplier doing the work and/or supplying the item to be guaranteed and countersigned by the Contractor as follows. Failure to provide the special

Job No. 2344245*00
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guarantee on the letterhead shall not relieve the Contractor, subcontractor, or supplier from its obligations for the special guarantees.

C. Submit two (2) notarized original signed copies of each required Special Guarantee prior to completion.

1.08 TWELVE- MONTH INSPECTION
A. Thirty (30) days prior to the expiration of the one-year guarantee period described in General Conditions, Article 12, the Contractor shall tour the project with the Engineer and/or the Owner to prepare a list of corrective work required under the one-year guarantee. The Contractor shall correct all items found to be defective within 20 days of receipt of the list of items to be corrected.

1.09 MAINTENANCE CONTRACTS
A. The Contractor shall deliver original signed copies of prepaid contracts for maintenance of equipment or systems in accordance with detailed requirements contained in Technical Specifications sections.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION (NOT USED)

END OF SECTION

Job No. 2344245*00
© 2025 Kennedy/Jenks Consultants
02050 - 1 Demolition

SECTION 02050

DEMOLITION
PART 1 - GENERAL

1.01 DESCRIPTION
A. Provide all demolition required to perform the work covered under this contract including without limitation:

1. Remove existing construction shown to be removed.

2. Remove and replace existing construction and/or finishes as required to provide access to perform other work included in this contract.

3. Include removal of mechanical and electrical work that is to be abandoned and is contained in construction to be removed whether or not the mechanical and electrical work is shown. Disconnect and cap off utilities in accordance with applicable codes and safety regulations.

4. Where utilities that are not shown pass through construction that must be removed, and those utilities serve other areas notify the Engineer before disrupting service. If rerouting is required to maintain service, the Owner may issue a Change Order to accomplish the required work.

5. Store and protect items intended for reuse.

6. Assume ownership of debris and unwanted materials, remove from the site and dispose of legally.
a. Special requirements for waste management during demolition and construction operations.
1) Protect the environment, both onsite and offsite, during demolition and construction operations.
2) Prevent environmental pollution and damage.
3) Maximize source reduction, reuse, and recycling of solid waste.

7. Include the cost of removing and disposing of hazardous material including without limitation asbestos or asbestos-containing material, lead-containing paint, and PCBs.

8. Comply with all State permit requirements for demolition. The Contractor shall perform a pre-demolition survey to determine whether hazardous material is present. If material is identified as hazardous, retain qualified and State- licensed Contractor to remove and dispose of the materials legally.

9. If illegal electrical wiring is encountered such as "BX" or nonmetallic sheathed cable, notify the Engineer.

1.02 NOISE AND DUST CONTROL
A. Perform work in accordance with requirements in Division 1. Particular attention is directed without limitation to paragraphs titled: Owner and Contractor's Use of Premises, Cleanup During Construction, Fire Protection During Construction, Maintenance of Exit Routes for Building Users, Temporary Dust Barriers, Noise Control and Care of Existing Facilities.

B. Provide temporary partitions to control dust and noise and exclude unauthorized persons.

C. Perform work in a manner to cause least disturbance to building occupants and least damage to work to remain.

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D. Maintain adequate means of safe, clear egress for building occupants.

E. Employ all available techniques for construction noise abatement. Use remote, well-mufflered air compressors and newest noise suppressed pneumatic and electric tools.

1.03 WARNING
A. The Contractor is advised that work under this Section may be hazardous. The Contractor is to take all necessary precautions to ensure the safety of workers and property. Removal of and/or working in areas containing even minor amounts of hazardous material including without limitation, asbestos, lead-based paint, PCBs or other hazardous materials requires special precautions, knowledge, and procedures. If hazardous material is suspected, notify the Engineer or Owner.

1.04 QUALITY ASSURANCE
A. Maximize use of source reduction and recycling procedures.

B. Diversion Goals: A minimum 50 percent by weight of total project solid waste to be diverted from landfill.

1.05 PRECONSTRUCTION MEETING
A. After award of Contract and prior to the commencement of the Work, schedule and conduct meeting with Owner and Architect to discuss the proposed Waste Management Plan and to develop mutual understanding relative to details of environmental protection.

1.06 SUBMITTALS
A. Information to be submitted in accordance with Section 01300.

B. Submit copies of all executed permits.

C. Solid Waste Management Plan: Not less than 10 days before the Pre-construction meeting, prepare and submit a Solid Waste Management Plan including, but not limited to, the following:

1. List of the recycling facilities, reuse facilities, municipal solid waste landfills and other disposal area(s) to be used. Include:
a. Name, location, and phone number.
b. Copy of permit or license for each facility.

2. Identify materials that cannot be recycled or reused. Provide explanation or justification.

3. Revise and resubmit Plan as required by Owner.
a. Approval of Contractor's Plan will not relieve the Contractor of responsibility for compliance with applicable environmental regulations.

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02050 - 3 Demolition

PART 2 - PRODUCTS - NOT USED
PART 3 - EXECUTION

3.01 RECOVERABLE MATERIALS
A. The District owns all recoverable materials from the work. The District reserves the first right of refusal for recoverable materials (an example would be pavement grindings), if the District refuses the recoverable materials the Contractor must dispose of all recoverable materials in a proper and legal manner. The Contractor must include in the bid all costs for disposal. If the District decides to keep the material, the Contractor must deliver the material to a location determined by the Engineer within the District limits. Materials removed from the site without the expressed permission of the District will be back charged to the Contractor and deducted from funds due or to become due the Contractor. The District reserves the right to modify its decision regarding refusal up to the point in time the materials are removed from the site.

3.02 SOLID WASTE MANAGEMENT
A. Recycling/Reuse: Maximize recycling and reuse of materials.

1. Recycling/Reuse off project site: The following is a partial list for Contractor's information only. For more information, contact the State Department of Environmental Quality.
a. Habitat for Humanity, a non-profit housing organization that rehabilitates and builds housing for low-income families. Sites requiring donated materials vary. Contact the national hotline (800) HABITAT.

B. Handling:

1. Clean materials that are contaminated prior to placing in collection containers. Deliver materials in accordance with recycling or reuse facility requirements (e.g., free of dirt, adhesives, solvents, petroleum contamination, and other substances deleterious to recycling process).

2. Arrange for collection by or delivery to the appropriate recycling or reuse facility.

3. Hazardous Waste and Hazardous Materials: Handle in accordance with applicable regulations.

C. Composting: In accordance with State Extension Service recommendations and as follows:

1. Moisture content: Maintain between 35 percent and 60 percent.

2. Carbon to nitrogen (C/N) ratio: Maintain at approximately 30 to 1 by weight.

3. Do not compost meat or dairy products on site.

4. Where the proposed Waste Management Plan incorporates composting of plastics, assess the potential effect of each type of plastic to be included on the composting process in accordance with ASTM D6002.

3.03 REMOVAL OF CONSTRUCTION IN AREAS TO RECEIVE NEW WORK A. In areas intended to receive new work and/or finishes, remove all unwanted non- structural partitions, furred walls, chases, suspended or furred ceilings, doors, windows and finishes.

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B. Remove all unwanted mechanical and electrical work (whether shown or not) that is not wanted and is not needed to serve other areas that is in, on, or concealed behind work being removed. Cap off or terminate all mechanical or electrical work in accordance with the requirements of Divisions 15 and 16.

C. Protect mechanical and electrical work that serves other areas. Relocate concealed mechanical and electrical work that is required to preserve service to other areas.

D. Remove structural work designated for removal. Take precautions not to damage structural work intended to remain. Where temporary shoring is needed, submit a design prepared by an appropriately licensed engineer for review before proceeding.

E. If structural elements are encountered that were not shown, protect them from damage and report their presence to the Engineer.

3.04 REMOVAL OF LIMITED PORTIONS OF EXISTING CONSTRUCTION TO PERMIT

MODIFICATIONS
A. Provide careful, selective cutting and removal of existing construction as required to permit relocation or modification of partitions, doors, or openings. Cut and remove the least amount of work possible except when a larger area needs to be removed to permit strengthening existing construction or when required to remove finishes to a natural break line such as a corner or change in material.

B. Protect existing construction to remain with temporary coverings.

C. Treat existing mechanical, electrical, or structural work as described in other parts of this Section.

D. When modifications are complete, replace removed work with new construction and finishes to match adjacent existing work. Standards of material and workmanship shall be in accordance with other portions of this Specification or if not covered then in accordance with current practice for this class of work.

Salvaged materials may be used for replacement if in good condition.

3.05 REMOVAL OF EXISTING CONSTRUCTION TO PROVIDE ACCESS TO PERFORM WORK
A. Provide careful selective cutting and removal of existing construction where required to permit installation of new concealed mechanical or electrical work, or installation of equipment, fixtures or devices.

B. Treat existing mechanical, electrical, or structural work as described in other parts of this Section.

C. Replace and/or patch removed construction and finishes in accordance with other parts of this Section.

3.06 PROTECTION OF WORK TO REMAIN
A. Protect all work to remain. Repair damage with materials, workmanship, and finishes matching existing work when new.

B. Most existing floor finishes will not be replaced in this contract. It is essential these floors be protected from any damage due to impact, dirt, abrasion, paints, and solvents.

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3.07 CUTTING HOLES IN CONCRETE AND/OR CONCRETE MASONRY UNIT (CMU) A. The Contractor is cautioned that electrical conduits and reinforcing that are not shown on Drawings may be concealed in concrete CMU construction. Use electronic detection equipment to locate concealed items before cutting holes.

Take all required precautions to avoid damage to existing conduits or reinforcing.

B. New openings in existing concrete walls or slabs may be saw cut to opening perimeter lines where Drawings do not call for adding reinforcing trim bars to strengthen openings. Do not run saw kerfs past corners of openings. Complete concrete removal at opening corners by chipping and grinding. Take all required precautions to avoid water damage to existing construction or the Owner's property.

C. Where Drawings call for adding reinforcing trim bars to strengthen openings, limit saw cutting to a depth of 3/4 inch to avoid cutting existing reinforcing steel.

Carefully chip out concrete to avoid damaging existing reinforcing steel which is to remain.

D. Use chipping guns to chip out small holes for pipes or conduits. Proceed carefully to avoid damage to concealed conduits. Core drilling is permitted only at the Contractor's risk and only with the Engineer's permission. If core drilling is used, the Contractor shall: 1) use electronic detection equipment to locate conduit before drilling, 2) take precaution to avoid water damage to existing construction or the Owner's property, and 3) replace, at its own expense, any damaged electrical or signal wiring or conduits.

3.08 REMOVE UNWANTED FIXED EQUIPMENT
A. Remove unwanted lockers, shelving, hoods, fixed and built-in equipment, machinery, machinery bases and similar items whether shown or not. Cut off protruding bolts or attachment devices flush with existing surfaces.

B. If items are designated on the Drawings to be salvaged, remove them carefully without causing damage.

C. Store and protect items to be reused until time of need on jobsite.

3.09 IF HAZARDOUS MATERIALS ARE ENCOUNTERED
A. If hazardous materials are discovered, comply with paragraph 1.01 of this Section and all applicable laws.

3.10 REMOVAL AND DISPOSAL OF MATERIAL
A. Use debris chutes with covered tops emptying into covered containers.

B. Use rubber tired covered buggies with rubber bumpers to transport debris through occupied sections of buildings.

C. Store debris in suitable covered containers located where directed by the Engineer and remove from site when full. Burning on the site is not permitted.

D. Removed material (other than material to be reused) shall become the property of the Contractor who shall remove it from the site and dispose of it in a legal manner.

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3.11 UTILITY LOCATES AND DEMOLITION
A. There are electrical conduits that may nor may not be shown on the Drawings.

Locate, demolish, and restore as required for the construction.

B. Remove and dispose of existing generators and fuel tanks with associated pads offsite. Existing fuel tank must be completely drained of fuel before removal.

END OF SECTION

Job No. 2344245*00
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02300 - 1 Earthwork

SECTION 02300

EARTHWORK

PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes:

1. Perform all excavation, trenching, shoring, backfilling, compaction, grading, and disposal of excess material necessary or required for the construction of the work as covered by these Specifications and indicated on the Drawings.

Include in the excavation, without classification, the removal and disposal of all materials of whatever nature encountered, including water and all other obstructions that would interfere with the proper construction and completion of the required work.

2. For information pertaining to shutdowns, potholing and interferences see Section 01010.

1.02 REFERENCES
A. American Association of State Highway and Transportation Officials (AASHTO) B. ASTM International (ASTM)

1. ASTM C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

2. ASTM D448 - Standard Classification for Sizes of Aggregate for Road and Bridge Construction

3. ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft- lb/ft3).

4. ASTM D1556 - Standard Test Method for Density of Soil in Place by the Sand-Cone Method.

5. ASTM D1557 - Standard Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft- lb/ft3).

6. ASTM D1883 - Standard Test Method for California Bearing Ratio (CBR) of Laboratory-Compacted Soils

7. ASTM D2167 - Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method.

8. ASTM D2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System).

9. ASTM D2844 - Standard Test Method for Resistance R-Value and Expansion Pressure of Compacted Soils

10. ASTM D2922 - Standard Test Method for Density of Soil and Soil- Aggregate in Place by Nuclear Methods (Shallow Depth).

11. ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

12. ASTM D4253 - Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table.

13. ASTM D4254 - Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density.

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14. ASTM D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

C. State of California, Department of Transportation, Manual of Test (California Test).

D. State of California, Department of Transportation, Caltrans Standard Specifications (Caltrans Standard Specifications).

E. Standard Specifications for Public Works Construction (SSPWC), aka "Greenbook".

1.03 DEFINITIONS
A. Site: Property owned by City of Camarillo (Camarillo Sanitation District) as shown on the Drawings.

B. Fill: Earth used to fill holes, pits, or depressions necessary to bring the final grade up to the specified elevation or contours.

C. Pipe Zone: Zone of material that extends from 4 inches below the bottom of pipe to 12 inches above the crown of the pipe.

D. Pipe Bedding: Zone of material that extends from the bottom of the pipe to 4 inches below the pipe.

E. Trench Zone: Zone of material that extends from the top of the pipe zone to the bottom of the pavement subgrade in pavement areas or to the top of the trench in earth areas.

F. Subgrade: Zone of material that is improved to create a stable, suitable platform for subsequent layers.

1. Finished Subgrade: Finished subgrade indicates the top of the subgrade section in a cut scenario.

2. Fill Subgrade: Fill subgrade indicates the top of the subgrade section in a fill scenario.

G. Over excavation: Excavation beyond the limits shown on the Drawings.

H. Relative Compaction: In-place dry density divided by the maximum dry density laboratory compaction expressed as percentage.

1.04 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Do not excavate, construct embankments, or fill until all the required submittals have been reviewed and approved.

C. Submittals for Informational Purposes:

1. Excavation Protection Plan: Identify location, extent, and type of excavation protection. Describe sheeting, shoring, and bracing materials and installation required to protect excavations and adjacent structures and property; include structural calculations for cuts 20 feet, or greater, to support plan. Structural calculations for cuts 20 feet, or greater, shall be done under the supervision of a Professional Engineer experienced in the design of this Work and licensed in the State of California.

2. Shoring Plan: Prepare and submit a Shoring Plan in accordance with SSPWC Section 3-7.2 and 3-8.2.

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D. Product Data:

1. See Section 01010 for potholing requirements.

2. Gradation report(s) for bedding material and import backfill materials.

3. Test results on bedding and import material indicating Sand Equivalent, R-value, Durability Index, Liquid Limit, Plastic Limit and Plasticity Index.

4. Compaction Reports indicating results from QC testing.

5. Geotextile fabric indicating fabric and installation procedure.

E. Samples and Test Results:

1. Test bedding and import materials proposed for use demonstrating that the materials conform to the requirements specified herein. Perform tests no more than 60 Calendar Days prior to submission. Submit results to the Engineer at least ten (10) days prior to delivery.

2. Submit certifications for each source of imported/borrow material to be used indicating the location where material will be obtained, including city and state.
a. Owner may request a copy of the material delivery ticket at delivery of each load each day.

3. Furnish without additional cost to the Owner, such quantities of Bedding material and Import materials, listed herein, as may be necessary for testing.

4. Notify the Engineer a minimum of 48 hours before obtaining samples. The Engineer may choose to be present while samples are obtained.

1.05 QUALITY ASSURANCE / QUALITY CONTROL
A. All material furnished and all work performed is subject to rigid inspection. Do not deliver material to the site until it has been favorably reviewed by the Engineer. Do not use material in the construction work until it has been inspected in the field/source/quarry by the Engineer should the Engineer/Owner choose to inspect.

B. Source Quality Control: Furnish all bedding material from a single source throughout the work unless otherwise approved.

C. Field Quality Control:

1. Hire an independent soil testing laboratory approved by the Engineer to perform the following tasks for flatwork, pipeline installation, non-structural fill or items not requiring special inspection as outlined under Special Inspections:
a. Perform a Particle-Size Distribution (Gradation) Analysis every 5,000 cubic yards of materials delivered.
b. Test Pipe Zone, Pipe Bedding, and Trench Zone material for quality and in-place density requirements specified herein. Contractor shall test every 200 feet of trench.
c. Where Special Inspections are not required, test fill materials to verify conformance with material quality every 5,000 cubic yard of materials delivered.

2. Perform re-work and re-testing for non-compliant Work and demonstrate to the Owner non-compliant work has been addressed. Bare the costs of additional inspection, rework, and re-testing resulting from non-compliance.

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3. Remove material that does not meet the gradation, quality, or compaction requirements and replace it with material that does comply at no additional cost to the Owner.

D. Field Quality Assurance:

1. The Engineer will:
a. Review materials, not covered under Special Inspections. b. Observe excavation, not covered under Special Inspections, and advise the Contractor should excavation beyond the limits shown in the Drawings be required.
c. Review results of the Contractor’s independent testing laboratory tests and request additional testing at the Engineer’s discretion.

2. At the Owner’s discretion, Quality Assurance (QA) testing may be conducted by the Engineer, or a separate independent testing laboratory acceptable to the Engineer, to verify results obtained by the Contractor’s QC third party independent testing laboratory. The Contractor shall provide adequate clearance of areas for testing as recommended by the Engineer. QA testing will be paid for by the Owner. Areas where QA testing indicates results that do not meet the project specification requirements shall be recompacted by the Contractor at no additional costs to the Owner and shall be retested by the Contractor’s QC testing laboratory to verify test results meet project specification requirements.

E. Special Inspections:

1. The Owner will be responsible for special inspections in accordance with the building code CBC Chapter 17 Section 1705.6 and the Drawings. Special inspection is required for work related to constructing buildings, structures, structural work, and roadways, and includes but is not limited to:
a. Verifying materials below foundations are adequate to achieve the design bearing capacity requirements.
b. Verifying excavations are to the depth identified in the Contract Documents and the bottom of excavations are suitable materials. c. Perform classification and testing of compacted fill materials. d. Verifying materials meet quality, lift thickness and in-place density requirements specified herein.
e. Prior to placement of compacted fill, inspect subgrade and verify the site has been prepared properly.

2. Testing will be performed at the frequency provided or as otherwise established by the Owner prior to Construction:
a. Engineered Fill: Test every 500 square feet for each 2 feet of fill. b. Subgrade: Test every 200 square feet where in-place materials have been disturbed and recompacted or as recommended by the Engineer. c. Structural Backfill:
a) Test every 200 square feet of building footprint, with no less than two tests per structure.
b) Test every 200 cubic yards of material placed within 10 feet around the building.
d. Aggregate Base: Test every 500 square feet of each layer F. Testing Methods (CA Projects):

1. R-Value: California Test 301 or ASTM D2844

2. Durability Index: California Test 229 OR ASTM 3744

3. Aggregate Gradation: California Test 202 OR ASTM
D6913 and D7928
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4. Sand Equivalent: California Test 217 OR ASTM 2419

5. Specific Gravity: ASTM D854

6. Laboratory Compaction: ASTM D1557, Method A or C
(Modified Proctor) or
ASTM D698 (Standard Proctor)

7. In-place Density: ASTM D1556 or ASTM D69381

8. Plastic Limit and Plasticity Index: ASTM D4318

9. Soil Classification: ASTM D2487
1If nuclear methods are used for in-place density testing, verify the accuracy with one sand cone test and one maximum laboratory dry density test for every five (5) nuclear tests.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Store earthwork materials in a location confirmed in writing by the Owner or as indicated on the Drawings.

B. Stockpile material so that it is not contaminated, does not cause damage, does not become saturated, and is identifiable.

C. Storage of Excavated Materials:

1. Neatly place excavated materials far enough from the excavation to prevent stability problems. Keep the materials shaped to cause the least possible interference with plant operations and drainage.

2. Dispose of excavated materials unsuitable for backfill immediately.

1.07 SUBSURFACE INVESTIGATIONS
A. While the records of data obtained, including any geotechnical investigations and/or reports, may be considered by the Contractor to be correct, any conclusions or recommendations made in the reports are for information to the Design Engineer and are not a part of the Contract Documents. Copies of the boring and test pit logs are in the Appendix of these Specifications.

B. The bidders may make additional subsurface investigations at the site prior to the bidding of the project at their cost. Prior to making any drillings or excavations, the bidder shall secure permission from the Owner, and property owners if on private property.

1.08 ADDITIONAL SAFETY RESPONSIBILITIES
A. Select, install, and maintain shoring, sheeting, bracing, and sloping as necessary to maintain safe excavations. Ensure such measures: (1) comply fully with 29 CFR Part 1926 OSHA Subpart P Excavations and Trenches requirements, (2) provide necessary support to the sides of excavations, (3) provide safe access to the Engineer's sampling and testing within the excavation, (4) provide safe access for backfill, compaction, and compaction testing, and (5) otherwise maintain excavations in a safe manner that shall not endanger property, life, health, or the project schedule. Perform earthwork in strict accordance with applicable law, including local ordinances, applicable OSHA, Cal OSHA, California Civil Code, and California Department of Industrial Safety requirements.

1.09 EXPLOSIVES
A. Do not use explosives.

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PART 2 - PRODUCTS

2.01 MATERIAL DEFINITIONS
A. Engineered Fill: Engineered Fill may be Imported Soil or Native Soil that has been processed to meet the below requirements.

1. Native Soil: Remove rocks or lumps larger than 3 inches in greatest dimension or more than 15 percent of the material larger than 1½ inches and be free of organics (less than 3 percent organic material by weight), debris, and other deleterious materials. Do not use wet, soft, or frozen material, organic matter, asphalt chunks, or other deleterious substances as backfill.

Provide material containing at least 20 and no more than 35 percent passing the No. 200 sieve with a low expansion potential as indicated by a Plasticity Index of 20 or less, or Expansion Index of less than 20.

2. Imported Soil: Imported non-expansive soil with liquid limit no greater than 40 percent and a plasticity index no greater than 20 percent, free from clods or rocks larger than 2 inches in greatest dimension. Representative soil samples of proposed import fills shall be accepted by the Engineer prior to delivery.

B. Pipe Zone Backfill:

1. Sand: Sand gradation with 90 percent passing Sieve No. 4 and less than 5 percent passing Sieve No. 200 with a minimum sand equivalent (SE) of twenty (20).

C. Trench Zone Backfill:

1. Trench Zone Backfill may be sand, native soil, or imported soil. Provide native soil in the upper 12 inches of the trench zone when located in pavement.

D. Pipe Bedding Material:

1. Sand: Sand gradation with 90 percent passing Sieve No. 4 and less than 5 percent passing a Sieve No. 200 with a minimum sand equivalent of twenty (20).

E. Aggregate Base:

1. Refer to Section 02700.

2. Provide Class II, ¾ inch maximum, Caltrans Standard Specifications Section

26. F. Structural Backfill:

1. Structural backfill meeting the requirements of Engineered Fill and with an expansive index less than 40 when tested according to ASTM D4829 and at least 70 percent passing the U.S. Standard No. 4 sieve.

2. Caltrans Standard Specification 19-3.02C.

G. Gravel:

1. Provide gravel from one source that complies with Caltrans Standard Specifications Section 20-5.03C.

2. Gravel shall have a durability index of at least 40 when tested according to ASTM D3744.

3. The gradation of the gravel shall conform to ASTM C-33 Number 8 aggregate (3/8-inch gravel).

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4. Gravel for trench stabilization shall be fully encased in a geotextile fabric for separation.

H. Pervious Backfill Material:

1. Caltrans Standard Specification 19-3.02D.

I. Geotextile Fabric: Non-woven, non-biodegradable, needle punched geotextile comprised of polypropylene fibers. Install with a minimum 12-inch overlap, unless otherwise shown on the Drawings.

Apparent Opening Size 40 U.S. Sieve
Permittivity 1.0 sec -1
Flow Rate 75 gal/min/ft 2
Tensile Strength @ 2% strain 1,000 lbs/ft
UV Resistance @ 500 hrs 90 %
J. Filter Fabric: Filter Fabric shall be as shown on the Drawings and in compliance with Caltrans Standard Specification Section 96-1.02.

K. Water: Water quality acceptable to the Engineer and reasonably free of objectionable quantities of silt, oil, organic matter, alkali, salts, and other impurities.

L. Warning Tape: 3-inch-wide, inert, fade-resistant plastic film resistant to acids, alkalis, and other components likely to be encountered in soil. Warning Tape colors following the uniform color code per American Public Works Association (APWA) and not be placed more than 12 inches above top of pipe.

1. Provide: Terra Tape® Standard; T. Christy Enterprises, Inc. T A.ND.3- COLOR-CODE; or equal.

2. Acceptable Manufacturers: Reef Industries, Inc.; T. Christy Enterprises, Inc.; or equal.

M. Detection Tape: Plastic metallic type consisting of a blue color-coded polyethylene or melinex film, a solid core aluminum foil detection layer and other layers as required. Provide tape resistant to acids, alkalines, and other components likely to be encountered in soils designed for both conductive and inductive locating procedures. Detection tape colors per the uniform color code per American Public Works Association (APWA).

1. Provide: Terra Tape® Sentry Line ® Detectable; T. Christy Enterprises, Inc.

T A.DT.3-COLOR-CODE; or equal. Provide accessories as required by manufacturer.

2. Manufacturers: Reef Industries, Inc.; T. Christy Enterprises, Inc.; or equal.

N. Tracer Wire: #12 AWG Copper Clad Steel insulated by high molecular weight high density polyethylene (HMWPE) and installed on all pipe. Attach wire with 2-inch- wide tape, taped at 12-inch intervals. Property ground tracer wire at all dead ends and stubs. Tracer wire colors per the uniform color code per American Public Works Association (APWA).

1. Provide: Copper Clad Steel Tracer Wire by KrisTech, or Solid Tracer Wire by T. Christy Enterprises, Inc.; or equal.

2. Manufacturers: KrisTech West Coast; T. Christy Enterprises, Inc.; or equal.

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PART 3 - EXECUTION

3.01 GENERAL CONSTRUCTION REQUIREMENTS
A. Access: Maintain access to all fire hydrants, water valves and meters, and private driveways.

B. Temporary Pavement: Place temporary pavement on trenches in existing streets within 24 hours after the trench has been backfilled. Refer to Section 02700.

Maintain temporary pavement until permanent pavement is to be placed.

3.02 SITE EXCAVATION
A. Remove lumped subsoil and rock up to ½ cubic yard, measured by volume.

B. The maximum allowable temporary slope during excavation range is 1H:1V up to 20 feet vertically.

C. Provide erosion control protection in accordance with Section 01500.

3.03 TRENCH EXCAVATION
A. Use open cut excavation for pipe and other utilities such as duct banks. Trench width to be as wide as necessary for sheeting and bracing and the proper performance of the work up to the maximum width permitted as shown on the Drawings. Favorable review by the Engineer is required prior to use of alternative methods of construction.

B. Remove lumped subsoil and rock up to ½ cubic yard, measured by certified weight tickets. Remove larger material as specified in Paragraph 3.13 Rock Excavation.

C. Accurately grade the bottom of the trenches to provide uniform bearing and support for each section of the pipe or conduit at every point along its entire length, except for the portions of the pipe sections where it is necessary to excavate for bell holes and for the proper sealing of pipe joints. Dig bell holes and depressions for joints after the trench bottom has been graded. Remove stones to avoid point bearing.

D. Do not backfill the trench until the Engineer favorably reviews the pipe and bedding installation.

E. If no elevations are shown on the Drawings, provide 3 feet of minimum cover.

F. At manholes or building connections where piping or conduits is connecting, backfill and compact around the structure first to a level at least 3 feet from the top of the piping or conduit elevation and then retrenched to pipe grade.

G. Provide secured ladders for access to the trench and to any structure or pipe for construction and inspection personnel. Failure to provide safe inspection access shall void initial inspection and follow up inspection shall not be performed until proper safe access is provided to the items to be inspected.

3.04 EXCAVATION FOR STRUCTURES
A. Excavate to the dimensions, dimensions and elevations indicated in the Drawings or specified herein. Include proper working methods, the erection of forms, and the protection of the work in excavation extents.

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B. Preserve existing foundation surfaces shown on the Drawings in an undisturbed condition. If disturbances occur, replace such foundations in a manner approved by the Engineer
C. Inspection of Excavation: Notify the Engineer when excavation for the structure is complete. Excavation must be inspected and approved by the Engineer prior to installing forms, reinforcing steel, concrete, or precast structures.

D. Pump Station #3 and #5 Foundations: The existing soil should be over excavated a minimum of 3 feet below existing grade or 2 feet below the lowest proposed foundation element, whichever is deeper. The excavation should extend 3 feet beyond the footprint of the proposed foundation. The horizontal extents may be limited to the edge of existing structural elements that are within the recommended removal and recompaction zone. Utilities within the removal extents should be protected in place or re-routed to allow for the foundation overexcavation. Loose, saturated, or unstable material should be removed and replaced with compacted fill. The exposed subgrade can be then scarified to a depth of 9 inches, moisture conditioned to within 2 percent of the optimum moisture content, and recompacted to at least 95% relative compaction. Compacted general (onsite) fill can then be placed to the finished subgrade.

3.05 SUPPORT OF EXCAVATIONS
A. Adequately support excavation for trenches and structures to meet all applicable requirements in the current rules, orders, and regulations. Adequately shore, brace, and sheet excavations so that the earth will not slide or settle and so that all existing structures and all new pipe and structures will be fully protected from damage. Keep vehicles, equipment, and materials far enough from the excavation to prevent instability.

B. Protect excavations and adjacent improvements from running, caving, boiling, settling, or sliding soil resulting from the high groundwater table and the nature of the soil excavated.

C. Maintain support for excavation in place until the pipeline or structure has been completed. Carefully remove shoring, sheeting, and bracing during backfilling of the trench or around structures so no voids are created and no caving, lateral movement, or flowing of the subsoils occurs.

3.06 EXCAVATION BEYOND THE LIMITS INDICATED
A. Do not to excavate beyond the limits shown in the Drawings or as specified herein.

1. If excavation beyond the limits indicated occurs, backfill with material approved by the Engineer and compact as specified herein.

2. There is no additional payment for such work.

3.07 UNSTABLE OR UNSATISFACTORY SOILS
A. If the bottom of the excavation is soft or unstable, and in the opinion of the Engineer cannot satisfactorily support the pipe, structure, or other related design elements, the Engineer will determine proper corrective methods. Payment for removal and replacement or other corrective methods shall be made in accordance with the provisions of the General Conditions.

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3.08 SUBGRADE PREPARATION
A. Finished Subgrade: Finished subgrade material may be native soil or import material and prepared to be non-yielding when proof-rolled by-passing over-all areas to receive fill or as required by the Engineer with a minimum 10-ton roller, front-end loader with loaded bucket, or other heavy rubber-tired vehicle with high tire pressure (e.g., loaded tandem dump truck), in the presence of the Engineer.

B. Fill Subgrade: Fill Subgrade (prior to placement of any fill material)may be native soil or import material prepared to be non-yielding when proof-rolled by passing over all required areas with a minimum 10-ton roller, front-end loader with loaded bucket, or other heavy rubber-tired vehicle with high tire pressure (e.g., loaded tandem dump truck) in the presence of the Engineer.

C. If the subgrade is unstable, wet, or soft, coordinate with the Engineer for corrective methods prior to placing subsequent lifts.

3.09 SITE AND TRENCH BACKFILL
A. Compact backfill materials by vibrating, tamping, or a combination thereof.

Compact materials in accordance with Paragraph 3.12 unless otherwise specified or shown on the Drawings.

B. Site Backfill:

1. Do not place any backfill material until the Engineer has inspected, tested and favorably reviewed the prepared subgrade.

2. Construct fills as shown on the Drawings, true to line, grade, and cross- section.

3. Construct fills of native soil or imported soil. Place material in uniform, level layers, not exceeding 8 inches thick measured before compaction.

C. Trench Backfill:

1. Place trench materials true to the lines, grades, and details indicated on the Drawings.

2. Place trench materials in uniform, level layers, not exceeding 6 inches thick measured before compaction. Maintain a difference in level on either side of a pipe of less than 4 inches.

3. Do not backfill material over the pipe or conduit until the joints have been completed and inspected by the Engineer.

4. Protect the pipe or conduit from damage during the construction period.

Repair broken or damaged pipe at no extra cost to the Owner. Once repair is inspected and approved by the Owner, retest the pipeline. Carefully place backfill around and over the pipe and do not allow it to fall directly upon the pipe. Tamping of backfill over the pipe shall be done with tampers, vibratory rollers, and other machines that will not injure or disturb the pipe.

5. Do not allow construction traffic over the pipe trench until the trench has been backfilled even with the existing adjacent grade, temporary AC pavement has been placed over the backfilled trench, and/or a traffic rated metal plate has been placed over the trench (coordinate with pavement in paragraph 3.01 and Section 02700).

6. Where a trench is placed in paved areas, prepare and compact the upper 12 inches of the trench zone per subgrade preparation requirements.

D. Import Backfill: Coordinate the quantity of import backfill material and obtain approval from the Engineer prior to delivery and installation.

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E. Install Geotextile Fabric per the manufacturer’s recommendations and as shown on the Drawings.

3.10 BACKFILL UNDER / ADJACENT TO STRUCTURES
A. Compact materials in accordance with Paragraph 3.11 unless otherwise specified or shown on the Drawings.

B. Place aggregate base or crushed rock in uniform, level layers, not exceeding 6 inches thick measured before compaction under, generator pads and other electrical equipment pads.

C. Install structure backfill in accordance with SSPWC Section 300-3.5 (CA Project using the Greenbook)
D. Backfill Adjacent to Structures:

1. Do not place backfill against structures until the concrete has been patched and cured.

2. Do not place backfill against structures until at least 28 calendar days after the concrete was placed, or until the concrete has achieved a strength of at least 4,000 psi, whichever is earlier. Concrete strength shall be demonstrated by field cured cylinders tested at the Contractor's cost, prepared and tested in accordance with ASTM C31 and ASTM C39.

3. Place structural backfill within 3 feet of a structure or as shown on the Drawings.

4. Place structural backfill in uniform, level layers, not exceeding 8 inches thick measured before compaction. Bring backfill up uniformly on all sides of the structure, and on both sides of buried walls.

E. Rock Subgrade Under Structures:

1. Place a layer of crushed rock under structures to the lines, grades, and minimum thicknesses shown on the Drawings. Unless shown specifically otherwise on the Drawings, do not use rock as backfill above the elevation of the highest base slab of the structure.

3.11 COMPACTION
A. Add water to the backfill material or dry the material as necessary to obtain moisture content within 2 percent of optimum. Employ such means as may be necessary to secure a uniform moisture content throughout the material of each layer being compacted.

1. Use air-drying to reduce moisture content and/or achieve compaction before other methods may be considered. Or, where applicable, demonstrate air- drying is not possible before other methods may be considered.

B. After the material has been moisture conditioned, compact it with compaction equipment appropriate for the use to achieve specified compaction.

C. If the backfill material becomes saturated or does not meet requirements specified through negligence, remove the faulty material and replace it in a manner approved by the Engineer/Owner. No additional payment will be made for such work.

D. Compact materials in accordance with ASTM D1557 (Modified Proctor) unless otherwise specified.

E. Compaction of embankment and backfill materials by flooding, ponding, or jetting is not permitted.

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F. Material Requirements:

Material Minimum Relative Compaction¹

1. Engineered Fill:

Native Soil
Import Soil

95 percent
95 percent

2. Pipe Zone Backfill 90 percent

3. Trench Zone Backfill 90 percent

4. Pipe Bedding 90 percent

5. Subgrade 95 percent

6. Aggregate Base 95 percent

7. Structure Backfill 95 percent

8. Gravel 90 percent
¹ Modified Proctor Test

3.12 FINISH GRADING
A. Except where shown otherwise in the Drawings, restore the finish grade to the original contours and to the original drainage patterns. Grade surfaces to drain away from structures at a minimum of 2 percent, unless otherwise noted in the Drawings. The finished surfaces shall be smooth and compacted per Section 3.11.

END OF SECTION

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SECTION 02700

PAVING AND SURFACING

PART 1 - GENERAL

1.01 SUMMARY
A. Furnish all labor, material, equipment, tools, and services required for removing, placing and compacting asphalt concrete pavement for roadways, parking lots, and walkways to the lines, grades, and dimensions shown on the Drawings and as specified herein.

1. Demolish existing asphalt paving.

2. R epair and resurface existing asphalt pavement damaged during construction.

3. Install asphalt pavement.

1.02 REFERENCES
A. ASTM International (ASTM):

1. D422 Test Method for Particle-Size Analysis for Soils

2. D1556 Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method

3. D1557 Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (Modified Proctor)

4. D2027 Specification for Cutback Asphalt (Medium Curing Type)

5. D2922 Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)
B. California Department of Transportation (Caltrans):

1. California Test 216 Method of Test for Relative Compaction of Untreated and Treated Soils and Aggregates

2. California Test 231 Method of Test for Relative Compaction of Untreated and Treated Soils and Aggregates by the Area
Concept Utilizing Nuclear Gauges

1.03 DEFINITIONS
A. Base (aggregate base): Layer of material of certain thickness placed under the pavement, constructed on subgrade. It provides a working surface for pavement placement, load distribution, and drainage.

B. Leveling course: Lift of asphalt concrete used to fill and level irregularities prior to placement of the wearing course.

C. PG: Performance graded. The PG system defines the asphalt binder based on the conditions in which it may be used.

D. Subgrade: See Section 02300.

E. Tack Coat: Emulsified asphalt used to bond asphalt concrete to existing asphalt concrete, or to bond between asphalt concrete lifts.

F. Wearing course: Final lift of asphalt concrete.

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1.04 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Submit the following under the Product Data:

1. Submit a signed verification from each source of supply for each construction material employed on this project indicating that the materials meet the Specification requirements.

2. Mix design for asphalt concrete in accordance with SSPWC Section 203-6.3..

3. Submit manufacturer's certification of the actual volatile organic compound (VOC) content for all pavement paints and bituminous pavement sealers proposed for use on this project. Submit certification of the actual VOC content for all coatings. VOC content shall be measured in grams per liter by weight of coating as applied excluding water and color added to the tint base.

4. Submit verification that bituminous pavement sealers and paint products furnished meet applicable local air resources quality enforcement jurisdiction regulations as to allowable VOC content for the time and place of application and use intended.

C. Submit the following under Samples and Test Results:

1. Furnish, without additional cost to the Owner, such quantities of construction materials as may be required by the Engineer for test purposes. The Contractor shall cooperate with the Engineer and furnish necessary facilities for sampling and testing of all materials and workmanship. All materials furnished and all work performed shall be subject to rigid inspection, and no materials shall be used in the construction work until it has been inspected by the Engineer.

1.05 QUALITY ASSURANCE
A. Comply with State of California, Department of Transportation, Caltrans Standard Specifications.

B. Storage and transportation of asphalt concrete shall comply with SSPWC Section 203-6.8 and 203-6.9.

C. All pavement stripe painting shall be performed by competent and experienced Equipment operators and painters using proper equipment, tools, stencils, templates, and shields in a workmanlike manner.

1.06 REGULATORY REQUIREMENTS
A. All work, material, procedures, and practices under this Section shall conform to requirements of the California Air Resources Board (CARB) and the Air Pollution Control District having jurisdiction.

PART 2 - PRODUCTS

2.01 PAVING MATERIALS
A. Aggregate Base: Standard Specifications, Section 26. Class and size as indicated on the Drawings; or if not indicated on the Drawings, use Class 2, ¾ inch maximum.

B. Prime Coat: Liquid asphalt, SSPWC, Section 203-2 Grade SC 70.

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C. Tack Coat and Seal Coat: Emulsified asphalt, SSPWC, Section 203-3. Asphalt Concrete: Type B, ½ inch maximum, medium grading, PG-64-10, Type B, ½ inch maximum, medium grading, SSPWC, Section 203-1.

2.02 HEADERS
A. At straight sections, wood headers shall be constructed of 2 inch by 6 inch construction heart redwood, held in place by 2 inch by 4 inch stakes, of the same materials, 2 feet long and set at 8 foot centers.

B. At curved sections, wood headers shall be constructed of three ½ inch by 4 inch construction heart redwood bender boards. Boards shall be lapped at one-third of the length of individual boards, with no two boards lapped at the same place. Hold boards in place with stakes same as above.

2.03 PAVEMENT PAINT
A. Comply with Section 214-4 of the SSPWC.

PART 3 - EXECUTION

3.01 GENERAL
A. Where trenching or other construction activity has resulted in damage to a localized area of pavement, the damaged pavement shall be cut back 6 inches, removed and replaced.

B. Where the demolition or damaged area extends over more than 50% of the road width or paved area, as determined by the Engineer, the full pavement width or area shall be removed and replaced.

C. Structures such as valve boxes, manhole frames and covers, and electrical vaults shall be adjusted to grade as necessary within paved areas.

D. Adjust existing manholes, meter boxes, cleanouts, etc. to match the new grade.

3.02 PAVEMENT CUTTING
A. After backfilling trenches and prior to paving, saw cut existing pavement parallel to the trench (using a concrete saw) to a minimum depth equal to or greater than one-half the thickness thereof.

B. The pavement shall be cut back 6 inches on each side of the trench or excavation wall.

C. Re-cut and restore any pavement damaged outside these lines at the expense of the Contractor.

D. Should voids develop under the existing pavements during construction, those affected pavements shall be neatly saw cut in straight lines and replaced after the voids have been filled.

3.03 PLACEMENT OF AGGREGATE BASE
A. Subgrade Preparation: Refer to Section 02300.

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B. Aggregate Base Tolerance: The aggregate base shall not be placed before the subgrade is approved by the Engineer. The finished aggregate base shall not vary more than 1 inch above or below, the planned grade.

C. Aggregate Base Placing: The aggregate base material shall be spread on the prepared subgrade by means of approved spreading devices subject to approval by the Engineer; the aggregate base material may be dumped in piles upon the subgrade and spread by bulldozing ahead from the dumped material. Each layer shall not exceed 6 inches. Segregation of large or fine particles of aggregate shall be avoided, and the material as spread shall be free from pockets of large and fine material. The aggregate base material shall be in accordance with SSPWC Section 301-2.

D. Compaction:

1. Compact each layer of aggregate base material to not less than 95% relative compaction as determined by Test Method Calif. No. 216 or ASTM D1556 (Sand Cone), or Calif. No. 231 or ASTM D2922 (Nuclear method when approved by the Engineer).

2. Compaction shall be in accordance with Section 301-2 of the SSPWC Section 301-2

3.04 ASPHALT CONCRETE INSTALLATION
A. Apply prime coat at a rate of 0.15-gallon per square yard. Blot any excess which has not penetrated the base with sand. Remove any loose sand.

B. Apply tack coat a rate of 0.05-gallon per square yard.

C. Spread and compact asphalt concrete in accordance with Standard Specifications Section 39 to the thickness shown on the Drawings.

D. Protect asphaltic concrete paving until surface has cooled sufficiently to permit traffic without damage.

E. Immediately remove spilled and splattered materials from adjacent surfaces.

3.05 PAVEMENT MARKINGS
A. Replace existing pavement markings that are removed or damaged by the construction.

B. Apply pavement markings in accordance with Section 84 of the Standard Specifications. Paragraphs on measurement and payment are not applicable.

3.06 HEADERS
A. Install wood headers along pavement edges bordered by soil. Install new headers where existing wood headers are damaged during construction or removed for construction. Install headers with uniform slope between spot elevation indicated on the Drawings or to conform to existing grades.

END OF SECTION

Job No. 2344245*00
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03100 - 1 Concrete Formwork and
Formwork Accessories

SECTION 03100

CONCRETE FORMWORK AND FORMWORK ACCESSORIES
PART 1 - GENERAL

1.01 SUMMARY.

A. Section Includes: Design, construction, and treatment of formwork to confine and shape concrete to the required dimensions.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 117 Standard Tolerances for Concrete Construction and Materials

2. ACI 301 Specifications for Structural Concrete for Buildings

3. ACI 306 Guide to Cold Weather Concreting

4. ACI 347 Guide to Formwork for Concrete
B. American Plywood Association (APA):

1. Material grades and designations as specified in this Section.

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Product Data:

1. Formwork products: Submit technical data including installation instructions, independent laboratory test reports (ICC), handling and storage instructions, a. Forms, if fabricated off construction site.
b. Form facing materials.
c. Form ties or through-bolts or coated ties, if utilized. d. Form release agents.
e. Form coatings.
f. Form liners.
g. Reshoring or backshoring for suspended slabs and beams.

C. Shop Drawings:

1. Shop drawings and calculations for formwork beams sealed and signed by a licensed Civil or Structural Engineer in the state where the structures are being constructed.

2. Procedures, drawings, calculations, layout and sequence for shoring, reshoring, and backshoring suspended concrete slabs and beams sealed and signed by a licensed Civil or Structural Engineer in the state where the structures are being constructed. Include formwork removal procedure and magnitude of construction loads permitted during reshoring or backshoring on shop drawings.

D. Samples:

1. Form ties.

2. Submit two 12-inch square samples of the proposed form liner.

1.04 QUALITY ASSURANCE
A. Contractor Qualifications: See Section 03300

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03100 - 2 Concrete Formwork and
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B. Construction Standard: Applicable requirements of the ACI 301.

1.05 DEFINITIONS
A. Exposed Concrete: A concrete wall, slab, beam or column which will have surfaces exposed to view in the finished work.

B. Cold Weather: Cold weather is considered to exist when the temperature has fallen below, or is expected to fall below, 40°F during placement and curing.

1.06 SYSTEM DESCRIPTION
A. Formwork and Formwork Accessories Design Requirements:

1. Design and engineer formwork. Sign and seal design calculations for formwork and formwork drawings by licensed Civil or Structural Engineer in the state where the work will be done.

2. Design formwork, shores, reshores, and backshores to carry all loads transmitted to them and to comply with the requirements of the applicable building code. Formwork shall be designed in accordance with the requirements of ACI 301 and ACI 347.

3. Design formwork to withstand the pressure resulting from placement and vibration of concrete and to maintain specified tolerances. The design shall consider any special requirements due to the use of plasticized and/or retarded set concrete. Should satisfactory concrete placement require any changes in concrete mix design, the formwork shall be re-designed and modified as required for the changed mix designs.

B. Formwork and Formwork Accessories Performance Requirements:

1. Maximum deflection of facing materials reflected on concrete surfaces exposed to view shall be 1/240 of the span between structural members of the formwork, unless noted otherwise on Drawings.

2. Design forms to construct a flat, uniform concrete surface requiring minimal finishing or repairs. Form design shall accommodate all of concrete mix designs being used by the Contractor.

3. Set form facing materials in an orderly and symmetrical arrangement and keep the number of seams to a practical minimum. Facing materials shall be supported with studs or other backing capable of maintaining deflections

4. Secure to forms as required or set for embedment as required, all sleeves, inserts, anchors, miscellaneous metal items, reglets, and other embedded items furnished under other Sections and required to be cast into concrete.

1.07 DELIVERY, STORAGE AND HANDLING
A. Lumber: Store all lumber, including plywood for forms, to prevent direct contact with the ground. Protect the stored lumber from the elements by a suitable covering, such as polyethylene film or waterproof building paper, suitably held in place.

PART 2 - PRODUCTS

2.01 GENERAL
A. Provide new materials meeting the requirements referenced in this Section.

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03100 - 3 Concrete Formwork and
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2.02 FORMWORK PRODUCTS
A. Formwork Materials:

1. Provide form-facing materials that will meet the concrete finish requirements for formed surfaces of Section 03350.

2. Use plywood, tempered concrete-form-grade hardboard, steel, plastic, paper, or other acceptable materials capable of producing the desired finish for form- facing materials.

3. Use form-facing materials that will produce a smooth, uniform texture on the concrete.

4. Do not use form-facing materials with raised grain, torn surfaces, worn edges, patches, dents, or other defects that will impair the texture of concrete surfaces.

5. Provide facing-materials of clean, smooth surfaces of wood, plywood, metal, or other approved material.

6. Construct wood forms of sound lumber or plywood of suitable dimensions and free from knotholes and loose knots.

7. Where used for exposed surfaces, dress and match boards.

8. Furnish plywood with a waterproof, synthetic resin bonded face manufactured for formwork.

9. Furnish steel forms that incorporate reinforcement, inserts, pipe fittings, box- outs, and other details shown on the Drawings without modification to these details.

B. Formwork Accessories: Use commercially manufactured accessories for formwork accessories that are partially or wholly embedded in concrete, including ties and hangers. Do not use nonfabricated wire form ties. Moldings for chamfers and rustications and the recesses for joint sealants shall be smooth and of nonabsorbent material.

C. Fabrication and Manufacture:

1. Formwork shall be essentially watertight and shall prevent loss of mortar from concrete. Seal all joints or gaps with an acceptable material.

2. Use ¾-inch minimum chamfer strips in the corners of formwork. Use mill run chamfer strips surfaced all sides.

3. Design temporary openings, where needed, at the base of vertical formwork to facilitate cleaning, inspection, placement, and vibration at construction joints and along form.

2.03 FORM TIES
A. Form Ties for Building or Other Structures:

1. Provide commercially manufactured steel rods or through-bolts, Cone-Snap Ties or taper ties capable of withstanding applied pressures.

2. Other ties shall not be used.

3. Provide form ties designed that when forms are removed, no metal shall remain within 1-1/2-inch of the finished concrete surface.

2.04 FORMWORK RELEASE AGENTS
A. Use commercially manufactured formwork release agents that prevent formwork absorption of moisture, prevent bond with concrete, and do not stain the concrete surfaces. Coat forming surfaces using an effective, non-residual, bond breaking form coating unless otherwise noted.

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03100 - 4 Concrete Formwork and
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B. Do not use and formwork release agents that will impart any material or residue to the concrete surface detrimental or incompatible with any specified paint, concrete or architectural finish, adhesives, waterproofing system, plaster or coating system to be applied later. Do not use oil-based products on formed surfaces that are to be painted, coated, or bonded to other concrete.

PART 3 - EXECUTION

3.01 CONSTRUCTION AND ERECTION OF FORMWORK
A. At construction joints, lap contact surface of the form sheathing for flush surfaces over the hardened concrete in the previous placement. Ensure formwork is placed against hardened concrete so that offsets at construction joints attain specified tolerances and minimize loss of mortar.

B. C onstruct formwork so that concrete surfaces conform to the tolerance limits of ACI 117. The class of surface for offset between adjacent pieces of formwork facing material, as defined in ACI 117, shall be Class B for surfaces permanently exposed to view and Class D for surfaces that will be permanently concealed.

C. Provide positive means of adjustment (such as wedges or jacks) of shores and struts. Do not make adjustments in the formwork after concrete has reached its time of initial setting. Brace formwork securely against lateral deflection and lateral instability.

D. To maintain specified tolerances, camber formwork to compensate for anticipated deflections in formwork during concrete placement. Set formwork and intermediate screed strips for slabs accurately to produce designated elevations and contours of the finished surface before removal of formwork. Ensure that edge forms and screed strips are sufficiently strong to support vibrating screeds or roller pipe screeds.

E. When formwork is cambered, set screeds to a like camber to maintain required concrete thickness. Fasten form wedges in place after final adjustment of forms and before concrete placement.

F. Anchor formwork to shores, supporting surfaces, or members to prevent upward or lateral movement of the formwork system before and during concrete placement.

G. Construct formwork for wall openings to facilitate removal and to counteract swelling of wood formwork.

H. Provide runways for moving equipment and support runways directly on the formwork or structural member without resting on the reinforcement.

I. Place sleeves, inserts, anchors, and embedded items required for adjoining work or for support of adjoining work before concrete placement. Secure all embedments against displacement, fill voids in inserts to prevent entry of concrete, and isolate or coat surfaces of aluminum embedments to prevent reaction with the concrete.

J. Place ¾-inch minimum chamfer strips in the corners of formwork to produce beveled edges on permanently exposed surfaces including the top edges of walls, machinery bases, and curbs. Do not bevel reentrant corners or edges of formed joints of concrete. Provide rounded top edges of sidewalks, walkways, and where directed.

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K. Seal tie holes in formwork to prevent leakage where ties penetrate the formwork.

Place taper form ties with the larger end on the side of the structure that will be in contact with liquid.

L. Clean surfaces of formwork and embedded materials of mortar, grout, and foreign materials before concrete is placed.

M. Cover surfaces of formwork with an acceptable material that will prevent bond with the concrete. A field-applied formwork release agent or a factory-applied liner may be used. If a formwork release agent is used, apply to the surfaces of the formwork in accordance with the manufacturer’s recommendations before placing reinforcement. Do not allow formwork release agent to puddle in the forms. Do not allow formwork release agent to contact reinforcement or hardened concrete against which fresh concrete is to be placed.

N. Inspect formwork and remove deleterious material immediately before concrete is placed.

O. D o not use earth cuts as forms for vertical or sloping surfaces.

P. If inadequate support is provided by the forms, as evidenced by excessive deflection, formwork failure, or leakage, remove placed concrete and replace.

Q. Formed Surfaces:

1. Ensure that the reinforcement has been favorably reviewed by the special inspector before closing up the wall forms.

2. Provide exposed, unpainted concrete surfaces that are uniform in appearance and color. Apply non-staining form release agent before placing the forms. Remove any excess coating with cloths. Scrape and clean any reused forms before coating again.

3. Provide flush fitting caps over any unused form tie holes.

R. Form Ties and Through-Bolts:

1. Provide sufficient number and strength to prevent spreading of forms while placing concrete.

2. Remove the removable portion immediately after stripping the forms. Avoid spalling the exposed concrete surfaces.

3. Provide a separate support system for the curtains of reinforcing, with a minimum 1-inch clearance between rebar and form ties or bolts.

S. Construction Joints:

1. Ensure the end forms of walls are removable without releasing the side forms.

3.02 ALLOWABLE VARIATIONS FOR FORMED SURFACES
A. General:

1. Tolerances: ACI 301 except where noted below:

2. Set and maintain concrete forms to ensure that, after removal of the forms and prior to patching and finishing, no portion of the concrete work will exceed the tolerances. Measure variations in floor levels before removal of supporting shores.

3. The specified variation for one element of the structure will not be applicable when it will permit another element of the structure to exceed its allowable variation.

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B. Variations in Size or Thickness:

1. Footings:
a. Length and width: ±1/2-inch
b. Reduction in thickness: 5%

2. Slabs and walls:
a. Thickness of 6 inches or less: +1/4-inch, -0-inch
b. Thickness of more than 6 inches: ±1/4-inch
C. Allowable Tolerances (Location, Lines and Grades):

1. Horizontal misplacement or eccentricity
of footings:
2% of footing width, but no
more than 1-inch

2. Variation of vertical dimensions at all floor
levels from specified position:
±1/2-inch per 100-foot

3. Variation of vertical dimensions from
specified position:
±1/4-inch

4. Variation from level or from slopes
specified for floors, ceilings, water
channels, and conspicuous lines:
±1/4-inch per 20 feet

5. Variation in location from specified position
for sleeves, pits, floor, and wall openings:
±1/4-inch

3.03 REMOVAL OF FORMWORK
A. When formed surfaces require finishing, remove forms as soon as removal operations will not damage concrete, and in no case less than required in paragraph H below.

B. Remove top forms on sloping surfaces of concrete as soon as removal will allow concrete not to sag. Perform needed repairs or treatments required at once and follow immediately with specified curing.

C. Loosen wood formwork for wall openings as soon as loosening operations will not damage concrete.

D. Do not damage concrete during removal of formwork for columns, walls, sides of beams, and other parts not supporting the weight of the concrete. Perform needed repair and treatment required on vertical surfaces at once and follow immediately with specified curing.

E. L eave formwork and shoring in place to support construction loads and weight of concrete in beams, slabs, and other structural members until in-place strength of concrete is at least full design strength noted for the mix design.

F. When removal of formwork or reshoring is based on concrete reaching the specified compressive strength, concrete shall be presumed to have reached this strength when test cylinders, field cured the same as the concrete they represent, have reached the compressive strength specified. Mold and cure cylinders in accordance with ASTM C31. Test cylinders in accordance with ASTM C39.

G. When shores and other supports are arranged to allow form-facing material to be removed without allowing structural slabs or members to deflect, form-facing material and horizontal supporting members may be removed at an earlier age.

H. Minimum duration after completion of concrete placement prior to removal of the formwork, unless the provisions of Sections 03305 or 03306 apply:

1. Walls and wall or slab
construction joints
12 hours

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03100 - 7 Concrete Formwork and
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I. Cold Weather: See Section 03306
J. Construct formwork to permit easy removal.

3.04 RESHORING AND BACKSHORING
A. Submit for review, requirement for accelerated partial stripping and reshoring and backshoring of forms that may be necessary to maintain the construction program.

B. During reshoring and backshoring, do not allow concrete in beams, slabs, columns, or any structural member to be loaded with combined dead and construction loads in excess of the loads permitted for the concrete compressive strength.

C. Place reshores and backshores in sequence with stripping operations.

D. Tighten reshores and backshores to carry the required loads without overstressing the concrete members. Leave them in place until tests indicate that the concrete compressive strength has attained the minimum value.

E. For floors supporting shores under newly placed concrete, either leave the original supporting shores in place, or install reshores or backshores. The shoring system and the supporting slabs shall resist the anticipated loads.

3.05 FIELD QUALITY CONTROL
A. Establish and maintain controls and benchmarks in an undisturbed condition until final completion and acceptance of the project.

B. Variations from plumb and designated building lines shall not exceed the tolerances specified in ACI 117.

C. Notify City when the forms are complete and ready for inspection at least 48 hours prior to the proposed concrete placement.

D. Concrete Placement:

1. Verify that forms and reinforcement are accurately placed and secured in position. Confirm that both forms and reinforcement have been favorably reviewed.

2. Verify that tie wire ends have been bent back away from the forms.

3. Verify that sleeves, castings, pipes, conduits, bolts, anchors, and other items required, are accurately and securely placed within or on the forms.

4. Verify adequate vibrators are available.

5. Verify construction and expansion joint faces have been prepared for the next concrete placement.

6. Check that the mix design is compatible with the method of placement of the concrete, by pump or by batch.

7. For wall placements, verify that the modified concrete mix required at construction joints is to be delivered.

8. Verify the concrete delivered to site is satisfactory, including checks on the batch tickets, quality assurance tests, and direct observation of the batches.

E. Failure of the forms to comply with the requirements specified or to produce concrete complying with requirements of this Section shall be grounds for rejection of that portion of the concrete work. Rejected work shall be repaired or replaced at no additional cost to the City. Such repair or replacement shall be subject to the requirements of this Section and Section 03935.

Job No. 2344245*00
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03100 - 8 Concrete Formwork and
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END OF SECTION

Job No. 2344245*00
© 2025 Kennedy/Jenks Consultants
03200 - 1 Concrete Reinforcement and
Reinforcement Supports

SECTION 03200

CONCRETE REINFORCEMENT AND REINFORCEMENT SUPPORTS
PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes:

1. Materials, fabrication, placement, and tolerances of reinforcement and reinforcement accessories.

1.02 REFERENCES
A. ASTM International (ASTM) Standard Specifications:

1. ASTM A615 Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

2. ASTM A1064 Carbon-Steel Wire and Welded Wire, Plain and Deformed, for Concrete

3. ASTM E329 Agencies Engaged in Construction Inspection, Testing, or Special Inspection.

B. American Concrete Institute (ACI):

1. Details and Detailing of Concrete Reinforcement (ACI 315).

C. Concrete Reinforcing Steel Institute (CRSI): Manual of Standard Practice (CRSI Manual).

D. American Welding Society (AWS): D1.4 Structural Welding Code - Reinforcing Steel (AWS D1-4).

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Product Data:

1. Bar supports and chairs.

2. Mechanical bar connectors, including ICC Reports.

3. Certified mill test results. for reinforcement

4. Tests on unidentified bars.

C. Shop Drawings:

1. Bar and wire fabric layouts.

2. Bar bending diagrams.

3. Placing drawings showing fabrication dimensions and locations for placement of reinforcement and reinforcement supports including the length and location of lap splices and mechanical connector locations.

4. Accessories and inserts layout.

D. Quality Assurance/Control Submittals:

1. Welding: Description of reinforcement weld locations, chemical analysis of reinforcement, welding procedures, and welder qualifications.

2. Submit a request to relocate any reinforcement that exceeds placement tolerances.

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1.04 QUALITY ASSURANCE
A. Testing agencies that perform testing services on reinforcing steel shall meet the requirements of ASTM E329.

B. Material Tests: Not required for bars, wire fabric rolls, or sheets delivered in bundles from the mill and tagged with valid Identification Certificate.

1. Unidentified Bars: Test samples from each 5 tons or fraction thereof for each size. If already delivered to site, test additional samples from each day of planned concrete placement. Perform one tension and one bend test from each sample for each size.

2. Test standard: ASTM A615.

3. Testing Laboratory: Selected by Engineer, to take samples and perform tests.

Costs paid by Contractor.

4. Unidentified Wire Fabric: Not acceptable.

C. Standard: CRSI Manual, except as otherwise indicated or specified.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Prevent permanent bending and protect bar surfaces from contact with soil, oil, or other materials that may decrease bond to concrete.

B. Bundle reinforcement and tag with suitable identification to simplify sorting and placing. Transport and store at site so material is not damaged. Store reinforcement off ground, place under cover, and keep clean. Store welded fabric in flat sheets, not rolls. Keep an adequate supply of reinforcement at site to avoid delays.

PART 2 - PRODUCTS

2.01 REINFORCING BARS
A. General: Deformed bars, ASTM A615, Grade 60.

B. Dowels: All dowels are deformed bars unless shown otherwise on the Drawings.

1. Deformed bars: ASTM A615, Grade 60.

2.02 WELDED WIRE REINFORCEMENT
A. Plain Welded Wire: ASTM A1064; sheets with welded wire intersections spaced not farther apart than 12 inches in the direction of principal reinforcement.

2.03 TIE WIRE
A. Annealed steel, 16-gauge minimum.

2.04 MECHANICAL CONNECTORS
A. Type: Tension-compression.

B. Strength: Develop 125% of the reinforcing yield strength in tension and compression.

C. Manufacturer:

1. Tension-compression: Lenton by Erico Products, Inc.; Dowel Bar Splice Systems by Richmond Screw Anchor Co.; or equal.

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2. Future Extension Mechanical Butt Splice: Lenton Form Saver by Erico Products, Inc.; DBR by Dayton Superior; or equal. Provide plastic taper threaded plugs for “long-term” thread protection.

D. Not all Mechanical Connectors are shown on the Drawings. Mechanical Connectors may be required by notes on the Drawings for certain splices.

2.05 SUPPORTS AND ACCESSORIES
A. Secure and support the reinforcement within specified tolerances. Conform to CRSI Manual Chapter 3, for Types SB, BB, BC, JC, HC, CHC, and others of standard types as required. Use Class "1" plastic-coated chairs and spacers at waterbearing surfaces, roofs of waterbearing structures, and at all interior or exterior surfaces exposed to view or weather in the completed structure. Plastic thickness of 3/32-inch or greater at points of contact with formwork and extend the plastic along the wire at least ½-inch from the point of contact with the formwork.

Precast concrete block supports with embedded wire ties are not acceptable.

B. U se precast concrete supports that have a surface area of not less than 4 inches2 and have a compressive strength equal to or greater than specified compressive strength of concrete being placed. Water absorption and porosity of precast concrete supports equal to or less than water absorption and porosity of concrete being placed. Use precast concrete block supports with embedded wire ties or dowels for placement on grade or on membranes. Cast the blocks with concrete equal in strength, cement type and aggregate to the parent concrete.

C. Do not use aluminum or stainless-steel supports or accessories.

2.06 FABRICATION
A. General: CRSI Manual Chapters 6 and 7, including tolerances.

B. Splice, development, and embedment lengths: Unless otherwise noted on the Drawings, furnish bars with lap lengths equivalent to ACI 318, Section 12, Class B splices for the specified concrete strength, bar size, and location.

C. Bending and Forming: Fabricate bars of indicated size and accurately form to shapes and lengths indicated and required. Fabricate by methods not injurious to materials. Bend reinforcement cold. Fabricate reinforcement in accordance with fabricating tolerances of ACI 117. Reject bars with kinks or bends not scheduled.

D. Welding: When welding of reinforcement is approved by the Engineer, comply with the requirements of AWS D1.4. Do not weld crossing bars (tack welding) for assembly of reinforcement, supports, or embedded items.

E. Concrete Cover: Detail and fabricate the reinforcement to provide specified cover to outer edge of rebars and other installed items.

F. Dowels:

1. Provide deformed reinforcing bar dowels at all construction joints, unless noted otherwise.

2. Provide smooth or threaded dowels where shown on the Drawings.

3. Provide same dowel size and spacing as the reinforcing to which they are spliced, unless noted otherwise.

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2.07 SOURCE QUALITY CONTROL
A. Testing agencies that perform testing services on reinforcing steel shall meet the requirements of ASTM E329.

B. Verify bend tolerances are not exceeded.

C. Verify bar end cuts are within tolerance when mechanical connectors are to be used.

PART 3 - EXECUTION

3.01 INSTALLATION
A. General: CRSI Manual Chapter 8 including placement tolerances. No reduction of concrete cover is allowable for bars at concrete surfaces exposed in liquid or water-containing structures.

1. Cleaning: Before placing reinforcing, and again before concrete is placed, clean reinforcement of loose mill scale, dried concrete, oil, or other materials deleterious to bond. Do not allow form coatings, release agents, bond breaker, or curing compound to contact reinforcement.

2. Placement: Place, support, and fasten reinforcement as indicated. Do not exceed the placing tolerances specified in ACI 117. Do not reduce cover requirements for placing tolerances.

When necessary to move reinforcement
beyond the specified placing tolerances to avoid interference with other reinforcement, conduits, or embedded items, submit the resulting arrangement of reinforcement for review. Accurately place reinforcement and securely wire tie in position, at an adequate number of points, where bars cross so as to prevent displacement. Tie stirrups to bars at both top and bottom. Bend ends of tie wire inward allowing no encroachment into the concrete cover.

3. Concrete cover: Provide cover for reinforcement as shown on the Drawings.

Minimum concrete cover for reinforcement for cast-in-place concrete is shown in the table below for the exposure condition noted. Provide minimum cover to the outer edge of bar spacers, hangers, and like items. For bundled bars, minimum concrete cover shall be equal to the equivalent diameter of the bundle but need not be greater than 2 inches, except the minimum cover shall not be less than specified in the table below. Base the equivalent diameter of the bundle on a single bar of a diameter derived from the equivalent total area.

Exposure Condition for Reinforcement Min. Cover
A. Concrete cast against and permanently exposed to earth 3-inch B. Concrete exposed to earth, liquid, weather, or bearing on work mat or slabs supporting earth cover
Footings and Base Slabs:

Formed surfaces 2-inch
Top of footings and base slabs 2-inch

4. Reinforcement supports: CRSI Manual, Chapter 3. Unless noted otherwise on the Drawings, use the following reinforcement supports:

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03200 - 5 Concrete Reinforcement and
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a. Place reinforcement supported from the ground or mud mat on precast concrete reinforcement supports.
b. Place uncoated reinforcement supported from formwork on reinforcement supports made of concrete, metal, or plastic. c. Place zinc-coated (galvanized) reinforcement supported from formwork on wire reinforcement supports that are galvanized, coated with dielectric material, or made of dielectric material.
d. Reinforcement and embedded steel items used with zinc-coated (galvanized) reinforcement shall be zinc-coated (galvanized) or coated with nonmetallic materials.

5. Field bending: Not permitted, except where specifically shown, or approved.

6. Bar spacing: Between parallel bars, no less than 1-1/2 times the maximum aggregate size and in no case less than 1-1/2 inches. At splices, bundle and wire together bars to accomplish this.

7. Welded wire reinforcement: Install necessary supports and chairs to hold in place during concrete pours. Straighten reinforcement to lay in flat plane and bend reinforcement to fit work. Tie every other wire at laps. For slabs on soil, extend welded wire reinforcement to within 2 inches of the concrete edge.

Lap edges and ends of welded wire reinforcement sheets a minimum of 12 inches. Do not extend welded wire reinforcement through contraction joints. Support welded wire reinforcement during placing of concrete to ensure required positioning in the slab. Do not place welded wire reinforcement on grade and subsequently raise into position in concrete.

8. Smooth dowels: Straight dowels at movement joints free of loose rust or scale. Include on dowels used at expansion joints an expansion cap at one end designed to allow at least 1-1/2 inches of expansion. Use an acceptable bond breaker on the dowel on one side of the movement joint.

9. Reinforcement termination: Where reinforcement does not extend through a joint, terminate the reinforcement 2 inches from the face of the joint.

3.02 FIELD QUALITY CONTROL
A. Inspect all reinforcement installations. Provide 48 hours’ notice for inspection before concrete placement.

B. Verify placement tolerances are not exceeded.

C. Mechanical Connectors: Install favorably reviewed products, following the Manufacturer's recommendations, under continuous inspection.

D. Welding Reinforcement: Perform only when approved by the Engineer and only under continuous inspection. Notify the Engineer at least 48 hours in advance of any procedure involving welding.

E. Coordinate access and notify special inspector 48 hours in advance of any concrete placement so that special inspection and testing may be performed in accordance with the Special Inspection and Testing Schedule.

END OF SECTION
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03200 - 6 Concrete Reinforcement and
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Job No. 2344245*00
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03300 - 1 Concrete Mixtures, Handling,
Placing, and Constructing

SECTION 03300

CONCRETE MIXTURES, HANDLING, PLACING, AND CONSTRUCTING
PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes:

1. R equirements for materials, proportioning, production, and delivery of concrete.

2. Pro duction of cast-in-place structural concrete.

3. M ethods and procedures for obtaining quality concrete through proper batching, handling, placing, and inspection.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 117 Specification for Tolerances for Concrete Construction and Materials

2. ACI 301 Specifications for Structural Concrete

3. ACI 305 Guide to Hot Weather Concreting

4. ACI 306 Guide to Cold Weather Concreting
B. ASTM International (ASTM) Standard Specification or Test Method:

1. ASTM C31 Making and Curing Concrete Test Specimens in the Field

2. ASTM C33 Concrete Aggregates

3. ASTM C39 Compressive Strength of Cylindrical Concrete Specimens

4. ASTM C40 Organic Impurities in Fine Aggregates for Concrete

5. ASTM C42 Obtaining and Testing Drilled Cores and Sawed Beams of Concrete

6. ASTM C87 Effect of Organic Impurities in Fine Aggregate on Strength of Mortar

7. ASTM C88 Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate

8. ASTM C94 Ready-Mixed Concrete

9. ASTM C131 Resistance to Degradation of Small-Size Coarse Aggregate by Abrasion and Impact in the Los Angeles
Machine

10. ASTM C136 Sieve Analysis of Fine and Coarse Aggregates

11. ASTM C142 Clay Lumps and Friable Particles in Aggregates

12. ASTM C143 Slump of Hydraulic-Cement Concrete

13. ASTM C150 Portland Cement

14. ASTM C172 Sampling Freshly Mixed Concrete

15. ASTM C173 Air Content of Freshly Mixed Concrete by the Volumetric Method

16. ASTM C192 Making and Curing Concrete Test Specimens in the Laboratory

17. ASTM C231 Air Content of Freshly Mixed Concrete by the Pressure Method

18. ASTM C260 Air-Entraining Admixtures for Concrete

19. ASTM C494 Chemical Admixtures for Concrete

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20. ASTM C595 Blended Hydraulic Cements

21. ASTM C618 Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use as a Mineral Admixture in Concrete

22. ASTM C827 Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures

23. ASTM C989 Slag Cement for Use in Concrete and Mortars

24. ASTM C1064 Temperature of Freshly Mixed Hydraulic-Cement Concrete

25. ASTM C1077 Laboratories Testing Concrete and Concrete Aggregates for Use in Construction and Criteria for Laboratory
Evaluation

26. ASTM C1240 Silica Fume used in Cementitious Mixtures.

27. ASTM C1293 Determination of Length Change of Concrete Due to Alkali- Silica Reaction

28. ASTM C1602 Mixing Water Used in the Production of Hydraulic Cement Concrete

29. ASTM D2419 Sand Equivalent Value of Soils and Fine Aggregate C. American Association of State Highway and Transportation Officials (AASHTO):

1. T26 Standard Method of Test for Quality of Water to be Used in Concrete

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Product Data:

1. Concrete mix product certification: Submit certified laboratory test results that the mix proportions and materials comply with these Specifications. a. Mix design: identification number, proportions, and characteristics.

Indicate concrete type each mix design is being submitted under along with the proposed location of use.
b. Mix test results: See Mix Test Requirements under CONCRETE MIX DESIGN for required pre-construction testing.
c. Cementitious materials: Types, manufacturing location, shipping locations, and certificates showing compliance with material requirements.
d. Coarse and fine aggregates: Types, pit or quarry locations, producers’ names, gradations, specific gravities, and evidence not more than 90 days old demonstrating compliance with the material requirements. e. Admixtures: Types, brand names, producers, manufacturer’s technical data sheets, and certification data.
f. Water: Source of supply and compliance with specified standards. g. Description of conveying and placing equipment.
h. Ready-mix plant certification or ASTM C94 certification documentation.

C. Shop Drawings and Plans:

1. Proposed method of measuring concrete temperatures.

2. Proposed method for hot weather concrete placement.

3. Proposed method for cold weather concrete placement.

4. Proposed method for wet weather concrete placement.

5. After defects are identified and investigation, Contractor to submit design of repair plan specific for each noted defect in accordance with Section 03935 (03 93 50).

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D. Samples:

1. Submit any item of product data proposed for use and not fully assembled by a single manufacturer or described in this section.

E. Quality Assurance/Control Submittals:

1. Test Agency Reports: Submit records of test and inspection. Submit report results. Provide a copy of the test reports to the Ready-mix plant for record purposes.

2. Submit notification of concrete placement at least 24 hours prior to placement. When Engineer is scheduled to perform structural observation provide at least 48 hours’ advance notification.

1.04 QUALITY ASSURANCE
A. Contractor Qualifications: Ten (10) years of experience constructing similar building facilities or structures.

B. Construction Standard: Applicable quality requirements of the CBC, ACI 301, and ACI 318.

C. Concrete Products and Materials Tests: Certified by independent commercial testing laboratories. Submit certification on cementitious products and aggregates performed within the past 6 months. Furnish any necessary labor to assist in obtaining and handling samples at the project site or at the source of materials.

D. Concrete Mix Designs: By an independent commercial testing laboratory, complying with ASTM C1077 and favorably reviewed by the Engineer. Concrete mix design proportions shall be established on the basis of field experience and trial mixtures with the materials to be employed in accordance with ACI 301 Chapter 4.

E. Concrete Mix Test Results, prior to construction:

1. Submit in accordance with Mix Test Requirements under CONCRETE MIX DESIGN.

F. Concrete Tests, as placed: Performed by the City’s Testing Agency:

1. Testing agencies that perform testing services on concrete materials shall meet the requirements of ASTM C1077.

2. Provide City’s Representative with at least 48 hours’ notice in advance of operations to allow for completion of quality tests and for assignment of personnel.

3. Provide and maintain adequate facilities for safe storage and proper curing of concrete test specimens on the project site for initial curing as required by ASTM C31.

4. Test frequency for strength:
a. Obtain at least one composite sample for each 100 yd 3, or a fraction
thereof, of each concrete mixture placed in any 1 day.

5. Concrete samples: In accordance with ASTM C172. Provide all material required.

6. Compressive strength: A set of six standard 6-inch by 12-inch concrete cylinders shall be cast for each test set for concrete greater than 2,500 psi. a. Making, storing, initial cure, and final cure of cylinders: ASTM C31.

Provide site storage and initial cure, 16 hours minimum and 24 hours maximum.

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b. Test of cylinders: ASTM C39. Testing laboratory will transport cylinders from site, cure, test, and provide report. Test two cylinders at age of 7 days, two at 28 days, and hold two for additional testing at 56 days, if required.
c. Evaluation: Test results from standard molded and cured test cylinders shall be evaluated separately for each specified concrete mixture. For evaluation, each specified mixture shall be represented by at least five tests.

7. Slump: Test will be performed on each 50 cubic yards or fraction thereof.

Test each sample used for strength tests.
a. Testing: ASTM C143.
b. Results outside the limits indicate possible cause for rejection of concrete at the sole discretion of the Engineer.

8. Air content: Test will be performed on concrete samples used for strength tests. Use calibrated equipment to perform the test.
a. Testing: ASTM C231 or ASTM C173.
b. Air content tests will be made on samples from the first three batches in the placement and until three consecutive batches have air contents within the range specified, at which time every fifth batch will be tested.

This test frequency will be maintained until a batch is not within the range specified, at which time testing of each batch will be resumed until three consecutive batches have air contents within the range specified. Air content tests may be taken on composite samples or on samples from the batch at any time after discharge of ¼ yd 3 of concrete.

9. Unit Weight: Determine the fresh concrete density. Test will be performed on concrete samples used for strength tests. Use calibrated equipment to perform the test.
a. Testing: ASTM C138.

10. Temperature: Test to be performed at time of strength tests. a. Testing: ASTM C1064.

11. Testing Agency Reports:
a. I nclude location in the work where the batch represented by test was deposited and the batch ticket number on strength test reports. b. I nclude detailed information of storage and curing of specimens before testing on strength test reports.
c. Provide final reports within 7 days of test completion.

G. Additional Tests:

1. General: Strength tests shall be considered satisfactory if the requirements of ACI 301 Section 1.6.6.1 are satisfied. Tests on hardened concrete will be performed when concrete test results as placed fail to satisfy the specification requirements. Testing will be performed by City’s Testing Agency at Contractor’s expense. If in the opinion of the Engineer, results of tests on concrete cylinders indicate the possibility of substandard concrete in the structure, cored samples will be required to be taken from the concrete.

2. Nondestructive tests: The use of the rebound hammer, pulse-velocity method, or other nondestructive tests are permitted in evaluating the uniformity or for selecting areas to be cored; however, only core tests will be permitted for verifying the concrete strength in place.

3. Core tests: Obtain cores in accordance with ASTM C42. Wipe cores surface- dry immediately after coring and allow to dry in air for a period not exceeding 1 hour after drilling. Seal cores in plastic bags or nonabsorbent containers

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until testing. At least three representative cores shall be taken from each member or area of concrete in place that is considered potentially deficient.

Submit the location of cores for favorable review by Engineer before testing.

Fill core holes with low-slump concrete or mortar of a strength equal to or greater than the original concrete. The Engineer will investigate low-strength test results in accordance with the requirements of ACI 301 Section 1.6.6; however, the requirements of ACI 301 1.6.6.2 are not applicable.

4. Repair: Repair rejected concrete by removing and replacing or other acceptable repair methods as required by Engineer. To bring rejected concrete into compliance, use repair methods that meet specification requirements for strength, function, durability, dimensional tolerances, and appearance. Submit for acceptance the proposed repair methods, materials, and modifications. The Contractor is responsible to bring concrete into compliance with the requirements of the Contract Documents.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Cementitious Materials:

Store cementitious materials in dry, weather-tight
buildings, bins, or silos that will exclude contaminants. If required to be stored at the site, store immediately after delivery in a dry, weather-tight, properly ventilated structure, with adequate provisions for prevention of moisture absorption and overheating of the cement.

B. Aggregates: Store and handle aggregate in a manner that will avoid segregation and prevent contamination with other materials or other sizes of aggregates. Store aggregates to drain freely. Do not use aggregates that contain frozen lumps. If required at site, store in piles which afford good drainage and which are protected to prevent the inclusion of foreign material. Stockpile the various sizes or gradations of aggregates separately. Site stored aggregates shall be tested for moisture content on each day of batching operations.

C. Admixtures: Protect stored admixtures against contamination, evaporation, or damage. Provide agitating equipment for admixtures used in the form of suspensions or unstable solutions to ensure thorough distribution of the ingredients. Protect liquid admixtures from freezing and from temperature changes that would adversely affect their characteristics.

1.06 DEFINITIONS
A. Hot Weather: Job-site conditions that accelerate the rate of moisture loss or rate of cement hydration of freshly mixed concrete. These conditions include ambient temperatures above 80°F or any combination of ambient temperature, concrete temperature, low humidity, and wind that combine to produce an evaporation rate that exceeds 0.2 lb/sq. ft./hr.

B. Cold Weather: Cold weather is considered to exist when the temperature has fallen below, or is expected to fall below, 40
°F during placement and curing.

PART 2 - PRODUCTS

2.01 GENERAL
A. Qualify proposed materials and establish mixture proportions.

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B. Obtain materials from an NCRMA certified manufacturer or supplier or one qualified through ASTM C94. Unless allowed otherwise, all materials shall be new.

2.02 CEMENTITIOUS MATERIALS
A. General: Use cementitious materials that are of the same brand and type and from the same plant of manufacture as the cementitious materials used in the concrete represented by the submitted test records or used in the trial mixtures. The color shall not significantly alter the typical grey concrete color.

B. Portland Cement: ASTM C150. Type II or V as indicated in the Concrete Type table below. Comply with the requirements for low alkali cement in ASTM C150 Table 2.

C. Pozzolan: ASTM C618, Mineral Admixture Class N.

D. Blended Cement: ASTM C595 Type 1P(MS).

E. Fly Ash: ASTM C618, Class F, with the following restrictions:

1. Loss on Ignition: 4% maximum

2. SO3 Content: 3% maximum

3. Moisture Content: 1% maximum.

F. Ground Granulated Blast-Furnace Slag: ASTM C989. Minimum Grade 100.

G. Silica Fume: ASTM C1240.

2.03 CONCRETE AGGREGATES:

A. General:

1. ASTM C33:
a. Aggregates used in concrete shall be obtained from the same sources and have the same size ranges as the aggregates used in the concrete represented by submitted historical data or used in trial mixtures. b. Provide test results confirming conformance with applicable specifications not more than 90 days old. Test results for aggregate soundness, abrasion, and reactivity may be older than 90 days, but not older than 1 year, provided test results for the other properties specified in ASTM C33 indicate that the aggregate quality has not changed. c. Provide free from organic materials, waste products, clay balls, shale, and mica and thoroughly washed before use.

2. Provide aggregate meeting the combined gradation requirements below as specified in Paragraph 2.05.B. For thin sections, such as slabs or walls 10 inches thick or less, or for sections that require special placement due to shape, form, or congestion of reinforcing, provide 1-inch maximum size.

3. N ominal maximum size of coarse aggregate shall not exceed three-fourths of the minimum clear spacing between reinforcing bars, one-fifth of the narrowest dimension between sides of forms, and one-third of the thickness of slabs or toppings.

4. Reactivity: Provide aggregates that are shown to be non-deleteriously reactive in accordance with ASTM C1293. Submit test report on aggregates.

5. Grading: ASTM C136. Submit results of sieve analysis.

B. Coarse Aggregates:

1. Provide clean, hard, durable gravel, crushed gravel, crushed rock, or combinations.

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2. Deleterious substances: Submit compliance with ASTM C33, Table 3 and as follows:
a. Clay lumps and friable particles: ASTM C142. Max friable/clay materials in coarse aggregate at 2% for exposed architectural concrete, 3% for liquid retaining concrete structures, and 5% for all other structural concrete.
b. Abrasion: ASTM C131. Not more than 45%.
c. Soundness: ASTM C88. Not more than 10%.

3. Do not use aggregate containing more than 10% of inferior materials, including: flat or elongated particles, cracked or laminated rock, or rock than can be readily broken after immersion in water for 1 hour.

C. Fine Aggregate:

1. Provide natural sand or a combination of natural and manufactured sand, of siliceous, granitic, or igneous origin, hard and durable.

2. Deleterious substances: Submit compliance with ASTM C33 Table 1 and as follows:
a. Organic impurities: ASTM C40. Lighter than standard. ASTM C87. Not less than 95% relative strength.
b. Sand equivalent: ASTM D2419. For three tests not less than 70, with an average greater than 75.

D. Combined Aggregates: Provide a mixture of fine aggregate and coarse aggregate uniformly graded between the screen sizes specified below.

Sieve Size
Percentage Passing
1-1/2-Inch Gradation 1-Inch Gradation
2-inch 100 --
1-1/2-inch 90-100 100
1-inch 50-96 90-100
3/4-inch 45-80 55-100
3/8-inch 38-55 45-75
No. 4 30-45 35-60
No. 8 23-38 27-45
No. 16 17-33 20-35
No. 30 10-22 12-25
No. 50 3-10 3-15
No. 100 0-3 0-5
No. 200 0-2 0-2

2.04 WATER
A. Mixing water for concrete and water used to make ice shall be potable water unless alternative sources of water complying with ASTM C1602 or AASHTO T26 are available. Water for washing aggregates, for mixing concrete, for patching grout, and for curing shall be free from oil and contain no more than 1,000 parts per million (ppm) of chlorides as Cl, nor more than 1,300 ppm of sulfates as SO4.

Do not allow impurities that will cause a change in the setting time of the Portland Cement of more than 25%, nor a reduction in the compressive strength of mortar at 14 days of more than 5%, when compared to the results obtained with distilled water.

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B. Do not allow impurities that cause discoloration of the concrete or produce etching of the surface.

C. The Engineer may require tests of the water should there be a question of the quality. Costs of such tests would be borne by the City unless the quality does not meet the requirements in Paragraph A above.

2.05 ADMIXTURES
A. Admixtures used in concrete shall be the same as those used in the concrete represented in the submitted test records or used in trial mixtures.

B. Air Entraining: ASTM C260. MasterAir-AE 90 by Master Builders Solutions; Eucon AEA-92 or 92S by Euclid; or equal.

C. Accelerating: ASTM C494, Type C or E. MasterSet AC 534 by Master Builders Solutions; Eucon Accelguard 80 by Euclid; Daraset 400 by GCP Applied Technologies; or equal.

D. Retarding: ASTM C494, Type D. Daratard 17 by GCP Applied Technologies; Eucon Retarder 75 by Euclid; MasterSet R 100 by Master Builders Solutions; or equal.

E. Water Reducing: ASTM C494, Type A. WRDA 64 by GCP Applied Technologies; MasterPozzolith 210 by Master Builders Solutions; Eucon WR-91 by Euclid or equal.

F. Hi gh Range Water Reducing: ASTM C494, Types F or G, second or third generation type. Add at the batch plant, after all other ingredients have been mixed and initial slump has been verified. ADVA 190 by GCP Applied Technologies; MasterGlenium 3030 by Master Builders Solutions; Eucon 1037 by Euclid; or equal.

G. When two or more admixtures are used, they must be added to the mix separately (through dispensers or manually) and must not be mixed with each other prior to adding to the concrete mix. Add admixtures to concrete mix ingredients in liquid form by a special dispensing unit, approved by the manufacturer of the admixture as suitable for accurately dispensing the admixture. Install an alarm or indicator, which will immediately inform the batch plant operator, if the dispensing unit malfunctions. Dispense admixtures uniformly into the mixing water as it is added to the concrete batch.

H. When two or more admixtures are used, manufacturer shall certify that the admixtures are compatible with each other and will not detrimentally impact the performance of other admixtures.

I. Admixtures containing calcium chloride or any chloride ions are prohibited.

2.06 CONCRETE MIX DESIGN
A. General:

1. Employ an independent commercial testing laboratory complying with ASTM C1077 and favorably reviewed by the Engineer to design all concrete mixes and carry out all necessary testing. Concrete mix design proportions shall be established on the basis of field experience and trial mixtures with the materials to be employed in accordance with ACI 301 Section 4.2.3.

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2. When the testing laboratory has mix designs meeting the specifications that are available from prior projects, submit material and mixture proportions with supporting test results and test record statistics to demonstrate compliance with the requirements of this Section and ACI 301 Section 4.2.3. Include calculations for f’cr based on source quality test records.

3. If new mix designs are required, prepare a range of trial batches for each design, and submit the mixes that demonstrate satisfactory test results in accordance with ACI 301 Section 4.2.3.

4. Allow for the variability of concrete strength from test to test by increasing the required average compressive strength over the specified strength as specified in ACI 301 Section 4.2.3.

5. From results of these tests, plot a curve showing the relationship between w/cm and compressive strength. From the curve of w/cm versus compressive strength, select the w/cm corresponding to the required average compressive strength f’cr. This is the maximum w/cm that shall be used to establish mixture proportions, unless a lower w/cm is specified in the mix proportions table below. Establish mixture proportions so that the maximum w/cm is not exceeded when slump is at the maximum specified.

6. Take sole responsibility for selection of laboratory, submittal of materials to laboratory in time for all tests, and overall timing of all aspects of testing program, including submittals.

7. Prepare mix designs for concrete placement by the batch process and/or by pumping, as required, and state the process on the design submittal.

8. Allow for the hot or cold weather and the time required to transport the concrete from the mixer to the site and to place within the forms. If accelerating or retarding admixtures will be required for only a proportion of the concrete placements, submit test results that include the full range of options.

9. Do not exceed the water-cementitious material ratios. Vary the water- reducing admixtures to accomplish an increase in slump or workability time.

10. Proportion cementitious materials, aggregates, and water by weight.

11. Check periodically the weight of moisture contained within the stockpiled aggregates. Compensate for this water when proportioning the concrete mix and adjust when change occurs. Frequency shall comply with ASTM C94.

12. Do not use chlorides in any concrete mix.

13. Submit any adjustments to mixture proportions or changes in materials, along with supporting documentation, made during the course of the work. If it is necessary to increase the cementitious materials content, submit a request for acceptance of the proposed revised mixture with higher cementitious materials content. Confirm the adequacy of modified proportions has been verified through the submittal of a set of new test data.

14. Resubmit mix design for review for each class of concrete when modification of the mix design is required by ACI 301 Section 4.2.3. If a class of concrete requires modification based on low strength tests, Contractor shall discontinue use of mix design until corrective action can be taken, and a revised mix design is favorably reviewed.

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B. Mix Proportions:

Concrete Type
Mix Design Requirements D E
Specified 28-Day Compressive Strength f’c (psi) 4,500 2,500 Combined Aggregate Gradation (in) 1 1
Air Content at Point of Placement (%) 4 1
Maximum Water-Cementitious Material Ratio 0.45 0.55
Minimum Cementitious Material Content (lb/yd3) 540 520

C. Cementitious Material: Either Portland Cement, cement with fly ash, cement with natural Pozzolan, blended cement, or cement with slag.

D. Pozzolan, Slag, Fly Ash, or Silica Fume: Optional. If used, not less than 15%, nor more than 25% of the weight of the cementitious materials. Do not use pozzolan or fly ash as an admixture in concrete made with Portland-Pozzolan cement. Silica fume shall not be more than 10% of the weight of the cementitious materials.

E. Mix Test Requirements:

1. Testing agencies that perform testing services on concrete materials shall meet the requirements of ASTM C1077.

2. Compression: ASTM C192 for cylinder preparation. ASTM C39 for cylinder tests. Submit 7-day and 28-day curing test results in accordance with Paragraph A above.

3. Slump: ASTM C143. Slump range is 3 to 4 inches at point of delivery. Slump tolerances in accordance with ACI 117. When utilizing a Type I or II plasticizing admixture or a Type F or G high-range water-reducing admixture, proportion to a maximum slump of 8 inches at the point of delivery after the admixture is added.

4. Air Content: ASTM C231 or ASTM C173. Air content tolerance is ±1-½%.

5. Unit Weight: ASTM C138.

6. After favorable review of the mix design, no variations of the constituents are permitted during the project without prior submittal and favorable review.

7. Provide and pay for additional testing and inspection required because of changes in materials or mixture proportions.

2.07 READY-MIX CONCRETE
A. Supply concrete for the project using one of the following methods:

1. Supply concrete using truck mixers and a ready-mix plant certified by the National Ready-Mix Concrete Association.

2. Q ualify the supplier according to ASTM C94 Sections 8 through 11, inclusive.

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2.08 CEMENT REPAIR MORTAR
A. See Section 03935

2.09 SOURCE QUALITY CONTROL
A. Concrete:

1. Maintain records verifying materials used are of the specified and accepted types and sizes and are in conformance with the material requirements.

2. Provide ready-mix batch plant delivery tickets contain all product information necessary for acceptance of the concrete delivered to site.

3. Document and record that the mixing and trucking equipment have adequate capacity to deliver the concrete batches to site on time, thoroughly mixed and discharge without segregation.

4. Submit new data from new trial mixtures for acceptance before use in concrete when brand, type, size, or source of cementitious materials, aggregates, water, ice, or admixtures are proposed to be changed.

PART 3 - EXECUTION

3.01 PROPORTIONING CONCRETE MATERIALS
A. Do not place concrete prior to favorable review of submittals for reinforcing steel, materials specified in this Section and the mix proposed. Unfavorable results of actual placements may require a redesign of mixes in addition to corrective work related to any defects.

B. Do not make substitutions to the constituents tested in the design of concrete mixes without favorable review of the revised mix and the new test results.

3.02 MEASURING, BATCHING, AND MIXING CONCRETE MATERIALS A. General:

1. M easure, batch, mix, transport and deliver concrete materials and concrete in conformance with ASTM C94.

If packaged dry-combined materials are used,
they shall conform to the requirements of ASTM C387.

2. Deliver completely mixed to the project site.

3. When concrete arrives at the point of delivery with a slump below that which will result in the specified slump at the point of placement and is unsuitable for placing, the slump may be adjusted to the required value by adding water up to the amount allowed in the favorably reviewed mixture proportions.

Addition of water shall be in accordance with ASTM C94. Do not exceed the specified water-cementitious material ratio (w/cm) or slump. Do not add water to concrete delivered in equipment not acceptable for mixing. After plasticizing or high-range water-reducing admixtures are added to the concrete at the site to achieve flowable concrete, do not add water to the concrete. Measure slump and air content of air-entrained concrete after slump adjustment to verify compliance with specified requirements. Do not add water unless approved by the Engineer. Do not add mixing water during hauling. Add water after delivery and only from the “hold-out” volume indicated on the mix ticket. Should water be added, revolve the mixing drum not less than 30 revolutions at mixing speed after adding and before commencing discharge.

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4. Deliver each load at the job site accompanied by a ticket showing mix design number, volume of concrete, the weight of cement in pounds and the total weight of each ingredient in pounds. Also show the time at which the materials were batched and the reading of the revolution counter at the time the truck mixer was charged.

5. No retempering of partially hardened material is permitted. Do not use partially hardened concrete in the work.

B. Batching in Adverse Weather:

1. Cold Weather: In accordance with Section 03306.

2. Hot Weather: In accordance with Section 03305.

3.03 FORMWORK AND FORMWORK ACCESSORIES
A. See Section 03100.

3.04 PLACING CONCRETE AND GROUT
A. Preliminary Work:

1. Remove hardened concrete and foreign materials from the inner surface of the mixing and conveying equipment. Remove all debris from the space to be occupied by the concrete.

2. Remove water from the space to be occupied by the concrete before concrete is deposited. Divert any flow of water into an excavation through proper site drainage to a sump, or by other methods. If required by the Engineer, grout up any water vent pipes and drains after the concrete has thoroughly hardened.

3. Remove snow, ice, frost, and other foreign materials from surfaces, including reinforcement and embedded items, against which concrete will be placed.

4. Provide satisfactory redundancy in the delivery system so that work can continue in the event of a breakdown.

5. Rapidly convey concrete from mixer to final deposition by methods that prevent segregation or loss of constituents and ensure the required concrete quality.

6. Do not use aluminum materials in pumping lines, transfer hoppers, or chutes .

Provide conveyor belts instead of chutes when the distance is longer than 50 feet. Use a storage hopper at the start of the line.

7. For pumped concrete, provide a hose with an angle-change, to create a back-pressure at the outlet.

8. Provide illumination if necessary, inside the forms, so that the placed concrete will be visible from the deck at top of formwork.

9. Before placing a concrete slab-on-grade, clean foreign materials from the subgrade and provide subgrade soils satisfying the following requirements:
a. W ell drained and of uniform loadbearing nature.
b. Uniform in-place density throughout the area and at least the minimum required in Contract Documents.
c. F ree from frost or ice.
d. M oist with no free water and no muddy or soft spots.

B. Embedded Items:

1. Place equipment, bolts, anchors, sleeves, inserts, structural steel members, angles, and similar items which require embedment in the concrete.

2. Position and secure in place expansion joint materials, anchors, waterstops, and other embedded items.

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3. Hot-dip galvanize ferrous metal sleeves, inserts, anchors, and other embedded ferrous items unless shown otherwise. Set anchor bolts for equipment in templates, carefully plumbed and checked for location and elevation with an instrument and held in position rigidly by double-nutting to the template to prevent displacement while concrete is being placed.

4. Ensure that aluminum items inserted in the concrete are isolated by a bituminous or asphaltic coating in accordance with Division 5 specifications.

5. Notify engineer where modifications are necessary to avoid interference with reinforcing steel or embedded items.

6. Inspect the installation of embedded items and reinforcing.

7. Unless noted otherwise on the Drawings do not embed conduit or pipe in concrete.

C. Placing:

1. Place reinforcement in accordance with the requirements of Section 03200.

2. Do not begin to place concrete while rain, sleet, or snow is falling unless adequate protection is provided, and acceptance of protection is obtained. Do not allow rain water to increase mixing water or to damage the surface of the concrete.

3. Use metal or metal-lined chutes having rounded bottoms and sloped between one vertical section to two horizontal sections and one vertical to three horizontal sections of chute. Chutes longer than 20 feet and chutes not meeting slope requirements may be used provided the discharge is into a hopper before distributing into the forms.

4. Use pumping equipment that has sufficient capacity so that:
a. Initial setting of previously placed concrete does not occur before subsequent placement.
b. Discharge of pumped concrete does not result in segregation. c. Modification of accepted concrete mixture is not required.

5. Place concrete without separation or loss of ingredients and without displacement of the reinforcement.

6. Do not place concrete that contains foreign material.

7. Do not deposit partially hardened concrete in the work.

8. Do not subject concrete to procedures that will cause segregation.

9. Deposit concrete continuously and as near as practicable to the final position.

10. Do not deposit fresh concrete on concrete that has hardened sufficiently to cause formation of cold joints. Maintain, until the completion of the placement, a plastic concrete surface, approximately horizontal.

11. Do not place concrete over columns or walls until concrete in columns and walls has reached final set. Place concrete for beams, girders, brackets, column capitals, haunches, and drop panels at the same time as the concrete for adjacent slabs.

12. Maximum height of free fall for concrete during placement:
a. Concrete with maximum 4-inch slump: 4 feet.
b. Concrete with high-range water reducing admixture and minimum 6-inch, maximum 9-inch slump: 8 feet.

13. Provide a dense, impervious, homogeneous concrete, free from voids or pockets. If honeycomb, air, or rock pockets occur, repair the structure in accordance with Section 03935, and modify the placing method or mix design, to prevent recurrence of deficient concrete. Provide such repairs and modifications at no additional cost. Honeycomb or large defects may be cause for rejection of the work.

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03300 - 14 Concrete Mixtures, Handling,
Placing, and Constructing

D. Time Limit: Place all concrete in its final position in slab or forms within 1-1/2 hours of batching or before the drum has revolved 300 revolutions, whichever comes first in accordance with ASTM C94. Alternatively, as part of the mix design, provide admixtures that delay the initial set and state the proposed length of time in the submittal.

E. Temperature Limits: Place all concrete in its final position in slab or forms at:

1. Less than 80°F, measured in the mix.

2. When the average of the highest and lowest ambient air temperature during the period from midnight to midnight is expected to drop below 40°F for more than 3 successive days, deliver concrete to meet the following minimum temperatures immediately after placement:
a. 55°F for sections less than 12 inches in the least dimension b. 50°F for sections 12 to 36 inches in the least dimension c. 45°F for sections 36 to 72 inches in the least dimension d. 40°F for sections greater than 72 inches in the least dimension.

3. The temperature of concrete as placed shall not exceed these values by more than 20°F. These minimum requirements may be terminated when temperatures above 50°F occur during more than half of any 24-hour duration.

4. Temperature measurements above refer to on-site measurements. Refer to the vibration, concrete joints and curing sections for other requirements.

5. When the temperatures are outside these ranges or when placing concrete in hot or cold weather, place concrete in accordance with Sections 03305 and 03306.

F. Precast Items:

1. Supply and design vaults and manholes in accordance with the Division 2 sections for these items. Comply with additional requirements below.

2. Items may be cast on or off the site.

3. Apply all applicable portions of Sections 03300, 03100, 03150, 03330, 03350, and 03935 including materials, forms, placement, finish, and curing.

4. Take particular care when handling and placing the precast items. Lift or move after a minimum of 90% of the specified compressive strength has been attained using the average compressive strength of at least two test cylinders.

3.05 CONSOLIDATING
A. C onsolidate concrete by vibration. Consolidate concrete around reinforcement and embedded items into corners of forms to eliminate honeycombing or planes of weakness due to air voids and stone pockets.

B. U se internal vibrators to consolidate the concrete. Workers shall be experienced in the use of vibrators. Do not use vibrators to move concrete within the forms.

Spacing of immersion vibrator insertions shall not exceed 1-1/2 times the vibrator’s radius of action in the concrete being consolidated.

C. Furnish sufficient vibrators to complete the compaction as specified without causing delay in the depositing of concrete. Provide a minimum of two vibrators, and at least one unit in addition to those planned for active use.

D. Operate vibrators with vibratory element submerged in the concrete, with frequency between 8,000 and 12,000 impulses per minute when submerged.

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03300 - 15 Concrete Mixtures, Handling,
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E. Compact the concrete with high frequency, internal mechanical vibrating equipment, and when required, supplement by hand spading and tamping.

Consolidate slabs 6 inches or less in depth by hand tampers, spreading and settling with a heavy leveling straightedge.

F. Vibrate by direct action in the concrete for approximately 10 seconds at approximately 12-inch intervals, not against forms or reinforcements. Vibrate the concrete around the reinforcement, and around embedded fixtures and into the corners of the forms. Penetrate 6 to 12 inches into previously placed layers as new layers are placed, provided the running vibrator penetrates by its own weight. To secure even and dense surfaces, free from aggregate pockets, honeycomb, or air pockets, supplement vibration when required by forking or spading by hand or hammering the forms lightly opposite the freshly placed concrete. Revibrate the final layer. Stop vibrating when concrete is thoroughly compacted and has ceased to decrease in volume and give off air bubbles.

G. When placing concrete with 8-inch or more slumps, reduce the time of vibration to 5 seconds and follow the admixture manufacturer's recommendations for technique.

3.06 FIELD QUALITY CONTROL
A. Site Tests:

1. Testing agencies that perform testing services on concrete materials shall meet the requirements of ASTM C1077.

2. Testing Agency Reports:
a. I nclude location in the work where the batch represented by test was deposited and the batch ticket number on strength test reports. b. I nclude detailed information of storage and curing of specimens before testing on strength test reports.
c. Provide final reports within 7 days of test completion.

3. Furnish any necessary labor to assist in obtaining and handling samples at the project site or at the source of materials.

B. Inspection:

1. Inspect concrete batching, mixing, and delivery operations.

2. Inspect forms; foundation preparation; reinforcement; embedded items; reinforcement placing; and concrete placing, finishing, and curing operations.

3. Concrete not within the specified limits of air entrainment, slump, and temperature shall be brought to the attention of the Contractor, City or City’s Representative, and Engineer as soon as possible. Do not place material that is not within specified requirements.

3.07 PROTECTION OF IN-PLACE CONCRETE
A. Loading and support of concrete: Do not allow construction loads to exceed the superimposed load that the structural member, with necessary supplemental support, is capable of carrying safely and without damage.

B. Protection from mechanical injury: During the curing period, protect concrete from damaging mechanical disturbances including load stresses, shock, and harmful

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03300 - 16 Concrete Mixtures, Handling,
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vibration. Protect concrete surfaces from damage by construction traffic, equipment, materials, rain or running water, and other adverse weather conditions.

END OF SECTION

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03305 - 1 Hot Weather Concreting

SECTION 03305

HOT WEATHER CONCRETING
PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes:

1. Procedures for concrete to be placed, protected, and cured in hot weather.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 301 Specifications for Structural Concrete for Buildings

2. ACI 305 Guide to Hot Weather Concreting

3. ACI 318 Building Code Requirements for Structural Concrete B. ASTM International (ASTM) Standard Specification or Test Method:

1. ASTM C31 Standard Method of Making and Curing Test Specimens in the Field

2. ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

3. ASTM C156 Standard Test Method for Water Retention by Concrete Curing Materials

4. ASTM C171 Standard Specification for Sheet Materials for Curing Concrete

5. ASTM C309 Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete

6. ASTM C1064 Test Method for Temperature of Freshly Mixed Hydraulic- Cement Concrete
C. California Building Code (CBC) 2022 Edition

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Shop Drawings:

1. Program and method of production, transportation, placement, protection, materials, curing, and temperature monitoring of concrete during hot weather.

C. Quality Assurance:

1. Site Condition Logs: Submit a copy of the ambient temperature, concrete temperature, relative humidity, wind velocity logs and evaporation rate. See FIELD QUALITY CONTROL.

1.04 QUALITY ASSURANCE
A. Construction Standard: Applicable requirements of the CBC, ACI 301, ACI 305, and ACI 318.

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03305 - 2 Hot Weather Concreting

1.05 DELIVERY, STORAGE AND HANDLING
A. During periods of hot weather materials and equipment required for extended protection of concrete shall be available at the project site before hot weather concreting begins.

1.06 DEFINITIONS
A. Hot Weather: Job-site conditions that accelerate the rate of moisture loss or rate of cement hydration of freshly mixed concrete. These conditions include ambient temperatures above 80°F or any combination of ambient temperature, concrete temperature, low humidity and wind that combine to produce an evaporation rate that exceeds 0.2 lb/ft2/h.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 PREPARATION BEFORE PLACEMENT
A. Surfaces in contact with concrete shall be within 10°F degrees of the temperature of freshly placed concrete.

B. Surfaces in contact with freshly placed concrete shall be saturated surface dry (SSD).

C. Do not place concrete against surfaces of dry absorbent materials, soil, or subgrade.

D. Do not place concrete against surfaces that have standing water.

3.02 BATCHING AND MIXING
A. Reduce the temperature of the concrete mix by using some combination of iced mixing water, refrigerated mixing water, liquid nitrogen cooled mixing water, water- spray cooled coarse aggregate, or air-cooled coarse aggregate.

B. If water cooled aggregate is used to reduce mix temperature the amount of water shall be offset in the batching of the mix so as not to exceed the maximum specified water-cement ratio.

3.03 PLACING, CURING AND PROTECTION
A. Placing:

1. Temperature of freshly placed concrete shall not exceed 80˚F as measured by ASTM C1064.

2. Should the provisions noted above not be possible or practicable, postpone the batching until favorable weather conditions prevail, consider scheduling placement at other than normal hours.

3. Do not place concrete that has resulted in loss of slump, flash set, or cold joints due to temperature of concrete. When temperature of steel reinforcement, embedments, or forms is greater than 120°F, fog steel reinforcement, embedments, and forms with water immediately before placing concrete. Remove standing water before placing concrete. Standing water shall not be discharged to the existing storm drain system.

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03305 - 3 Hot Weather Concreting

B. Curing:

1. General: Refer to Specification Section 03330.

2. Temperature of concrete shall not exceed 90˚F during the specified curing period.

3. Use water for moist curing that is no more than 20˚F cooler than the temperature of the concrete.

C. Protection:

1. Protect the concrete against thermal shrinkage cracks caused by temperature drops greater than 40˚F during the first 24 hours after placement. Means of protection may include insulating blankets, batt insulation with moisture-proof covering, or multiple layers of impervious paper meeting ASTM C171.

2. Provide shade to concrete surfaces exposed to direct sunlight during the specified wet curing period.

3. Liquid curing compounds approved for use after the initial wet curing period shall contain white, heat-rejecting, UV-inhibiting pigment meeting the moisture retention requirements of ASTM C309. Liquid curing compounds shall limit moisture loss in a 72-hour period to 9 lb/yd3 when tested per ASTM C156.

3.04 CONCRETE FINISHES
A. General: Refer to Section 03350.

B. Apply an evaporation retarder during the finishing operation following the manufacturer's recommendation.

3.05 FIELD QUALITY CONTROL
A. Protection and Monitoring:

1. Monitor site conditions (air temperature, humidity, wind speed, and evaporation rate) beginning no later than 1 hour before the start of concrete placement.

2. Calculate the concrete evaporation rate in accordance with ACI 305 to assess the need for evaporation control measures.

3. Continue monitoring at intervals of 30 minutes or less until specified curing procedures have been applied.

4. Continue monitoring at 2-hour intervals during the specified curing period.

5. Instruments for measuring field conditions shall be certified by the manufacturer to be accurate within 2oF, 5% relative humidity, and 1 mph.

6. Monitor the temperature of protected concrete to evaluate the effectiveness of the protection and to ensure excessive heating does not occur.

7. Temperature measuring devices embedded 2 inches below the face are ideal but surface measurements provide satisfactory results.

8. Record the temperature of the concrete at multiple locations, the daily maximum and minimum concrete temperature, location where temperature was taken, ambient temperature, relative humidity, wind speed, weather conditions, and other special conditions.

9. Submit a copy of the concrete temperature logs and evaporation rates to the Engineer.

B. Additional Compressive Strength Testing:

1. During concrete placement in systems requiring a specified level of strength before shoring can be removed (i.e. suspended slabs, girders and beams), Job No. 2344245*00
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03305 - 4 Hot Weather Concreting

cast four (4) additional 6-inch diameters by 12 inch cylinders to be cured under field conditions in accordance with ASTM C31.

2. Test two (2) cylinders for compressive strength, in accordance with ASTM C39, at 28 days. Hold two (2) cylinders as back-ups.

END OF SECTION

Job No. 2344245*00
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03306 - 1 Cold Weather Concreting

SECTION 03306

COLD WEATHER CONCRETING
PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes:

1. C oncrete to be placed, protected, and cured in cold weather.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 301 Specifications for Structural Concrete for Buildings

2. ACI 306 Guide to Cold Weather Concreting

3. ACI 318 Building Code Requirements for Structural Concrete

4. ACI 350 Environmental Engineering Concrete Structures B. ASTM International (ASTM) Standard Specification or Test Method:

1. ASTM C31 Standard Method of Making and Curing Test Specimens in the Field

2. ASTM C39 Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

3. ASTM C150 Standard Specification for Portland Cement C. California Building Code (CBC) 2022 Edition

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Product Data:

1. Material proposed for use as insulation during protection period.

C. Shop Drawings:

1. Program and method of production, transportation, placement, protection, curing, and temperature monitoring of concrete during cold weather. Include in submittal the procedures to be implemented upon adverse changes in weather or equipment failure.

D. Quality Assurance:

1. Submit a copy of the concrete temperature logs to the Engineer. See FIELD QUALITY CONTROL.

1.04 QUALITY ASSURANCE
A. Construction Standard: Applicable requirements of the CBC, ACI 301, ACI 306, and ACI 318.

1.05 DELIVERY, STORAGE AND HANDLING
A. During periods of cold weather all materials and equipment required for extended protection of concrete shall be available at the project site before cold weather concreting begins.

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03306 - 2 Cold Weather Concreting

1.06 DEFINITIONS
A. Cold Weather: Cold weather is considered to exist when the temperature has fallen below, or is expected to fall below, 40°F during placement and curing.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 PREPARATION BEFORE PLACEMENT
A. Remove snow, ice, and frost from surfaces to be in contact with concrete. Remove any standing water created by the removal of snow and ice. Recompact subgrade disturbed by removal of snow, ice and frost. Standing water shall not be discharged to the existing storm drain system.

B. Subgrade shall not be frozen.

C. Formwork, reinforcing, subgrade and embedded items shall be above 32°F.

D. Surfaces in contact with concrete shall be within 10°F of the temperature of freshly placed concrete.

E. Do not attempt to heat reinforcing, formwork, subgrade, or embedded metal items with a blow torch or by water spray.

3.02 BATCHING AND MIXING
A. Heat the materials before mixing, so that the temperature of the mix at the batch plant shall be between 65° and 80°F. Do not heat the mixing water or the cement over 180°F unless it can be reliably demonstrated that flash set is not a problem.

Remove lumps of frozen material and ice from the aggregates before they are placed in the mixer.

B. Should the provisions noted above not be possible or practicable, postpone the batching until favorable weather conditions prevail.

3.03 PLACING, CURING AND PROTECTION
A. Provide adequate shelter and equipment for heating the placed concrete during cold weather:

1. M aintain freshly placed concrete at the temperature listed in Column 2 of Table 3.03-A for the specified protection period.

Table 3.03A – Protection Period Requirements
1 2 3
Least dimension of
section, inches
Minimum temperature of
concrete as placed and
maintained during
protection period, °F
Maximum temperature
drop (ΔT) per 24-hour
period after end of
protection, °F
Less than 12 55 50
12 to less than 36 50 40
Greater than 36 45 30

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2. Concrete placement temperature shall not exceed the temperatures in Column 2 of Table 3.03-A by more than 20°F.

3. Keep the housing, covering, or other protection in place and intact at least 24 hours after the artificial heating is discontinued to allow for a gradual decrease in temperature. The maximum decrease in temperature in a 24-hour period shall not exceed the values shown in Column 3 of Table 3.03-A. Do not exceed these limits until the concrete is within 20 °F of
the ambient temperature.

4. Do not use manure, salt, calcium chloride, or other chemicals on the concrete surface to prevent freezing.

B. Protection Period:

1. Keep cold weather protection in place and maintain concrete within the temperature limits specified in Paragraph A for a minimum of:
a. Footings, foundations, piers 2 days
b. Slabs on grade, below grade walls 3 days

2. I ncrease the protection period if the temperature requirements were not met during the specified protection period in accordance with ACI 305.

3. During periods not defined as cold weather all freshly placed concrete surfaces shall be protected from unexpected freezing for at least the first 24 hours after placement.

C. Heating:

1. Vent flue gasses to the outside of the enclosure if combustion heaters are used.

2. Place and direct heaters and ducts to prevent overheating and drying of the concrete surface

3. For the duration of the protection period, do not expose concrete to air temperatures 20
°F greater than those listed in Column 2 of the table above.

3.04 REMOVAL OF FORMS
A. Forms shall remain in place for the full protection period or as noted elsewhere in division 3, whichever is longer.

B. Engineer may increase the time for form removal in conjunction with the protection period if the specified temperature and temperature monitoring requirements were not met during the protection period.

3.05 FIELD QUALITY CONTROL
A. Protection and Monitoring:

1. Verify procedures have been submitted and equipment is available for controlling concrete temperature during cold weather conditions.

2. Verify actual time of application of protection measures for each placement.

3. Monitor the temperature of protected concrete to evaluate the effectiveness of the protection and to ensure excessive heating does not occur.

4. Temperature measuring devices embedded 2 inches below the face are ideal but surface measurements provide satisfactory results.

5. R ecord at least twice a day, for the specified period of protection, the temperature of the concrete at multiple locations including both interior and edges with priority given to corners, the daily maximum and minimum concrete temperature, location where temperature was taken, air temperature, weather conditions, and other special conditions.

6. Submit a copy of the temperature logs to the Engineer.

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B. Additional Compressive Strength Testing:

1. During concrete placement in systems requiring a specified level of strength before shoring can be removed (i.e. suspended slabs, girders and beams), cast a set of four (4) additional 6-inch diameter by 12-inch cylinders to be cured under field conditions in accordance with ASTM C31.

2. Test two (2) cylinders for compressive strength, in accordance with ASTM C39, at 28 days. Hold two (2) cylinders as back-ups.

END OF SECTION

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03330 - 1 Concrete Curing and Protection

SECTION 03330

CONCRETE CURING AND PROTECTION
PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes: Curing compounds, materials, methods and program.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 301 Specifications for Structural Concrete for Buildings

2. ACI 306 Guide to Cold Weather Concreting

3. ACI 318 Building Code Requirements for Structural Concrete B. ASTM International (ASTM) Standard Specification or Test Method:

1. ASTM C156 Water Retention by Concrete Curing Materials

2. ASTM C171 Sheet Materials for Curing Concrete

3. ASTM C309 Liquid Membrane Forming Compounds for Curing Concrete

4. ASTM C1315 Liquid Membrane Forming Compounds Having Special Properties for Curing and Sealing Concrete

5. ASTM D471 Standard Test Method for Rubber Property-Effect of Liquids

6. ASTM D1056 Flexible Cellular Materials - Sponge or Expanded Rubber

7. ASTM E96 Water Vapor Transmission of Materials
C. California Building Code (CBC) 2022 Edition
D. International Code Council (ICC)

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Product Data:

1. Curing program, including method selected, materials proposed for use and timing of water and product application, demonstrating compliance with requirements herein.

2. Curing products: Submit technical data including installation instructions, independent laboratory test reports (ICC), handling and storage instructions, a. Curing materials, including sheet materials and wet blankets if applicable
b. Liquid applied curing compounds
c. Evaporation Retardant
C. Samples: Submit any item of Product Data not fully assembled by a single manufacturer.

1.04 QUALITY ASSURANCE
A. Construction Standard: Applicable requirements of the CBC, ACI 301, and ACI 318.

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03330 - 2 Concrete Curing and Protection

1.05 DELIVERY, STORAGE AND HANDLING
A. Store liquid curing compounds in accordance with the manufacturer’s recommendations and do not allow to freeze.

B. Store and handle products to retain original quality. Do not use products stored beyond the manufacturer’s recommended shelf life.

PART 2 - PRODUCTS

2.01 GENERAL
A. Obtain materials from an established and experienced manufacturer or supplier.

Provide new materials of first-class ingredients guaranteed to perform the service required.

2.02 CURING MATERIALS
A. Cure by fog spray, or by one of the following methods after discontinuance of the fog spray. Slabs shall be continuously wet cured with sheet materials or wet blankets after discontinuance of the fog spray; liquid curing compound alone is insufficient.

B. Liquid Curing Compound: A water-based membrane-forming resin suitable for exterior or interior use as a curing and hardening compound on freshly placed concrete.

1. Provide an emulsion of synthetic resinous solids dispersed in water containing no waxes, paraffins or oils. Provide the fugitive type that will oxidize and disintegrate completely within 60 days when exposed to sunlight in exterior applications or that can be removed by washing with dilute muriatic acid or TSP in interior applications.

2. Water retention requirements: ASTM C309, Type I or II, Class B, when tested in accordance with ASTM C156.

3. Use white pigmented material for exterior applications (exposed to sunlight when applied or within 30 days thereafter) and clear material for interior applications.

4. Comply with the applicable local air quality district.

5. Exterior surfaces: Aqua Resin Cure-White by Dayton-Superior; 1200-White by W.R. Meadows; or equal.

6. Interior surfaces: Spartan-Cote by Dayton-Superior; Vocomp 20 by W.R.

Meadows; or equal.

7. Exterior surfaces are surfaces exposed to sunlight during the curing process, which includes portions of structures which will be interior surfaces upon completion of the structure, but do not have shade or sunlight protection during the curing process.

C. Sheet Materials: ASTM C171. Waterproof paper, plastic sheeting or white burlap- polyethylene sheet.

1. Plastic sheeting: fungus-resistant, minimum 4-mil thick, clear and free of defects, having ASTM E96 perm rating of not more than 0.5.

2. Waterproof paper: Two layers of non-staining kraft paper laminated with latex adhesive and reinforced with glass in both directions. Seal joints with 2-inch- wide tape with water-resistant adhesive.

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D. Wet Blankets: Clean cotton mats (burlap, except for white burlap-polyethylene sheeting noted above, is unacceptable). Provide material free from any substance that will have a deleterious effect on the concrete. Use a thickness sufficient to retain moisture between programmed applications of water.

E. Evaporation Retardant: Eucobar by the Euclid Chemical Company; E-CON by L&M Construction Chemicals, Inc.; or equal.

PART 3 - EXECUTION

3.01 CURING AND PROTECTION
A. General:

1. Maintain concrete above 50°F and below 80°F in a moist condition and without external loadings for 14 days after placement and comply with requirements of 03305 and 03306.

2. Allow building material storage only after conclusion of cure time and only on plywood sheets and wood sleepers that spread the load and protect the finish.

3. When high evaporative conditions necessitate protection of concrete immediately after placing or finishing, make provisions in advance of concrete placement for wind-breaks, shading, fogging, sprinkling, ponding, or wet covering.

B. Wet Cure:

1. Initial moist cure: Provide a 36-hour uniform spray treatment immediately following final troweling and before the surface can dry out, but after bleeding has stopped. Use clean water and special fog spray nozzles of type and number required to keep entire surface moist. Keep all traffic off floors.

2. Continued cure: After 36 hours for the balance of the 14 days, continue fog curing, or, before the surface dries out, continue curing by utilizing Sheet Material Cure (sheet materials or wet blankets) in order to keep the surface continuously wet. Place waterproof curing paper or polyethylene plastic sheeting as described below.

3. Final cure: After 14 days, perform Liquid Membrane Cure, if favorably reviewed for this purpose, while slab is still damp as described below.

C. Sheet Material Cure:

1. Cover entire surface with sheet material for 14 days.

2. Place and secure sheet as soon as initial concrete set occurs.

3. Place smoothly upon the moist concrete surface with all joints and edges lapped a minimum of 4 inches and continuously sealed with tape.

4. Securely anchor sheeting to prevent wind and air from lifting the sheeting or entrapping air under the sheet.

5. Repair, replace and reseal, torn or scuffed sheets.

6. Do not use paper that will leave an impression on the finish.

D. Liquid Membrane Cure:

1. Apply the compound in accordance with manufacturer’s recommendation and as noted below as soon as water sheen has disappeared from the concrete surface and after finishing operations.

2. Apply over the entire concrete surface.

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03330 - 4 Concrete Curing and Protection

3. Agitate compound thoroughly by mechanical means during use and apply uniformly in a two-coat continuous operation by appropriate power-spraying equipment.

4. Use an application rate of not less than 1 gal. per 150 ft2.

5. Apply curing compound in two applications at right angles to each other.

6. The material applied in each coat shall not be less than 1 gal. per 150 ft2 of area.

7. Form a uniform, continuous, coherent film that will not check, crack, or peel and free from pinholes or other imperfections. Apply an additional coat immediately to areas where the film is defective.

8. Do not use curing compound on any surface where concrete or other material will be bonded to overlays, toppings, or future concrete placements unless the curing compound will not prevent bond or unless measures are to be taken to completely remove the curing compound from areas to receive bonded applications.

9. Keep alternate specified covering readily available for use in the event conditions occur which prevent correct application of the compound at the proper time.

10. Respray surfaces that are subjected to heavy rainfall within 3 hours after the curing compound has been applied (when slab reaches a moist condition and there is no standing water) with two additional coats of curing compound by the foregoing method and coverage.

11. Allow foot traffic only after 36 hours of cure time and only when slab is protected with paper or sheeting.

12. Remove curing compound sprayed on reinforcing steel and construction joints. Remove by sandblasting or other favorably reviewed method after curing is completed, or before placing the next pour. If the cones of tie holes are sprayed with curing compound, lightly ream prior to patching.

E. Curing Method Applications:

1. Slabs for Water Containment Structures including roof or topping slabs: Wet Cure

2. Structural Slabs (other than Water Containment Structures): Wet Cure, Sheet Material Cure, or Liquid Membrane Cure.

3. Topping and Composite Slabs: Sheet Material Cure or Liquid Membrane Cure.

4. Slabs on Grade and Footings (not used to contain water): Wet Cure, Sheet Material Cure, or Liquid Membrane Cure.

5. Horizontal Surfaces which will Receive Additional Concrete, Coatings, Grout or Other Material that Requires Bond to the substrate: Wet cure.

6. Formed Concrete Surfaces:
a. None, if nonabsorbent forms are left in place 14 days. b. Keep absorbent wood forms wet until they are removed. c. Sheet Material Cure or Liquid Membrane Cure if forms are removed prior to 7 days.
d. Exposed horizontal surfaces of formed walls or columns shall be Wet Cured for 14 days or until next placement of concrete is made.

7. Concrete Joints: Wet Cure or Sheet Material Cure.

F. Other Surfaces:

1. Provide a curing program equivalent to either slab or formed system, as appropriate.

2. Include construction joint surfaces when applying curing compound.

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03330 - 5 Concrete Curing and Protection

3. Cover, or protect joint openings, exposed reinforcing, surfaces to be painted and other areas where curing compound may enter and interfere with a special finish.

4. Remove curing compound sprayed on reinforcing or construction joints by sandblasting after curing is completed, or before placing the next pour. If the cones of tie holes are sprayed with curing compound, lightly ream prior to patching.

5. For curing of certain interior and other slabs using hardening or coloring compounds, refer to Section 03350.

G. Cold Weather Requirements: Provide adequate equipment for heating the placed concrete during freezing or near freezing weather:

1. Whenever the surrounding air temperature is below 40°F, or may fall below 40°F within the 24-hour period after placing concrete, maintain all freshly poured concrete at not less than 50°F for 5 days, defined as the protection period.

2. When the average of the highest and lowest ambient air temperature during the period from midnight to midnight is expected to drop below 40°F for more than three successive days, make provisions in advance of concrete placement to maintain the temperature of the concrete. Use heating, covering, or other means to adequately maintain required temperature without overheating or drying of concrete due to concentration of heat. Do not use combustion heaters unless precautions are taken to prevent exposure of the concrete to exhaust gases containing carbon dioxide.

3. Keep the housing, covering, or other protection in place and intact at least 24 hours after the artificial heating is discontinued.

4. Do not use manure, salt, calcium chloride, or other chemicals on the concrete to prevent freezing.

H. Hot Weather Requirements: Provide additional cooling to concrete when temperatures rise above 90°F, or low humidity, wind and temperature combine to cause high surface evaporation, over 0.2 lb/sq. ft./hour:

1. Provide additional water if curing by fog spray or ponding or saturated blankets.

2. Provide shade to surfaces exposed to direct sunlight.

3. Apply an evaporation retarder during the finishing operation, following the manufacturer’s recommendation.

3.02 CONCRETE FINISHES
A. Refer to Section 03350.

3.03 FIELD QUALITY CONTROL
A. Concrete Curing:

1. Verify procedures and equipment is available for controlling concrete temperature during hot and cold weather conditions.

2. Verify actual time of application of evaporation retardant, fog spray and curing materials for each placement.

3.04 PROTECTION OF IN-PLACE CONCRETE
A. Loading and support of concrete: Do not allow construction loads to exceed the superimposed load that the structural member, with necessary supplemental support, is capable of carrying safely and without damage.

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B. Protection from mechanical injury: During the curing period, protect concrete from damaging mechanical disturbances including load stresses, shock, and harmful vibration. Protect concrete surfaces from damage by construction traffic, equipment, materials, rain or running water, and other adverse weather conditions.

C. Immediately after placement, protect concrete from premature drying, excessively hot or cold temperatures, and mechanical injury.

D. Protect concrete during the curing period such that the concrete temperature does not fall below the specified requirements of Section 03306. Maintain the concrete protection to prevent freezing of the concrete and to ensure the necessary strength development for structural safety. Remove protection in such a manner that the maximum decrease in temperature measured at the surface of the concrete in a 24-hour period shall not exceed the following:

1. 50°F for sections less than 12 inches in the least dimension.

2. 40°F for sections from 12 to 36 inches in the least dimension.

3. 30°F for sections 36 to 72 inches in the least dimension.

4. 20°F for sections greater than 72 inches in the least dimension.

E. When the surface temperature of the concrete is within 20°F of the ambient or surrounding temperature, protection measures may be removed.

3.05 CLEANUP
A. Upon completion of all work performed under this Section, remove from the site all excess materials, storage facilities and temporary facilities. Smooth and clean of debris all areas that were used or occupied during concrete construction operations and leave in first-class condition.

B. Clean any excess curing compound off the slab after 45 days for interior spaces using water and a stiff brush.

END OF SECTION

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SECTION 03350

CONCRETE FINISHING
PART 1 - GENERAL

SUMMARY
A. Section Includes:

1. Finishing formed and unformed surfaces.

REFERENCES
A. ASTM International (ASTM):

1. ASTM C156 Test Method for Water Retention by Concrete Curing Materials

2. ASTM C309 Specification for Liquid Membrane-Forming Compounds for Curing Concrete

3. ASTM C1028 Test Method for Determining the Static Coefficient of Friction of Ceramic Tile and Other Like Surfaces by the Horizontal Dynamometer Pull-Meter Method

4. ASTM E96 Test Methods for Water Vapor Transmission of Materials

SUBMITTALS
A. Submit in accordance with Section 01300.

B. Qualifications: A list of at least five projects completed by the proposed subcontractor within the most recent 3 years that have concrete finishes similar to those specified for this project.

C. Product Data: Describe all products proposed for use.

1. Manufacturer’s data for chemical retarder and recommendations for use when exposed aggregate surface is specified.

2. Provide verification of compatibility for curing compound with subsequent applied finishes, membranes and adhesives.

QUALITY ASSURANCE
A. Contractor Qualifications: Use skilled cement finishers to perform all work.

B. Regulatory Requirements: Comply with applicable requirements in the California Building Code, including without limitation Chapters 10, 11A, 11B, and 19.

PART 2 - PRODUCTS

CURING COMPOUND
A. General:

1. Water-base acrylic curing, sealing and dustproofing compound.

2. Leave a protective clear transparent film on the concrete surface that is non- yellowing and resistant to deterioration due to exposure to ultraviolet light.

3. ASTM C 309, Type I, Class B.

4. AASHTO M-148, Type I, Class B.

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B. Manufacturers:

1. First coat Vocomp-20, second coat Vocomp-25-1315 by W. R. Meadows Inc.;

2. or equal.

MORTAR FOR FILLING VOIDS
A. Mortar for Filling Voids: One-part portland cement, two parts sand by volume mixed with only enough water to form a ball when squeezed by hand. A mixture of white and grey portland cement is required for color match (approximately 1 part white to 2 parts grey). Add mineral oxide colors as required to match colored concrete. Substitute non-reemulsifiable, acrylic bonding agent for one-third of mixing water. Test several different mixes for color match and obtain favorable review prior to proceeding.

PART 3 - EXECUTION

FINISHING UNFORMED SURFACES
A. General:

1. Place concrete at a rate that allows spreading, straight-edging, and darbying or bull-floating before bleed water appears.

2. Strike smooth the top of walls, buttresses, horizontal offsets, and other similar unformed surfaces and float them to a texture consistent with finish of adjacent formed surface.

3. Provide a surface finish on exterior and interior horizontal concrete slabs that has a coefficient of friction not less than 0.60 for level surfaces and 0.80 for surfaces sloped 1:20 or greater. Measure friction coefficients in accordance with ASTM C1028

4. Review grades shown and recommend any adjustments necessary to achieve minimum specified slope.
a. For exterior paving surfaces provide a minimum slope of 1% (1/8-inch per foot) to drain surface water to catch basins, drains or edges of pavement adjacent to landscaping and drainage swales.
b. Slopes shall conform to the requirements of IBC Chapters 10, and 11.

5. Slope interior floor surfaces containing floor drains to drain water to the drains. Review elevations shown on Drawings for adequate slopes before setting grades. Report any conditions that will not provide adequate drainage or that will produce excessively steep slopes before proceeding.

6. Finish slabs so they do not deviate more than ¼-inch (6.3 mm) in 10 feet from a straight edge. Finish elevations to within 1/8-inch (3.2 mm) elevations shown or required to match adjacent existing conditions. Provide "as-built" slopes for drainage no less than those shown or specified.

7. Allowed Tolerance for individual risers and treads in any flight of stairs:
a. ¼-inch (6.3 mm) between the lowest and highest riser. b. 3/8-inch (9.5 mm) between the deepest and shallowest tread measured in the direction of travel.

8. Slope all treads 1/8-inch (3.2 mm) down toward the nosing for drainage.

9. Finish edges and surfaces smooth, true and clean.

10. Apply finish to slabs as soon as the concrete can support the weight of the workmen.

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with mist nozzles when atmospheric conditions (temperature, humidity, and wind) are such that rapid evaporation of mixing water from the concrete is likely to occur.

12. When the finish is not specified, use one of the following finishes:
a. Scratch Finish: For surfaces intended to receive bonded cementitious mixtures.
b. Float Finish: For walks, drives, steps, ramps, and for surfaces intended to receive waterproofing, roofing, insulation, or sand-bed terrazzo. c. T rowel Finish: For exposed slab surfaces in environmental basin and containment structures. For floors intended as walking surfaces, and floors in processing, storage, and warehousing areas.

B. Scratch Finish:

1. Place, consolidate, strike off, and level concrete, eliminating high and low spots.

2. Roughen the surface with stiff brushes or rakes before final setting.

3. Produce a finish that meets ACI 117 tolerances for conventional bull-floated surfaces.

C. Float Finish and Preliminary Steps for Other Finishes:

1. Applies to slab surfaces indicated to have a wood or magnesium Float finish.

This finish is also the initial step for all other finishes.

2. Place, consolidate, strike off, and level concrete, eliminating high and low spots.

3. Screed to grade using a strike-off board guided on accurately set screeds.

4. Work the surface with a bull or darby float to embed large aggregate, consolidate surface mortar and create a smooth true surface

5. Do not work concrete further until it is ready for floating.

6. When surface has taken initial set and bleed water has disappeared work surface with wood floats followed by magnesium floats (if a magnesium float finish is called for) to even out slight irregularities and further consolidate surface

7. Begin floating with a hand float, a bladed power float equipped with float shoes, or a powered disk float when the bleed water sheen has disappeared, and the surface has stiffened sufficiently to permit operation of the specific float apparatus.

8. Produce a finish that will meet tolerance requirements of ACI 117 for a conventional surface. Refloat the slab immediately to a uniform texture.

9. When concrete has set further so that excess water and fine material will not be brought to the surface, either begin the first steel troweling if this is the preliminary step for other finishes or work the surface with magnesium or wood float if this is the final step in a Float finish. Work the surface sufficiently to consolidate the mortar and produce a finished surface at the proper grade that is free of voids, ripples or other defects. Apply a final swirl texture finish in a fan pattern with the wood or magnesium float. Retool slab edges and control joints. Leave a uniform smooth border around all slab edges and each side of control joints.

10. Do not overwork the surface or add dry materials such as sand or cement.

D. Broom Finish:

1. Applies to all slabs indicated to receive a Broom finish.

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3. Apply second and third steel trowelings after the concrete has set sufficiently so mortar does not adhere to the edge of the trowel and sufficient pressure can be applied to further consolidate the surface.

4. Broom texture the surface of the slab at right angles to the normal direction of traffic. Use a stiff fiber bristled broom for Coarse Broom Finish and a fine hair broom for Fine Broom Finish. Match selected control sample.

E. Detail Work: Applies to all concrete flatwork and to exposed top edges of all formed concrete.

1. Edging Slabs: Tool a 3/8-inch radius on all exposed edges of slabs, stair treads, curbs and other exposed horizontal edges unless a formed chamfered edge is indicated, or as otherwise noted on the Drawings. Repeat tooling with each floating or troweling operation.

2. Apply a Trowel finish to the top of the formed walls, curbs and machine bases.

3. Control Joints and Feature Grooves:
a. Cut 1-inch-deep control joints with rounded edges in all paving slabs where indicated but not more than 8 feet apart in each direction. Repeat tooling with each floating or troweling operation.
b. Run decorative feature grooves with a ¼-inch-deep rounded tool before the final troweling in paving where shown.

FINISHING FORMED SURFACES
A. General:

1. After form removal, give each formed surface one or more of the finishes specified on Drawings or in the Schedule of Concrete Finishes and as described below.

2. See the Schedule of Concrete Finishes at the end of this Section and notes and schedules on Architectural and Structural Drawings for the location, and extent and type of finish required.

3. When a finish is not specified, finish surfaces as noted below:
a. Environmental Surface Finish 1.0 (ESF-1.0) on concrete surfaces not exposed to view.
b. Environmental Surface Finish 2.0 (ESF-2.0) on concrete surfaces not exposed to view and expected to contain liquids, gases, or both. c. Environmental Surface Finish 3.0 (ESF-3.0) on concrete surfaces exposed to view.

4. Complete all patching and finishing within 10 days after the curing period is completed.

5. Where the concrete surface will be textured by sandblasting or bush- hammering, repair surface defects before texturing.

6. Use form-facing materials meeting the requirements of Section 03100.

B. As-Cast Finish:

1. Environmental Surface Finish 1.0 (ESF-1.0):
a. Patch voids greater than 1-1/2-inch wide or ¼-inch deep. b. Remove projections greater than ½-inch
c. Patch tie holes.
d. Surface tolerance Class C as specified in ACI 117.
e. Leave surfaces with the texture imparted by the forms. f. The minimum taper required to correct offsets is 1:16.

2. Environmental Surface Finish 2.0 (ESF-2.0):
a. Patch voids greater than ¾-inch wide or ¼-inch deep.

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b. Remove projections greater than ¼-inch
c. Patch tie holes.
d. Surface tolerance Class B as specified in ACI 117
e. The minimum taper required to correct offsets is 1:16.

3. Environmental Surface Finish 3.0 (ESF-3.0):
a. Patch voids greater than ½-inch wide or ¼-inch deep. b. Remove projections greater than 1/8-inch
c. Patch tie holes.
d. Surface tolerance Class A as specified in ACI 117.
e. The minimum taper required to correct offsets is 1:16.

SCHEDULE OF CONCRETE FINISHES

A. SLABS LOCATION OF FINISH

1. Scratch Finish 3.01B Applies to surfaces intended to receive bonded cementitious mixtures.

2. Float Finish 3.01C Applies to slab surfaces indicated to receive a “Float Finish”. This finish is also the initial steps for all other finishes. Applies to walks, drives, steps, ramps, and for surfaces intended to receive waterproofing, roofing, insulation, or sand-bed terrazzo. Applies to all interior and exterior slabs scheduled to receive a bonded ceramic tile or bonded mortar finish

3. Trowel Finish 3.01D Applies to slabs indicated to receive a " Trowel Finish." Applies to exposed slab surfaces in environmental basin and containment structures. Applies to floors intended as walking surfaces, and floors in processing, storage, and warehousing areas. Applies to all slabs intended to receive resilient flooring, carpet, elastomeric deck coating, roofing or a waterproofing membrane. Applies to top of formed walls, curbs, equipment pads and machine bases.

4. Broom Finish 3.01E Applies to slabs indicated to receive a "Broom Finish" and to all exterior paving, stair treads, and not indicated to receive another finish. Broom Finish for Exterior paving, stair treads and wet process areas shall be a Coarse Broom Finish.

END OF SECTION

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03600 - 1 Grouts

SECTION 03600

GROUTS
PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes:

1. Non-shrink cementitious grout (non-shrink grout).

2. Non-shrink epoxy grout.

3. Cement grout.

4. Concrete grout.

1.02 REFERENCES
A. ASTM International (ASTM):

1. ASTM C531 Standard Test Method for Linear Shrinkage and Coefficient of Thermal Expansion of Chemical Resistant Mortars, Grouts and Monolithic Surfacings and Polymer Concretes.

2. ASTM C827 Standard Test Method for Change in Height at Early Ages of Cylindrical Specimens from Cementitious Mixtures.

3. ASTM 1107 Standard Specification for Packaged Dry, Hydraulic-Cement Grout (Non-shrink).

4. ASTM D695 Standard Test Method for Compressive Properties of Rigid Plastics.

B. U.S. Army Corps of Engineers Standard (CRD):

1. CRD C-621 Corps of Engineers Specification for Non-shrink Grout.

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Product Data: Submit product data for all grout products specified in Part 2 of this Section. Product data shall include:

1. Catalog information,

2. Technical data,

3. Storage requirements,

4. Product life,

5. Working time after mixing,

6. Temperature considerations,

7. Conformity to required ASTM Standards and Material Safety Data Sheet (MSDS),

8. T ype and brand of the cement,

9. G radation of the fine aggregate, and

10. Proposed admixtures and the proposed mix of the grout for non-packaged mixes.

11. Concrete grout: The submittal shall include data as required for concrete as delineated in Section 03300 and for fiber reinforcement as delineated in Section 03200 This includes the mix design, constituent quantities per cubic yard and the water/cement ratio.

12. Swept-in grout: The submittal shall include data as required for concrete as delineated in Section 03300 and for fiber reinforcement as delineated in Job No. 2344245*00
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Section 03200. This includes the mix design, constituent quantities per cubic yard and the water/cement ratio.

C. Samples: Field samples for color control, if a color match is required.

D. Quality Control:

1. Laboratory Test Reports:
a. Submit laboratory test data as required under Section 03300 for concrete to be used as concrete grout.

2. Qualifications:
a. Submit documentation that grout manufacturer has at least 3 years’ experience in the production and use of the proposed grouts which they will supply

1.04 QUALITY CONTROL
A. Qualifications:

1. Grout manufacturer shall have a minimum of 3 years’ experience in the production and use of the type of grout proposed for the work.

1.05 QUALITY ASSURANCE
A. Special Inspection shall be completed by the District’s Representative.

1.06 DELIVERY, STORAGE, AND HANDLING
A. Deliver materials to the jobsite in original, unopened packages, clearly labeled with the manufacturer's name, product identification, batch numbers and printed instructions.

B. Store materials in full compliance with the manufacturer's recommendations. Total storage time from date of manufacture to date of installation shall be limited to 12 months or the manufacturer's recommended storage time, whichever is less.

C. Material which becomes damp or otherwise unacceptable shall be immediately removed from the site and replaced with acceptable material at no additional cost to the District.

D. Non-shrink cement-based grouts shall be delivered as preblended, prepackaged mixes requiring only the addition of water.

E. Non-shrink epoxy grouts shall be delivered as premeasured, prepackaged, three component systems requiring only blending as directed by the manufacturer.

PART 2 - PRODUCTS

2.01 MATERIALS
A. Non-shrink Cementitious Grout (Non-shrink Grout):

1. Non-shrink cementitious grouts shall meet or exceed the requirements of ASTM C1107, Grades B or C and CRD C-621. Grouts shall be portland cement based, contain a pre-proportioned blend of selected aggregates and shrinkage compensating agents and shall require only the addition of water.

Non-shrink cementitious grouts shall not contain expansive cement or metallic particles. The grouts shall exhibit no shrinkage when tested in conformity with ASTM C827.

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a. General purpose non-shrink cementitious grout shall conform to the standards stated above and shall be SikaGrout 212 by Sika Corp.; Euco NS by The Euclid Chemical Co.; Five Star Grout by Five Star Products, Inc.; or approved equal.
b. Flowable (Precision) non-shrink cementitious grout shall conform to the standards stated above and shall be Hi-Flow Grout by the Euclid Chemical Co.; SikaGrout 212 by Sika Corp.; Five Star Grout by Five Star Products, Inc.; or approved equal.

B. Non-shrink Epoxy Grout:

1. Non-shrink epoxy-based grout shall be a pre-proportioned, three-component, 100% solids system consisting of epoxy resin, hardener, and blended aggregate. It shall have a compressive strength of 14,000 psi in 7 days when tested in conformity with ASTM D695 and have a maximum thermal expansion of 30 x 10-6-inch per inch per degree F when tested in conformity with ASTM C531. The grout shall be Five Star HP Epoxy Grout by Five Star Products, Inc.; Sikadur 42 Grout-Pak by Sika Corp.; E3-G Epoxy Grout by the Euclid Chemical Co.; or approved equal.

C. Cement Grout:

1. Cement grouts shall be a mixture of one-part portland cement conforming to ASTM C150, Types I, II, or III and 1 to 2 parts sand conforming to ASTM C33 with sufficient water to place the grout. The water content shall be sufficient to impart workability to the grout but not to the degree that it will allow the grout to flow.

D. Concrete Grout:

1. Concrete grout shall conform to the requirements of Section 03300 except as specified herein. Proportion with Type II portland cement, pozzolan, coarse and fine aggregates, water, water reducer and air entraining agent to produce a mix having an average strength of 3500 psi at 28 days (2500 psi nominal strength). Coarse aggregate size shall be 3/8-inch maximum. Slump shall not exceed 5 inches. Minimum cement content shall be 540 lbs per cubic yard and maximum water-to-cement ratio shall be 0.45.

2. Add synthetic reinforcing fibers as specified in Section 03200 to the concrete grout mix at the rate of 1.5 lbs of fibers per cubic yard of grout. Add fibers from the manufacturer's premeasured bags and according to the manufacturer's recommendations in a manner which will ensure complete dispersion of the fiber bundles as single monofilaments within the concrete grout.

E. Water:

1. Potable water, free from injurious amounts of oil, acid, alkali, organic matter, or other deleterious substances.

F. Like materials in areas of common viewing shall be the products of one manufacturer or supplier in order to provide standardization of appearance.

Baseplate grout thicknesses are typically shown on the Drawings; confirm that the selected grout product is recommended for the grout thicknesses shown.

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PART 3 - EXECUTION

3.01 PREPARATION
A. Place grout over cured concrete that has attained its full design strength unless otherwise approved by the District’s Representative.

B. Concrete surfaces to receive grout shall be clean and sound; free of ice, frost, dirt, grease, oil, curing compounds, laitance and paints and free of all loose material or foreign matter which may affect the bond or performance of the grout.

C. Roughen concrete surfaces by chipping, sandblasting, or other mechanical means to ensure bond of the grout to the concrete. Remove loose or broken concrete.

Irregular voids or projecting coarse aggregate need not be removed if they are sound, free of laitance and firmly embedded into the parent concrete.

1. Air compressors used to clean surfaces in contact with grout shall be the oilless type or equipped with an oil trap in the airline to prevent oil from being blown onto the surface.

D. Remove all loose rust, oil or other deleterious substances from metal embedments or bottom of baseplates prior to the installation of the grout.

E. Concrete surfaces shall be washed clean and then kept moist for at least 24 hours prior to the placement of cementitious or cement grout. Saturation may be achieved by covering the concrete with saturated burlap bags, use of a soaker hose, flooding the surface, or other method acceptable to the District’s Representative. Upon completion of the 24-hour period, visible water shall be removed from the surface prior to grouting. The use of an adhesive bonding agent in lieu of surface saturation shall only be used when approved by the District’s Representative for each specific location of grout installation. There shall be no discharge of water to the existing storm drain system as part of the washing activities.

F. Epoxy-based grouts do not require the saturation of the concrete substrate.

Surfaces in contact with epoxy grout shall be completely dry before grouting.

G. Construct grout forms or other leakproof containment as required. Forms shall be lined or coated with release agents recommended by the grout manufacturer.

Forms shall be of adequate strength, securely anchored in place and shored to resist the forces imposed by the grout and its placement.

1. Forms for epoxy grout shall be designed to allow the formation of a hydraulic head and shall have chamfer strips built into forms.

H. Level and align the structural or equipment bearing plates in accordance with the structural requirements and the recommendations of the equipment manufacturer.

I. Equipment shall be supported during alignment and installation of grout by shims, wedges, blocks or other approved means. The shims, wedges and blocking devices shall be prevented from bonding to the grout by appropriate bond breaking coatings and removed after grouting unless otherwise approved by the District’s Representative.

3.02 INSTALLATION – GENERAL
A. Mix, apply and cure products in strict compliance with the manufacturer's recommendations and this Section.

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B. Have sufficient manpower and equipment available for rapid and continuous mixing and placing. Keep all necessary tools and materials ready and close at hand.

C. Maintain temperatures of the foundation plate, supporting concrete, and grout between 40°F and 90°F during grouting and for at least 24 hours thereafter or as recommended by the grout manufacturer, whichever is longer. Take precautions to minimize differential heating or cooling of baseplates and grout during the curing period.

D. Take special precautions for hot weather or cold weather grouting as recommended by the manufacturer when ambient temperatures and/or the temperature of the materials in contact with grout are outside of the 60°F and 90°F range.

E. Install grout in a manner which will preserve the isolation between the elements on either side of the joint where grout is placed in the vicinity of an expansion or control joint.

F. Continue all existing underlying expansion, control and construction joints through the grout.

3.03 INSTALLATION – CEMENT GROUTS AND NON-SHRINK CEMENTITIOUS GROUTS A. Mix in accordance with manufacturer's recommendations. Do not add cement, sand, pea gravel or admixtures without prior approval by the District’s Representative.

B. Avoid mixing by hand. Mixing in a mortar mixer (with moving blades) is required if recommended by the manufacturer. Pre-wet the mixer and empty excess water.

Add premeasured amount of water for mixing, followed by the grout. Begin with the minimum amount of water recommended by the manufacturer and then add the minimum additional water required to obtain workability. Do not exceed the manufacturer's maximum recommended water content.

C. Placements greater than 3 inch in depth shall include the addition of clean, washed pea gravel to the grout mix when approved by the manufacturer. Comply with the manufacturer's recommendations for the size and amount of aggregate to be added.

D. Place grout into the designated areas in a manner which will avoid segregation or entrapment of air. Do not vibrate grout to release air or to consolidate the material.

Placement shall proceed in a manner which will ensure the filling of all spaces and provide full contact between the grout and adjoining surfaces. Provide grout holes as necessary.

E. Place grout rapidly and continuously to avoid cold joints. Do not place cement grouts in layers. Do not add additional water to the mix (retemper) after initial stiffening.

F. Just before the grout reaches its final set, cut back the grout to the substrate at a 45-degree angle from the lower edge of bearing plate unless otherwise approved by the District’s Representative. Finish this surface with a wood float (brush) finish.

G. Begin curing immediately after form removal, cutback, and finishing. Keep grout moist and within its recommended placement temperature range for at least 24 hours after placement or longer if recommended by the manufacturer. Saturate the grout surface by use of wet burlap, soaker hoses, ponding or other approved Job No. 2344245*00
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means. Provide sunshades as necessary. If drying winds inhibit the ability of a given curing method to keep grout moist, erect wind breaks until wind is no longer a problem or curing is finished.

3.04 INSTALLATION – NON-SHRINK EPOXY GROUTS
A. Mix in accordance with the procedures recommended by the manufacturer. Do not vary the ratio of components or add solvent to change the consistency of the grout mix. Do not overmix. Mix full batches only to maintain proper proportions of resin, hardener and aggregate.

B. Monitor ambient weather conditions and contact the grout manufacturer for special placement procedures to be used for temperatures below 60°F or above 90°F.

C. Place grout into the designated areas in a manner which will avoid trapping air.

Placement methods shall ensure the filling of all spaces and provide full contact between the grout and adjoining surfaces. Provide grout holes as necessary.

D. Minimize "shoulder" length (extension of grout horizontally beyond base plate). In no case shall the shoulder length of the grout be greater than the grout thickness.

E. Finish grout by puddling to cover all aggregate and provide a smooth finish. Break bubbles and smooth the top surface of the grout in conformity with the manufacturer's recommendations.

F. Epoxy grouts are self-curing and do not require the application of water. Maintain the formed grout within its recommended placement temperature range for at least 24 hours after placing, or longer if recommended by the manufacturer.

3.05 INSTALLATION – CONCRETE GROUT
A. Inspect slabs finished under Section 03350 and scheduled to receive concrete grout. Protect and keep the surface clean until placement of concrete grout.

B. Clean and Roughen surface in accordance with preparation instructions above.

Do not flush debris into structure drain piping.

C. Saturate the concrete surface in accordance with instructions above. Place cement slurry immediately ahead of the concrete grout so that the slurry is moist when the grout is placed. Work the slurry over the surface with a broom until it is coated with approximately 1/16 to 1/8-inch thick cement paste. A bonding grout composed of 1-part portland cement, 1.5 parts fine sand, an approved bonding admixture and water, mixed to achieve the consistency of thick paint, may be substituted for the cement slurry.

D. Place concrete grout to final grade using the scraper mechanism as a guide for surface elevation and to eliminate high and low spots. Unless specifically approved by the equipment manufacturer, mechanical scraper mechanisms shall not be used as a finishing machine or screed.

E. Provide grout control joints as indicated on the Drawings.

F. Steel trowel finish as specified in Section 03350. Cure the concrete grout as specified for cast-in-place concrete in Section 03300

3.06 SCHEDULE
A. The following list indicates where the particular types of grout are to be used:

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1. General purpose non-shrink cementitious grout: Use at all locations where non shrink grout is called for on the plans except for base plates greater in area than 3-foot wide by 3-foot long and except for the setting of anchor rods, anchor bolts or reinforcing steel in concrete.

2. Flowable non-shrink cementitious grout: Use under all base plates greater in area than 3-foot by 3-foot. Use at all locations indicated to receive flowable non-shrink grout by the Drawings. The Contractor, at his/her option and convenience, may also substitute flowable non-shrink grout for general purpose non-shrink cementitious grout.

3. Non-shrink epoxy grout: Use for the setting of anchor rods, anchor bolts and reinforcing steel in concrete and for all locations specifically indicated to receive epoxy grout.

4. Concrete grout: Use at all locations indicated on the Drawings to receive concrete grout.

3.07 FIELD QUALITY CONTROL
A. Field Testing:

1. Field testing and inspection services other than Special Inspection required shall be provided by the Contractor. The Contractor shall complete the sampling of materials and shall provide any ladders, platforms, etc., for access to the work. The methods of testing shall comply in detail with the applicable ASTM Standards.

2. The field testing of concrete grout shall be as specified for concrete in Section 03300.

END OF SECTION
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03935 - 1

Repair of Defective Concrete

SECTION 03935

REPAIR OF DEFECTIVE CONCRETE
PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes:

1. Repair of defective concrete.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 117 Standard Tolerances for Concrete Construction and Materials

2. ACI 301 Specifications for Structural Concrete for Buildings

3. ACI 318 Building Code Requirements for Structural Concrete

4. ACI 347 Guide to Formwork for Concrete

5. ACI 350 Environmental Engineering Concrete Structures B. ASTM International (ASTM) Standard Specification or Test Method:

1. ASTM C881 Epoxy-Resin-Base Bonding Systems for Concrete.

2. ASTM C882 Bond Strength of Epoxy-Resin Systems Used with Concrete By Slant Shear.

3. ASTM C883 Effective Shrinkage of Epoxy-Resin Systems Used with Concrete.

1.03 SUBMITTALS
A. Submit in accordance with Section 01300.

B. Product Data:

1. When stains, rust, efflorescence, and surface deposits must be removed, submit the proposed materials and manufacturer’s instructions for removal.

2. When crack repair is required, submit the proposed materials and manufacturer’s method of repair.

C. Shop Drawings:

1. Repair Plan: After defects are identified and investigated, prepare and submit a repair plan that includes a listing of repairs to be made and the detailed surface preparation, products, methods, curing and finishing requirements of repair to be used at each location.

2. Submit manufacturer’s technical literature on products proposed for use.

Include the manufacturer’s installation and/or application instructions.

D. Samples: Submit any item of Product Data not fully assembled by a single manufacturer.

1.04 QUALITY ASSURANCE
A. N o existing structure or concrete shall be shifted, cut, removed, or otherwise altered until authorization is given by the Engineer.

B. When removing materials or portions of existing structures and when making openings in existing structures, take all precautions and erect all necessary barriers, shoring and bracing and other protective devices to prevent damage to

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the structures beyond the limits necessary for the new work, protect personnel, control dust and to prevent damage to the structures or contents by falling or flying debris. Unless otherwise permitted, shown or specified, sawing and/or line drilling will be required in cutting existing concrete.

C. Manufacturer’s Qualifications: Minimum of ten years’ experience in the manufacture of the products specified and an ongoing program of training, certifying and technically supporting the Contractor's personnel.

D. Contractor Qualifications: Complete a program of instruction in the application of the approved manufacturer's material specified in this Section and provide certification from the manufacturer attesting to their training and status as an approved applicator.

E. Certifications:

1. Certification that the materials meet the requirements of this Section and have the manufacturer's current printed literature on the specified product.

1.05 DELIVERY, STORAGE AND HANDLING
A. Deliver the specified products in original, unopened containers displaying the manufacturer's name, labels, product identification and batch numbers.

B. Store and condition products as recommended by the manufacturer.

PART 2 - PRODUCTS

2.01 GENERAL

2.02 CEMENT REPAIR MORTAR
A. Cement repair mortar may be either site-mixed portland-cement repair mortar for small repairs or commercial cement repair mortar patching products for larger areas. See Section 03300
B. Site Mixed Portland-Cement Repair Mortar:

1. Mix repair mortar using the same materials as concrete to be patched with no coarse aggregate. Do not use more than one-part portland cement to two parts sand by damp loose volume.

2. For repairs in exposed concrete, make trial batches and check color compatibility of repair material with surrounding concrete. Prepare several trial batches and make test samples in an inconspicuous location for review.

When the repair is too dark, substitute white portland cement for a part of the gray cement to produce a color and texture closely matching the surrounding concrete.

3. For concrete removal resulting in cavities exceeding 3 inches in depth and 1 square foot in area, pack the void with a mixture of cement, concrete sand and pea gravel proportioned as follows:

Material Volumes Weights
Cement 1.0 1.0
Sand 1.0 1.0
Pea Gravel 1.5 1.5

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C. Commercial Cement Repair Mortar:

1. Portland-cement mortar modified with a latex bonding agent conforming to ASTM C1059 Type II.

2. Epoxy mortars and epoxy compounds that are moisture-insensitive during application and that, after curing, embody an epoxy binder conforming to ASTM C881 Type III. The type, grade, and class shall be appropriate for the application as specified in ASTM C881.

3. Shrinkage-compensating or non-shrink portland-cement grout conforming to ASTM C1107.

4. Packaged dry concrete repair materials conforming to ASTM C928.

5. Products: Poly-Patch by Euclid Chemical Company; Emaco R310 by BASF Chemical Company; Sikatop 122 Plus by Sika Chemical Corporation or approved equal only if approved by the Engineer for use and for color match.

D. Provide cement repair mortar with strength and modulus of elasticity compatible with the parent concrete.

2.03 NON-SHRINK GROUT AND NON-SHRINK EPOXY GROUT
A. See Section 03600

2.04 STRUCTURAL CRACK REPAIR EPOXY ADHESIVE
A. T wo-component, solvent-free, moisture insensitive epoxy resin material suitable for crack grouting by injection or gravity feed. Formulate for the specific size of opening or crack being repaired.

B. For standard applications: Sikadur 35 Hi-Mod LV by Sika Corporation, Lyndhurst, NJ; SCB Concresive 1380 by BASF, Shakopee, MN; or approved equal.

C. For applications thinner than allowed by Hi-mod LV: Sikadur 35 Hi-Mod LV LPL by Sika Corporation, Lyndhurst, NJ; SCB Concresive 1360 by BASF, Shakopee, MN; or approved equal.

2.05 FLEXIBLE CRACK REPAIR EXPANDING POLYURETHANE CHEMICAL GROUT A. Products: SikaFix HH by Sika Corporation, Lyndhurst, NJ; Concresive 1230 IUG by BASF, Shakopee, MN; or approved equal.

2.06 ADHESIVE ANCHORS
A. See Section 05090
PART 3 - EXECUTION

3.01 GENERAL
A. Inspect concrete surfaces immediately after carefully removing forms. Repair tie holes and surface defects immediately after formwork removal. Defective work includes concrete out of line, level or plumb; cracks; poor joints; rock pockets; honeycomb; voids; spalls and exposed reinforcing. Patch minor defects, including form tie holes, before the concrete is thoroughly dry. Do not interrupt the curing program. Ensure that repairs match the existing surface for color and texture.

B. Large areas involving voids or rock pockets extending through the section may be cause for rejection of the work. If acceptable repairs can be made without

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adversely affecting the structural integrity of the work, cut out the section and either dry pack, or reform and re-pour to match the adjacent concrete. Do not cut the reinforcing, but cut keyways into the adjacent sound concrete to securely fasten the patch to the original work.

C. Plug tie holes except where stainless steel ties, noncorroding ties, or acceptably coated ties are used, except plug tie holes in concrete surfaces exposed to liquid.

When portland-cement patching mortar is used for plugging, clean and dampen tie holes before applying the mortar. When other materials are used, apply them in accordance with manufacturer’s recommendations.

D. Cut, repair, remove, or otherwise modify parts of the existing structures or appurtenances, as indicated on the Drawings, specified, or necessary to complete the work. Finishes, joints, reinforcements, sealants, etc, are specified in their respective sections.

E. Store, mix and apply commercial products in strict compliance with the manufacturer's recommendations.

F. Preserve the isolation between components on either side of the joint i n cases where concrete is repaired in the vicinity of an expansion joint or control joint.

G. When drilling holes for dowels/bolts, stop drilling if rebar is encountered. As approved by the Engineer, relocate the hole to avoid rebar. Do not cut rebar without prior approval by the Engineer. Identify rebar at all locations where possible, prior to drilling using nondestructive rebar locator equipment so that drill hole locations may be adjusted to avoid rebar interference.

H. Keep rebar a minimum of 1-inch away from all embedded metallic piping, wall thimbles, spools, sleeves, and similar metals to avoid the creation of an electrically continuous path.

I. Remove stains, rust, efflorescence, and surface deposits.

3.02 CONCRETE REMOVAL
A. L ine drilling at limits of removal followed by chipping or jack-hammering, concrete designated to be removed to specific limits as directed by the Engineer. Proceed carefully to avoid damage to reinforcement. When chipping is necessary, leave chipped edges perpendicular to the surface or slightly undercut. Do not feather edges. Remove concrete in such a manner that surrounding concrete and existing reinforcing to be left in place and existing in place equipment are not damaged.

Only sawcut at limits of concrete to be removed after obtaining written approval from the Engineer.

B. Apply a coating or surface treatment of epoxy paste to a thickness of ¼-inch where existing reinforcing is exposed due to saw cutting/core drilling and no new material is to be placed on the cut surface.

C. Saw cut to a 1-inch depth on exposed surfaces of the existing concrete where the joint between new concrete or grout and existing concrete will be exposed in the finished work
D. Repair concrete specified to be left in place in accordance with repair notes above.

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3.03 CONCRETE SURFACE PREPARATION AND REPAIR
A. Prepare connection surfaces as specified below for concrete areas requiring patching, repairs or modification as directed by the Engineer.

B. Remove all deteriorated materials, dirt, oil, grease, and all other bond inhibiting materials from the surface by mechanical or physical means, i.e. – water blasting, chipping, etc. Uniformly roughen the concrete surface to approximately ¼-inch amplitude with pointed chipping tools. Thoroughly clean surface of loose or weakened material by sandblasting or air blasting. Irregular voids or surface stones need not be removed if they are sound, free of laitance, and firmly embedded into parent concrete.

C. If honeycomb exists around reinforcement or if reinforcing steel is exposed, it must be mechanically cleaned to remove all loose material, contaminants, rust, etc. If half of the diameter of the reinforcing steel is exposed, chip out behind the steel.

The distance chipped behind the steel shall be a minimum of 1-inch. Reinforcing to be incorporated in new concrete shall not be damaged during the removal operation.

D. The following are specific concrete surface preparation and repair "methods" to be used where directed by the Engineer.

1. Method A: After the existing concrete surface at connection has been roughened and cleaned, thoroughly saturate with water and maintain saturation for a period of at least 12 hours. Dampen the area to be patched, plus another 6 inches around the patch area perimeter. Prepare bonding grout by mixing approximately one part cement and one part fine sand with water to the consistency of thick cream. Thoroughly brush bonding grout into the surface. When the bonding grout begins to lose water sheen, apply cement repair mortar, in accordance with Section 03300, and thoroughly consolidate mortar into place. Strike off mortar, leaving the patch slightly higher than the surrounding surface to permit initial shrinkage. Leave the patch undisturbed for 1 hour before finishing. Keep the patch damp for 7 days.

2. Method B: After the existing concrete surface has been roughened and cleaned, apply epoxy bonding agent at connection surface. Comply with the manufacturer’s recommendations for the field preparation and application of the epoxy bonding agent. Place new concrete or grout mixture within time constraints recommended by the manufacturer to ensure bond. Thicker repairs may require build-up in successive 1-1/2-inch layers on successive days. Form surfaces as required to prevent sagging.

3. Method C: Install adhesive anchors or dowels; strictly comply with the manufacturer’s recommendations.

4. Method D: Combination of Methods B and C.

3.04 GROUTING
A. Grouting in accordance with Section 03600.

3.05 CRACK REPAIR
A. Repair cracks on horizontal surfaces by gravity feeding crack repair epoxy adhesive into cracks per manufacturer’s recommendations. Pressure inject if cracks are less than 1/16-inch in width.

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B. Repair cracks on vertical surfaces by pressure injecting crack repair epoxy adhesive or expanding polyurethane chemical grout through valves sealed to surface with epoxy paste per manufacturer’s recommendations.

C. For structural nonmoving cracks that require structural bonding of cracked surfaces, use epoxy adhesive injection materials and methods.

3.06 CONCRETE FINISHING
A. Refer to Section 03350

3.07 FIELD QUALITY CONTROL
A. Concrete Curing:

1. See Section 03330

2. Record procedures and equipment is available for controlling concrete temperature during hot and cold weather conditions.

3. Record actual time of application of curing materials for each placement.

3.08 CLEANUP
A. Upon completion of all work performed under this Section, remove from the site all excess materials, storage facilities and temporary facilities. Smooth and clean of debris all areas that were used or occupied during concrete construction operations and leave in first-class condition.

END OF SECTION

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SECTION 05090

ANCHORS IN CONCRETE

PART 1 - GENERAL

1.01 SUMMARY
A. This section is applicable for anchors, anchor category, anchor groups, anchor systems in concrete construction. This includes, but is not limited to:

1. Post-installed adhesive anchors.

2. Post-installed mechanical anchors .

B. All post-installed anchors and adhesive for reinforcement shall be rated for use and installation in cracked concrete. Post-installed anchors and adhesives for reinforcement rated only for uncracked concrete will not be permitted for use.

1.02 REFERENCES
A. American Concrete Institute (ACI):

1. ACI 318 Building Code Requirements for Structural Concrete and Commentary

2. ACI 350 Code Requirements for Environmental Engineering Concrete Structures and Commentary

3. ACI 355.2 Qualification of Post-Installed Mechanical Anchors in Concrete and Commentary

4. ACI 355.4 Qualification of Post-Installed Adhesive Anchors in Concrete and Commentary
B. American National Standards Institute (ANSI):

1. ANSI/ASME B1.1 Unified Inch Screw Threads (UN, UNR, and UNJ Thread Forms)

2. ANSI/ASME B18.2.2 Square and Hex Nuts
C. American Society for Testing and Materials (ASTM), Standard Specification for:

1. ASTM A29 General Requirements for Steel Bars, Carbon and Alloy, Hot- Wrought

2. ASTM A108 Steel Bar, Carbon and Alloy, Cold-Finished

3. ASTM A153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware

4. ASTM A193 Alloy-Steel and Stainless-Steel Bolting Materials for High- Temperature or High-Pressure Service and Other Special
Purpose Applications

5. ASTM A563 Carbon and Alloy Steel Nuts (Inch and Metric)

6. ASTM A615 Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement

7. ASTM A706 Deformed and Plain Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement

8. ASTM B633 Electrodeposited Coatings of Zinc on Iron and Steel

9. ASTM B695 Coatings of Zinc Mechanically Deposited on Iron and Steel

10. ASTM C881 Epoxy-Resin-Base Bonding Systems for Concrete

11. ASTM F436 Hardened Steel Washers Inch and Metric Dimensions

12. ASTM F593 Stainless Steel Bolts, Hex Cap Screws, and Studs

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13. ASTM F594 Stainless Steel Nuts

14. ASTM F844 Washers, Steel, Plain (Flat), Unhardened for General Use

15. ASTM F1554 Anchors Bolts, Steel, 36, 55, and 105-ksi Yield Strength

16. ASTM F1941 Electrodeposited Coatings on Mechanical Fasteners, Inch and Metric

17. ASTM F2329 Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws, Washers, Nuts, and Special Threaded Fasteners
D. Federal Specifications A-A-1922A Type 2 only, A-A01923A Type 4 only and A-A- 55614 for Expansion and Shield-Type Anchors
E. International Code Council (ICC) Evaluation Service, Acceptance Criteria (AC) for:

1. AC 308 Post-Installed Adhesive Anchors in Concrete Elements

2. AC 510 Seismic Qualification of Post-Installed Anchors in Concrete F. International Standards Organization (ISO):

1. ISO/IEC 17011 Conformity Assessment – General Requirements for Accreditation Bodies.

2. ISO/IEC 17025 General Requirements for the Competence of Calibration and Testing Laboratories.

3. ISO/ASQ/ASNI 9000 Quality Management Systems – Fundamentals and Vocabulary

1.03 SUBMITTALS
A. Product Data:

1. Anchor bolts , anchor studs, anchorage devices, and threaded rods, shall include at minimum the following:
a. Diameter(s)
b. Material grade designation, hardness, coatings, minimum yield and minimum tensile strength consistent with the Contract Documents and/or favorably reviewed deferred submittals.
c. Overall length, including extension length.
d. Embedment length consistent with the Contract Documents and/or favorably reviewed deferred submittals.
e. Stand-offs and/or leveling nuts type, dimensional properties, material properties, grade, and location.

2. Submit material grade, thickness, and dimensional data for nuts and washers.

3. Adhesives.

4. Mechanical anchors, expansion anchors.

5. Other fasteners embedded in concrete as indicated within the Contract Documents and/or favorably reviewed submittal.

B. Accepted Criteria:

1. ICC Evaluation Service Reports (ICC-ESR), or equivalent IAPMO-UES evaluation reports, for all anchor products submitted, demonstrating compliance with IBC OR CBC applicable ACI acceptance criteria.

2. A submittal without a relative and current evaluation report will not be accepted.

C. Anchor Installation Plan:

1. List of all anchors installed including location, diameter, material type, number, and length of anchors.

2. For post-installed anchors include a description of the drilling equipment, hole cleaning and preparation procedure, adhesive injection or mechanical anchor

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insertion technique, preparation for rebar dowels and threaded rods, and torquing procedure.

3. Testing plan for anchors, including percentage of anchors to be tested and proof loads for anchors (see Verification Testing below).

4. Certified Verification Testing Report:
a. Detailing results of field testing required in Tests and Additional Tests below. b. Certified by an independent testing laboratory or registered Professional Civil or Structural Engineer licensed to practice in the State where the project is being constructed.

D. Anchorage in Concrete as a Deferred Submittal:

1. Complete calculations, details, and complete reference drawings that are required to be submitted as part of a deferred submittal and as defined in the IBC OR CBC and within the Contract Documents, shall be prepared, stamped, signed, and furnished by a Professional Civil or Structural Engineer licensed to practice in the State where the project is being constructed.

2. Comply with Specification Section 01190

3. Deferred submittal calculations and details shall be prepared and designed in accordance with the applicable codes referenced within the Contract Documents. Anchors shall be assumed to see a maximum short-term service temperature of 130°F and a long-term service temperature of 110°F, unless otherwise specified.

4. Minimum Calculation and Reference Drawing Requirements:
a. Calculations shall be comprehensible and complete. When evaluating the structural strengths, indicate stress for comparing with strengths or show the demand versus capacity ratio in the structural elements. Evaluating the results by stating “Okay by Inspection” is not acceptable. b. Derivation of forces used, including at least one complete sample calculation, showing the process used so that Engineer of Record may determine general conformance. Printouts of spreadsheets without explanation of calculations used to determine values are not acceptable.

c. Submittal calculations and details shall demonstrate a complete vertical and lateral load path and shall clearly indicate all forces imposed on the supporting structure. Include all load combinations used in the design shall be referenced and include a clear indication whether service level or strength level was used in the design.
d. Reference drawings shall include plans, sections, details, and equipment information as necessary for calculations. Indicate the location of the equipment on plan which is necessary for the development of load calculations.
e. The Engineer of Record's review of the deferred submittal items identified in Contract Documents cannot be completed until all related items have been coordinated and submitted for review. Submittals will be returned without review if:
1) The calculations and details are not sealed and signed by a Professional Civil or Structural Engineer licensed to practice in the State where the project is being constructed.
2) Submittals include only calculations without reference drawings. 3) Calculations have no sheet numbers or sheets are missing. 4) Calculations or reference drawings are illegible.
5) Calculations are made based on wrong information, assumptions, or design parameters.

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6) Information in reference drawings is insufficient for calculations or review.
7) No details of the anchorage are provided.

5. Anchorage Details as a Deferred Submittal:
a. Anchorage details shall be prepared, stamped, signed, and furnished by a Professional Civil or Structural Engineer licensed to practice in the State where the project is being constructed.
b. Anchorage details shall include the required concrete strength consistent with the Contract Documents, anchor bolt diameter, embed, spacing, maximum grout pad height, and edge distances consistent with the favorably reviewed submittal calculations.
c. Include anchoring methods and leveling criteria for equipment consistent with manufacturer’s recommendations.

6. Coordination and Other Shop Drawings:
a. The Contractor is responsible for coordinating the final foundation sizes with the final size of equipment and final anchorage calculations, including the coordination for any required edge distance as noted in the favorably reviewed anchorage submittal.
b. Deferred submittals that require anchor reinforcement or supplementary reinforcement identified in a favorably reviewed submittal or the Contract Documents shall be included in that specific shop drawing submittal. c. Deferred submittals that require edge distance that exceeds the available edge distance noted on the Contract Drawings, shall notify the Engineer of Record prior to ordering or fabricating any materials.

E. Quality Assurance Submittals

1. The Contractor shall be qualified to install cast-in-place and post-installed anchors.

2. Certification of Installation:
a. For Post-Installed Anchors: Submit a certification of completion of each individual installing the anchors consistent with the Contract Documents or favorably reviewed deferred submittal.

3. Evaluation Reports:
a. Submit the current and relative ICC-ESR or IAPMO-UES reports used in the design of anchorage. A submittal without a relative and current ICC-ESR or IAPMO-UES report will be rejected.

4. Verification of Installation:
a. Special Inspection reports or documentation verifying the anchor installation was performed in accordance with the Contract Documents and OR favorably reviewed deferred submittal.
b. Anchorage as a Deferred Submittal: Submit a letter from the Contractor’s Engineer indicating the installation was performed as required by the favorably reviewed deferred submittal and ICC-ESR or IAPMO-UES report.

5. Test Reports:
a. Submit test reports for testing of anchors in accordance with the Contract Documents.

1.04 QUALITY ASSURANCE
A. General:

1. Contractor Qualifications: 5-years of experience installing similar anchors in concrete structures.

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2. Anchors shall be manufactured under a certified quality system meeting the requirements of the ISO 9000 quality management system or equivalent.

3. All anchors shall be tested and evaluated under an approved quality assurance program with following-up by an inspection agency under ISO/IEC 17020 by a recognized accreditation body conforming to the requirements of ISO/IEC 17011.

4. Anchors shall be stamped with identifying marks and colors.

5. Installer Training:
a. Complete a thorough training with the manufacturer or the manufacturer’s representative for the submitted product. Training shall consist of a review of the complete installation process for drilled-in anchors, including but not limited to:
1) Hole drilling procedure(s),
2) Hole preparation and cleaning technique(s),
3) Adhesive injection technique(s), dispenser training and maintenance, 4) Reinforcing steel dowel preparation and installation procedures, 5) Proof loading and torquing.
b. Individuals that have not completed the quality assurance requirements of this Section will not be permitted to install anchors without qualifications specific to the products intended for use.

B. Special Inspection and Testing:

1. General:
a. The Owner or Owner’s authorized agent, independent of the Contractor, shall employ one or more approved agencies to provide special inspections and testing in accordance with the Contract Documents, Chapter 17 of the IBC OR CBC, and the current and relative ICC-ESR or IAPMO-UES. b. Special Inspections and Testing shall be independent of the Contractor. c. Special Inspections and Testing shall govern the quality, workmanship, and requirements for materials covered with in the Contract Documents. d. Materials of construction and testing shall conform to the applicable standards listed in the referenced building code and Contract Documents.

2. Special Inspections:
a. Special Inspections shall comply with the Contract Documents and schedules identified on the Drawings. Unless otherwise specified within the Contract Documents, at a minimum the special inspection of anchors in concrete shall comply with Chapter 17 of the IBC OR CBC and ICC-ESR or IAPMO-UES evaluation reports.
b. At a minimum, the Special Inspector shall visually inspect the following, but not limited to: required substrate type and thickness, presence of moisture on the substrate, anchor bolt layout, hole cleaning procedures, product identification and expiration date, product installation procedures, anchor bolt location, embedment, anchor size, anchor spacing, minimum edge distance, and installation temperature.
c. Unless specifically identified elsewhere within the Contract Documents, all special inspections of anchors in concrete shall be continuous OR periodic.

3. Verification Testing:
a. Anchors to be tested shall be selected at random by the Special Inspector or as requested by the Engineer of Record.
b. Testing is not required for post-installed anchors attached to interior partition walls or non-participating structural wall elements.
c. Adhesive Anchors: Proof Loading (Pull Test)

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1) Test Type: Unconfined
2) Load Level: Proof load levels shall not exceed the lesser of 50-percent of the expected peak load based on adhesive bond strength or 80- percent of the anchor yield strength.
3) Frequency: 10% of all post-installed expansion anchors or a minimum of 2, whichever is greater.
4) Duration: Maintain proof load at the required load level for a minimum of 10 seconds.
d. Expansion Anchors: Torque Testing
1) General:
a) If the application of torque for an anchor is specified by the manufacturer, torque shall follow the manufacturer requirements. If no torque for the anchor is specified by the manufacturer, the anchor shall be finger-tight before testing and tested as outlined below. b) If the specified torque is not achieved within the required number of turns, the anchor shall be removed or abandoned.
2) Test Type: Calibrated Torque Test, having a measured error within ± 5- pervent of the specified torque.
3) Load Level: 50-percent of the installation torque.
4) Frequency: 10% of all post-installed expansion anchors or a minimum of 2, whichever is greater.
5) Duration:10-minute wait time after install torquing with calibrated torque wrench.
e. Displacement-Controlled Expansion Anchors:
1) Test Type: Prior to installation, verify by placing the setting tool into the anchor body to verify the full set prior to installation of the bolt or threaded rod. Verify recommended testing requirements with the manufacturer.
2) Frequency: 10% of all post-installed expansion anchors or a minimum of 2, whichever is greater.
3) Duration: In accordance with the manufacturer's requirements. 4) Set displacement-controlled expansion-type anchors to the recommended displacement. If the concrete cracks during installation of the anchor, the anchor shall be removed or abandoned.

C. Additional Tests:

1. Anchors, washers, and nuts that require repair or are required to be replaced due to faulty work performed during installation shall be clearly identified, replaced, and re-tested at no additional cost to the Owner.

2. All materials and all additional documentation to substantiate any faulty or damaged anchors, washers, and nuts in an effort to avoid replacement shall be at no additional cost to the Owner.

1.05 DELIVERY, STORAGE AND HANDLING
A. Handle, ship, and store material in a manner that will prevent distortion, rust, damage to the shop coat or any other damage.

B. Store material in a clean, properly drained location out of contact with the ground, and in accordance with the manufacturer’s recommendations.

C. Ensure that dissimilar metals are not in contact with each other.

D. Replace or repair all damaged material to an equal product. Do not install damaged anchor bolts.

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E. Anchors and reinforcing steel bars shall be straight (no bends) and free of indentations or other defects along their length and threads.

PART 2 - PRODUCTS

2.01 GENERAL REQUIREMENTS
A. General

1. Provide only named adhesive anchor products, mechanical anchors products, and anchor material types where specified within this Section or the Contract Documents.

2. Product and anchor type deviations will only be considered provided the deferred submittal anchorage design calculations for the proposed products include supporting documentation consistent with this Section and the Contract Documents.
a. Provide a clear explanation to substantiate any proposed deviations. b. The Engineer of Record will decide whether to accept or reject any proposed deviations.
c. Proposed deviations without a relative and current ICC-ES, or IAPMO UES evaluation report will not be accepted.

2.02 EXPOSURE AND FINISH
A. The following table summarizes the minimum criteria for anchor material and hardware finishes for the specified exposure condition, unless otherwise specified in the Contract Documents:

Exposure Condition Finish Type
Interior/ Exterior: Dry conditions. Interior and
exterior locations not subjected to high
moisture environments.

Hot-Dip Galvanized per
ASTM F2329 OR ASTM A153 or
ASTM A193, Grade B7, or equal
High Moisture: Exposed to extreme weather
conditions or high moisture environments not
subjected to submerged conditions or
placement in earth.

AISI 304, Type 304 Stainless-
Steel or
ASTM A193, Grade B8 Class 2,
or equal
Submerged and//or Buried: All submerged and
buried conditions, conditions where fasteners
will be continuously or intermittently wet,
exposed to corrosive chemicals, exposed to
earth, or as required by other Specification
Sections.

AISI 316, Type 316 Stainless-
Steel
or
ASTM A193, Grade B8M Class 2,
or equal
B. Do not install hot-dip galvanized or zinc coated anchors in high moisture, submerged, and buried conditions.

2.03 NUTS AND WASHERS
A. Nuts and washer shall be used for the installation of all anchors, anchor bolts and anchor rods, for post-installed conditions. Comply with the following:

1. Size nuts and washers to accommodate galvanizing and plate threads where required.

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2. Do not oversize nuts or washers.

3. Nuts shall be hex or heavy hex and shall meet the dimensional requirements of ASME B18.2.2, unless otherwise specified. Where a manufacturer specifies a type and finish of nut for a specific anchor, the manufacturer recommended nut shall be used.

4. Washers shall be circular (round) and meet the dimensional requirements of ASME B18.21.1, unless otherwise specified. Where a manufacturer specifies a type and finish of washer for a specific anchor, the manufacturer recommended washer shall be used.

B. The following hardware schedule summarizes the minimum criteria for nuts and washers to be used with the specified anchor material. Unless otherwise specified in the Contract Documents or a favorably reviewed submittal, the following shall apply to all anchor types:

Hardware Schedule for Nuts and Washers
Anchor Material Nuts Washers
ASTM F1554,
Hot-Dip Galvanized, or
Zinc Coated
ASTM A563, Grade A
Hex or Heavy Hex Head
ASTM F844 or
ASTM F436

ASTM A913, Grade B7
Alloy Steel
ASTM A194, Grade 2H
Heavy Hex
ASTM F436, Type 1

ASTM 55 or 105,
Hot-Dip Galvanized
ASTM A563, Grade DH
Heavy Hex Head
(or ASTM A194, Grade 2H)
ASTM F436, Type 3
(Round SAE Pattern)
Type 304
Stainless-Steel
ASTM F594, Alloy Group 1
CW1 (F594C) & CW2 (F594D)
AISI 304
(Type 304 Stainless-Steel)
ASTM A193,
Grade B8 Class 2
ASTM A194, Grade 8
(Stainless AISI 304 Heavy Hex)
AISI 304
(Type 304 Stainless-Steel)
Type 316
Stainless-Steel
ASTM F594, Alloy Group 2
CW1 (F594G) & CW2 (F594H)
AISI 316
(Type 316 Stainless-Steel)
ASTM A193,
Grade B8M Class 2
ASTM A194, Grade 8M
(Stainless AISI 316 Heavy Hex)
AISI 316
(Type 316 Stainless-Steel)
C. Leveling nuts used below base plates shall conform to the dimensions and materials used for nuts.

2.04 ANCHORS AND STEEL REINFORING BAR MATERIALS

A. Threaded Anchor Rods (Post-Installed):

1. Intended for post-installed adhesive anchors, threaded anchor rods shall be straight, fully threaded, and comply with ANSI B1.1 UNC coarse thread series.

2. Threaded anchor rods shall conform to the following, unless specified elsewhere within the Contract Documents or favorably reviewed submittal:

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Threaded Anchor Rods (Fully Threaded)

Anchor Type

Material Grade
Minimum
Yield Strength
Minimum
Tensile Strength
Standard
(Low-Carbon)
ASTM F1554,
Grade 36
36 ksi 58 ksi
ASTM A913, Grade B7
Alloy Steel
ASTM A193, B7
(AISI 4140/ 4142)
105 ksi 125 ksi
High-Strength
Low Alloy
Alloy, Heat Treated
ASTM F1554,
Grade 55
Grade 105

55 ksi
105 ksi

75 ksi
125 ksi
Stainless-Steel Type 304:

Alloy Group 1 CW1
Alloy Group 1 CW2

ASTM F593C
ASTM F593D

65 ksi
45 ksi

100 ksi
85 ksi
A193, Grade B8
(Stainless-Steel AISI 304)
ASTM A193,
Grade B8 Class 2
60 ksi 100 ksi
Stainless-Steel Type 316:

Alloy Group 2 CW1
Alloy Group 2 CW2

ASTM F593G
ASTM F593H

65 ksi
45 ksi

100 ksi
85 ksi
A193, Grade B8M
(Stainless-Steel AISI 316)
ASTM A193,
Grade B8M Class 2
50 ksi 90 ksi

B. Reinforcing Steel Bars (Post-Installed):

1. Reinforcing steel bars used for anchoring or post-installed conditions shall be used with an adhesive anchoring system approved for use in cracked concrete.

2. Reinforcing steel shall be deformed bars conforming to the following:

Steel Reinforcing Bars (for use with Adhesives)

Anchor Type

Material Grade
Minimum
Yield Strength
Minimum
Tensile Strength
ASTM A615
(Plain-Carbon Steel)
ASTM A615
Grade 60
60 ksi 90 ksi
ASTM A706
(Low-Alloy Steel)
ASTM A706
Grade 60
60 ksi 80 ksi

3. The embedded portion of reinforcing steel bars shall be straight, and free of mill scale, rust, mud, oil, and other coatings that may impair the bond with the adhesive.

4. Provide 45-degree chisel or cut point on embedded end.

5. Do not bend reinforcing steel bars before or after installation.

6. Heating of reinforcing steel bars is not permitted.

7. Do not use ASTM A615, Grade 40 reinforcing steel bars unless approved by the Engineer of Record.

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2.05 POST-INSTALLED ADHESIVE ANCHORS
A. Post-Installed Adhesive Anchoring Systems in Concrete:

1. General:
a. Adhesive anchoring systems for concrete shall be qualified per ACI 318 and ACI 355.4.
b. Adhesive anchoring systems shall have a relative and current evaluation report by ICC-ES and/or IAPMO-UES. Evaluation reports for adhesive anchoring systems shall be qualified for cracked concrete in Seismic Design Categories A through F. Do not use adhesive anchoring systems specified for masonry only in concrete.
c. Adhesive anchors shall be installed in concrete having a minimum age of 21- days, has not been exposed to water for the preceding 14-days, and has a minimum compressive strength of 4,000 psi at the time of anchor installation.

Do not drill into concrete prior to 21-days.

2. Epoxy Adhesives in Concrete:
a. A two -component, epoxy-based, injectable, cartridge-type system meeting the requirements of ASTM C881 Type IV, Grade 3, Class B and C. b. The adhesive shall be supplied in manufacturer’s standard side-by-side cartridge and dispensed through a static-mixing nozzle supplied by the manufacturer.
c. Products:

Epoxy Adhesive Products in Concrete
Supplier Products Compliance
Adhesives Technology
Corporation (ATC)
Ultrabond HS-1CC
ACI 318,
ACI 355.4,

ICC-ESR,

IAPMO-UES
DeWalt Pure110+,
or equal
Hilti, Inc. HIT-RE-500 V3,
or equal
Simpson Strong-Tie
Company, Inc.

SET-3G, SET-XP,
or equal
Other Approved Equal

3. Acrylic Adhesives:
a. A two-component, acrylic-based (or hybrid), injectable adhesive system.

The adhesive shall be supplied in manufacturer’s standard side-by-side cartridge and dispensed through a static-mixing nozzle supplied by the manufacturer.
b. Products:

Acrylic (or Hybrid) Adhesive Products in Concrete
Supplier Products Compliance
DeWalt AC200+
or equal

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Hilti, Inc. HIT-HY-500,
or equal

ACI 318,
ACI 355.4,

ICC-ESR,

IAPMO-UES
ITW Red Head Red Head A7+
Simpson Strong-Tie
Company, Inc.

AT-XP or equal
Other Approved Equal

2.06 POST-INSTALLED MECHANICAL ANCHORS
A. Post-Installed Mechanical Anchors in Concrete:

1. General
a. Applicable to torque-controlled expansion anchors, displacement-controlled expansion anchors, screw anchors, and undercut anchors placed into predrilled holes and anchored in concrete by mechanical means. b. Post-installed mechanical anchoring systems for concrete shall be qualified per ACI 318 and ACI 355.2.
c. Post-installed mechanical anchoring systems shall have a relative and current evaluation report by ICC-ES and/or IAPMO-UES. Evaluation reports for mechanical anchoring systems shall be qualified for cracked concrete in Seismic Design Categories A through F. Do not use mechanical anchoring systems specified for masonry only in concrete.
d. Post-installed anchors shall be installed in concrete having a minimum age of 21-days unless specifically identified by the manufacturer’s written literature, and meets the minimum compressive strength required per the Contract Documents at the time of anchor installation. Do not drill into concrete prior to 21-days.

B. Mechanical Expansion Anchors in Concrete:

1. Mechanical expansion anchors shall be pre-assembled expanding sleeve or wedge type, threaded at one end and a tapered mandrel at the other end enclosed by a three-section expansion element, with nuts and washers.

2. Anchors shall meet the description of Federal Specification A-A 1923A or A-A 1922A, Type 4.

3. Every anchor, if available in one or more length per anchor diameter, shall be marked with the actual numerical length or with the length marking that is visible and legible after installation. The length identification code shall comply with ACI 355.2.

4. Provide hex head stud style anchors unless flat or rod coupler styles, unless otherwise noted on Drawings or in a favorably reviewed deferred submittal.

5. Carbon steel expansion anchors shall receive manufacturer’s most corrosion resistant zinc coating. Zinc coating in accordance with ASTM B633, SC1, Type III or B695, or F1941.

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6. Products:

Mechanical Expansion Anchors in Concrete
Anchor Type Material Products Compliance
Carbon Steel Anchor: ASTM A568,
Carbon Steel, or equal

Expansion Part:

ASTM A240, Grade 316
or AISI 304/316,

Hex Nuts:

ASTM A563, Grade A

Washers: ASTM F844
Hilti, Inc. Kwik Bolt-TZ2

Simpson Strong-Tie
Strong-Bolt 2,

DeWalt Power-Stud SD6,

or equal

ACI 318,
ACI 355.2,

ICC-ESR,

IAPMO-UES
Stainless Steel

Anchor and Expansion
Part: AISI 304 or 316

Hex Nuts: ASTM F594,
or Type 304, Type 316

Washers:

Type 304 or Type 316
Hilti, Inc. Kwik Bolt-TZ2

Simpson Strong-Tie,
Strong-Bolt 2,

DeWalt Power-Stud SD6,

or equal

PART 3 - EXECUTION

3.01 INSTALLATION
A. General:

1. Comply with this Section and the Contract Documents.

2. Provide grout pads below base of equipment and bearing plates using non- shrink non-metallic grout having a minimum thickness of 3/4-inch and maximum not to exceed thickness of 1-inch, unless otherwise noted. Do not exceed the limits of grout pad thickness without approval from the Engineer.

3. Do not anchor directly to concrete, or equipment bases.

4. Provide leveling nuts on anchor bolts, below base plates, and adjust to the correct elevation prior to grouting.

5. Do not increase any baseplate or equipment mounting hole diameter, or slot length without the Engineer’s approval.

6. Post-Installed Anchors or Post-Installed Reinforcement:
a. Where drilling into new or existing concrete is required, locate, and avoid all reinforcing steel at least 14-days prior to drilling.
b. Notify Engineer of any conflicts immediately upon discovery. c. Do not drill through or cut any reinforcing steel without Engineer’s approval.

7. Deviations:
a. For post-installed anchors (mechanical or adhesive) proposed as a substitute to cast-in-place anchors, submit request for deviation in accordance with the Contract Documents. Submit product data, evaluation reports, and anchorage calculations demonstrating equivalence, sealed, and

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signed by a Civil or Structural Engineer licensed in the State in which the project is located.

B. Post-Installed Adhesive Anchoring Systems:

1. Install adhesive anchors or adhesive reinforcing steel in accordance with the applicable ICC-ES or IAPMO-UES, evaluation report for the specific anchor and manufacturer’s instructions.

2. Drill holes only after concrete has achieved full design strength. Do not drill over-sized holes.

3. Holes shall be drilled perpendicular to the concrete surface unless shown otherwise on the Drawings.

4. Shim installed anchors to center in holes as necessary.

5. Anchors installed in overhead conditions shall be installed using the manufacturer’s recommended piston-plug and nozzle extension tubing.

6. Adhesive anchors are not allowed in overhead applications unless specifically authorized by the Engineer.

C. Post-Installed Mechanical Anchoring Systems:

1. Install mechanical anchors in accordance with the applicable ICC-ES or IAPMO- UES evaluation report for the specific anchor and manufacturer’s instructions.

2. Drill holes only after concrete has achieved full design strength. Do not drill over-sized holes.

3. Holes shall be drilled perpendicular to the concrete surface unless shown otherwise on the Drawings.

D. Repair and Modification of Connections and Anchorages:

1. The Contractor shall pay for all necessary work and material, all redesign work by the Engineer, and all additional Special Inspections and Testing made on welds, bolts, and anchors required to repair or replace faulty work performed during the original fabrication and during erection.

2. Anchors, washers, and nuts that require repair or are required to be replaced due to faulty work performed during installation shall be clearly identified, replaced, and re-tested at no additional cost to the Owner.

3. All materials and all additional documentation to substantiate any faulty or damaged anchors, washers, and nuts in an effort to avoid replacement shall be at no additional cost to the Owner.

3.02 FIELD QUALITY CONTROL
A. Comply with the requirements of this Section and the Drawings.

B. Anchoring systems shall be installed in accordance with the applicable ICC-ES or IAPMO-UES, evaluation report for the specific anchor and manufacturer’s instructions.

C. All post-installed anchoring systems shall be Special Inspected in accordance with the Contract Documents. Testing of anchoring systems shall comply with Paragraph

1.04.B. Anchoring systems that fail to meet the testing or installation requirements shall be regarded as malfunctioning and shall be considered defective.

D. Special Inspections and testing shall be independent of the Contractor.

E. Anchors should exhibit no discernable movement during load testing.

F. Drilled holes that do not set properly or fail during testing may not be reused and shall be abandoned. Notify the Engineer and fill the holes with non-shrink non-

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05090 - 14 Anchors in
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metallic grout or epoxy grout. Do not drill additional holes near abandoned drilled holes without the Engineer’s approval.

END OF SECTION

Job No. 2344245*00
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05500 - 1 Metal Fabrications
(Miscellaneous Metals)

SECTION 05500

METAL FABRICATIONS (MISCELLANEOUS METAL)

PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes:

1. All metal fabrications and other miscellaneous metal items together with related accessory items and fasteners, including:
a. Miscellaneous hot rolled structural members used to supplement, support or strengthen wood framing light gauge steel framing or cold formed metal framing or to support hollow metal work.

1.02 REFERENCES
A. American National Standards Institute (ANSI):

1. ANSI B18.23.1 Beveled Washers
B. ASTM International (ASTM):

1. ASTM A36 Specification for Carbon Structural Steel

2. ASTM A283 Specification for Low and Intermediate Tensile Strength Carbon Steel Plates

3. ASTM A500 Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes

4. ASTM A786 Specification for Hot-Rolled Carbon, Low-Alloy, High- Strength Low-Alloy and Alloy Steel Floor Plates

5. ASTM A793 Specification for Rolled Floor Plate, Stainless Steel

6. ASTM C1107 Specification for Packaged Dry, Hydraulic-Cement Grout (Non-Shrink)

7. ASTM F844 Specification for Washers, Steel, Plain (Flat), Unhardened for General Use

8. ASTM F2329 Specification for Zinc Coating, Hot-Dip, Requirements for Application to Carbon and Alloy Steel Bolts, Screws,
Washers, Nuts, and Special Threaded Fasteners
C. The Society for Protective Coatings (SSPC), Volume 2. Standards for Surface Preparation are specified by SSPC followed by SP and a number indicating the specified type of surface preparation.

D. International Building Code (IBC).

E. International Code Council (ICC).

1.03 SUBMITTALS
A. Submit in accordance with Section 01300
B. Product Data: Fully describe every product proposed for use.

C. Shop Drawings:

1. Indicate all shop and erection details including cuts, copes, connections, holes, threaded fasteners and welds. Indicate welds using AWS "Welding Symbols."
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2. Show field measured dimensions of this and adjacent work and location of inserts on fabrication drawings.

1.04 QUALITY ASSURANCE
A. Contractor’s Qualifications:

1. Welding procedures, welders, and welding operations shall be qualified for the type of work required in accordance with AWS Standard Qualification Procedures.

B. Regulatory Requirements: Comply with the following codes and reference standards unless higher standards are specified, shown or required by applicable codes:

1. "Specification for the Design, Fabrication and Erection of Structural Steel for Buildings," American Institute of Steel Construction (AISC), latest edition.

2. Structural Welding Code of the American Welding Society, AWS D1.1, latest edition.

C. Testing:

1. Test fasteners in accordance with Section 05090

1.05 DELIVERY, STORAGE AND HANDLING
A. Deliver anchorage devices that will be embedded in the work of other trades in sufficient time to permit their timely installation. Provide proper setting drawings, templates, and directions for installation.

B. Store materials above ground on platforms, skids, or other supports. Store all fasteners and welding electrodes in a weathertight and dry location until ready for use. Store packaged materials in their original labeled containers.

PART 2 - PRODUCTS

2.01 MATERIALS, GENERAL
A. Standard Structural Steel Shapes, Bars and Plates: ASTM A36.

B. Steel Tubing: ASTM A500, (cold formed) Grade A, or ASTM A501 (hot formed), welded or seamless.

C. Bolts and Nuts: ASTM A307, Grade A.

D. Plain Washers: ASTM F844.

E. Beveled Washers: ANSI B18.23.1.

F. Anchorages to Concrete:

1. Refer to Section 05090) for anchors carrying shear or tension loads 400 lbs. or more.

2. Provide a satisfactory evaluation report by ICC.

3. Do not load the anchorage in excess of half the ICC values without inspection by Engineer.

4. Material: stainless steel or as noted on the Drawings.

5. Do not use for loads in tension or withdrawal or for loads subject to vibration.

G. Drive-Anchors: One-piece deformed spring steel anchor: RAWL-Drives, Buildex, or equal. ¼-inch minimum diameter. Drive anchors shall be long enough so that all of Job No. 2344245*00
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05500 - 3 Metal Fabrications
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the deformed portion plus ½-inch will be embedded in the concrete. Use for loads less than 200 pounds.

H. Non-Shrink Grout: See Section 03300) OR Section 05100 OR ASTM C1107, with no shrinkage as measured by ASTM C827. Furnish a pre-mixed product consisting of properly proportioned amounts of non-metallic dimensionally stable material to which water is added.

2.02 GALVANIZING
A. Hot-dip galvanize all exterior ferrous metal work and all noted interior ferrous metal work.

B. Hot-dip galvanize all sheet steel, plain or shaped in accordance with ASTM A653, G-90 Commercial Grade.

C. Hot-dip galvanize all products fabricated from rolled, pressed and forged steel shapes, plates, bars and strip 1/8-inch thick or heavier, in accordance with ASTM A123.

D. Hot-dip galvanize all steel hardware, nuts, bolts, washers, anchors, and threaded rods in accordance with ASTM A153 or F2329. Size thread clearance to allow for galvanized coating; rerun threads after galvanizing, if required, to assure a smooth fit.

2.03 GALVANIZING REPAIR
A. Repair damaged galvanizing by heated repair method. Repair materials: ReGalv by Rotometals, Inc., San Francisco, CA; or equal. Specifier knows of no equal.

2.04 FUSION EPOXY COATING
A. Fusion Epoxy Coating:

1. Apply fusion epoxy coating to items so noted.

2. Grind all surface irregularities smooth. Round all sharp corners; no sharp corners will be acceptable. Remove all weld spatter prior to sandblasting.

Grind welds smooth; grind fillet welds to a uniform radius.

3. Sandblast all surfaces to a near-white metal finish in accordance with SSPC-SP 10-94 prior to heating and coating applications.

4. Use fresh epoxy resins. Submit the hot plate gel time test information to verify that epoxy resins are fresh and suitable for this application.

5. Apply epoxy powder by the fluidized bed method, in strict accordance with the manufacturer’s specifications. Provide a cured coating thickness of at least 12 mils.

6. Preheated and post heat cure all fabricated items coated with fusion epoxy in accordance with the manufacturer’s specifications.

7. Provide a coating that is uniform, pinhole free and free from excessive roughness. Test all coatings with a low voltage sponge holiday detector at the protective coating applicator’s shop. Only ship coated objects to the project site that are free of holidays and pinholes.

8. Protect fusion coatings on fabricated work from damage. All pinholes shall be marked and repaired if, in the opinion of the Engineer, the surface is repairable. Unrepairable surfaces shall be cleaned, recoated and then cured in accordance with the manufacturer’s recommendations, and retested.

9. Retest fusion coatings for holidays and pinholes after they have been delivered to the project site.

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05500 - 4 Metal Fabrications
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10. Make field touchup of the coating as recommended by the manufacturer, to a minimum dry mil thickness of 12 mils.

B. Chain Closure: Provide chain closures and related fittings made from 5/16-inch- hot-dip galvanized weldless carbon steel OR 316 stainless steel, with oblong links.

Provide three chains 4 inches longer than the anchorage spacing for each guarded area. Mount chains as shown. Provide each chain with boat type snap hooks at each end. Provide eye bolts with 3/8-inch-shank diameter and with 7/8-inch eye for attachment of chains at each anchorage. Provide fittings of the same material and finish as the chain.

2.05 ATTACHMENTS
A. Anchor Bolts and Anchorages to Concrete: In accordance with Specification Section 05090 OR Full diameter hot-dip galvanized steel unless otherwise shown.

2.06 INSTALLATION GENERAL
A. Fabricate and pre-fit metal work in the shop, in transportable components ready for field erection.

B. Make proper allowance for expansion and contraction of the metals and of the materials to which they are fastened.

C. Where metal is fastened to concrete, make the connection by means of sleeves and fastenings embedded in concrete or by expansion shield anchor bolts or wedge anchor bolts. Wood plugs, plastic plugs or powder driven studs are not acceptable.

D. Construct steel work in accordance with AISC Standard practices to withstand the forces normally applied and in compliance with IBC and OSHA requirements.

E. Grind welds smooth on all metal work exposed to view. Provide work that has:

1. Surfaces that are flat, straight, square, plumb and level.

2. Smooth curves, free of flat spots, and of uniform radius or, if intended to be of changing radius, follow a flowing fair curve.

3. Make transitions between curved and straight portions of work at tangent points to achieve smooth and free flowing lines and surfaces without flat spots or abrupt changes in direction.

F. Provide 1/8-inch radius corners and edges on all exposed work.

G. Perform all welding in accordance with AWS Code D1.1. Employ methods and techniques to achieve strength and good appearance.

H. Field Assembly: Set members to lines and elevations indicated. Align and adjust members before making permanent connections.

I. Galvanized Metal Repair: Repair damaged galvanized metal by the heated substrate method as specified in paragraph 2.03.

J. Touch-up Painting (Ferrous Metals): After field assembly, clean all bare metal and all abrasions to shop coat, and spot paint with same primer used in the shop.

2.07 REPAIRS
A. Repair or replace all defective work including:

1. Unsightly welds.

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05500 - 5 Metal Fabrications
(Miscellaneous Metals)

2. Discontinuous welds.

3. Uneven connections.

4. Variations exceeding specified tolerances.

5. Kinks, bends.

6. Other defects affecting the quality, strength, utility. and appearance of the work.

2.08 CLEANING
A. Wash thoroughly using clean water and detergent.

B. Do not use acid solutions, steel wool or other abrasives.

C. Remove stubborn grease stains with mineral spirits.

END OF SECTION
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05500 - 6 Metal Fabrications
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Job No. 2344245*00
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16010 - 1 General Electrical Requirements

SECTION 16010

GENERAL ELECTRICAL REQUIREMENTS
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Work Included:

1. Provide all required labor, project equipment and materials, tools, construction equipment, safety equipment, transportation, and test equipment, and satisfactorily complete all electrical work shown on the Drawings, included in these Specifications, or required for a complete and fully operating facility. In addition, provide wiring for the equipment that will be provided under other Divisions of these Specifications.

2. Provide conduit, wire and field connections for all motors, motor controllers, control devices, control panels and electrical equipment furnished under other Divisions. Coordinate with the supplier of electrical equipment specified under other Divisions.

3. Provide all conduit, wiring and terminations for all field-mounted instruments furnished and mounted under other Divisions, including process instrumentation primary elements, transmitters, local indicators and control panels. This also includes lightning and surge protection equipment wiring at process instrumentation transmitters if required. Contractor shall install vendor furnished cables specified under other Divisions.

4. Provide a complete raceway system for the specialty cable systems. Install the specialty cable systems in accordance with the system manufacturer’s installation instructions. Review of the raceway layout, prior to installation, with the system supplier and cable manufacturer to ensure raceway compatibility with the system and materials being furnished. Where redundant cables are furnished, install them in separate raceways.

5. Provide raceway and power wiring for all heating, ventilation and air conditioning equipment furnished under other related Divisions. Refer to HVAC drawings and related specifications for power requirements.

6. Auxiliary Devices: Provide conduit and wire for power and control for all auxiliary devices such as solenoid valves, pressure switches, and instruments that are included as part of a manufacturer's packaged system (i.e., all systems specified in Divisions 11 through 15. Contractor shall be responsible for conduit and wire to these auxiliary devices even if not specifically shown on the Drawings or specified herein.

7. Provide concrete, excavation, backfill and steel reinforcement required for encasement, installation, or construction of the WORK of the various Sections of Division 16 as a part of the WORK under the respective Sections, including duct banks, manholes, handholes, equipment housekeeping pads and light pole bases.

B. Safety: Conduct operations in accordance with NFPA 70E, Standard for Electrical Safety Requirements for Employee Workspaces.

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16010 - 2 General Electrical Requirements

1.02 CODE COMPLIANCE AND REFERENCE STANDARDS
A. Electric equipment, materials and installation shall comply with the National Electrical Code (NEC) and with the latest edition of the following codes and standards:

1. National Electrical Safety Code (NESC)

2. Occupational Safety and Health Administration (OSHA)

3. National Fire Protection Association (NFPA)

4. National Electrical Manufacturers Association (NEMA)

5. American National Standards Institute (ANSI)

6. Insulated Cable Engineers Association (ICEA)

7. Instrument Society of America (ISA)

8. Underwriters Laboratories (UL)

9. Factory Mutual (FM)

10. Institute of Electrical and Electronics Engineers

11. American Society of Testing Materials (ASTM)

12. Local Telephone Company requirements

13. Local Utility Company requirements
B. Where reference is made to one of the above standards, the revision in effect at the time of bid opening.

C. All materials and equipment for which a UL standard exists, shall bear a UL label.

No such material or equipment shall be brought onsite without a UL label affixed.

D. If the issue of priority is due to a conflict or discrepancy between the provisions of the Contract Documents and any referenced standard, or code of any technical society, organization or association, the provisions of the Contract Documents will take precedence if they are more stringent or presumptively cause a higher level of performance. If there is any conflict or discrepancy between standard specifications, or codes of any technical society, organization or association, or between Laws and Regulations, the higher performance requirement shall be binding on the Contractor, unless otherwise directed by the Owner/Engineer.

E. In accordance with the intent of the Contract Documents, the Contractor accepts the fact that compliance with the priority order specified shall not justify an increase in Contract Price or an extension in Contract Time nor limit in any way, the Contractor's responsibility to comply with all Laws and Regulations at all times.

1.03 SUBMITTALS
A. Shop Drawings shall be custom prepared for this project and submitted as listed in each of the Electrical Specification Sections. Shop drawings shall include the following:

1. Complete materials list stating manufacturer, brand name and catalog number of each item or class of material.

2. For equipment, panels, boxes, control devices, wiring devices, and other uniquely-tagged items as indicated on the Drawings, include the respective tag(s) on each applicable shop drawing and cut sheet.

3. Shop drawings for grounding work not specifically indicated on the drawings but required under the NEC.

4. Front, side and rear elevations along with top views with required dimensional data.

5. Location of conduit entrances and access plates.

6. Catalog cuts defining component data.

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16010 - 3 General Electrical Requirements

7. Connection diagrams, terminal numbers, internal wiring diagrams, conductor size and cable numbers.

8. Method of anchoring, seismic requirements and weight.

9. Types of materials and finish.

10. Nameplates.

11. Temperature limitations, as applicable.

12. Voltage requirements, phase and current, as applicable.

13. Front and rear access requirements.

14. Test reports.

B. O&M Manuals and other documentation shall be submitted in accordance with these contract documents. The manuals shall be prepared specifically for this installation and shall include catalog data sheets, drawings, equipment lists, descriptions, parts lists, etc. to instruct operating and maintenance personnel unfamiliar with such equipment. All manuals and other documentation shall be submitted as listed in each of the Electrical Specification Sections and include the following:

1. A comprehensive index.

2. A complete "As-built" set of approved shop drawings.

3. A complete list of the equipment supplied, including serial numbers, ranges and pertinent data.

4. A table listing of the "as left" settings for all timing relays and alarm and trip set points.

5. System schematic drawings "As-Built", illustrating all components, piping and electrical connections of the system supplied under this Section.

6. Detailed service, maintenance and operation instructions for each item supplied.

7. Special maintenance requirements particular to this system shall be clearly defined, along with special calibration and test procedures.

8. The operating instructions shall also incorporate a functional description of the entire system, with references to the systems schematic drawings and instructions.

9. Complete parts list with stock numbers, including spare parts.

C. Record Drawings shall be promptly furnished when the equipment installation is complete. Payment may be withheld until Record Drawings have been furnished and approved.

D. At the time of delivery of the equipment, the Contractor shall have an approved shop drawing in his possession for the Owner's Inspector and/or Owner's Engineer for verification.

E. As-Built Drawings: As the work progresses, legibly record all field changes on a set of Project Contract Drawings, hereinafter called "As-Built Drawings". The As-Built Drawings and specifications shall be kept up to date throughout the project. As- Built Drawings shall accurately show the installed condition of the following items at a minimum:

1. One-line Diagram(s).

2. Raceways and pullboxes.

3. Co nductor sizes and conduit fills.

4. Panelboard Schedule(s).

5. Control Wiring Diagram(s).

6. Luminaire Schedule(s)

7. Luminaire, receptacle, and switch outlet locations.

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8. Underground raceway and duct bank routing including manhole/handhole locations.

9. Plan view, sizes and locations of switchgear, switchboards, distribution transformers, motor control centers and panelboards.

1.04 TESTS
A. The Contractor shall be responsible for factory and field tests indicated in Division 16, as required by the Engineer, and as required by other authorities having jurisdiction.

B. Furnish necessary testing equipment.

C. Pay the costs of the tests, including replacement parts and labor due to damage resulting from damaged equipment or from testing and correction of a faulty installation.

D. Reporting

1. Where test reporting is indicated, submit proof-of-design test reports for mass-produced equipment with the Shop Drawings.

2. Submit factory performance test reports for custom-manufactured equipment for approval prior to shipment.

3. Submit field test reports for review prior to Substantial Completion.

E. Remove and replace equipment or material that fails a test, or, if the Engineer approves, repair and retest for compliance.

F. Connections to equipment or materials with a factory warranty shall be as recommended by the manufacturer and shall be performed in a manner that does not void the warranty.

1.05 PERMITS AND INSPECTIONS
A. Obtain permits and pay all fees required for permits inspections.

B. The Engineer may inspect the fabricated equipment at the factory before shipment to job site. Provide the Engineer with sufficient prior notice so that an inspection can be arranged at the factory.

C. Inspection of the equipment at the factory by the Engineer will be made after the manufacturer has performed satisfactory checks, adjustments, tests and operations.

D. Favorable review of the equipment at the factory only allows the manufacturer to ship the equipment to the project site. The Contractor shall be responsible for the proper installation and satisfactory startup operation of the equipment to the satisfaction of the manufacturer and the Engineer.

1.06 DEMOLITION AND RELATED WORK
A. General

1. Perform electrical demolition work as indicated.

2. The Contractor is cautioned that demolition work may also be indicated on non-electrical Drawings.

3. Coordinate with all trades regarding electrical de-energization, disconnection and removal, and the overall sequence of construction.

B. Electrical Requirements for Removed Equipment

1. Remove dedicated wiring and exposed conduits back to the source.

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2. Where control wiring to be demolished shares a conduit with other wiring to remain, the control wiring shall be abandoned in place. Where power wiring to be demolished shares a conduit with other wiring to remain, the power wiring shall be removed.

3. Remove power wiring from the power source to the first pullbox or manhole remote from the panel and abandon in place the remaining wiring.

4. Abandon in place wiring routed through encased conduits and cut encased conduits flush to the floor and grout flush with the floor.

5. Remove remote mounted starters, disconnect switches, circuit breakers, sensors, and transmitters.

C. Where new lighting and receptacles are installed in existing structures, remove old lighting, receptacles, switches, wiring and conduits.

D. Junction Boxes

1. Wiring and conduits indicated to be extended shall be terminated in a new junction box with terminal strips.

2. Provide a junction box with a NEMA rating in accordance with the area in which it is located and sized as required by the NEC.

3. Properly identify wires and terminals before disconnection.

E. Removed materials and equipment not indicated to be returned to the Owner shall, upon removal, become the Contractors property and shall be disposed of off-site.

F. Remove and relocate material and equipment indicated to be relocated or reused, and reinstall with care in order to prevent damage.

G. Place materials indicated to be returned to the Owner in boxes, with the contents clearly marked, and store at a location determined by the Engineer.

H. Identification

1. Where switchgear, motor control centers, switchboards or panelboards are indicated to have components, assemblies or circuits removed and/or reconnected, provide the affected equipment compartments with new engraved nameplates matching the existing. Modify panelboard schedule(s) to indicate revised circuits.

2. Pencil or magic marker markings directly on equipment will not be acceptable.

I. A fixed asset disposal form, provided by the Owner, must be completed by the contractor before any equipment is removed or disposed of from the site.

1.07 COORDINATION
A. Coordinate the electrical work with the other trades, code authorities, utilities, and the Owner.

B. Where connections must be made to existing installations, properly schedule all the required work with the Owner. The pump station must remain powered at all times. Refer to the Sequence of Work in Division 01.

C. Switching, safety tagging and other project related tasks required for shutdown or to isolate existing equipment, shall be performed by the Owner.

D. In no case shall the Contractor begin any work in, on or adjacent to existing equipment without written authorization from the Engineer.

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E. Modifications

1. Perform modifications or alterations to existing electrical facilities as required to successfully install and integrate the proposed electrical equipment as indicated.

2. Perform modifications to existing equipment, panels and cabinets in a professional manner. Repair coatings of existing equipment to match existing

3. The costs for modifications to existing electrical facilities that are required for a complete and operable system shall be included as part of the Work.

F. Existing Utilities

1. Exercise extreme caution when digging trenches to not damage existing underground utilities.

2. The cost of repairs of damages caused during construction shall be included as a part of the Work.

G. Field Verifications

1. Visit the site before submitting a Bid to become better acquainted with the Work of this Contract.

2. The lack of knowledge will not be accepted as justification for extra compensation to perform the Work.

3. The Contractor shall be responsible for identifying available existing circuit breakers in lighting panel for the intended use as required.

4. The Contractor shall be responsible for field verifying the available space in switchgear, switchboards and/or motor control centers to integrate new overcurrent protective devices meeting the requirements of these Specifications.

5. The cost for the above field verifications shall be included as part of the Work.

H. Installation of Temporary Power

1. To facilitate the continuous operation of existing equipment, provide temporary equipment as indicated.

2. Submit installation and connection details for favorable review and acceptance by the Engineer.

3. Costs associated with these temporary installations shall be included as part of the Work.

4. Temporary wiring and equipment shall remain the property of the Contractor unless indicated otherwise.

1.08 ELECTRICAL SERVICES
A. Contact the serving utility and verify compliance with requirements before construction.

B. Coordinate schedules and payments for Work by utilities.

C. Where conduits and conductors in the Work are indicated to be larger, heavier schedule, or have greater protective coating than utility requirements, provide the larger size, heavier schedule or greater protection.

D. Provide electrical service as indicated and as required by the serving utility.

E. Verify and provide service conduits, fittings, transformer pad, grounding devices and service wires not provided by the serving utility.

F. Verify with the utility the exact location of each service point and type of service, and pay charges levied by the serving utilities as part of the Work.

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1.09 LOCATIONS
A. General: Use equipment, materials, and wiring methods suitable for the types of locations in which they are located, as defined in Paragraph B. herein.

B. Definitions of Types of Locations:

1. Dry Locations: All those indoor areas which do not fall within the definitions below for Wet, Damp, Hazardous, or Corrosive Locations and which are not otherwise designated on the Drawings.

2. Wet Locations: All locations exposed to the weather, whether under a roof or not, unless otherwise designated on the Drawings.

3. Damp Locations: All spaces wholly or partially underground or having a wall or ceiling forming part of a channel or tank, unless otherwise designated on the Drawings.

4. Hazardous Locations: All areas in which fire or explosion hazards may exist, normally or accidentally, due to flammable gases or vapors, flammable liquids, combustible dust, or ignitable fibers or flyings. These areas are shown on the Drawings, together with the Class and Division designations as defined in the NEC, determining the enclosure types and wiring methods required.

5. Corrosive Locations: Areas where chlorine or sulfur dioxide gas under pressure, sulfuric acid, or liquid polymer are stored or processed. These areas are shown on the Drawings.

C. Unless otherwise specified herein or shown on the Drawings, electrical enclosures and associated installations shall have the following ratings:

1. NEMA 1 gasketed or 12 for dry, non-process indoor above grade locations

2. NEMA 3R for outdoor installations identified not to be hazardous or corrosive.

3. NEMA 4X enclosures of Type 304 or 316 stainless steel in corrosive areas except in chlorine and HFS areas where non-metallic enclosures shall be provided.

4. NEMA 6 or 6P enclosures for submersible, indoor or outdoor use.

Enclosures for temporary submersion shall be rated NEMA 6 and prolonged submersion shall be rated 6P at limited depth.

5. NEMA 7 enclosures (and listed for use in the area classifications shown) for "Class 1 Div. 1 Group D" and "Class 1 Div. 2 Group D" hazardous locations shown on the Drawings or as defined in NFPA 820 or other codes.

6. NEMA 9 enclosures (and listed for use in the area classifications shown) for "Class 1 Div. 1 Group E, F and G" and "Class 1 Div. 2 Group E, F and G" hazardous locations shown on the Drawings or as defined in NFPA 820 or other codes.

D. Equipment, materials, and installation in areas designated as hazardous on the Drawings shall comply with NEC Articles 500, 501, 502 and 503.

E. Equipment and materials installed in areas designated as hazardous on the Drawings shall be UL Listed for the appropriate hazardous area classification.

1.10 PHASE BALANCING
A. The Drawings do not attempt to balance the electrical loads across the phases.

Circuits on motor control centers and panelboards shall be field connected to result in evenly distributed loads across all three phases.

B. Field balancing of circuits shall not alter the conductor color coding requirements defined in Section 16120.

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1.11 SIZE OF EQUIPMENT
A. Investigate each space in the structure through which equipment must pass to reach its final location. Coordinate shipping splits with the manufacturer to permit safe handling and passage through restricted areas in the structure.

B. The equipment shall be kept upright at all times during storage and handling.

When equipment must be tilted for passage through restricted areas, brace the equipment to ensure the tilting does not impair the functional integrity of the equipment.

PART 2 - PRODUCTS

2.01 GENERAL
A. Products that are specified by manufacturer, trade name or catalog number establish a standard of quality and do not prohibit the use of equal products of other manufacturers provided they are favorably reviewed by the Engineer prior to installation.

B. It is the intent of these Specifications and Drawings to secure high quality in all materials and equipment in order to facilitate operation and maintenance of the facility. All equipment and materials shall be new and the products of reputable suppliers having adequate experience in the manufacture of these particular items.

For uniformity, only one manufacturer will be accepted for each type of product. All equipment shall be designed for the service intended and shall be of rugged construction, of ample strength for all stresses, which may occur during fabrication, transportation, erection, and continuous or intermittent operation. All equipment shall be adequately stayed, braced and anchored and shall be installed in a neat and workmanlike manner. Appearance and safety, as well as utility, shall be given consideration in the design of details.

C. All components and devices installed shall be standard items of industrial grade, unless otherwise noted, and shall be of sturdy and durable construction suitable for long, trouble-free service. Light-duty, fragile and competitive grade devices of doubtful durability shall not be used.

D. Where a NEMA enclosure type is indicated in a non-hazardous location, use that type of enclosure despite the fact that certain modifications such as cutouts for control devices may negate the NEMA rating.

E. Temperature Ratings of Equipment Terminations and lugs shall be rated for use with 75-degree C conductors. Wire sizes in the Contract Documents are based on NEC ampacity tables using the 75-degree C ratings.

2.02 MOUNTING HARDWARE
A. Miscellaneous Hardware

1. Provide nuts, bolts and washers constructed of stainless steel.

2. Provide threaded rods for trapeze supports constructed from continuous threaded galvanized steel, 3/8-inch diameter minimum.

3. Slotted channel
a. Construct struts for mounting of conduits and equipment of 316 stainless steel.

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b. Where contact with concrete or dissimilar metals may cause galvanic corrosion, use suitable non-metallic insulators to prevent such corrosion.
c. Slotted channel manufacturer shall be Unistrut, B-Line or approved equal.

4. Provide plastic protective end caps for all exposed slotted channel ends. End caps shall be manufactured by Unistrut P2860-33 or approved equal

5. Provide stainless steel expansion anchors for attaching equipment to concrete walls, floors and ceilings. Expansion anchors shall be manufactured by Power Fasteners, Inc and be the "Power-Bolt" or "Power-Stud" series or approved equal.

2.03 KEY INTERLOCKS
A. Provide key interlocks where indicated on the Drawings or where required for safe and proper operation of equipment.

B. Key interlocks shall be constructed with a brass housing and all other components of type 316 stainless steel.

C. Keys shall be type 316 stainless steel with gasket, and of a non-duplicable dowel pin type design.

D. Mating sets of locks and keys shall be permanently stamped with matching codes to identify their mating devices. Identification codes shall be maintained by the interlock manufacturer such that replacement keys may be ordered in the future.

E. Provide a protective cover of type 316 stainless steel for each lock cylinder.

F. The manufacturer of the equipment in which the key interlocks are installed shall be responsible for selecting the appropriate models of locks for the proper interlocking operation of the equipment. Interlocks shall be factory-installed with the equipment prior to shipment.

G. Provide one tube of lubricant of a type recommended by the key interlock manufacturer.

H. Manufacturer: Kirk Key MD Series; or approved equal.

2.04 LENS COLOR SCHEME
A. Indicating light lens colors shall be red for “Run”, “Open” or “On”; green for “Stop”, “Close” or “Off”; and amber for alarm.

2.05 NAMEPLATES
A. For each piece of electrical equipment, provide a manufacturer's nameplate showing his name, location, the pertinent ratings and the model designation.

B. Identify each piece of equipment and related controls with a rigid laminated engraved phenolic nameplate. Engrave nameplates with the inscriptions indicated on the Drawings and, if not so indicated, with the equipment name. Securely fasten nameplates in place using fasteners constructed of brass, cadmium plated steel or stainless steel and screwed into inserts or tapped holes as required.

Where no inscription is indicated on the Drawings, furnish nameplates with an appropriate inscription furnished by the Engineer upon prior request by the Contractor.

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C. Provide engraved characters of the block style, with no characters smaller than 1/8 inch top to bottom.

D. Each control device, including pushbuttons, control switches, and indicating lights, shall have an integral legend plate or nameplate indicating the device function.

These shall be inscribed as indicated on the Drawings or as favorably reviewed by the Engineer.

E. At the service entrance equipment, provide sign inscribed with 1/4 inch letters:
"EMERGENCY STANDBY POWER IS SUPPLIED FROM THE GENERATOR".

2.06 PROTECTIVE MATTING
A. Provide full-length, high-voltage switchboard matting in front of indoor switchgear, service equipment and motor control centers.

B. For equipment rated at 600-volt, provide matting that is ¼-inch thick and 42" wide.

C. Protective matting shall be as manufactured by Rhino or approved equal.

2.07 PAINTING
A. Equipment: Refer to each electrical equipment section of these Specifications for painting requirements of equipment enclosures. Repair any final paint finish, which has been damaged or is otherwise unsatisfactory, to the satisfaction of the Engineer.

B. Wiring System: Paint all exposed conduits, boxes and fittings to match the color of the surface to which they are affixed. Paint finishes shall include proper surface preparation, prime coat, and a final finish coat.

PART 3 - EXECUTION

3.01 REQUIREMENTS
A. All electrical installations shall conform to the codes and standards outlined in this Section.

3.02 WORKMANSHIP
A. Assign a qualified representative who shall supervise the electrical construction work from beginning to completion and final acceptance.

B. Perform all labor using qualified craftsmen, who have had experience on similar projects. Provide first-class workmanship for all installations.

C. Ensure that all equipment and materials fit properly in their installations.

D. Perform any required work to correct improperly fit installations at no additional expense to the Owner.

E. Provide materials and incidental required for a complete and operable system, even if not required explicitly by the Contract Documents.

F. Typical incidentals are terminal lugs not furnished with vendor-supplied equipment, compression connectors for cables, splices, junction and terminal boxes, and control wiring required by vendor-furnished equipment to connect with other equipment indicated in the Contract Documents.

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3.03 EXCAVATION AND BACKFILL
A. Provide the excavations for electrical equipment foundations and trenches for conduits as shown on the Drawings.

B. Exercise caution during all excavation work and avoid damage to existing underground pipes. Exercise extreme caution when working near existing electrical conduits and facilities. Field verify the location of all electrical facilities before proceeding with any nearby work.

C. Refer to Division 2, Earthwork, of these Specifications for all excavation and backfilling work.

3.04 CONCRETE
A. Where shown on the Drawings or specified, provide the required concrete installations for conduit encasement and equipment foundations.

B. Refer to Division 3, Concrete, of these Specifications for all concrete work.

3.05 CONDUCTOR IDENTIFICATION
A. Identify all wires and cables in conformance with the requirements of Sections 16120 and 16124. This requirement applies to all equipment provided under this contract, regardless of Division, as well as to all conductors provided or worked on during this contract.

3.06 CONCRETE HOUSEKEEPING PADS
A. Provide concrete housekeeping pads for indoor floor-standing electrical equipment.

B. Install all floor-mounted equipment on 4-inch-high reinforced concrete pads. The Contractor, suppliers, and fabricators shall take this requirement into consideration when designing, fabricating, and installing panels, motor control centers, and other enclosures so that height above the floor of the operating handles of electrical devices meets the requirements of these Specifications and applicable codes.

C. Provide concrete housekeeping curbs 3-inches above the finished floor or grade for conduit stub-ups in indoor locations that are not concealed by equipment enclosures.

3.07 CUTTING, DRILLING, AND WELDING
A. Provide any cutting, drilling, and welding that is required for the electrical construction work.

B. Structural members shall not be cut or drilled, except when favorably reviewed by the Engineer. Use a core drill wherever it is necessary to drill through concrete or masonry.

C. Provide the required welding for equipment supports. Conduits and fittings shall not be welded to structural steel.

D. Perform patch work with the same materials as the surrounding area and finish to match, as specified in Division 3 of these Specifications.

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3.08 METAL PANELS
A. Mount all metal panels which are mounted on or abutting concrete walls in damp locations or any outside walls 1/4 inch from the wall and paint the back sides of the panels with a high build epoxy primer. Film thickness shall be 10 mils minimum.

3.09 PROTECTIVE DEVICE COORDINATION
A. Perform power system studies and provide protective device coordination in accordance with Section 16961.

3.10 TESTING
A. Perform acceptance testing in accordance with Section 16950.

B. Perform additional testing as indicated within specific equipment sections.

3.11 EQUIPMENT STORAGE AND PROTECTION
A. During construction, provide adequate storage for all equipment and materials that will become part of the completed facility so that it is protected from weather, dust, water, and other environmental impacts, or damage from construction operations.

B. Store and protect products in accordance with manufacturer's instructions. Seals and labels shall be intact and legible.

C. Store moisture sensitive products including electrical equipment, instruments and controls in weathertight, humidity and temperature-controlled enclosures to avoid condensation and dust buildup.

D. Arrange storage of products to permit access for inspection. Periodically inspect to assure products are undamaged and are maintained under specified conditions.

E. Exercise care at all times after installation of equipment, motor control centers, etc., to keep out foreign matter, dust, dirt, debris, or moisture. Use protective sheet-metal covers, canvas, heat lamps, etc., as needed to ensure equipment protection.

3.12 CLEANING EQUIPMENT
A. Before final acceptance, thoroughly clean the electrical Work of cement, plaster and other materials.

B. Clean out and vacuum all construction debris from the bottom of all equipment.

C. Provide and touch-up to original condition any factory painting that has been marred or scratched during shipment or installation, using paint furnished by the equipment manufacturer.

D. Remove temporary tags, markers, stickers and the like.

E. Remove all oil and grease spots with a non-flammable cleaning solvent by carefully wiping and scraping cracks and corners.

F. Clean luminaires inside and out.

G. Dispose of cleaning debris and refuse off-site.

END OF SECTION
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16110 - 1 Electrical Raceway Systems

SECTION 16110

ELECTRICAL RACEWAY SYSTEMS
PART 1 - GENERAL

1.01 SCOPE OF WORK
A. Furnish and install complete raceway systems as shown on the drawings and as specified herein.

B. Raceways and conductors that are listed on the conduit and cable schedules are generally not shown on the Drawings, except where they are required to pass through a restricted or designated space and the Contractor would benefit from additional information. Conduit block diagrams indicate exposed conduits as solid lines and shall be run near the ceilings or along walls of the areas through which they pass and shall be routed to avoid interferences with HVAC ducts, cranes and hoists, lighting fixtures, doors and hatches, etc. Conduit block diagrams indicate concealed or buried conduits as dashed lines and shall be run in underground duct banks, center of concrete floor slabs, in partitions, or above hung ceilings as required.

C. In the event that individual equipment loads provided are larger than indicated in the Contract Documents, revise raceways, conductors, starters, overload elements, and branch circuit protectors as necessary in order to control and protect the increased connected load in conformance to NEC requirements as part of the WORK.

1.02 REFERENCE STANDARDS
A. American National Standards Institute (ANSI) Publications:

1. C80.1 Specification for Zinc Coated Rigid Steel Conduit

2. C80.5 Specifications for Rigid Aluminum Conduit
B. Federal Specifications (FS):

1. FS W C 1094 W C 1094A Conduit and Conduit Fittings, Plastic, Rigid

2. FS WW C 540 WW C 540A Conduit, Metal, Rigid, (Electrical, Aluminum)

3. WW C 540C Conduit, Metal, Rigid & Coupling, Elbow &
Nipple, Electrical Conduit, Aluminum

4. FS WW C 566 WW C 566C Flexible Metal Conduit
C. National Electrical Manufacturers Association (NEMA) Publications:

1. RN 1 Polyvinyl Chloride Externally Coated Galvanized Rigid Steel Conduit and Electrical Metallic Tubing

2. TC2 Electrical Polyvinyl Chloride (PVC) Conduit

3. TC3 Polyvinyl Chloride (PVC) Fittings for Use with Rigid PVC Conduit and Tubing

4. TC 6 PVC and ABS Plastic Utilities Duct for Underground Installation

5. TC14 Reinforced Thermosetting Resin Conduit (RTRC) and Fittings D. Underwriters Laboratories (UL) Standards:

1. 6 Rigid Metal Electrical Conduit

2. 6A Electrical Rigid Metal Conduit – Aluminum, Red Brass and Stainless Steel

3. 360 Liquid-Tight Flexible Metal Conduit
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4. 651 Electrical Rigid Nonmetallic Conduit and Fittings

5. 651A Type EB and A Rigid PVC Conduit and HDPE Conduit

6. 2515 Aboveground Reinforced Thermosetting Resin Conduit

1.03 SUBMITTALS
A. Submit complete catalog cuts of raceways, fittings, boxes, supports, and mounting hardware, marked where applicable to show proposed materials and finishes.

B. Prepare as-built drawings of encased concealed and exposed raceways, ducts, raceways, junction boxes, pull boxes, and electrical and instrumentation equipment.

1.04 LOCATIONS
A. Refer to Section 16010 for definitions of types of locations.

PART 2 - PRODUCTS

2.01 GENERAL
A. Pull and junction boxes, fittings and other indicated enclosures that are dedicated to the raceway system shall comply with the requirements of this Section.

B. Provide exposed conduit of 3/4-inch minimum trade size and encased conduit of 1- inch minimum trade size.

C. The use of short sections of 1/2-inch flexible conduit for final termination of field control devices and instrumentation is permitted. They may not be longer than 36 inches in length and may only transition to the smaller size junction boxes or condulets at the field device.

2.02 CONDUIT RACEWAYS
A. Galvanized Rigid Steel Conduit (GRS) shall be manufactured from mild steel, hot- dip galvanized inside and out, conforming to ANSI C80.1 and UL 6. Couplings shall be threaded type. Manufacturers shall be Allied Tube and Conduit, Wheatland Tube or approved equal.

B. PVC coated rigid steel conduit (PGRS) shall meet the requirements of GRS above.

A PVC coating shall be bonded to the outer surface with a thickness not less than 40 mils. The inside surfaces and threads of the conduit shall be provided with a 2- mil urethane coating. PGRS shall be manufactured in accordance with UL-6, ANSO C80.1 and NEMA RN1. Manufacturers shall be Robroy Industries Perma- Cote or Plasti-Bond series, Thomas & Betts Ocal Blue or approved equal.

C. Rigid Nonmetallic Conduit: Rigid nonmetallic conduit shall be PVC Schedule 80 (PVC 80) and sunlight resistant. Conduit shall be approved for underground use and for use with 90°C wires and shall conform to NEMA TC-2 and UL 651.

Manufacturers shall be Carlon, Cantex or approved equal.

2.03 CONDUIT SUPPORTS
A. For indoor, dry locations, supports for individual conduits shall be galvanized malleable iron one-hole type with conduit back spacer. All other locations shall be Type 316 stainless steel.

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B. For indoor, dry locations, supports for multiple conduits shall be hot-dip galvanized Unistrut or Superstrut channels, or equal. All associated hardware shall be hot-dip galvanized. All other locations shall be Type 316 stainless steel.

C. All channels, strut, threaded rods, nuts and clamps in corrosive areas shall be of epoxy resin reinforced fiberglass material. Provide Robroy, Superstrut, or equal.

2.04 FITTINGS
A. General

1. For use with metallic conduit, provide cast and malleable iron fittings of the threaded type with 5 full threads.

2. Fittings
a. Provide fittings with neoprene gaskets and non-magnetic stainless-steel screws.
b. Attach covers by means of holes tapped into the body of the fittings. c. Covers for fittings attached by means of clips or clamps will not be accepted.

3. Terminations
a. In outdoor areas, terminate conduit in rain-tight hubs as manufactured by Myers, O.Z. Gedney, Appleton or approved equal.
b. In other than outdoor areas, provide sealed locknuts and bushings.

B. Fittings for use with rigid steel shall be hot dipped galvanized steel or galvanized cast ferrous metal; access fittings shall have gasketed cast covers and be Crouse- Hinds Condulets, Appleton Unilets, or equal. Provide threaded-type couplings and connectors; set-screw type and compression-type are not acceptable.

C. F ittings for use with PVC-coated GRS conduit shall be PVC-coated that are the products of the same manufacturer as the conduit. Both male and female threads and internal surfaces shall contain a 2-mil urethane coating.

D. Fittings for use with rigid nonmetallic conduit shall be PVC and have solvent-weld- type conduit connections. Boxes shall be manufactured of PVC or fiberglass reinforced polyester (FRP). Manufactures shall be Carlon, Crouse-Hinds, Hoffman or approved equal. If such are not available, then the Specification for PVC coated galvanized rigid steel fittings shall apply.

E. Combination expansion-deflection fittings with internal grounding shall be installed where conduit movement is expected in more than one dimension, and where conduits transition out of structures in locations where differential settlement may occur. Combination expansion/deflection fittings shall be manufactured by Crouse- Hinds Type XJGD or approved equal.

F. Expansion fittings with internal grounding shall be installed wherever exposed raceway cross building expansion joints. Expansion fittings shall be Crouse Hinds Type XLGSA or approved equal.

G. Union couplings for conduits shall be the Erickson type and shall be Appleton Type EC, O.Z. Gedney 3-piece Series 4, or approved equal. Threadless couplings shall not be used.

H. Bushings:

1. Bushings shall be the insulated type.

2. Bushings for rigid steel conduit shall be hot dip galvanized insulated grounding type, O.Z. Gedney Type HBLG, Appleton Type GIB, or approved equal.

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2.05 BOXES
A. Boxes specified herein are for use with raceway systems only. Boxes used for housing electrical and instrumentation equipment shall be as described elsewhere in these Specifications.

B. NEMA 1 Areas: NEMA 1 terminal boxes, junction boxes, pull boxes, etc. shall be either sheet or cast malleable iron or aluminum depending on raceway material.

Boxes shall be suitable for wall mounting or have feet where self-standing. Boxes shall have continuously welded seams and welds shall be ground smooth. Box bodies shall be flanged and shall not have holes or knockouts. Box bodies shall not be less than 14-gauge metal and covers shall not be less than 12-gauge metal.

All boxes shall have hinged gasketed doors with quarter turn latches or 3-point latch (single operator) system on enclosures larger than 36 inches wide or 32 inches tall. Terminal boxes shall be furnished with terminal mounting straps and brackets. Terminal blocks shall be NEMA type, not less than 20A, 600V. Boxes shall be Concept Series as manufactured by Hoffman Engineering Co. or approved equal.

C. NEMA 4X Areas: NEMA 4X terminal boxes, junction boxes, pull boxes, etc. shall be Type 316 stainless steel. Boxes shall be suitable for wall mounting or have feet where self-standing. Boxes shall have continuously welded seams and welds shall be ground smooth. Box bodies shall be flanged and shall not have holes or knockouts. Box bodies shall not be less than 14-gauge metal and covers shall not be less than 12-gauge metal. All boxes shall have hinged gasketed doors with quarter turn latches or 3-point latch (single operator) system on enclosures larger than 36 inches wide or 32 inches tall. Terminal boxes shall be furnished with terminal mounting straps and brackets. Terminal blocks shall be NEMA type, not less than 20A, 600V. Boxes shall be Concept Series as manufactured by Hoffman Engineering Co. or approved equal.

2.06 WIREWAYS AND AUXILIARY GUTTERS
A. General: Wireways shall consist of a prefabricated channel-shaped trough with hinged or removable covers, associated fittings, and supports. Straight sections shall not be longer than 5 feet. Separate power, control, signal and communications cables by grounded metallic dividers in wireways or run in separate wireways. Cross-sectional dimensions shall be as indicated on the Drawings. Fittings shall consist of elbows, tees, crosses, and closing plates as required.

B. Interior Locations: All components shall be constructed from sheet steel not less than 14 gauge and coated with a corrosion-resistant gray paint. Covers shall be held closed with hinges and clamps.

C. Exterior Locations: Wireway and associated fittings shall be NEMA rated for the area in which it is to be installed. Wireways shall be supplied with gasketed closing end plates and gasketed hinged covers.

D. Corrosive Locations: In corrosive locations provide enclosure type boxes for use as wireways. Enclosures and associated fittings shall meet NEMA 4X classifications and shall be manufactured from reinforced injection molded fiberglass or formed and welded stainless steel and shall have gasketed closing plates and hinged and gasketed covers with spring loaded latches.

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16110 - 5 Electrical Raceway Systems

E. Ground the steel and aluminum wireway bodies. Provide steel dividers with steel wireways or aluminum dividers with aluminum wireways, and ground by means of an individual grounding conductor.

F. Terminate conduits in all wet and damp locations with rain-tight hubs as manufactured by O.Z. Gedney, Myers or approved equal. In finished areas, provide sealed locknuts and bushings.

2.07 CONDUIT SEALANTS
A. Moisture Barrier Types: Sealant shall be a non-toxic, non-shrink, non-hardening, putty type hand applied material providing an effective barrier under submerged conditions.

B. Fire Retardant Types: Fire stop material shall be a reusable, non-toxic, asbestos- free, expanding, putty type material with a 3-hour rating in accordance with UL 1479. Provide products indicated by the manufacturer to be suitable for the type and size of penetration.

PART 3 - EXECUTION

3.01 CONDUIT, RACEWAY AND FITTING INSTALLATION
A. No wire shall be pulled until the raceway system is complete in all details; in the case of concealed work, until all rough plastering or masonry has been completed; in the case of exposed work, until the raceway system has been completed in every detail.

B. From pull point to pull point, the sum of the angles of all of the bends and offsets shall not exceed 270 degrees.

C. Coat threads with a conductive lubricant before assembly.

D. Provide joints that are tight, thoroughly grounded, secure, and free of obstructions by use of a mandrel. Adequately ream the conduit in order to prevent damage to the wires and cables inside. Use strap wrenches and vises to install the conduit in order to prevent wrench marks on the conduit. Any conduit with wrench marks shall be replaced.

E. The ends of all conduits shall be tightly plugged to exclude dust and moisture during construction. Duxseal, or 3M seal spray shall be used in all applications.

Plugging with tape is prohibited, even for short periods of time.

F. For power, control and signal circuits, provide conduit per Conduit Use Tables below, unless specifically indicated otherwise on the Drawings:

1. Exception: For raceways leaving a building above grade and then going below grade, provide PVC-coated GRS from a point 3 feet above grade to a point 5 feet from the building wall.

G. Unless boxes have cast, threaded hubs, provide insulated type metallic grounding bushings for metallic conduits at all boxes. Bond together all conduits to provide continuity of the equipment grounding system. Size bonding conductor per NEC.

H. Conduits embedded in concrete floors on grade shall be installed between grids of reinforcing steel, or shall be encased below the floors, provided the concrete is thickened in a manner satisfactory to the Engineer. Installation of conduit below the bottom of this slab is not acceptable; embedding or encasing is required.

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16110 - 6 Electrical Raceway Systems

I. Damage to PVC coating of coated conduits or fittings shall be repaired with factory-approved PVC patching material to the original factory condition.

J. Underground Raceways: Slope all underground raceways to provide drainage; for example, slope conduit from equipment located inside a building to the handhole located outside the building. For additional requirements see Section 16402.

K. Conduit Supports: Properly support all conduits as required by the NEC. Run all conduits exposed except where the Drawings indicate that they are to be embedded in the floor slab, walls, or ceiling, or to be installed underground.

1. Exposed Conduits:
a. Support exposed conduits within 1 foot of any outlet and at intervals not exceeding NEC requirements; wherever possible, group conduits together and support on common supports. Support exposed conduits fastened to the surface of the concrete structure by one-hole clamps, or with channels. Use conduit spacers with one-hole clamps. Coordinate conduit locations with piping, equipment, fixtures, and with structural and architectural elements. Conduits attached to walls or columns shall be as unobtrusive as possible and shall avoid windows. Run all exposed conduits parallel to building lines. No diagonal runs will be accepted. Bends in parallel runs shall be concentric and shall be run straight and true.
b. Group together exposed conduits in horizontal runs located away from walls and support on trapeze hangers. Arrange such conduits uniformly and neatly. Trapeze hangers shall consist of channels of adequate size, suspended by means of minimum 3/8” diameter rods or other suitable means from the ceiling or from pipe hangers. Install such runs so as not to interfere with the operation of valves or any other equipment, and keep at least 6 inches clear of any pipe which may operate at more than 100°F. Treat cut surfaces or damaged ends with corrosion-resistant coatings such as "Devcon Z", prepared by Subox Coatings; "Galvanox Type I", prepared by Pedley-Knowles; or approved equal. Application shall follow manufacturer's recommendation.

L. All penetrations through walls into or out of corrosive locations, as defined in Section 16010 shall be made gas-tight. In concrete walls, pour concrete after the conduit is in place, if possible. If not, core drill concrete or CMU walls, install conduit and caulk around it with non-shrink grout. Install conduit seal in each conduit near the penetration.

M. All conduit penetrations through interior walls and floors shall be sealed with fire retardant type conduit sealant.

N. Conduit Identification: In each handhole, pullbox, cabinet, motor control center or other equipment enclosure, identify each conduit using the conduit number shown on the Drawings by means of a stamped brass tag affixed with stainless steel wire; where affixing a tag is not feasible, identify conduits by affixing a brass tag with epoxy or other approved method of stenciling to the wall or structure adjacent to the conduit terminus.

O. Conduit Seals:

1. Moisture Seals: Provide in accordance with NEC Paragraph 300.5(g).

2. Gas Seals: Provide in accordance with NEC Paragraph 501.5.

P. Rigid PVC conduit shall be stored on a flat surface and shielded from the sun.

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16110 - 7 Electrical Raceway Systems

CONDUIT USE TABLE 1
Inside Buildings
Exposed Concealed

Circuit Type

Standard

Corrosive

Hazardous
Above
Suspended
Ceilings
In Stud
Walls
Embedded
In Concrete
Slab On
Grade
Power & 120
Vac Control
GRS PVC Coated
GRS
PVC Coated
GRS
GRS GRS PVC-80 PVC-80
Signal GRS PVC Coated
GRS
PVC Coated
GRS

GRS GRS GRS GRS

CONDUIT USE TABLE 2
Outside Buildings Transition

Circuit Type

Exposed

Buried In Soil
Duct Bank Encased
In Concrete
Within 5 Feet
of Building
Power & 120 Vac
Control
PVC Coated GRS PVC Coated GRS PVC-80 PVC Coated
GRS
Signal PVC Coated GRS PVC Coated GRS GRS PVC Coated
GRS

* Provide ground wire sized per NEC requirements for all circuits.

Notes:

1. Generally, the Conduit Use Tables apply.

2. Signal circuits are those subject to RF interference or induced current. MSPs, TSPs, telephone cable, coaxial cable, and manufacturer's cables specially designed for low level signals are all presumed to be part of signal circuits.

3.02 WIREWAY INSTALLATION
A. Straight sections and fittings shall be solidly bolted together to be mechanically rigid and electrically continuous. Dead ends shall be closed. Unused conduit openings shall be plugged.

B. Wireways shall be supported every 5 feet.

C. Wireways and auxiliary gutters shall not contain wiring or control devices and shall not extend over 30 feet in length.

END OF SECTION

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16110 - 8 Electrical Raceway Systems

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Job No. 2344245*00
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16120 - 1 Low Voltage Wire and Cable

SECTION 16120

LOW VOLTAGE WIRE AND CABLE
PART 1 - GENERAL

1.01 SCOPE OF WORK
Furnish labor, materials, equipment, and incidentals necessary to install field wire and cable specified under this Section. Electrical work shall be in accordance with Specification 16010 – General Electrical Requirements.

Work shall include building wire, cable, wiring connections and terminations and modular wiring systems.

1.02 REFERENCE STANDARDS
American Society for Testing and Materials (ASTM):

1. B3-74 Specification for Soft or Annealed Copper Wire

2. B8-77 Specification for Concentric Lay Stranded Copper Conductors, Hard, Medium-Hard, or Soft

3. B173-71 Specification for Rope Lay Stranded Copper Conductors Having Concentric Stranded Members
Insulated Cable Engineers Association (ICEA):

1. S-66-524 Cross-Linked Thermosetting Polyethylene Insulated Wire and Cable
International Electrical Testing Association (NETA):

1. ATS Acceptance Testing Specifications
National Electrical Manufacturers Association

1. WC-3 Rubber Insulated Wire and Cable for the Transmission and Distribution of Electrical Energy

2. WC-5 Thermoplastic-Insulated Wire and Cable for the Transmission and Distribution of Electrical Energy
Underwriters Laboratories (UL) Standards:

1. 62 Flexible Cords and Fixture Wire

2. 510 Insulating Tape

3. 1063 Stranded Conductors for Machine Tool Wire

1.03 SUBMITTALS
Submit the following material or equipment data:

1. Each type of cable and wire to be used.

2. Cable and wire splices

3. Wire markers

1.04 DELIVERY, STORAGE AND HANDLING
The Contractor shall protect all cable and wire from being damaged at all times.

Cable ends shall be protected from water entry in accordance with the manufacturer’s recommended procedures. Cable ends shall not be left open in manholes or other locations subject to submergence. If the cable ends become

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16120 - 2 Low Voltage Wire and Cable

submerged prior to splicing or termination, the cables shall be replaced in their entirety.

Cables shall be pulled into raceways in accordance with the manufacturer’s requirements. Under no circumstances shall cable pulling tensions exceed the manufacturer’s written instructions.

Pulling tensions on raceway cables shall be within the limits recommended by the cable manufacturer. Wire pulling lubricant, where needed, shall be UL approved.

PART 2 - PRODUCTS

2.01 CONDUCTORS
General: Conductors, include grounding conductors, shall be stranded copper.

Aluminum conductor and/or solid conductor wire and cable will not be permitted.

Insulation shall bear the UL label, the manufacturer's trademark, and identify the type, voltage, and conductor size. Conductors except flexible cords and cables, fixture wires, and conductors that form an integral part of equipment such as motors, controllers, and industrial control panels shall conform to the requirements of Article 310 of the National Electric Code, latest edition, for current carrying capacity. Flexible cords and cables shall conform to Article 400, and fixture wires shall conform to Article 402. Wiring shall have wire markers at each end.

Power and Control Conductors, 600 volts and Below:

1. Solid copper wires shall be 600-volt Type XHHW, sizes #12 and #10 AWG for use with lighting and receptacle circuits only.

2. Stranded copper wire for power circuits shall be 600-volt Type XHHW or RHW, Class B stranding, sizes #12 AWG and larger.

3. Stranded copper wire for control circuits shall be 600-volt Type XHHW or RHW, Class B stranding, size #14 AWG.

4. Control wires inside panels and cabinets shall be machine tool grade type MTW, UL approved, rated for 90 degrees C at dry locations.

5. Fixture wire shall be 600-volt, silicone rubber insulated, 200°C, UL Type SF 2, with stranded copper conductors.

6. Cords shall be 600-volt, 2 conductor plus ground, Type SO, hard service, of adequate length and with grounding type plug attached, rated in amperes as shown on the Drawings.

7. Conductors for feeders as defined in Article 100 of the NEC shall be sized to prevent a voltage drop exceeding 3 percent at the farthest outlet of power, heating, and lighting loads, or combinations of such loads, and where the maximum total voltage drop on both feeders and branch circuits to the farthest connected load does not exceed 5 percent.

8. Conductors for branch circuits as defined in Article 100 of the NEC shall be sized to prevent voltage drop exceeding 3 percent at the farthest connected load or combinations of such loads and where the maximum total voltage drop on both feeders and branch circuits to the farthest connected load does not exceed 5 percent.

2.02 SPLICES AND TERMINATIONS OF CONDUCTORS
Splices:

1. Wire and Cable Splicing Materials and Applications:

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16120 - 3 Low Voltage Wire and Cable

a. For Lighting Systems and Power Outlets: Wire nuts shall be twist-on type insulated connectors utilizing an outer insulating cover and a means for connecting and holding the conductors firmly. They shall be UL listed and suitable for connecting two to four solid copper conductors of #14 or #12 AWG size or two or three #10 AWG solid copper conductors.
b. All Equipment: Crimp type connectors shall be insulated type with nylon jacket, suitable for the size and material of the wires and the number of wires to be spliced and for use with either solid or stranded conductors.

They shall be UL listed.
c. Division 16 Equipment and Power Conductors: Bolted pressure connectors shall be suitable for the size and material of the conductors to be spliced. They shall be UL listed and of the split bolt or bolted split sleeve type in which the bolt or set screw does not bear directly on the conductor.
d. All Equipment: Epoxy splice kits shall include epoxy resin, hardener, and mold, and shall be suitable for use in wet locations and hazardous locations.

2. Terminal Cabinets: Provide terminal cabinets if shown on drawings.

Termination system shall include insulated, crimp-type connectors.

Coordinate the lug and boards for correct fit. All terminations shall include marker sleeves.

Terminations:

1. Low Voltage Terminations:
a. Crimp type terminals shall be UL listed, self-insulating sleeve type, with ring or rectangular type tongue, suitable for the size and material of the wire to be terminated, and for use with either solid or stranded conductors.
b. Terminal lugs shall be UL listed and of the split bolt or bolted split sleeve type in which the bolt or set screw does not bear directly on the conductor. Tongues shall have NEMA standard drilling.
c. Crimp with manufacturer recommended ratchet-type tool with calibrated dies. Hand crimping tools are not acceptable.

Tape used for splices and terminations shall be compatible with the insulation and jacket of the cable and shall be of plastic material. Tape shall conform with UL 510. Varnished cambric, rubber and thermoplastic tape shall be used for all split- bolt terminations.

Wire markers shall be heat shrink type (Raychem; T&B; or equal). Wire identification numbers shall be permanently imprinted on the markers. In locations which are not practical for heat shrink type labels, such as conduit bodies and small pull boxes, machine-printed, adhesive backed wire markers shall be used.

Markers shall be custom-printed with the full identification string. Individual character markers and clip-on wire markers are not acceptable.

PART 3 - EXECUTION

3.01 CONDUCTOR INSTALLATION
The Contractor shall provide, terminate, and test all power, control, and instrumentation conductors.

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16120 - 4 Low Voltage Wire and Cable

The Contractor shall, as a minimum, provide the number of control wires listed in the conduit schedule or on the Contract Drawings. Excess wires shall be treated as spares for future use.

Conductors shall not be pulled into any raceway until raceway has been cleared of moisture and debris.

Wire in panels, cabinets, and wireways shall be neatly grouped using nylon tie straps and shall be neatly fanned out to terminals.

Single conductor cable in cable trays shall be No. 1/0 or larger and shall be of a type listed and marked for use in cable trays. Tray cable smaller than 1/0 shall be multi-conductor, with outer jacket.

Provide the following types and sizes of conductors for the uses indicated for 600 volts or less:

1. Solid Copper, Sizes #12 and #10 AWG: As shown on the Drawings for circuits for receptacles, switches, and light fixtures with screw-type terminals.

2. Stranded Copper, Size #14 AWG and Larger, Individual Conductors or CC:

As shown on the Drawings for the control of motors or other equipment. Size #14 shall not be used for power supplies to any equipment.

3. Stranded Copper, Sizes #12 AWG and Larger: As shown on the drawings for motors and other power circuits.

4. Stranded Copper, #6 AWG and Larger.

5. Fixture Wire: For connections to all fixtures in which the temperature may exceed the rating of branch circuit conductors.

Color Coding: All wire shall be coded with specific colors infused in the conductor insulation at the time of manufacture. If a conductor is specified in a gauge not available with integrally colored insulation, it shall be marked by the Contractor at the time of installation using colored electrical coding tape or an approved marking paint. Where tape or paint is used as the conductor identification system, it shall clearly distinguish the conductor over its entire exposed length in all junction boxes, manholes, conduit bodies, or other accessible intermediate locations, and at every termination. Wiring shall conform to the following wiring color code, unless part of a proprietary cable assembly such as a manufacturer-specific cable which uses a special connector:

SYSTEM CONDUCTOR COLOR
120/240-volt AC, 1-
Phase, 3 Wire
Neutral
Line 1
Line 2
White
Black
Red
120/208-volt AC, 3-
Phase, 4 Wire;
Neutral
Phase A
Phase B
Phase C
White
Black
Red
Blue
277/480-volt AC, 3-
Phase 4 Wire
Neutral
Phase A
Phase B
Phase C
Grey
Brown
Orange
Yellow
All Systems
Earth, System, or Equipment
Ground
Green Insulation, Green
w/ Yellow Tracer, or
Bare Conductor

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16120 - 5 Low Voltage Wire and Cable

SYSTEM CONDUCTOR COLOR
120-volt AC Control
Power Circuits (In field
or in Control Cabinets)
Neutral
Line 1
Line 2
White
Black
Red
120-volt AC UPS-
derived Control Power
(secondary side)
Neutral
Line
White w/ Red Tracer
Red w/ White Tracer
24-volt AC Control
Power Circuits (In field
or in Cabinets)
Neutral

Line
White or Grey, w/ Yellow
Tracer
Brown
12 or 24 volt DC
Control Wiring (PLC
Discrete I/O, etc.)
DC Negative
DC Positive
DC Switched (DI/DO)
Yellow
Orange
Blue
120-volt AC Control
Wiring inside or outside
cabinets to/from PLC
Discrete I/O
Common or Neutral

120 VAC discrete inputs
120 VAC relay or discrete
outputs
White or Grey, w/ Blue
Tracer
Blue
Red
Instrumentation
Twisted-shielded
Cabling
(PLC Analog I/O @
4-20mA, or 1-5 volt
DC, etc.) Process
Signals to/from
Transmitters,
Analyzers, etc.

Negative Polarity
Positive Polarity (1st
Conductor)
Positive Polarity (2nd
Conductor)
Shield Drain Wire
Black
White (or clear)

Red

Bare Conductor, or
covered w/ heat-shrink
tubing of a unique color
Instrumentation wiring
in cabinets
(PLC Analog I/O from
field terminations of
shielded cables).

PLC Analog Input
Connections
PLC Analog Output
Connections
Grey

Brown
Exercise care in pulling wires and cables into conduit or wireways so as to avoid kinking, putting undue stress on the cables or otherwise abrading them. No grease will be permitted in pulling cables. Only soapstone, talc, or UL listed pulling compound will be permitted. The raceway construction shall be complete and protected from the weather before cable is pulled into it. Swab conduits before installing cables and exercise care in pulling, to avoid damage to conductors.

Wrap all cables in manholes with fireproofing tape. Extend tape 1-inch into ducts.

Cable bending radius shall be per applicable code. Install feeder cables in one continuous length unless splices are favorably reviewed.

Provide an equipment grounding conductor, whether or not it is shown on the Drawings, in any flexible conduit or any raceway in which all or any portion of a run consists of non-metallic duct or conduit. For flexible conduit, an external bonding jumper is an acceptable alternative.

In panels, bundle incoming wire and cables, No. 6 AWG and smaller, lace at intervals not greater than 6 inches, neatly spread into trees and connect to their respective terminals. Allow sufficient slack in cables for alterations in terminal

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16120 - 6 Low Voltage Wire and Cable

connections. Perform lacing with plastic cable ties or linen lacing twine. Where plastic panel wiring duct is provided for cable runs, lacing is not necessary when the cable is properly installed in the duct.

For cables crossing hinges, utilize extra flexible stranded wire, make up into groups not exceeding 12, and arrange so that they will be protected from chafing and excess flexing when the hinged member is moved.

3.02 CONDUCTOR SPLICES AND TERMINATIONS
Splices: Install all conductors without splices unless necessary for installation, as determined by the Engineer. Splices, when permitted, and terminations shall be in accordance with the splice or termination kit manufacturer's instructions. Splice or terminate wire and cable as follows:

1. Watertight Splices: Splices in concrete pullboxes, for any type of cable or wire, shall be watertight and rated for continuous submergence. Make splices in low voltage cables using epoxy resin splicing kits rated for application up to 600 volts.

Terminations:

1. Terminate stranded #14 wire using crimp type terminals where not terminated in a box lug type terminal. Terminals must be coordinated with type of terminal board where provided.

2. Excess control wire shall be long enough to terminate at any terminal block in the enclosure, be properly taped, be identified with origin and be neatly coiled.

3.03 CONDUCTOR IDENTIFICATION
Except for interior lighting and receptacle circuits, identify each wire or cable at each termination and in each pullbox, junction box, handhole, and manhole using numbered and lettered wire markers. All electrically common conductors shall have the same number. Each electrically different conductor shall be uniquely numbered. Identify panelboard circuits using the panelboard identification and circuit number. Identify motor control circuits using the equipment identification number assigned to the control unit by the motor control center manufacturer and the motor control unit terminal number. Identify other circuits as shown in the circuit schedule or as favorably reviewed by the Engineer.

Conductors between terminals of different numbers shall have both terminal numbers shown at each conductor end. The terminal number closest to the end of the wire shall be the same as the terminal number.

3.04 FIELD TESTS
Refer to Specification 16950 – Electrical Tests for all cable testing requirements.

END OF SECTION

Job No. 2344245*00
© 2025 Kennedy/Jenks Consultants
16124 - 1 Signal Cable

SECTION 16124

SIGNAL CABLE
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Provisions: Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

B. Related Work Described Elsewhere:

1. Division 17: Instrumentation and Controls

1.02 REFERENCE STANDARDS
A. American National Standards Institute (ANSI)/Telecommunications Industry Association (TIA):

1. 568-C.2 Balanced Twisted-Pair Telecommunications Cabling and Components Standards
B. American Society for Testing and Materials (ASTM):

1. B8-11 Specification for Concentric-Lay-Stranded Copper Conductors, Hard, Medium-Hard, or Soft
C. Institute of Electrical and Electronic Engineers (IEEE):

1. 1143 Shielding Practice for Low Voltage Cables, Guide on D. Insulated Cable Engineers Association (ICEA)

1. S-73-532 Standard for Control, Thermocouple, Extension, and Instrumentation Cable
E. National Fire Protection Association (NFPA):

1. 262 Standard Method of Test for Flame Travel and Smoke of Wires and Cables for Use in Air-Handling Spaces
F. Underwriters Laboratories Incorporated (UL):

1. 13 Standard for Power-Limited Circuit Cables

2. 83 Thermoplastic-Insulated Wires and Cables

3. 444 Communications Cables

4. 1666 Standard for Test for Flame Propagation Height of Electrical and Optical-Fiber Cables Installed Vertically in Shafts

1.03 SUBMITTALS
A. Submit material or equipment data in accordance with the Product Information category of the General Conditions and the submittal requirements of Section 16010.

PART 2 - PRODUCTS

2.01 INSTRUMENTATION CABLE
A. Provide UL listed, twisted pair instrumentation Tray Cable (TC) conforming to ICEA S-73-532, and suitable for transmission of 4-20mA analog, low voltage signals.

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16124 - 2 Signal Cable

B. The cable shall be two-conductor (2/C), three-conductor (3/C), four-conductor (4/C), or more as indicated on the Drawings.

C. Each conductor in the cable shall be #16 AWG 7x24 stranded bare copper, or as indicated on the Drawings.

D. Conductor insulation: Polyvinyl Chloride/Nylon
E. Shield: Aluminum Foil, 100 percent coverage
F. Drain wire: #18 AWG, stranded, tinned copper
G. Jacket material: Polyvinyl Chloride, minimum thickness 0.047 inches.

H. Insulation shall be rated at 600 volts.

I. Temperature rating: UL dry, 90 degrees C; UL web, 75 degrees C J. Instrumentation cable installed in underground conduits shall be rated as suitable for the application.

K. Instrumentation cable shall be Belden 3090A, 3091A, or approved equal.

2.02 ETHERNET (TCP/IP) CABLE
A. Industrial use, unshielded:

1. Provide UL listed, Category 6 unshielded twisted pair (UTP) Ethernet cable conforming to ANSI/TIA-568-C.2 and suitable for use in harsh environments.

2. Conductors: 4 pairs of #23 AWG solid bare copper

3. Conductor insulation: Fluorinated Ethylene Propylene, minimum thickness

0.01 inches

4. Jacket material: Fluorinated Ethylene Propylene, factory marked at regular intervals indicating verifying organization and performance level. Minimum thickness 0.03 inches.

5. Insulation shall be 300-volt class.

6. Insulation temperature range: -55 to +150 degrees C

7. Electrical Characteristics: Cable shall have a maximum attenuation of 20 dB per 100 meters at 100 MHz and 33 dB per 100 meters at 250 MHz

8. Terminations/Connectors: Cables shall terminate in Category 6 RJ-45 crimp connectors with strain-relief boots, or at Category 6 punch down blocks at both ends.

9. Cable shall be plenum-rated for flammability in accordance with NFPA 262, and suitable for use as riser cable.

10. Ethernet cable installed in underground conduits shall be rated as suitable for the application.

11. Industrial, unshielded Ethernet cable shall be Belden 7931A or approved equal.

B. Industrial use, shielded:

1. Provide UL listed, Category 6 shielded twisted pair (STP) Ethernet cable conforming to ANSI/TIA-568-C.2 and suitable for use in electrically noisy environments.

2. Conductors: 4 pairs of #23 AWG solid bare copper

3. Conductor insulation: Polypropylene, minimum thickness 0.01 inches

4. Inner jacket material: Polyvinyl Chloride, minimum thickness 0.02 inches

5. Shield: Aluminum Foil, 100 percent coverage

6. Drain wire: #24 AWG, stranded, tinned copper

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16124 - 3 Signal Cable

7. Outer jacket material: Industrial grade Polyvinyl Chloride, factory marked at regular intervals indicating verifying organization and performance level.

Minimum thickness 0.03 inches.

8. Insulation shall be 300-volt class.

9. Insulation temperature range: -25 to +75 degrees C

10. Electrical Characteristics: Cable shall have a maximum attenuation of 20 dB per 100 meters at 100 MHz and 33 dB per 100 meters at 250 MHz

11. Terminations/Connectors: Cables shall terminate in ruggedized Category 6 RJ-45 connectors, or at Category 6 punch down blocks at both ends.

Connector body shall be diecast zinc alloy, and nickel plated for corrosion resistance. Contacts shall be gold plated.

12. Cable shall be riser-rated for flammability in accordance with UL 1666, not suitable for use in plenum spaces.

13. Ethernet cable installed in underground conduits shall be rated as suitable for the application.

14. Industrial, shielded network cable shall be Belden 7953A or approved equal.

2.03 SPECIAL CABLES
A. Cables for proprietary control or fieldbus protocols over a TCP/IP network shall be Ethernet cables.

B. Cables required for computer systems, control equipment, or other special systems not listed above shall be provided in accordance with the system manufacturer’s requirements.

PART 3 - EXECUTION

3.01 CABLE INSTALLATION
A. Signal cable shall be installed by personnel who have a minimum of 3 years’ experience in terminating and splicing shielded twisted pair cables and coaxial cables.

B. Adequate care shall be exercised by the installers to prevent cable damage or sheath distortion. Bending radius shall not be less than 10 times the cable outside diameter.

C. Raceways shall be swabbed before installation of cable to remove moisture and debris.

D. Cables shall be continuous from initiation to termination without splices except where specifically indicated.

E. Cable shielding shall be grounded at one end only of the cable. Bonding shall be to a single ground point only. Bonding from cable to cable in multiple run installations shall not be permitted.

F. Heat shrinkable sleeving shall be installed on all cables to insulate shielding at the ungrounded cable terminations.

G. Signal cable shall not be run in the same raceway with power and control wiring except where specifically indicated.

H. Where installed in control consoles containing power circuits, cables shall be routed a minimum of 2 inches distant. Color coding shall be strictly observed throughout the installation.

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16124 - 4 Signal Cable

I. Cable in panels, cabinets, and wireways shall be neatly grouped using nylon tie straps and shall be fanned out to terminals.

J. For telephone cables, provide station cable to outlets. Use backbone cable for connection between telephone patch panels. Allow at least 25% spare capacity between patch panels.

K. Manufacturer's cable pulling tension shall not be exceeded.

L. Pulling lubricant shall be UL approved.

3.02 CONDUCTOR SPLICES AND TERMINATIONS
A. Splices: Install all conductors without splices unless necessary for installation, as determined by the Engineer. Splices, where approved, and terminations shall be in accordance with the splice or termination kit manufacturer's instructions.

B. Terminations:

1. Crimp-type terminals shall be UL listed, self-insulating, sleeve type with ring or rectangular tongue, suitable for size and material of the wire to be terminated and for use with either stranded or solid wire. Spade type lugs are acceptable with telephone cable systems only.

2. Crimp with manufacturer's recommended ratchet-type tool with calibrated dyes. Hand crimping tools are not acceptable.

3. Coaxial cable and connectors shall be terminated in accordance with the manufacturer's instructions.

3.03 CONDUCTOR IDENTIFICATION
A. Identify each wire or cable at each termination, in each pullbox, and in each handhole using numbered and lettered wire markers. All electrically common conductors shall have the same number. Each electrically different conductor shall be uniquely numbered. Identify panelboard circuits using the panelboard identification and circuit number. Identify motor control circuits using the equipment identification number assigned to the control unit by the motor control center manufacturer and the motor control unit terminal number. Identify other circuits as shown in the circuit schedule or as favorably reviewed by the Engineer.

Conductor numbering shall be coordinated with the Interconnection Diagrams specified in Division 17.

B. Conductors between terminals of different numbers shall have both terminal numbers shown at each conductor end. The terminal number closest to the end of the wire shall be the same as the terminal number.

3.04 FIELD TESTS
A. Perform testing in accordance with Section 16950 – Electrical Tests.

END OF SECTION

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16180 - 1 Protective Devices and Switches

SECTION 16180

PROTECTIVE DEVICES AND SWITCHES
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Provisions: Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

B. Work Included: Provide all necessary labor, tools, and material to install circuit protective devices as shown on the Drawings and as described in these Specifications.

1.02 REFERENCE STANDARDS
A. American National Standards Institute (ANSI) Publication:

1. Z55.1 Gray Finishes for Industrial Apparatus and Equipment B. National Electrical Manufacturers Association (NEMA) Publications:

1. ICS 3 Industrial Systems

2. ICS 6 Enclosures for Industrial Controls and Systems

3. 250 Type 1 Enclosures for Electrical Equipment (1,000 Volts Maximum)
C. Federal Specifications (FS):

1. W C 375 Circuit Breakers, Molded Case, Branch Circuit and Series Service, Series Trip

2. W F 1726 Class H Cartridge Fuses
D. Underwriters Laboratories (UL) Standards:

1. 50 Electrical Cabinets and Boxes

2. 198C Fuses, High-Interrupting-Capacity-Current Limiting Types

3. 489 Molded Case Circuit Breakers and Enclosures

4. 698 Industrial Control Equipment for Use in Hazardous (Classified) Locations

5. 894 Switches for Use in Hazardous (Classified) Locations E. National Fire Protection Association (NFPA) Publication:

1. 70 National Electric Code

1.03 SUBMITTALS
A. Submit material or equipment data in accordance with the Product Review category of the General Conditions and the submittal requirements of Section 16010.

1.04 LOCATIONS
A. Refer to Section 16010 for definitions of types of locations.

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16180 - 2 Protective Devices and Switches

PART 2 - PRODUCTS

2.01 FUSIBLE SWITCHES
A. Fusible switches shall be heavy duty safety switches with the voltage ratings, current ratings, and number of poles as indicated by the Drawings. The switches shall be horsepower rated. Auxiliary contacts shall be provided as indicated on the Drawings. Stationary contacts shall be equipped with arc chutes. Fuse clips shall accept only Class J current limiting cartridge fuses. Where indicated on the Drawings, units shall have service entrance labels and shall be equipped with an insulated neutral lug. Switches shall be Square D, Type HD; Westinghouse Type H600; or equal.

B. Enclosures shall be as follows:

1. Corrosive Locations: NEMA Type 4XSS 316.

C. Nameplates: Provide an engraved plastic nameplate for each disconnect switch identifying the equipment it protects.

D. Fuses:

1. General: Provide one complete set of fuses of each ampere rating shown on the Drawings plus one spare set for each size shown.

2. Fuse Type: Units shall be Class J current limiting, 700 volt, in the ampere ratings shown. Plug fuses are unacceptable. Barrels shall be non- hygroscopic with brass knurled ferrules.

3. Fuses shall conform to FS W F 1726 and UL 198B, and shall carry labels showing UL class, interrupting rating, time delay characteristics, and voltage rating.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Install units plumb within 1/8 inch of vertical, and in accordance with manufacturer's instructions. Make sure that fuse ratings are as shown on the Drawings, and that breaker trip settings are per the Engineer's instructions.

3.02 MOUNTING HEIGHTS
A. Fusible switches and enclosed circuit breakers shall be centered 5' 0" above the floor.

3.03 FIELD TESTS
A. Insulation Resistance Tests: Perform insulation resistance tests on circuits to be energized with a line-to-neutral voltage of 120 volts or more. Make these tests after all equipment has been connected, except that equipment which may be damaged by the test voltage shall not be connected. Test the insulation with a 500 Vdc insulation resistance tester with a scale reading 100 megohms. The insulation resistance shall be 20 megohms or more. Submit results for review.

B. Continuity Tests: Perform circuit continuity tests from a low powered dc test source to operate a buzzer or bell. Tests shall be made prior to energizing the protected circuit.

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16180 - 3 Protective Devices and Switches

C. Operating Tests: Demonstrate that the protected circuit can be manually controlled by the installed equipment.

END OF SECTION

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16205 - 1 Standby Diesel
Engine-Generator Sets

SECTION 16205

STANDBY DIESEL ENGINE-GENERATOR SETS
PART 1 - GENERAL

1.01 DESCRIPTION
A. Provisions: Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

B. Work Included: Furnish all labor, materials, equipment, services, and incidentals required to provide a complete and operable standby diesel engine-generator system. Materials and equipment shall be new and of best quality, as specified and shown on the Drawings.

C. Scope of Work:

Standby Diesel Engine-Generator Set (hereinafter called engine-generator) a. Delivery:
1) The Owner is responsible for the procurement of the engine- generator set and all related equipment through Quinn Power Systems, a CAT certified vendor.
2) Quinn Power Systems is responsible for delivery of the new engine-generator and haul away of the old engine-generator. 3) The Contractor shall coordinate with Quinn Power Systems for the removal and disposal of the existing engine-generator set prior to delivery of the new generator set.
4) The Contractor is responsible for further related demolition activities to the existing engine-generator set including de- terminating existing conductors, coordinating with Quinn Power Systems for removal, generator equipment pad demolition, providing temporary fuel powered pumps, etc.
5) The Contractor shall coordinate with Quinn Power Systems to ensure the timely and proper delivery of the new engine-generator set to the project site.
b. Installation:
1) The Contractor shall install the engine generator set and all applicable shipped loose equipment in strict accordance with the manufacturer's installation guidelines, specifications, and the contract documents.
2) The installation shall comply with all codes and regulations, including proper electrical and mechanical connections. 3) The Contractor shall provide all necessary labor, materials, and equipment to complete the installation, including but not limited to wiring, conduit, and structural support.
4) All work shall be performed by qualified personnel with experience in generator set installations.
c. Testing and Run-In, Training
1) Following the installation, Quinn Power Systems will conduct comprehensive testing and commissioning of the generator set to verify its adherence to specifications. The Contractor is required to be actively present during this phase to facilitate the identification and resolution of any potential issues. The Contractor will be Job No. 2344245*00
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16205 - 2 Standby Diesel
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responsible for the final operational and endurance testing of the generator set. Refer to Section 3.02 for the full scope of work. 2) C oordination is expected from the Contractor to ensure the presence of the Owner during the training sessions conducted by Quinn Power Systems.
d. Quin Power Systems Contacts:
1) Allen Abramovitch – Sales Representative
a) [email protected]
b) (805) 431-3180
2) Brian Bennett – Application Engineer
a) [email protected]
b) (559) 305-3023
D. Related Work Specified in Other Sections:

Section 01010: Summary of Work
Section 16250: Automatic and Non-Automatic Transfer Switches

1.02 QUALITY ASSURANCE
A. Comply with all rules and regulations of authorities having jurisdiction over work specified herein.

B. Permits and inspection shall be in accordance with Division 1 of this Specification.

C. The Drawings are diagrammatic. Size of equipment and pipes and general method of routing are shown, but it is not intended to show every offset and fitting nor every structural difficulty that may be encountered.

1.03 REFERENCE STANDARDS
A. ASTM International (ASTM) Publication:

A386 Zinc Coating (Hot-Dip) on Assembled Steel Products, Specifications for
B. Federal Specification (FS):

FF-H-106C Hardware, Builders Locks and Door Trim
C. National Electrical Manufacturers Association (NEMA) Publications:

ICS-1 General Standards for Industrial Controls and Systems ICS-2 Standards for Industrial Control Devices, Controllers and Assemblies
250 Enclosures for Electrical Equipment (1,000 Volts Maximum) MG 1 Motors and Generators
D. National Fire Protection Association (NFPA) Publications:
30 Flammable and Combustible Liquid Code
37 Standard for the Installation and Use of Stationary Combustion Engines and Gas Turbines
E. Underwriters Laboratory (UL) Standard:
508 Electric Industrial Control Equipment

1.04 SUBMITTALS
A. Submit material or equipment data in accordance with the Product Review category of the General Conditions and the submittal requirements of Section 16010.

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B. Shop Drawings: Submit shop drawings and include the following information prior to commencing any work:

Detailed Installation Plan and Schedule
a. Including a coordination plan with Quinn Power Systems for equipment delivery and removal.

Detailed description of field-testing program, including description of tests, testing equipment, reporting procedure, and criteria for test passing or failing. (This may be a separate submittal made at a later time, but not later than 30 days before the actual tests.)
Check the shop drawing submittal to verify that all the details and data required above are included. If the submittal is not complete, it will not be reviewed and will be returned for completion.

Submit seismic design certifications and anchorage descriptions as required by Section 01190.

C. Field Test Report: Submit field test report for review within 15 days of the time of completion of the field test.

D. Manual: Provide in conformance with Section 16010.

PART 2 - PRODUCTS

2.01 ENGINE-GENERATOR SET
A. General: The engine-generator set is to be provided by Quinn Power Refer to 16205, Appendix C for submittal information regarding the engine- generator set for each pump station.

B. The engine-generator shall have only one source of supply and responsibility. The assembly and complete installation shall comply with the National Electrical Code and Title 8 of the California Code of Regulations.

C. Vibration Isolation System for Engine-Generator Unit:

Isolation system shall be a combination reinforced concrete inertia pad supported on earthquake-restrained spring vibration isolators.

Vibration isolation shall be greater than 95%.

Vibration isolation system shall be Korfund Dynamics Corporation Series L Isolators supporting a Type RCPF base frame, Mason Industries Type KSL Base supported on SSLFH Mounts with adjustable vertical limit stops, or equal.

PART 3 - EXECUTION

3.01 ENGINE-GENERATOR INSTALLATION
A. General: Mount and anchor the engine-generator set as indicated on the Drawings and in accordance with the methods shown in the shop drawings.

B. Foundations, Installation and Grouting: Furnish the necessary materials and construct suitable concrete foundations.

C. Skilled mechanics shall install all such equipment in accordance with the instructions of the manufacturer.

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16205 - 4 Standby Diesel
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D. In setting equipment, make an allowance of at least 1 inch for grout under the equipment bases. Shims used to level and adjust the bases shall be steel. Shims may be left embedded in the grout, in which case they shall be installed neatly and so as to be as inconspicuous as possible in the completed work.

E. Grout shall be non-shrink, non-metallic dimensionally stable, inorganic, premixed grout resistant to acids, alkalies and salt water, and shall be unaffected by water and oil. It shall have high strength even when used as a pourable mixture and shall bond well with steel and cured concrete or be compatible with a suitable bonding agent which shall then be used to effect the bond. It shall be used in strict accordance with the manufacturer’s recommendations. It shall be similar, equivalent, and equal to "Five Star Grout" as manufactured by U.S. Grout Corporation; Bonsal Construction Grout, as manufactured by Bonsal Company; or equal.

F. Fuel and Lubricants: During testing and prior to acceptance, furnish all fuel and lubricants necessary for the proper operation of this equipment.

G. Tools: For each type of equipment to be furnished by the Contractor, provide a complete set of all special tools (including grease guns or other lubricating devices) which may be necessary for the routine adjustment, operation, and maintenance of such equipment.

H. In the vicinity of terminations, lace all power conductors to resist short-circuit forces.

3.02 TESTING AND RUN-IN
A. General: Tests are to determine proper operation and capacity of the equipment and to demonstrate compliance with the Drawings and Specifications. All equipment that fails any test will be rejected, and complete re-testing will be required after the Contractor makes corrections or modifications to equipment which has previously failed any test. All field tests shall be witnessed by the Engineer or City.

B. Field Tests:

Installation of the engine-generator shall be complete and the unit shall be serviced, tested, adjusted, and ready for use before the field tests are scheduled.

Quinn Power Systems will be responsible for this section of equipment testing, the contractor is responsible for being present and aiding as necessary.
a. General: Fully field test the engine-generator to demonstrate that all components are in compliance with the Specifications and are ready for service.
b. Provide load bank to simulate the initial load, 100% load and motor starting loads specified in 16205, Appendix C or coordinate testing using actual plant loads for part of the 100% emergency load. c. Make repairs and adjustments as required to achieve satisfactory performance of the engine-generator unit. If repairs or adjustments are made during the tests, additional testing shall be performed as required by the Engineer, at no additional cost.
d. Make written records of the tests, and within ten (10) days after completion of the field test, submit three (3) copies of the test records to the Engineer. The test record shall indicate the test criteria and Job No. 2344245*00
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16205 - 5 Standby Diesel
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arrangement, the time of the test, the results, and pertinent data such as voltage, frequency, kilowatts, power factor, load current, oil pressure, water temperature, and ambient temperature. Pertinent data shall be recorded for each test, and at least every thirty (30) minutes when the test requires more than thirty (30) minutes.

C. Alarm, Control, and Equipment Tests:

Quinn Power Systems will be responsible for this section of equipment testing, the contractor is responsible for being present and aiding as necessary.
a. Demonstrate each alarm and safety shutdown provision as being caused by the abnormal condition unless an alternative test condition has been favorably reviewed by the Engineer prior to the scheduling of the tests.
b. Operate each control circuit and device to demonstrate its proper operation.
c. Demonstrate the battery charger and jacket water heater operation successfully.

D. Operational Tests:

The general contractor will be responsible for this section of operational testing.
a. Simulate a power failure in order to demonstrate the proper operation of the transfer switch and engine-generator.
b. Demonstrate motor starting capability by applying the specified initial load and then the equivalent of starting and running the specified motor loads as specified in 16205, Appendix C. Voltage dip shall be measured and recorded to demonstrate conformity to the
Specifications.
c. Show that phase rotation of the engine-generator and the utility power are compatible at the site.
d. Provide load banks, fuel, test equipment, labor, materials, and all other equipment and services required for all tests.

E. Endurance Tests:

The general contractor will be responsible for this section of endurance testing.
a. Operate the engine-generator for 1/2 hour at one-half its kW rating. b. Operate the engine-generator for eight (8) hours continuously at 100% of its kW and kVA ratings.
c. Measure the temperature rise of the windings of the generator using the resistance method.
d. Provide load banks, fuel, test equipment, labor, materials, and all other equipment and services required for all tests.

3.03 OWNER ORIENTATION
A. Provide instruction to Owner's representatives.

END OF SECTION

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16205 - 6 Standby Diesel
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16250 - 1 Automatic and Non-Automatic
Transfer Switches

SECTION 16250

AUTOMATIC AND NON-AUTOMATIC TRANSFER SWITCHES
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Provisions: Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

B. Work Included: Furnish all labor, materials, equipment, services, and incidentals required to provide a complete and operable Automatic and Manual Transfer system. Materials and equipment shall be new and of best quality, as specified and shown on the Drawings.

C. Scope of Work:

1. Automatic and Manual Transfer Switches (hereinafter called ATS and MTS, respectively)
a. Delivery:
1) The Owner is responsible for the procurement of the ATS and MTS and all related equipment through Quinn Power Systems. 2) Quinn Power Systems is responsible for delivery of the new ATS and MTS.
3) The Contractor is responsible for further related demolition activities to the existing ATS including de-terminating existing conductors and providing temporary fuel powered pumps.
4) The Contractor shall coordinate with Quinn Power Systems to ensure the timely and proper delivery of the new ATS and MTS to the project site.
b. Installation:
1) The Contractor shall install the ATS and MTS and all applicable shipped loose equipment in strict accordance with the
manufacturer's installation guidelines, specifications, and the contract documents.
2) The installation shall comply with all codes and regulations, including proper electrical and mechanical connections. 3) The Contractor shall provide all necessary labor, materials, and equipment to complete the installation, including but not limited to wiring, conduit, and structural support.
4) All work shall be performed by qualified personnel with experience in switch installations.
c. Testing and Run-In, Training
1) Following the installation, the contractor will conduct comprehensive testing and commissioning of the switches to verify its adherence to specifications. The Contractor is required to be actively present during this phase to facilitate the identification and resolution of any potential issues. The Contractor will be responsible for the final operational and endurance testing of the switches. Refer to Section 3.02 for the full scope of work. 2) C oordination is expected from the Contractor to ensure the presence of the Owner during the training sessions conducted by Quinn Power Systems.

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16250 - 2 Automatic and Non-Automatic
Transfer Switches

d. Quin Power Systems Contacts:
1) Allen Abramovitch – Sales Representative
a) [email protected]
b) (805) 431-3180
2) Brian Bennett – Application Engineer
a) [email protected]
b) (559) 305-3023
D. Related Work Specified in Other Sections:

1. Section 01010: Summary of Work

2. Section 16205: Standby Diesel Engine-Generator Set

1.02 REFERENCE STANDARDS
A. American National Standards Institute (ANSI) Publication:

1. Z55.1 Gray Finishes for Industrial Apparatus and Equipment B. National Electrical Manufacturers Association (NEMA) Publication:

1. ICS 1 General Standards for Industrial Controls and Systems

2. ICS 6 Standards for Industrial Control Devices, Controllers and Assemblies

3. CS 6 Enclosures for Industrial Controls and Systems
C. Underwriters Laboratories (UL) Publication:

1. 1008 Automatic Transfer Switches (revised 1986)
D. International Electrical Testing Association (NETA):

1. TS Acceptance Testing Specifications for Electrical Power Distribution Equipment and Systems

1.03 SUBMITTALS
A. Submit material or equipment data in accordance with the Product Review category of the General Conditions and the submittal requirements of Section 16010.

B. Shop Drawings: Submit shop drawings and include the following information prior to commencing any work:

1. Detailed Installation Plan and Schedule
a. Including a coordination plan with Quinn Power Systems for equipment delivery.

2. Detailed description of field-testing program, including description of tests, testing equipment, reporting procedure, and criteria for test passing or failing. (This may be a separate submittal made at a later time, but not later than 30 days before the actual tests.)

3. Check the shop drawing submittal to verify that all the details and data required above are included. If the submittal is not complete, it will not be reviewed and will be returned for completion.

4. Regarding the seismic anchorage requirements of GC1 71:
a. Certification of compliance or written notice of noncompliance, and a sketch or description of the anchorage system for mounting the ATS internal to each Switchboard.

C. Field Test Report: Submit field test report for review within 15 days of the time of completion of the field test.

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16250 - 3 Automatic and Non-Automatic
Transfer Switches

PART 2 - PRODUCTS

2.01 ATS AND MTS
A. General: The ATS and MTS is to be provided by Quinn Power

1. Refer to 16250, Appendix C for submittal information regarding the ATS and MTS for each pump station.

PART 3 - EXECUTION

3.01 INSTALLATION
A. ATS

1. Securely anchor the automatic transfer switch to the existing switchboards; provide a structural metal base which is hot dip galvanized as necessary for switchboard mounting. The switchboard door shall open freely and close tightly. Repair any defect or damage to the switchboard enclosure or paint, to the satisfaction of the Engineer.

B. MTS

1. Securely anchor the manual transfer switch to the new concrete pad per the contract documents. Repair any defect or damage to the manual transfer switch enclosure or paint, to the satisfaction of the Engineer.

C. Lace all power conductors to resist short circuit forces.

3.02 TESTING
A. Field Tests. Perform the tests for automatic transfer switches as outlined in Section 8.22.4 of NETA ATS 1987. Submit reports for review by the Engineer.

END OF SECTION
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16250 - 4 Automatic and Non-Automatic
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16402 - 1 Underground Electrical Work

SECTION 16402

UNDERGROUND ELECTRICAL WORK
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Provisions: Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

1.02 APPLICABLE STANDARDS
A. The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only.

1. American Concrete Institute (ACI) Publication:
a. 318 Building Code Requirements for Structural Concrete

2. American Society of Testing and Materials (ASTM) Publications:
a. A36 Standard Specification for Carbon Structural Steel b. A153 Standard Specification for Zinc Coating (Hot-Dip) on Iron and Steel Hardware
c. A615 Standard Specification for Deformed and Plain Carbon - Steel Bars for Concrete Reinforcement
d. C33 Standard Specification for Concrete Aggregates
e. C139 Standard Specification for Concrete Masonry Units for Construction of Catch Basins and Manholes
f. C150 Standard Specification for Portland Cement
g. C478 Standard Specification for Circular Precast Reinforced Concrete Manhole Sections
h. C857 Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility
Structures
i. C858 Standard Specification for Underground Precast Concrete Utility Structures
j. D882 Standard Test Method for Tensile Properties of Thin Plastic Sheeting

3. American Association of State Highway and Transportation Officials (AASHTO) Publication:
a. HB Standard Specifications for Highway Bridges

4. American National Standard Institute (ANSI) Publication:
a. C2 National Electrical Safety Code

5. National Fire Protection Association (NFPA) Publication:
a. 70 National Electrical Code (NEC)

6. Pacific Gas and Electric Company (PG&E) Standard:
a. Drawing Primary Electric Underground Equipment 062000 enclosures.

7. State of California Public Utilities Commission (Cal. PUC) Publication:
a. G.O.128 Construction of Underground Electric Supply and Communication System, Rule for
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16402 - 2 Underground Electrical Work

1.03 SUBMITTALS
A. Submit material or equipment data in accordance with the Product Review category of the General Conditions and the submittal requirements of Section 16010.

B. Manufacturer's Data and Shop Drawings:

1. Manhole and Handhole - Include a table of dimensions which shows proposed size of each manhole and handhole.

2. Manhole Frame and Cover

3. Handhole Frame and Cover

4. Sealing Material for Precast Manhole and Handhole Joints C. Certificates

1. Test Reports: Submit for approval 30 days before the materials are used, copies of laboratory test reports for the following:
a. Arc-proofing test for cable fireproofing materials
D. As-Built Drawings

1. Prepare as-built drawings of encased, concealed, and exposed raceways, ducts, junction boxes, pull boxes and electrical and instrumentation equipment.

2. Show routings, burial depths, manhole and handhole locations and sizes, and where applicable, connections to drainage systems.

3. Furnish the drawings to the Engineer in accordance with the requirements of Section 01300 (01 33 00).

PART 2 - PRODUCTS

2.01 GENERAL
A. Materials and equipment shall conform to the respective specifications and standards and to the specifications herein. Electrical ratings shall be as indicated.

B. Conduit: Provide per Section 16110.

C. Wire and Cable: Provide per Section 16120 and Section 16124.

2.02 HANDHOLES
A. Provide handholes of reinforced precast concrete, or injection molded composite plastic material. Handholes shall include a base, a body, extensions, and a cover.

Handholes with a perimeter of 10 feet or more (e.g., 3 feet by 2 feet) shall have both pulling irons and cable racks. All hardware shall be stainless steel, or hot-dip galvanized after fabrication; cable racking hardware, however, shall be non- metallic and corrosion resistant as manufactured by Pacific Utilities Supply (415) 495-4940 (see PG&E Standard Detail Drawing 028077), or equal. If no handhole size is shown on the Drawings, size units per NEC or provide 12 inches by 24 inches by 18 inches deep, whichever is larger. Handholes containing fiber optic cables shall be 32 inches by 48 inches by 36 inches deep at a minimum. Structure shall be fabricated in accordance with ACI 318.

B. Handholes shall be HS 20-44 as given in AASHTO HB.

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16402 - 3 Underground Electrical Work

2.03 WARNING TAPE
A. Provide plastic-metallic, detectable warning tape for installation above underground duct banks. Tape shall be designed for both conductive and inductive locating procedures.

B. Construction:

1. Tape shall consist of a minimum of three layers: a polyolefin pigmented film, an aluminum foil core, and a clear encapsulating film.

2. The tape material and ink shall be chemically inert and resistant to acids, alkalis, and other destructive substances likely to be encountered in soils.

3. Thickness: 5-mil minimum.

4. Width: 6-inches.

5. Tensile strength: 130 pound-feet minimum, per ASTM D882.

C. Color coding and markings:

1. For use above duct banks containing copper power, control, signal, and/or telecommunication cables: Red tape imprinted with “CAUTION BURIED ELECTRIC LINE BELOW.”
D. Manufacturer: Terra Tape Sentry Line Diamond Detectable by Reef Industries, Inc.; Detectable Underground Warning Tape by Emedco; or approved equal.

PART 3 - EXECUTION

3.01 TRENCHING, BACKFILL, AND COMPACTION
A. See Section 02300.

B. Warning Tape:

1. Install warning tape in backfill material, 6-inches above top of conduit or top of encasement for all underground duct banks.

2. Use clips from the tape manufacturer to ensure that splices or lateral tees in warning tape are electrically continuous for the entire length between accessible pulling point locations along the duct bank.

3.02 WIRE AND CABLE INSTALLATION
A. See Section 16120 and Section 16124.

3.03 UNDERGROUND RACEWAYS WITH CONCRETE ENCASEMENT
A. All underground raceways shall be encased in concrete unless otherwise specifically shown otherwise on the Drawings.

1. Concrete encasement shall be minimum of 3 inches around outer walls of raceways and minimum of 3 inches between raceways. Conduits shall be PVC Type EB Schedule 80.

2. Concrete shall be portland cement type with 4 sacks cement per cubic yard of concrete, maximum coarse aggregate size of 3/8-inches and shall have minimum strength of 3,000 psi after 28 days. Amount of water shall not exceed slump required for placement.

3. The concrete shall be dyed red throughout the ducts; surface treatment will not be acceptable. Colorant shall consist of an integral red-oxide coloring pigment in the proportion of 8 pounds per cubic yard of concrete. The costs, if any, of cleaning coloring pigment from the concrete delivery equipment and other related cleanings shall be considered as part of the work.

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16402 - 4 Underground Electrical Work

4. Underground raceways shall slope toward manholes, pullboxes, etc., at minimum rate of 3 inches per 100 feet unless indicated otherwise on Drawings. Raceway entrances in manholes, handholes, etc., shall be by means of bell ends and shall be sealed against entry of silt, debris, rodents, etc., into raceways.

5. Top of concrete encasement shall be minimum of 24 inches below grade.

6. Minimum radius of all horizontal bends in underground duct banks shall be 12 times nominal size of conduit for conduit sizes 3-inches and below and 24 times nominal size of conduits for conduits larger than 3-inches. Bends shall be formed of factory-made sweeps or continuous assembly of bend segments or curved segments, except that polyvinyl chloride conduits may be field formed. Minimum radius of all vertical bends in underground raceways shall be ten times nominal size of conduit. Vertical bends shall be made of rigid steel or permanently coated aluminum conduit.

7. Underground raceways within roadways shall be run parallel or perpendicular to road centerline.

8. Pull ropes left in underground raceways:
a. General purpose raceways:1/8-inch nylon or 3/16-inch polypropylene rope.
b. Fiber optic raceways: Low friction, polyethylene jacketed polypropylene rope.

9. Terminate conduits in end-bells where duct lines enter manholes and handholes. Provide structural support for concrete encased duct banks at the point where they terminate. Separators shall be of precast concrete, high impact polystyrene, steel, or any combination of these. Stagger the joints of the conduits by rows and layers so as to provide a duct line having the maximum strength. During construction, protect partially completed duct lines from the entrance of debris such as mud, sand and dirt by means of suitable conduit plugs. As each section of a duct line is completed, draw a brush through having the diameter of the duct, and having stiff bristles until the conduit is clear of all particles of earth, sand, and gravel; then immediately install conduit plugs. Unused conduits shall remain plugged.

B. Connections to Existing Ducts: Where connections to existing duct lines are indicated, excavate the lines to the maximum depth necessary. Cut off the lines and remove loose concrete from the conduits before new concrete encased ducts are installed. Provide a reinforced concrete collar, poured monolithically with the new duct line, to take the shear at the joint of the duct lines. Remove existing cables that constitute interference with the work. Abandon in place those used ducts and cables that do not interfere with the work.

C. Removal of Ducts: Where duct lines are removed from existing manholes, close the openings to waterproof the manhole. Chip out the wall opening to provide a key for the new section of wall.

D. See Section 16110 for additional requirements.

3.04 MANHOLES AND HANDHOLES
A. Provide manholes and handholes complete with all accessories, as indicated.

Provide additional handholes as needed so that the spacing between handholes does not exceed 300 feet.

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16402 - 5 Underground Electrical Work

B. Identification:

1. Identify each casting by having the manufacturer’s name and address cast into an interior face or permanently attached thereto.

2. Stencil manhole and handhole structure identification tags as indicated on the Drawings with paint inside the neck or interior wall beneath the lid with 3-inch- high yellow letters.

3. For manholes and handholes within a controlled site (i.e., not within the public right-of-way): Permanently mark the exposed top of each lid with the structure identification tag as indicated on the Drawings. Markings shall be welded, etched, stamped, or cast into the metal cover. Painted markings are not acceptable.

C. Manhole, Handhole, or Concrete Pullbox Grounding: Ground rods installed in electrical distribution system manholes, handholes, or concrete pullboxes shall be properly connected to the cable shielding, metallic sheath, and armor at each cable joint or splice by means of No. 4 AWG or equivalent braided tinned copper wire.

Connections to metallic cable sheaths shall be by means of tinned terminals soldered to ground wires and to cable sheaths. Care shall be taken in soldering not to damage metallic cable sheaths or shields. Ground rods shall be protected with a double wrapping of pressure-sensitive plastic tape for a distance of 2 inches above and 6 inches below concrete penetrations. Ground wires shall be protected with a double wrapping of pressure-sensitive plastic tape for a distance of 2 inches above and 6 inches below concrete penetrations. Ground wires shall be neatly and firmly attached to manhole and handhole walls and the amount of exposed bare wire shall be held to a minimum.

D. Installation of Cable in Manholes and Handholes: Do not install cables utilizing the shortest route, but route along those walls providing the longest route and the maximum spare cable lengths. Form all cables to closely parallel walls, not to interfere with duct entrances, and support on brackets and cable insulators at a maximum of 18 inches. In existing manholes, handholes and vaults where new ducts are to be terminated or where new cables are to be installed, provide cable supports and grounding as required for a neat and workmanlike installation with all cables properly arranged and supported. Support cable splices in underground structures by racks, leaving top space open for future cables, except as otherwise indicated for existing installations. Provide one spare three-insulator rack arm for each cable rack in each underground structure. Provide additional cable racks in each existing underground structure through which new cable is run.

END OF SECTION

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16402 - 6 Underground Electrical Work

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16405 - 1 Switchboards

SECTION 16405

SWITCHBOARDS
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Provisions: Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

1.02 APPLICABLE STANDARDS
A. American National Standard Institute (ANSI) Publications:

1. C57.13 Requirements for Instrument Transformers
B. International Electrical Testing Association (NETA) Publications:

1. ATS Acceptance Testing Specifications for Electric Power Distribution Equipment and Systems
C. National Electrical Manufacturers Association (NEMA) Publication:

1. PB2 Deadfront Distribution Switchboards
D. National Fire Protection Association (NFPA) Publication:

1. 70 National Electrical Code (NEC)
E. Underwriters Laboratories (UL) Publication:

1. 891 Deadfront Electrical Switchboards

1.03 SUBMITTALS
A. Submit material or equipment data in accordance with the Product Review category of the General Conditions and the submittal requirements of Section 16010.

B. Shop Drawings: Submit shop drawings which shall include: complete layout of equipment and devices; front and end elevations and floor plan to scale with major dimensions; structural details and overall weights; complete nameplate data and ratings of all devices; material, sizes, locations, and short circuit bracing rating of all buses; nameplate schedules; and circuit breaker time-current curves.

C. Regarding the seismic anchorage requirements of GC1 71, submit.

1. Certification of compliance or written notice of noncompliance, and

2. A sketch or description of the anchorage system for the installation of the new Automatic Transfer Switches (ATS) in each Switchboard.

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 CONDUIT AND WIRE INSTALLATION
A. Install conduit and wire in conformance with Section 16110 and 16120.

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16405 - 2 Switchboards

3.02 SWITCHBOARD INSTALLATION
A. Lace conductors to resist short circuit forces. Follow manufacturer's recommendations.

3.03 GROUNDING INSTALLATION
A. Ground in accordance with Section 16450.

3.04 FIELD TESTING
A. Test switchboard and circuit breakers in accordance with NETA Publication ATS Sections 8.1, 8.6, 8.10, and 8.11.

END OF SECTION

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16450 - 1 Electrical Grounding

SECTION 16450

ELECTRICAL GROUNDING
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Provisions: Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

B. Work Included: Furnish all labor, material, equipment, tools, and services necessary for the installation, connection and testing of all grounding as specified herein and as shown on the Drawings.

1.02 REFERENCE STANDARD
A. American Society for Testing and Materials (ASTM) Publication:

1. B228 Copper Clad Steel Conductors Specification

2. D178 Specifications for Rubber Insulating Matting
B. Institute of Electrical and Electronics Engineers:

1. 142 Grounding of Industrial and Commercial Power Systems (Green Book)
C. International Electrical Testing Association (NETA) Publication:

1. ATS Acceptance Testing Specifications for Electrical Equipment for Power Systems
D. National Fire Protection Association (NFPA):

1. 70 National Electrical Code (NEC)
E. Telecommunications Industry Association (TIA)

1. 607 Generic Telecommunications Bonding and Grounding (Earthing) for Customer Premises
F. Underwriters Laboratories (UL) Standards:

1. 467 UL Standard for Safety Grounding and Bonding Equipment

1.03 SUBMITTALS
A. Submit material or equipment data in accordance with the Product Information category of the General Conditions and the submittal requirements of Section 16010.

PART 2 - PRODUCTS

2.01 GENERAL
A. The grounding systems shall consist of the ground rods, grounding conductors, ground bus, ground fittings and clamps, and bonding conductors to water piping, structural steel and UFER grounding as shown on the Drawings. One system shown provides service and separately derived system grounds. A second system is an electronic ground system to provide for the discharge of static electricity.

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16450 - 2 Electrical Grounding

2.02 SYSTEM COMPONENTS
A. Ground Rods: Ground rods shall be cone pointed copper clad Grade 40 HS steel rods conforming to UL 467. The welded copper encased steel rod shall have a conductivity of not less than 27% of pure copper. Rods shall be not less than 3/4- inch in diameter and 10 feet long, unless otherwise indicated. Rods longer than 10 feet shall be made up of 10-foot units joined together with threaded couplings. The manufacturer's trademark shall be stamped near the top.

B. Ground Conductors: Buried conductors shall be medium-hard drawn bare copper; other conductors shall be soft drawn copper. Sizes over No. 6 AWG shall be stranded. Coat all ground connections except the exothermic welds with electrical joint compound, non-petroleum type, UL listed for copper and aluminum applications.

C. Ground Connections: Connection to ground rods and buried connections shall be made by irreversible, compression connectors, constructed of high-copper alloy, and manufactured specifically for the particular grounding application.

Connections to ground rods and buried connections shall be by exothermic weld.

Lugs for attachment of cables to steel enclosures shall be of the binding post type with a 1/2-13NC stud. Each post shall accommodate cables from #4 AWG to #4/0 AWG.

D. Ground Rod Boxes: Boxes shall be a 9-inch-diameter (minimum) precast concrete traffic rated unit with concrete traffic rated lid. Units shall be 12-inches deep. Covers shall be embossed with the wording "Ground Rod.” E. Equipment Grounding Plates: Equipment grounding plates shall be of the irreversible compression type suitable for embedment in cast concrete. Equipment grounding plates shall be made of high-strength, high-conductivity cast copper alloy body with a pure wrought copper compression element. Equipment grounding plate shall be 4 hole and suitable for termination with size #2-250kcmil copper conductors. Ground Plates shall be Hubbell/Burndy Type YGF or approved equal.

F. Exothermic Welds: Exothermic welded connections shall be Erico CADWELD, Hubbell BURNDYWeld or approved equal.

G. Insulating Tape: Insulating tape for copper conductors passing through concrete slabs shall be UL Listed, premium grade, 10-mil thick, pressure-sensitive vinyl insulating tape. Tape shall have elastic backing with strong adhesive strength.

Tape shall be 3M/Scotch Vinyl Insulation Tape 22 or approved equal.

H. Ground Enhancement Material (GEM): GEM must be permanent and maintenance free (no recharging with salts or chemicals which may be corrosive), maintain its earth resistance with time and not depend on water to maintain its conductivity.

GEM in its set form shall have a resistivity of not more than 20 ohm-cm. GEM shall be suitable for installation in dry form or slurry form, set up firmly and not dissolve or decompose or otherwise pollute the soil or local water table. GEM shall be manufactured by Erico Products or approved equal.

PART 3 - EXECUTION

3.01 INSTALLATION
A. Ground all equipment for which a ground connection is required per NEC whether or not the ground connection is specifically shown on the Drawings.

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16450 - 3 Electrical Grounding

B. Provide a ground wire in every conduit carrying a circuit of over 50 volts to ground.

C. Sizes shall be as indicated on the Conduit/Cable Schedule and in accordance with NEC Article 250.

D. Provide a grounding-type bushing for secondary feeder conduits that originate from the secondary section of each MCC section, switchboard, or panelboard.

E. Individually bond the raceway to the ground bus in the secondary section.

F. Provide a separate grounding conductor in each individual raceway for parallel feeders. Connect the parallel ground conductors together at each end of the parallel run, as required by the NEC.

G. Interconnect the secondary switchgear MCC or panelboard neutral bus to the ground bus in the secondary switchgear compartment only at the service entrance point. For wye connected, 3 phase, separately derived systems with 3 wire distribution, connect the transformer neutral to the grounding electrode system at the transformer. Connections shall be in accordance with the NEC.

H. Provide a ground ring with minimum burial depth of 36 inches or as indicated on the Drawings, whichever is greater.

I. Embed a grounding conductor in every duct bank as indicated. The ground conductor shall be terminated at the ground grid at each end of the duct bank.

Where no ground grid is installed, terminate at a suitable grounding electrode conductor near the end of the duct bank in accordance with the NEC.

J. Provide a ground rod box for each ground rod so as to permit ready access for the connection and/or removal of any pressure connectors to facilitate testing.

K. Install ground enhancement material around each ground rod per GEM manufacturer’s installation instructions. GEM shall extend 6 inches in all directions around the ground rod surface. GEM shall extend from 8 inches below top of ground rod to bottom of ground rod.

L. Bond metallic water piping at its entrance into each building. Ground separately derived electrical system neutrals to the metallic water piping in addition to the system driven ground, per NEC requirements.

M. Make embedded or buried ground connections, taps and splices with irreversible, compression connectors or exothermic welds. Do not conceal or cover ground connections until the Engineer or an authorized representative has established that every grounding connection conforms to the requirements of the Contract Documents and has given the Contractor written confirmation.

N. Effectively bond structural steel for buildings to the grounding system using exothermic welds.

O. Where bare copper ground conductor is installed through a new concrete slab, wrap the conductor with insulating tape before pouring concrete. Apply tape in half- lapped layers with sufficient tension to produce a uniform wind, with no tension on the last wrap to prevent flagging.

P. Provide a separate grounding conductor for each motor and connect at motor box.

Provide a supplemental ground connection for motor shaft grounding rings, where applicable.

Q. Provide supplemental external bonding jumpers from equipment to the grounding electrode system as shown on the Drawings.

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16450 - 4 Electrical Grounding

R. Shielded instrumentation cable shall have its shield grounded at one end only unless the approved Shop Drawings indicate otherwise. The grounding point shall be at the control panel or at the receiving end of the signal carried by the cable.

The termination of the shield drain wire shall be on its own terminal. Form an instrument signal ground block by jumping together the shield drain wire terminals, using manufactured terminal block jumpers or a #14 AWG green insulated conductor. Bond the instrument signal ground block to the main ground bus for the panel via a #12 AWG green insulated conductor.

3.02 TESTING
A. Testing shall be in accordance with Specification 16950 – Electrical Tests.

B. Furnish to the Engineer a test report with recorded data of each ground rod location.

END OF SECTION

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16460 - 1 Dry Type Transformers

SECTION 16460

DRY TYPE TRANSFORMERS
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

1.02 REFERENCE STANDARDS
A. National Fire Protection Association (NFPA):

1. 70 National Electrical Code
B. American National Standards Institute (ANSI):

1. C2 National Electrical Safety Code

2. C57.96 Guide for Loading Dry-Type Distribution and Power Transformers

3. NETA ATS Standard for Acceptance Testing Specifications for Electrical Power Equipment and Systems
C. National Electrical Manufacturers Association (NEMA):

1. ST 20 Dry-Type Transformers for General Applications D. Underwriters Laboratories (UL):

1. 5085-1 Low Voltage Transformers - Part 1: General
Requirements

2. 5085-2 Low Voltage Transformers - Part 2: General Purpose Transformers

3. 5085-3 Low Voltage Transformers - Part 3: Class 2 and Class 3 Transformers
E. U.S. Department of Energy Code of Federal Regulations:

1. 10 CFR Part 431 Energy Efficiency Program for Certain Commercial and Industrial Equipment (DOE 2016)
F. American Society for Testing and Materials (ASTM):

1. D635 Standard Test Method for Rate of Burning and/or Extent and Time of Burning of Plastics in a Horizontal Position G. State of California

1. Title 24 Building Energy Efficiency Standards

1.03 SUBMITTALS
A. Submit material or equipment data in accordance with the Product Review category of the General Conditions and the submittal requirements of Section 16010.

B. Submit a single complete submittal for all products covered by this Section.

C. Shop Drawings: Submit manufacturer's name and data as required:

1. Dimensional drawings showing conduit entry and exit locations

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16460 - 2 Dry Type Transformers

2. Transformer ratings:
a. kVA
b. Nominal primary voltage
c. Tap percentages
d. Nominal secondary voltage
e. Percent impedance
f. Weight
g. continuous current
h. Insulation Class
i. Sound Level
j. wiring diagram

3. Product datasheets
D. Submit seismic design certifications and anchorage descriptions as required by Section 01190.

E. Submit certified copies of factory testing.

F. Submit field acceptance test results.

1.04 FACTORY TESTING
A. Tests on transformers shall include the manufacturer's standard tests, including winding resistance, ratio, polarity, phase relation, no-load loss, impedance, full load losses, and dielectric tests. Certified copies shall show compliance with all referenced standards.

1.05 LOCATIONS
A. Refer to Section 16010 for definitions of types of locations.

PART 2 - PRODUCTS

2.01 GENERAL
A. Transformers shall be UL-listed and bear the UL label.

2.02 GENERAL PURPOSE DRY TYPE TRANSFORMERS
A. Transformers shall be dry type, general purpose, compliant with NEMA ST 20 and UL 5085-1 and 5085-2.

B. Energy Efficiency: Transformers shall meet the energy conservation standards of the Department of Energy Code of Federal Regulations 10 CFR Part 431 (also known as "DOE 2016"). The transformers shall meet the requirements of California Title 24, Part 6.

C. Transformers shall be designed for continuous operation at rated kVA, for 24 hours a day, 365 days a year operation, with normal life expectancy as defined in ANSI C57.96.

D. Transformers shall be "K Factor" rated where indicated on the drawings.

E. Ratings

1. KVA: as shown on the drawings

2. Voltage: as shown on the drawings

3. Frequency: 60Hz
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16460 - 3 Dry Type Transformers

4. Sound: not to exceed the requirements of NEMA ST 20 a. 0-9 kVA 40 db
b. 10-50 kVA 45 db
c. 51-150 kVA 50 db
F. Construction

1. Copper windings

2. Taps: 2 above and 2 below rated voltage, spaced at 2-1/2%

3. Insulation (all at 40°C ambient)
a. 2 kVA and smaller: 150°C insulation system, 80°C rise b. 3 to 15 kVA: 185°C insulation system, 115°C rise
c. 15 kVA and larger: 220°C insulation system, 150°C rise d. Materials shall be flame-retardant and shall not support combustion as defined in ASTM D635.

4. Equipped with drip shields
G. Manufacturers: Eaton, Schneider Electric, General Electric, or approved equal.

PART 3 - EXECUTION

3.01 TRANSFORMER INSTALLATION
A. Transformers shall be installed as indicated on the Drawings.

B. Transformer grounding shall be sized in accordance with NEC requirements for separately derived systems and shall be connected to the nearest cold-water pipe or, if available, structural steel member. Ground rod and connections shall be as detailed in Section 16450 (26 05 26). Provide conduit and wire for both the ground rod and cold-water pipe or structural steel member connections.

C. Lace secondary conductors to resist short circuit forces. Follow manufacturer's recommendations.

3.02 FIELD ACCEPTANCE TESTS
A. Test per applicable NETA ATS Inspection and Test Procedures. Submit results for review.

END OF SECTION
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16460 - 4 Dry Type Transformers

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16950 - 1 Electrical Tests

SECTION 16950

ELECTRICAL TESTS

1.01 SCOPE OF WORK
A. Th is Section specifies the work necessary to test, commission, and demonstrate that the electrical system satisfies the requirements of these Specifications and functions as required by the Contract Documents. The work of this Section is applicable to both pre and post energization testing required by the Manufacturer to facilitate sign-off on their respective equipment as well as pre and post energization testing performed by an independent third-party entity independent of manufacturers, suppliers, and installers of electrical equipment, installations, and systems.

B. The Work shall include furnishing the labor, equipment, and power required to support the testing indicated in other Divisions of these Specifications. Electrical testing indicated herein, and functional testing of power and controls not tested under Division 17 – Instrumentation, shall be completed before commencement of the Initial Operation Period as defined in Section 01650, for each phase of construction as indicated on the Drawings. This scope may require the Contractor to activate circuits, shutdown circuits, run equipment, make electrical measurements, replace blown fuses, and install temporary jumpers, etc.

C. Carry out tests indicated herein for individual items of materials and equipment in other Sections. Testing shall be done in accordance with the manufacturer's instructions, these Specifications, and applicable NETA Acceptance Testing Specifications, NEMA, ANSI, NFPA, and ASTM Standards.

D. Factory Acceptance Testing and other off-site test requirements are included in other Sections.

E. Corrections and Replacements

1. Before final acceptance, each part of the work shall be thoroughly tested, and each test shall be documented and submitted in accordance with the Contract Documents.

2. Any materials or equipment failing any test shall be corrected or replaced as required to pass the test at no additional cost to the Owner.

3. Any materials or equipment failing any test shall be re-tested after correction or replacement to verify compliance.

4. Any failures shall again be corrected or replaced, and then re-tested.

5. The correction/replacement/re-testing cycle shall continue until the item passes the required test(s).

1.02 REFERENCE STANDARDS
A. Electric equipment, materials, installation, and testing shall comply with the National Electrical Code (NEC), and shall also conform to the following codes and standards:

1. American National Standards Institute (ANSI)

2. InterNational Electrical Testing Association (NETA)

3. Institute of Electrical and Electronics Engineers (IEEE)

4. Occupational Health and Safety Administration (OSHA)

5. ASTM International Standard E329

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16950 - 2 Electrical Tests

6. IEEE 400, Guide for Field Testing and Evaluation of the Insulation of Shielded Power Cable Systems

7. IEEE 576, Recommended Practice for Installation, Termination, and Testing of Insulated Power Cable as Used in Industrial and Commercial Applications

8. National Fire Protection Association (NFPA) 70B, NEC for Maintenance

9. Telecommunications Industry Association (TIA) 568-C.2, Balanced Twisted- Pair Telecommunications Cabling and Components Standards.

1.03 SUBMITTALS
A. Submit complete system test procedures and test record forms for review. Test procedures shall include but not be limited to:

1. Detailed procedures, both pre and post energization testing requirements of the Manufacturer and independent third-party entity, in sufficient detail to verify conformance with these Specifications.

2. Incorporation of data collection and measurement values as shown in the sample test record forms provided at the end of this Section. Submitted test record forms shall include space for each of the fields listed, at a minimum.

3. Detailed comprehensive testing schedule including:
a. Electrical testing of each major area.
b. Each major piece of electrical distribution equipment. c. Each major electrical subsystem.
d. Duration of each test.
e. Milestone test completion date.
f. Date of test results submittals following completion of the tests. g. Names and qualifications of the individual(s) responsible for performing the testing, including a copy of current NETA Technician cards. h. Proof of NETA accreditation for the testing agency.

B. Following completion of the test submit the completed test results to the Engineer for review. The results shall include a dedicated section with the "as-left" settings of all devices, relays, circuit breakers, etc.

C. Test results shall be submitted in one submittal.

D. Test reports shall be based on NETA's latest Acceptance Testing Specifications having a sign-off, pass/fail data filed for each line item covered by NETA's Acceptance Testing Specifications latest edition.

1.04 QUALITY ASSURANCE
A. Testing Firm Qualifications:

1. Corporately and financially independent 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 NICET or NETA and having a minimum of 5 years testing experience on similar projects.

5. Technicians certified by NICET or NETA.

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16950 - 3 Electrical Tests

6. Registered Professional Engineer to provide comprehensive project report outlining services performed, results of such services, recommendations, actions taken, and opinions.

7. In compliance with OSHA CFR 29, Part 1910.7 criteria for accreditation of testing laboratories or a full member company of NETA.

B. Test equipment shall have an operating accuracy equal to or greater than requirements established by NETA ATS.

C. Test instrument calibration shall be in accordance with NETA ATS.

1.05 FIELD TESTS
A. All testing shall be performed in the presence of the Owner.

B. Any system material or workmanship that is found to be defective on the basis of acceptance tests shall be reported directly to the Owner.

PART 2 - PRODUCTS

2.01 PRE-ENERGIZATION AND OPERATING TESTS
A. The complete electrical system for each phase of construction shall be performance tested when first installed on-site. Each protective, switching, and control circuit shall be adjusted in accordance with the recommendations of the Protective Device Coordination Study required by Section 16961 and tested by actual operation using current injection or equivalent methods as necessary to ensure that each and every such circuit operates correctly to the satisfaction of the Owner.

1. Instrument Transformers. All instrument transformers shall be tested to verify correct polarity and burden.

2. Protective Relays. Each protective relay shall be demonstrated to operate by injecting current or voltage, or both, at the associated instrument transformer output terminal and observing that the associated switching and signaling functions occur correctly and in proper time and sequence to accomplish the protective function intended.

3. Switching Circuits. Each switching circuit shall be observed to operate the associated equipment being switched.

4. Control and Signal Circuits. Each control or signal circuit shall be observed to perform its proper control function or produce a correct signal output.

5. Metering Circuits. All metering circuits shall be verified to operate correctly from voltage and current sources, similarly to protective relay circuits.

6. Acceptance Tests. Complete acceptance tests shall be performed, after the station installation is completed, on all assemblies, equipment, conductors, and control and protective systems, as applicable, to verify the integrity of all the systems.

7. Relays and Metering Utilizing Phase Differences. All relays and metering that use phase differences for operation shall be verified by measuring phase angles at the relay under actual load conditions after operation commences.

B. Test Report. A test report covering the results of the tests required in the Pre- Energization and Operating Tests shall be delivered to the Engineer prior to energization. Acceptance Testing shall be in accordance with NETA ATS-, Standard for Acceptance Testing Specifications for Electrical Power Equipment

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16950 - 4 Electrical Tests

and Systems, published by the InterNational Electrical Testing Association. Tests shall be provided by both the manufacturer representative and independent third- party NETA accredited testing agency where required.

2.02 FIELD TESTS BY MANUFACTURER’S OR SUPPLIERS
A. All field tests shall be performed by the Manufacturers or Suppliers.

2.03 TEST REQUIREMENTS
A. The following test requirements supplement test and acceptance criteria that may be stated elsewhere.

1. Lighting: Switching. Circuitry is in accordance with panel schedules. All interior and exterior lighting shall be checked for proper operation.

2. Activate ground fault tripping by operating test features provided with ground current protective systems and by injecting a known and reasonable current in the ground current sensor circuit. In general, ground fault tripping should occur at a ground current equivalent to 20 percent of phase current. Current injection is not required of circuit 400 amperes or less.

B. Switchgear and Switchboard Assemblies

1. Visual and Mechanical Inspection
a. Compare equipment nameplate data with drawings and specifications. b. Inspect physical and mechanical condition.
c. Inspect anchorage, alignment, grounding, and required area clearances.
d. Verify the unit is clean and all shipping bracing, loose parts, and documentation shipped inside cubicles have been removed. e. Verify that fuse and circuit breaker sizes and types correspond to drawings and coordination study as well as to the circuit breaker’s address for microprocessor-communication packages.
f. Verify that current and voltage transformer ratios correspond to drawings.
g. Verify that wiring connections are tight and that wiring is secure to prevent damage during routine operation of moving parts. h. Inspect bolted electrical connections for high resistance using one or more of the following methods:
1) Use of a low-resistance ohmmeter.
2) Verify tightness of accessible bolted electrical connections by calibrated torque-wrench method in accordance with
manufacturer’s published data or NETA ATS Table 100.12. i. Verify operation and sequencing of interlocking systems. j. Verify appropriate lubrication on moving current-carrying parts and on moving and sliding surfaces.
k. Inspect insulators for evidence of physical damage or contaminated surfaces.
l. Verify correct barrier and shutter installation and operation. m. Exercise all active components.
n. Inspect mechanical indicating devices for correct operation. o. Verify that filters are in place and vents are clear. p. Inspect control power transformers.

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16950 - 5 Electrical Tests

1) Inspect for physical damage, cracked insulation, broken leads, tightness of connections, defective wiring, and overall general condition.
2) Verify that primary and secondary fuse or circuit breaker ratings match drawings.
3) Verify correct functioning of drawout disconnecting contacts, grounding contacts, and interlocks.

2. Electrical Tests
a. Perform resistance measurements through bolted electrical connections with a low-resistance ohmmeter.
b. Perform insulation-resistance tests on each bus section, phase-to- phase, and phase-to-ground, for one minute in accordance with NETA ATS Table 100.1.
c. Perform a dielectric withstand voltage test on each bus section, each phase-to-ground with phases not under test grounded, in accordance with manufacturer’s published data. If manufacturer has no recommendation for this test, it shall be in accordance with NETA ATS Table 100.2. The test voltage shall be applied for one minute. d. Perform insulation-resistance tests on control wiring with respect to ground. Applied potential shall be 500 volts dc for 300-volt rated cable and 1000 volts dc for 600-volt rated cable. Test duration shall be one minute. For units with solid-state components or control devices that cannot tolerate the applied voltage, follow the manufacturer’s recommendation.
e. Perform ground-resistance tests in accordance with paragraph 2.03G. f. Control Power Transformers
1) Perform insulation-resistance tests. Perform measurements from winding-to-winding and each winding-to-ground. Test voltages shall be in accordance with NETA ATS Table 100.1 unless otherwise specified by the manufacturer.
2) Perform a turns-ratio test on all tap positions.
3) Perform secondary wiring integrity test. Disconnect transformer at secondary terminals and connect secondary wiring to a rated secondary voltage source. Verify correct potential at all devices. 4) Verify correct secondary voltage by energizing the primary winding with system voltage. Measure secondary voltage with the secondary wiring disconnected.
5) Verify correct function of control transfer relays located in the switchgear with multiple control power sources.
g. Voltage Transformers
1) Perform secondary wiring integrity test. Verify correct potential at all devices.
2) Verify secondary voltages by energizing the primary winding with system voltage.
h. Perform current-injection tests on the entire current circuit in each section of switchgear:
1) Perform current tests by secondary injection with magnitudes such that a minimum current of 1.0 ampere flows in the secondary circuit. Verify correct magnitude of current at each device in the circuit.

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2) Perform current tests by primary injection with magnitudes such that a minimum of 1.0 ampere flows in the secondary circuit.

Verify correct magnitude of current at each device in the circuit. i. Perform system function tests in accordance with NETA ATS Section 8. j. Verify operation of cubicle switchgear/switchboard space heaters. k. Perform phasing checks on double-ended or dual-source switchgear to insure correct bus phasing from each source.

3. Test Values – Visual and Mechanical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Bolt-torque levels shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.12.

4. Test Values – Electrical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Insulation-resistance values of bus insulation shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.1. Values of insulation resistance less than this table or manufacturer’s recommendations should be investigated. Dielectric withstand voltage tests shall not proceed until insulation-resistance levels are raised above minimum values.
c. If no evidence of distress or insulation failure is observed by the end of the total time of voltage application during the dielectric withstand test, the test specimen is considered to have passed the test. d. Minimum insulation-resistance values of control wiring shall not be less than two megohms.
e. Results of ground-resistance tests shall be in accordance with paragraph 2.03G.
f. Control Power Transformers
1) Insulation-resistance values of control power transformers shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.1.

Values of insulation resistance less than this table or manufacturer’s recommendations should be investigated.
2) Turns-ratio test results shall not deviate by more than one-half percent from either the adjacent coils or the calculated ratio. 3) Secondary wiring shall be in accordance with design drawings and specifications.
4) Secondary voltage shall be in accordance with design specifications.
5) Control transfer relays shall perform as designed.
g. Voltage transformers
1) Secondary wiring shall be in accordance with design drawings and specifications.
2) Secondary voltage shall be in accordance with design specifications.
h. Current-injection tests shall prove current wiring is in accordance with design specifications.

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i. Results of system function tests shall be in accordance with NETA ATS Section 8.
j. Heaters shall be operational.
k. Phasing checks shall prove the switchgear or switchboard phasing is correct and in accordance with the system design.

C. Low Voltage Cables-600 volts Maximum

1. Visual and Mechanical Inspection
a. Compare cable data with Drawings and Specifications. b. Inspect exposed sections of cables for physical damage and correct connection in accordance with single-line diagram.
c. Inspect bolted electrical connections for high resistance using one of the following methods:
1) Use of low-resistance ohmmeter
2) Verify tightness of accessible bolted electrical connections by calibrated torque-wrench method in accordance with
manufacturer's published data or NETA ATS Table 100.12. d. Inspect compression-applied connectors for correct cable match and indentation.
e. Inspect for correct identification and arrangements. f. Inspect cable jacket insulation and condition.

2. Electrical Tests
a. Perform insulation-resistance test on each conductor with respect to ground and adjacent conductors. Applied potential shall be 500 volts dc for 300 volt rated cable and 1000 volts dc for 600 volt rated cable. Test duration shall be 1 minute.
1) Motor feeders tested with motors disconnected and controller open.
2) Motor control circuits tested and verified for proper operation with control stations and overcurrent devices connected.
3) Panelboard feeders tested with feeder breaker open and panelboard connected. If a lighting transformer is associated with the panelboard, it shall be connected and the test made for both primary and secondary sides.
4) Conductors of main lighting feeders, including lighting panel with branch circuits open.
5) Prior to performing insulation resistance tests on cables, verify that they are not connected to a solid state device.
6) Equipment which may be damaged during this test shall be disconnected.
7) The Engineer shall be consulted if minimum insulation values cannot be obtained.
b. Perform resistance measurements through all bolted connections with low-resistance ohmmeter, if applicable.
c. Perform continuity test to ensure correct cable connection. d. Perform the following industry-standard operational and performance tests on each Category 6 Ethernet cable as detailed in ANSI/EIA-568-C:
1) Wire map (pass/fail)
2) Propagation delay (pass/fail)
3) Delay skew (pass/fail)
4) Cable length
5) Insertion loss (attenuation)

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6) Return loss (pass/fail)
7) Near-end crosstalk (NEXT) (pass/fail)
8) Power sum near-end crosstalk (PSNEXT) (pass/fail)
9) Equal level far-end crosstalk (ELFEXT)
10) Power sum equal level far-end crosstalk (PSELFEXT).

3. Test Values - Visual and Mechanical
a. Compare bolted connection resistance to values of similar connections.

Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Bolt-torque levels shall be in accordance with NETA ATS Table 100.12 unless otherwise specified by the manufacturer.

4. Test Values - Electrical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Insulation-resistance values shall be in accordance with manufacturer's published data. In the absence of manufacturer's published data, use NETA ATS Table 100.1. Values of insulation resistance less than this table or manufacturer's recommendations shall be investigated. c. Cable shall exhibit continuity.
d. Deviations in resistance between parallel conductors shall be investigated.
e. Compare Category 6 Ethernet test values against TIA 568-C for determination of pass/fail status.

D. Low Voltage Safety Switches

1. Visual and Mechanical Inspection
a. Compare equipment nameplate data with drawings and specifications. b. Inspect physical and mechanical condition.
c. Inspect anchorage, alignment, grounding, and required clearances. d. Verify the unit is clean.
e. Verify correct blade alignment, blade penetration, travel stops, and mechanical operation.
f. Verify that fuse sizes and types are in accordance with drawings, short- circuit studies, and coordination study.
g. Verify that each fuse has adequate mechanical support and contact integrity.
h. Inspect bolted electrical connections for high resistance using one or more of the following methods:
1) Use of a low-resistance ohmmeter.
2) Verify tightness of accessible bolted electrical connections by calibrated torque-wrench method in accordance with
manufacturer’s published data or NETA ATS Table 100.12
i. Verify operation and sequencing of interlocking systems. j. Verify correct phase barrier installation.
k. Verify correct operation of all indicating and control devices. l. Verify appropriate lubrication on moving current-carrying parts and on moving and sliding surfaces.

2. Electrical Tests
a. Perform resistance measurements through bolted electrical connections with a low-resistance ohmmeter, if applicable.
b. Measure contact resistance across each switchblade and fuse holder.

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c. Perform insulation-resistance tests for one minute on each pole, phase- to-phase and phase-to ground with switch closed, and across each open pole. Apply voltage in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.1
d. Measure fuse resistance.

3. Test Values – Visual and Mechanical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Bolt-torque levels shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.12.

4. Test Values – Electrical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Microohm or dc millivolt drop values shall not exceed the high levels of the normal range as indicated in the manufacturer’s published data. If manufacturer’s published data is not available, investigate values that deviate from adjacent poles or similar switches by more than 50 percent of the lowest value.
c. Insulation-resistance values shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.1. Values of insulation resistance less than this table or manufacturer’s recommendations should be investigated.

Dielectric withstand voltage tests shall not proceed until insulation- resistance levels are raised above minimum values.
d. Investigate fuse-resistance values that deviate from each other by more than 15 percent.

E. Molded and Insulated Case Circuit Breakers

1. Visual and Mechanical Inspection
a. Compare equipment nameplate data with drawings and specifications. b. Inspect physical and mechanical condition.
c. Inspect anchorage and alignment.
d. Verify the unit is clean.
e. Operate the circuit breaker to insure smooth operation. f. Inspect bolted electrical connections for high resistance using one or more of the following methods:
1) Use of a low-resistance ohmmeter.
2) Verify tightness of accessible bolted electrical connections by calibrated torque-wrench method in accordance with
manufacturer’s published data or NETA ATS Table 100.12
g. Inspect operating mechanism, contacts, and arc chutes in unsealed units.
h. Perform adjustments for final protective device settings in accordance with the coordination study.

2. Electrical Tests
a. Perform resistance measurements through bolted connections with a low-resistance ohmmeter.

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b. Perform insulation-resistance tests for one minute on each pole, phase- to-phase and phase-to ground with the circuit breaker closed, and across each open pole. Apply voltage in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.1.
c. Perform a contact/pole-resistance test.
d. Determine long-time pickup and delay by primary current injection. e. Determine short-time pickup and delay by primary current injection. f. Determine ground-fault pickup and time delay by primary current injection.
g. Determine instantaneous pickup by primary current injection. h. Test functions of the trip unit by means of secondary injection. i. Perform minimum pickup voltage tests on shunt trip and close coils in accordance with manufacturer’s published data.
j. Verify correct operation of auxiliary features such as trip and pickup indicators, zone interlocking, electrical close and trip operation, trip-free, anti-pump function, and trip unit battery condition. Reset all trip logs and indicators.
k. Verify operation of charging mechanism.

3. Test Values – Visual and Mechanical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Bolt-torque levels shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.12.
c. Settings shall comply with coordination study recommendations.

4. Test Values – Electrical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Insulation-resistance values shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.1. Values of insulation resistance less than this table or manufacturer’s recommendations should be investigated. c. Microohm or dc millivolt drop values shall not exceed the high levels of the normal range as indicated in the manufacturer’s published data. If manufacturer’s published data is not available, investigate values that deviate from adjacent poles or similar breakers by more than 50 percent of the lowest value.
d. Insulation-resistance values of control wiring shall not be less than two megohms.
e. Long-time pickup values shall be as specified, and the trip characteristic shall not exceed manufacturer’s published time-current characteristic tolerance band, including adjustment factors. If manufacturer’s curves are not available, trip times shall not exceed the value shown in NETA ATS Table 100.7.
f. Short-time pickup values shall be as specified, and the trip characteristic shall not exceed manufacturer’s published time-current tolerance band.

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g. Ground fault pickup values shall be as specified, and the trip characteristic shall not exceed manufacturer’s published time-current tolerance band.
h. Instantaneous pickup values shall be as specified and within manufacturer’s published tolerances. In the absence of manufacturer’s published data, refer to NETA ATS Table 100.8.
i. Pickup values and trip characteristics shall be within manufacturer’s published tolerances.
j. Minimum pickup voltage of the shunt trip and close coils shall conform to the manufacturer’s published data. In the absence of the manufacturer’s published data, refer to NETA ATS Table 100.20. k. Breaker open, close, trip, trip-free, anti-pump, and auxiliary features shall function as designed.
l. The charging mechanism shall operate in accordance with manufacturer’s published data.

F. Solid State Protective Relays

1. Visual and Mechanical Inspection
a. Compare equipment nameplate data with drawings and specifications. b. Inspect relays and cases for physical damage. Remove shipping restraint material.
c. Tighten case connections. Inspect cover for correct gasket seal. Clean cover glass. Inspect shorting hardware, connection paddles, and/or knife switches. Remove any foreign material from the case. Verify target reset.

2. Electrical Tests
a. Perform insulation-resistance test on each circuit-to-frame. Determine from the manufacturer’s instructions the allowable procedures for this test for solid-state and microprocessor-based relays.
b. Inspect targets and indicators.
1) Determine pickup and dropout of relay targets.
2) Verify operation of all light-emitting diode indicators. 3) Set contrast for liquid-crystal display readouts.
4) Test and record for minimum trip on all taps and leave on tap to be used. Submit recorded test data to the Engineer.
5) The minimum trip accuracy for protective relays is +/-5% and the time curve calibration is +/-% from manufacture’s rating and curves for the particular relay.
6) Primary side current injection shall be performed on each current transformer (CT) to verify complete functional protection system. c. Functional Operation
1) 25 – Sync Check Relay
a) Determine closing zone at rated voltage.
b) Determine maximum voltage differential that permits closing at zero degrees.
c) Determine live line, live bus, dead line, and dead bus set points.
d) Determine time delay.
e) Verify dead bus/live line, dead line/live bus and dead bus/dead line control functions
2) 27 – Undervoltage Relay
a) Determine dropout voltage.

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b) Determine time delay.
c) Determine the time delay at a second point on the timing curve for inverse time relays.
3) 32 – Reverse Power Relay
a) Determine minimum pickup at maximum torque angle.
b) Determine closing zone.
c) Determine maximum torque angle.
d) Determine time delay.
e) Verify the time delay at a second point on the timing curve for inverse time delay
4) 46 – Current Balance Relay
a) Determine pickup of each unit.
b) Determine percent slope.
c) Determine time delay.
5) 47 – Phase Sequence or Phase Balance Voltage Relay
a) Determine positive sequence voltage to close the normally open contact.
b) Determine positive sequence voltage to open the normally closed contact (undervoltage trip).
c) Verify negative sequence trip.
d) Determine time delay to close the normally open contact with sudden application of 120 percent of pickup.
e) Determine time delay to close the normally closed contact upon removal of voltage when previously set to rated system voltage.
6) 49T – Temperature (RTD) Relay
a) Determine trip resistance.
b) Determine reset resistance.
7) 50 – Instantaneous Overcurrent Relay
a) Determine pickup.
b) Determine dropout.
c) Determine time delay.
8) 51 – Time Overcurrent
a) Determine minimum pickup.
b) Determine time delays at two points on the time current curve.
9) 59 – Overvoltage Relay
a) Determine overvoltage pickup.
b) Determine time delay to close the contact with sudden application of 120 percent of pickup.
10) 81 – Frequency Relay
a) Verify frequency set points.
b) Determine time delay.
c) Determine undervoltage cutoff.
11) 87 – Differential’
a) Determine operating unit pickup.
b) Determine the operation of each restraint unit.
c) Determine slope.
d) Determine harmonic restraint.
e) Determine instantaneous pickup.

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d. Control Verification
1) Verify that each of the relay contacts performs its intended function in the control scheme including breaker trip tests, close inhibit tests, 86 lockout tests, and alarm functions.
e. System tests
1) After the equipment is initially energized, measure magnitude and phase angle of all inputs and compare to expected values. 2) Test critical logic and controls including source transfer logic, tie breaker interlocks, generator starting and stopping, etc. f. Test Values
1) Use manufacturer’s recommended tolerances when other tolerances are not specified.
2) When critical test points are specified, the relay shall be calibrated to those points even though other test points may be out of tolerance.

G. Grounding System

1. Visual and Mechanical Inspection
a. Verify ground system is in compliance with drawings, specifications, and NFPA 70 National Electrical Code Article 250.
b. Inspect physical and mechanical condition.
c. Inspect bolted electrical connections for high resistance using one or more of the following methods:
1) Use of low-resistance ohmmeter.
2) Verify tightness of accessible bolted electrical connections by calibrated torque-wrench method in accordance with
manufacturer’s published data or NETA ATS Table 100.12. d. Inspect anchorage.

2. Electrical Tests
a. Perform resistance measurements through bolted connections with a low-resistance ohmmeter.
b. Perform fall-of-potential or alternative test in accordance with ANSI/IEEE 81 on the main grounding electrode or system. c. Perform point-to-point tests to determine the resistance between the main grounding system and all major electrical equipment frames, system neutral, and derived neutral points.

3. Test Values – Visual and Mechanical
a. Grounding system electrical and mechanical connections shall be free of corrosion.
b. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. c. Bolt-torque levels shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.12.

4. Test Values – Electrical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. The resistance between the main grounding electrode and ground shall be no greater than five ohms for large commercial or industrial systems and one ohm or less for generating or transmission station grounds

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unless otherwise specified by the owner. (Reference ANSI/IEEE Standard 142)
c. Investigate point-to-point resistance values that exceed 0.5 ohm.

H. Battery Chargers

1. Visual and Mechanical Inspection Plan
a. Compare equipment nameplate data with drawings and specifications. b. Inspect physical and mechanical condition.
c. Inspect anchorage, alignment, and grounding.
d. Verify the units are clean.
e. Inspect bolted electrical connections for high resistance using one or more of the following methods:
1) Use of a low-resistance ohmmeter.
2) Verify tightness of accessible bolted electrical connections by calibrated torque-wrench method in accordance with
manufacturer’s published data or NETA ATS Table 100.12
f. Inspect filter and tank capacitors.
g. Verify operation of cooling fans and presence of filters.

2. Electrical Tests
a. Perform resistance measurements through all bolted connections with a low-resistance ohmmeter.
b. Verify float voltage, equalize voltage, and high voltage shutdown settings.
c. Verify current limit.
d. Verify correct load sharing (parallel chargers).
e. Verify calibration of meters in accordance with NETA ATS Section 7.11. f. Verify operation of alarms.
g. Measure and record input and output voltage and current. h. Measure and record ac ripple current and voltage imposed on the battery.
i. Perform full-load testing of charger.

3. Test Values – Visual and Mechanical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Bolt-torque levels shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.12.

4. Test Values – Electrical
a. Compare bolted connection resistance values to values of similar connections. Investigate values that deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Float and equalize voltage settings shall be in accordance with the battery manufacturer’s published data.
c. Current limit shall be within manufacturer’s recommended maximum. d. Results of load sharing between parallel chargers shall be in accordance with system design specifications.
e. Results of meter calibration shall be in accordance with manufacturer’s published data.
f. Results of alarm operation shall be in accordance with manufacturer’s published data and system design.

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g. Input and output voltage shall be in accordance with manufacturer’s published data.
h. AC ripple current and voltage imposed on the battery shall be in accordance with manufacturer’s published data.
i. Charger shall be capable of manufacturer’s specified full load.

I. Standby Generator System

1. Visual and Mechanical Inspection
a. Compare equipment nameplate data with drawings and specifications. b. Inspect physical and mechanical condition.
c. Inspect anchorage, alignment, and grounding.
d. Verify the unit is clean.
e. Inspect for blockage of ventilating passageways.
f. Inspect for proper operation of jack water heaters.
g. Inspect integrity of engine cooling and fuel supply systems. h. Verify that there is no excessive mechanical and electrical noise. i. Inspect for overheating of engine or generator.
j. Inspect proper installation of vibration isolators.
k. Inspect proper cooling liquid type and level

2. Electrical and Mechanical Tests
a. Perform insulation-resistance tests in accordance with ANSI/IEEE Standard 43.
1) Machines larger than 200 horsepower (150 kilowatts):

Test duration shall be ten minutes. Calculate polarization index. 2) Machines 200 horsepower (150 kilowatts) and less:

Test duration shall be one minute. Calculate the dielectric- absorption ratio
b. Test protective relay devices in accordance with paragraph 2.03F. c. Verify phase rotation, phasing, and synchronized operation as required by the application.
d. Functionally test engine shutdown for low oil pressure, overtemperature, overspeed, and other protection features as applicable.
e. Conduct performance test in accordance with ANSI/NFPA 110. f. Verify correct functioning of the governor and regulator.

3. Test Values – Visual and Mechanical
a. Anchorage, alignment, and grounding should be in accordance with manufacturer’s published data and system design.

4. Test Values – Electrical
a. The recommended minimum insulation resistance (IR 1 min) test results in megohms shall be in accordance with NETA ATS Table 100.11 1) The polarization index value shall not be less than 2.0. 2) The dielectric absorption ratio shall not be less than 1.4. b. Protective relay device test results shall be in accordance with paragraph 2.03F.
c. Phase rotation, phasing, and synchronizing shall be in accordance with system design requirements.
d. Low oil pressure, overtemperature, overspeed, and other protection features shall operate in accordance with manufacturer’s published data and system design requirements.
e. Vibration levels shall be in accordance with manufacturer’s published data and shall be compared to baseline data.

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f. Performance tests shall conform to manufacturer’s published data and ANSI/NFPA Standard 110.
g. Governor and regulator shall operate in accordance with manufacturer’s published data and system design requirements.

J. Automatic Transfer Switch

1. Visual and Mechanical Inspection
a. Compare equipment nameplate data with drawings and specifications. b. Inspect physical and mechanical condition.
c. Inspect anchorage, alignment, grounding, and required clearances. d. Verify the unit is clean.
e. Verify appropriate lubrication on moving current-carrying parts and on moving and sliding surfaces.
f. Verify that manual transfer warnings are attached and visible. g. Verify tightness of all control connections.
h. Inspect bolted electrical connections for high resistance using one or more of the following methods:
1) Use of a low-resistance ohmmeter.
2) Verify tightness of accessible bolted electrical connections by calibrated torque-wrench method in accordance with
manufacturer’s published data or NETA ATS Table 100.12. i. Perform manual transfer operation.
j. Verify positive mechanical interlocking between normal and alternate sources.

2. Electrical Tests
a. Perform resistance measurements through bolted connections with a low-resistance ohmmeter.
b. Perform insulation-resistance tests on all control wiring with respect to ground. Applied potential shall be 500 volts dc for 300-volt rated cable and 1000 volts dc for 600-volt rated cable. Test duration shall be one minute. For units with solid-state components or for control devices that cannot tolerate the applied voltage, follow manufacturer’s recommendation.
c. Perform a contact/pole-resistance test.
d. Verify settings and operation of control devices.
e. Calibrate and set all relays and timers in accordance with paragraph

2.03F.
f. Verify phase rotation, phasing, and synchronized operation as required by the application.
g. Perform automatic transfer tests:
1) Simulate loss of normal power.
2) Return to normal power.
3) Simulate loss of emergency power.
4) Simulate all forms of single-phase conditions.
h. Verify correct operation and timing of the following functions:
1) Normal source voltage-sensing and frequency-sensing relays. 2) Engine start sequence.
3) Time delay upon transfer.
4) Alternate source voltage-sensing and frequency-sensing relays. 5) Automatic transfer operation.
6) Interlocks and limit switch function.
7) Time delay and retransfer upon normal power restoration.

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8) Engine cool down and shutdown feature.

3. Test Values – Visual and Mechanical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Bolt-torque levels shall be in accordance with manufacturer’s published data. In the absence of manufacturer’s published data, use NETA ATS Table 100.12.

4. Test Values – Electrical
a. Compare bolted connection resistance values to values of similar connections. Investigate values which deviate from those of similar bolted connections by more than 50 percent of the lowest value. b. Insulation-resistance values of control wiring shall not be less than two megohms.
c. Microhm or dc millivolt drop values shall not exceed the high levels of the normal range as indicated in the manufacturer’s published data. If manufacturer’s published data is not available, investigate values that deviate from adjacent poles or similar switches by more than 50 percent of the lowest value.
d. Control devices shall operate in accordance with manufacturer’s published data.
e. Relay test results shall be in accordance with paragraph 2.03F. f. Phase rotation, phasing, and synchronization shall be in accordance with system design specifications.
g. Automatic transfers shall operate in accordance with manufacturer’s design.
h. Operation and timing shall be in accordance with manufacturer’s and system design requirements
K. Test ground fault interrupter (GFI) receptacles and circuit breakers for proper operation by methods sanctioned by the receptacle manufacturer.

L. A functional test and check of electrical components is required prior to performing subsystem testing and commissioning. Compartments and equipment shall be cleaned as required by other provisions of these Specifications before commencement of functional testing. Functional testing shall comprise:

1. Visual and physical check of cables, circuit breakers, transformers, and connections associated with each item of new and modified equipment.

2. Verification that electrical equipment has been labeled with Arc Flash protection boundary and PPE levels, as required by Section 16961.

3. Setting of protective relays in conformance with results of the Short Circuit Study required by Section 16961 and testing of relays to assure that relays will trip at the current value and time required by the Study.

4. Circuit Breakers:
a. Circuit breakers that have adjustable time or pick-up settings for ground current, instantaneous overcurrent, short-time overcurrent, or long-time overcurrent, shall be field-adjusted by a representative of the circuit breaker manufacturer.
b. Time and pickup setting shall correspond to the recommendations of the Short Circuit Study.
c. Setting shall be tabulated and proven for each circuit breaker in its installed position.

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d. Test results shall be certified by the person performing the tests and shall be submitted to the Engineer.

M. Subsystem testing for each phase of construction shall occur after the proper operation of alarm and status contacts has been demonstrated or otherwise accepted by the Owner and after process control devices have been adjusted as accurately as possible. Alarm conditions shall be simulated for each alarm point, and alarm indicators shall be checked for proper operation. It is intended that the Contractor will adjust limit switches and level switches to their operating points prior to testing and will set pressure switches, flow switches, and timing relays as dictated by operating results.

N. Subsystems shall be defined as individual and groups of pumps, conveyor systems, chemical feeders, air conditioning units, ventilation fans, air compressors, etc.

O. After initial settings have been completed, each subsystem shall be operated in the manual mode and it shall be demonstrated that operation is in compliance with the Contract Documents. Once the manual mode of operation has been proven, automatic operation shall be demonstrated to verify such items as proper start and stop sequence of pumps, proper operation of valves, proper speed control, etc.

2.04 TEST REPORTS
A. The test report shall include the following:

1. Summary of project.

2. Description of equipment tested.

3. Description of test.

4. Test data.

5. Analysis and recommendations.

B. Test data records shall include the following minimum requirements:

1. Identification of the testing organization.

2. Equipment identification.

3. Humidity, temperature, and other atmospheric conditions that may affect the results of the tests/calibrations.

4. Date of inspections, tests, maintenance, and/or calibrations.

5. Identification of the testing technician.

6. Indication of inspections, tests, maintenance, and/or calibrations to be performed and recorded.

7. Indication of expected results when calibrations are to be performed.

8. Indication of "as-found" and "as-left" results.

9. Sufficient spaces to allow all results and comments to be indicated.

C. The Contractor shall submit the complete report to the Engineer for review.

PART 3 - EXECUTION

3.01 FIELD TESTS
A. The Contractor shall provide ten Working Days' notice to the Owner prior to any field testing to permit witnessing of the testing.

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TEST RECORD SHEETS
The test record sheets listed below are provided as an example to demonstrate the minimum requirements to be included on test record sheets for electrical equipment and of the electrical installation as required by these specifications. Sample copies of each sheet are attached.

Sheet
No. Title
1 Insulation Resistance (Power, Control Wire, and Cable) Test Record 2 Insulation Resistance (Instrument Wire and Cable) Test Record 3 DC High Potential (Medium Voltage Cable) Test Record
4 Ground Electrode Testing Test Record
5 Neutral Grounding Resistor Test Record
6 Bonding Resistance Readings (Nonelectrical Equipment/Structures) Test Record 7 Bonding Resistance Readings (Electrical Equipment) Test Record 8 Insulation Resistance (Transformer) Test Record
9 Insulation Resistance (Equipment) Test Record
10 Insulation Resistance (Rotating Equipment) Test Record 11 Equipment Absorption Ratio and Polarization Index Test Record 12 Medium Voltage Circuit Test Record
13 Electric Motor Run-In Test Record
14 Thermographic Inspection Test Record
15 Ethernet Cable Test Record

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Sheet 1

INSULATION RESISTANCE
(POWER, CONTROL WIRE, AND CABLE)

TEST RECORD

TEST EQUIPMENT: TEST VOLTAGE:

TEST EQUIPMENT: TEST VOLTAGE:

AMBIENT TEMPERATURE: ºC ºF DATE:

NOTES: 1. Perform Insulation Resistance Test (megger) between each conductor and all other conductors and metallic sheath for cables with nonshielded conductors. Test between each conductor and shield for multiconductor cables with shielded conductors. Record lowest reading for each cable.

2. Use 1,000-V test set for cable rated 600 volts and 2,500-V test set for cable rated over 600 volts.

3. Readings will vary inversely with temperature and cable length. When the use of temperature correction factors is specified, attach a second sheet with computed values. Indicate on each sheet “measured” or “temperature corrected.”
Panel No. Cable Wire or Cable Insulation
Circuit No.

Feeder No.

Wire
Tagging
Rated
Voltage

Quantity

Size

From

To
Resistance
(megohms)
*

Initial
s

*Minimum acceptable values:

Cable Rated
Voltage

Test
Duration

Resistance for
Cable Only
Cable/Wire Size
or Amperage
(megohms)
Resistance When Cable
Connected to Equipment
(ohms)

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 2

INSULATION RESISTANCE
(INSTRUMENT WIRE AND CABLE)

TEST RECORD

TEST EQUIPMENT: TEST VOLTAGE:

TEST EQUIPMENT: TEST VOLTAGE:

AMBIENT TEMPERATURE: ºC ºF DATE:

NOTES: 1. Record only the lowest value.

2. MP - Multi-pair cable. SP - Single pair cable.

3. Megger with instruments disconnected.

4. Use 250-volt (or lower voltage, when specified) range on DC test set.

5. Readings will vary with temperature and cable length.

Cable Number
or Instrument Number
Indicate MP or SP
Type (2)
Conductor to Conduit
(Single Pair Non-Shielded
Cables) (megohms)
Conductor to Conductor
(megohms) (1)
Shield to Conductor
to Shield (megohms) (1)
Overall Shield to Shield
(Multipair Cables Only)
(megohms) (1)
Lead and Armor
(Multipair Cables Only)
(megohms)
Shield to Conduit
(Single Pair Cables Only)
(megohms)
Initials

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 3

DC HIGH POTENTIAL (MEDIUM VOLTAGE CABLE)

TEST RECORD

CIRCUIT NUMBER: REF. DWG.:

CABLE SIZE: (SQ.MM.) (MCM) FROM: TO:

NUMBER OF CONDUCTORS: NO. OF SPLICES:

CABLE LENGTH: MANUFACTURER:

INSULATION TYPE: THICKNESS:

JACKET MATERIAL:

WEATHER: TEMP: ºC ºF % HUMIDITY: DATE:

TEST EQUIPMENT USED:

NOTES: 1. The test voltage shown below shall be reached in 10 equal voltage increments.

2. After each voltage increase, the leakage current shall be allowed to stabilize during a 1-minute interval. If 1-minute intervals are insufficient to stabilize the current, the cable shall be discharged, and the test repeated with new time intervals of greater, but still equal duration.

3. Record the stabilized leakage current, in microamps, at the end of each time interval.

4. Allow the voltage to remain constant at the full test voltage and record the leakage current for 5 minutes for unshielded cables and 15 minutes for shielded cables.

5. Read test equipment instruction manual prior to testing cable.

6. When the plotting of test results is specified, attach the second sheet with separate plot for each phase.

Note leakage current, in microamps, on “y” axis. Note step-voltage increase on “x” axis, followed by time, in minutes, for the dielectric absorption portion of the test.

7. All other phases and shields to be grounded.

Voltage hold time
at each step
______ sec.
___kV ___kV ___kV ___kV ___kV ___kV ___kV ___kV ___kV ___kV ØA7
ØB7
ØC7

RECORD LEAKAGE CURRENT IN MICROAMPS
Time at
Kv
SEC
30 MIN
1 MIN
2 MIN
3 MIN
4 MIN
5 MIN
6 MIN
7 MIN
8 MIN
9 MIN
10 MIN
11 MIN
12 MIN
13 MIN
14 MIN
15 CABLE-RATED VOLTAGE TEST VOLTAGE
(kilovolts) (kilovolts)
DISTRIBUTION:

CONTRACTOR/Date

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Sheet 4

GROUND ELECTRODE TESTING

TEST RECORD

TEST EQUIPMENT:
(Note 1)

(Note 2)
REFERENCE DRAWING:

NOTES: 1. Record resistance-to-earth for each electrode with all other conductors disconnected. Resistance not to exceed 25 ohms for any single anode.

2. Check continuity from each electrode to any test bar or other electrode such that the complete ground loop is tested.

Rod Number
Resistance to
Earth
(ohms)
Ambient
Temperature
(ºC/ºF)

Weather

Taps

Initials/Date

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 5

NEUTRAL GROUNDING RESISTOR

TEST RECORD

TEST EQUIPMENT: TEST VOLTAGE:

TEST EQUIPMENT: TEST VOLTAGE:

NOTES: 1. Use 1,000-volt test set for 600-volt equipment and below, 2,500-volt test set for equipment rated over 600 volts.

2. Resistor must be disconnected from ground and neutral during Insulation Resistance (megger) and DC Overpotential Tests.

3. Resistor must be disconnected from neutral during Cold Resistance Test.

4. Apply DC Overpotential Test between terminals and ground for the complete device. (The voltage applied between the terminals of each assembly and its grounded enclosure shall be twice the rated AC voltage plus 1000 V when rated 600 V or less, or 2.25 times the rated AC voltage plus 2000 V when rated over 600 V for 1 minute.) This test is a Pass/Fail test based purely on withstand alone.

5. Inspect assembly for damage and missing parts.

6. Check to assure that the center tap ratio is correct when CT is supplied with resistor.

Verify resistor reterminated.

Tag.

No.

Cold Res.
(ohms)
Insul. Res.
(megohms)*
Overpot.
(4)
CT Ratio
Pri-Sec
Reterm
(4)

Initials/Date

*Minimum acceptable values:

VOLTAGE CLASS INSULATION RESISTANCE (megohms)

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 6

BONDING RESISTANCE READINGS
(NONELECTRICAL EQUIPMENT/STRUCTURES)

TEST RECORD

TEST EQUIPMENT USED: WEATHER:

NOTES: 1. Vessels, tanks, and structural steel bonded to the main grounding system, dedicated ground rod or foundation, as indicated on drawings listed below.

2. Measure resistance from ground wiretap (or anchor bolt) to tagged equipment frame or structural steel.

EQUIPMENT TAG NO.

OR

STRUCTURE

DRAWING

MEASURED

RESISTANCE
(ohms)

INITIALS/DATE

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 7

BONDING RESISTANCE READINGS
(ELECTRICAL EQUIPMENT)

TEST RECORD

TEST EQUIPMENT USED: WEATHER:

NOTES: 1. Electrical equipment bonded to the main grounding system or dedicated ground rod, as indicated on drawings listed below.

2. Measure resistance from ground wiretap to tagged equipment bus bars, tagged equipment enclosures, and any other points indicated on the drawings.

EQUIPMENT TAG NO.

OR

STRUCTURE

DRAWING

MEASURED

RESISTANCE
(ohms)

INITIALS/DATE

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 8

INSULATION RESISTANCE
(TRANSFORMER)

TEST RECORD

SUBSTATION NO.: TEST EQUIPMENT:

NOTES: 1. Use 1,000-V test set for 600-volt equipment and below, 2,500-V test set for equipment rated 601 - 5,000 volts, and 5,000-V test set for equipment rated over 5,000 volts.

2. Test voltage to be applied for 1-minute duration and reading taken.

3. Neutral must be disconnected from ground during test.

4. Record temperature of surrounding air temperature for dry-type transformers.

5. Readings will vary inversely with temperature. When the use of temperature correction factors is specified, attach second sheet with computed values. Indicate on each sheet “measured” or “temperature corrected.” RESISTANCE IN (megohms) * Pri Voltage Pri-Sec Liquid
Equip. Primary Secondary to Rating or Temp.

Tag No. ∅A to G ∅B to G ∅C to G ∅A to G ∅B to G ∅C to G Sec (kV) Air (ºC/ºF)

*Minimum acceptable values:

VOLTAGE CLASS RESISTANCE (megohms)

TESTER’S INITIALS/DATE
DISTRIBUTION:

CONTRACTOR/Date

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Sheet 9

INSULATION RESISTANCE (EQUIPMENT)

TEST RECORD

TEST EQUIPMENT: SUBSTATION:

AMBIENT TEMPERATURE: ºC ºF DATE:

REFERENCE DRAWING: REF. SEC.:

NOTES: 1. Use 1,000-V test set for equipment rated 600 volts and below, 2,500/5,000-V test set for equipment rated over 600 volts.

2. For equipment with solid state control circuits, consult manufacturer’s literature for maximum test voltages.

Switchgear
or MCC

INSULATION RESISTANCE (megohms) *
Test
Voltage
Rated
Voltage
Initials/Date
(or other) ∅A to G ∅B to G ∅C to G ∅A to ∅B ∅B to ∅C ∅C to ∅A (kV) (kV)

*Minimum acceptable values:

EQUIPMENT VOLTAGE CLASS RESISTANCE (megohms)

TESTER’S INITIALS/DATE
DISTRIBUTION:

CONTRACTOR/Date

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Sheet 10

INSULATION RESISTANCE (ROTATING EQUIPMENT)

TEST RECORD

TEST EQUIPMENT: TEST VOLTAGE:

AMBIENT TEMPERATURE: ºC ºF DATE:

EQUIP. TEMP., IF KNOWN: ºC ºF HOW KNOWN:

NOTES: 1. Use 1,000-V test set for equipment 600-volt and below, 2,500/5,000-V test set for equipment rated over 600 volts.

2. Test duration shall be 1 minute, note if otherwise: .

3. Isolate all motor leads from one another and from frame, test phase separately, wherever practical.

4. Document testing of low voltage and medium voltage equipment on separate sheets.

5. Readings will vary inversely with temperature. When the use of temperature correction factors is specified, attach second sheet with computed values. Indicate on each sheet “measured” or “temperature corrected.”

Equip.

Tag No.

INSULATION RESISTANCE (megohms) *
Rated
Voltage
Equipment
Initial/Date
∅A to G ∅B to G ∅C to G ∅A to ∅B ∅B to ∅C ∅C to ∅A

*Minimum acceptable values:

VOLTAGE CLASS RESISTANCE (megohms)

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 11

EQUIPMENT ABSORPTION RATIO AND POLARIZATION INDEX

TEST RECORD

TEST EQUIPMENT: TEST VOLTAGE:

AMBIENT TEMPERATURE: ºC ºF DATE:

EQUIP. TEMP., IF KNOWN: ºC ºF REL. HUMIDITY:

NOTES: 1. Perform test as indicated on Test Records for each individual equipment type. Reference the following sheets:

Transformers 8
Equipment 9
Motors and Generators 10

2. Absorption Ratio = 1-Minute Resistance Value
30-Second Resistance Value

3. Polarization Index = 10-Minute Resistance Value
1-Minute Resistance Value

OHMS TO
GROUND
30-SECOND

READING
∅A TO GROUND

OHMS TO
GROUND
1-MINUTE

READING
∅A TO GROUND

OHMS TO
GROUND
10-MINUTE

READING
∅A TO GROUND

DIELECTRIC

ABSORPTION
RATIO

POLARIZATION
INDEX

OHMS TO
GROUND
30-SECOND

READING
∅B TO GROUND

OHMS TO
GROUND
1-MINUTE

READING
∅B TO GROUND

OHMS TO
GROUND
10-MINUTE

READING
∅B TO GROUND

DIELECTRIC

ABSORPTION
RATIO

POLARIZATION
INDEX

OHMS TO
GROUND
30-SECOND

READING
∅C TO GROUND

OHMS TO
GROUND
1-MINUTE

READING
∅C TO GROUND

OHMS TO
GROUND
10-MINUTE

READING
∅C TO GROUND

DIELECTRIC

ABSORPTION
RATIO

POLARIZATION
INDEX

TESTER’S INITIALS/DATE
DISTRIBUTION:

CONTRACTOR/Date

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Sheet 12

MEDIUM VOLTAGE CIRCUIT

TEST RECORD

EQUIPMENT DESIGNATION

CIRCUIT DESCRIPTION
TAG NO. _____________________
MANUFACTURER _____________________
KW/HP _____________________
FLA _____________________

SERIAL NUMBER. ____________________
SERVICE FACTOR. _____________________
RATED VOLTAGE. _____________________

BREAKER DESCRIPTION
MANUFACTURER _____________________
CONTACTOR RATING _____________________
RATED CURRENT _____________________
FUSE SIZE. _____________________

C.T. RATIO ____________________
TYPE ____________________
RATED VOLTAGE ____________________
O/L RELAY SETTING ____________________

CONDUCTOR SIZE POWER CONTROL GROUND

1. Check circuit breaker for cleanliness.

2. Check nameplate data and tagging of circuit components for conformance to approved submittals.

3. Check conduits and/or cables for correct tagging.

4. Check equipment and installation for conformance to area classification.

5. Check installation for seals, breathers, and drains.

6. Check main and auxiliary contacts of breaker and contactors.

7. Check mechanical operation of breakers, contactors, and relay and O/L reset devices.

8. Check continuity of power and control cables.

9. Verify calibration and setting of protective relays.

10. Check wiring to surge arrestors, capacitors, stator RTDs and current transformers.

11. Complete functional operation check of the motor control circuit using the contract drawings and approved submittals. Close and open the starter using all control devices.

GENERAL COMMENTS

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 13

ELECTRIC MOTOR RUN-IN

TEST RECORD

TEST EQUIPMENT: REFERENCE DRAWING:

NOTES: 1. Duration of tests to comply with specifications.

TEST REMARKS INITIALS/DATE
RESISTANCE:

Bonding resistance measured from motor frame to
main ground/earth system tap.
_______________ ohms

VOLTAGE:

Actual voltage measured at Motor Control Center.
_______________ volts

ROTATION CHECK:

Bump motor to verify rotation. Motor to be
uncoupled.

NO LOAD CURRENT:

At beginning of test _________ amps
At end of test _________ amps

TEMPERATURE OF BEARING:

Check bearing for high temperature:

Before start:
15 minutes after start
30 minutes after start
1 hour after start
2 hours after start
3 hours after start

VIBRATION:

Make visual inspection during run-test. Record any
unusual vibration in remarks column.

NOISE:

Record any unusual noise in remarks column.

DISTRIBUTION:

CONTRACTOR/Date

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Sheet 14

THERMOGRAPHIC INSPECTION TEST RECORD

TEST EQUIPMENT: CALIBRATION DATE:

AMBIENT TEMPERATURE: ºC ºF DATE:

Photo and Identification
Location
Equipment ID
Mfr/Model
Connected Load
Actual Load
Fault (if applicable)
Recommendation

Load Factor

Thermographic Image and Results
Max Temp Point ID: _____ _____deg C
Ref Temp Point ID: _____ _____deg C
Ref Temp Point ID: _____ _____deg C
Ref Temp Point ID: _____ _____deg C

Temperature Difference _____deg C
Load-Corrected Temp Rise _____deg C

Current Rating Measured Current Measured Voltage Voltage Drop Across Connection Phase A
Phase B
Phase C

Analysis and Recommended Action:

DISTRIBUTION:

CONTRACTOR/Date

[Insert Photo]

[Insert IR image with specific
measurement points and reference
point identified. Include temperature
scale.]

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Sheet 15
CATEGORY 6 ETHERNET CABLE ASSEMBLY

TEST RECORD

Date/Time: Operator:

Cable Type: Test Equipment Model:

Cable ID: Test Equipment Calibration Date:

Cable Length (ft):

Propagation Delay (ns): [Worst Pair] Pass/Fail
Delay Skew (ns): [Worst Pair] Pass/Fail
Insertion Loss (dB):

Frequency (MHz): [Worst Pair] Pass/Fail
Return Loss (dB):

Frequency (MHz): [Worst Pair] Pass/Fail
Wire Map 1 2 3 4 5 6 7 8
| | | | | | | |
1 2 3 4 5 6 7 8
Pass/Fail
Worst Pair
NEXT (dB):

Frequency (MHz):
[Worst Case Margin]
[Worst Case Value] Pass/Fail
Worst Pair
PSNEXT (dB):

Frequency (MHz):
[Worst Case Margin]
[Worst Case Value] Pass/Fail
Worst Pair
ELFEXT (dB):

Frequency (MHz):
[Worst Case Margin]
[Worst Case Value] Pass/Fail
Worst Pair
PSELFEXT (dB):

Frequency (MHz):
[Worst Case Margin]
[Worst Case Value] Pass/Fail

END OF SECTION

Job No. 2344245*00
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16961 - 1 Power System Studies

SECTION 16961

POWER SYSTEM STUDIES
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Provisions: Applicable provisions of Section 16010 become a part of this Section as if repeated herein.

1.02 SCOPE OF WORK
A. Obtain the services of an independent firm to provide complete Short-Circuit and Protective Device Coordination studies, and Arc Flash Risk Assessment for the electrical system as defined below. The firm performing the work shall have been regularly engaged in short-circuit and protective device coordination services for a period of at least 10 years.

B. The firm performing the work shall be responsible for the collection of all data required to perform the studies, including the electrical utility company's short- circuit current contribution.

C. For the purpose of this specification Section, the "Electrical System" shall be defined as the entire power distribution system, including the utility company's main service disconnect down through the main circuit breaker on each 240/120VAC and 208/120 VAC panelboard of all distributed branch circuits. Some equipment not modified as part of this contract is required to be included in the studies defined in this Section. Items within the "Electrical System" are comprised of:

1. All utility transformers

2. All medium voltage equipment

3. All medium voltage to low voltage transformers

4. All 480 VAC generators, transfer switches, switchboards, panelboards, distribution, power conditioning, motor control, and motors

5. All 480-208 VAC and 480-240 VAC transformers feeding panelboards

6. All 208 VAC and 240 VAC panelboards.

D. The Short-Circuit Study shall provide for the calculation of fault currents at each piece of gear in the Electrical System for the entire Site. Fault currents shall be calculated for scenarios of utility and standby power, as outlined in this Section.

E. The Protective Device Coordination Study shall include trip characteristics for all protective devices in the Site Electrical System, from the utility company's main service disconnect through the main circuit breaker on each 208/120 VAC panelboard of all distributed branch circuits. Trip characteristics shall be analyzed for scenarios of utility and standby power, as outlined in this Section.

F. The Arc Flash Risk Assessment shall provide for arc flash incident energy calculations at all panels as required by IEEE 1584 (2018 Edition) and NFPA 70E.

G. Reports:

1. Reports for the Short-Circuit Study, Protective Device Coordination Study, and Arc Flash Risk Assessment shall be stamped and signed by a California Registered Electrical Engineer.

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2. Report calculations shall be generated by a software analysis application with proven accuracy and reliability at performing 3-phase fault calculations.

1.03 REFERENCE STANDARDS
A. Institute of Electrical and Electronics Engineers, Inc. (IEEE) B. American National Standards Institute (ANSI)
C. The National Fire Protection Association (NFPA)
D. InterNational Electrical Testing Association (NETA) Standard for Acceptance Testing Specifications (ATS)
E. NFPA 70E, Standard for Electrical Safety in the Workplace F. IEEE 1584 (2018 Edition), Guide for Performing Arc-Flash Hazard Calculations G. Occupational Safety and Health Administration (OSHA) (29 CFR PART 1910), Occupational Safety and Health Standards for General Industry

1.04 SUBMITTALS
A. Submit data in accordance with the Product Review category of the General Conditions and the submittal requirements of Section 16010.

B. Submit credentials of firm performing the studies to demonstrate sufficient experience with performing this type of work, as specified herein.

C. Preliminary: Preliminary Short-Circuit Study, Protective Device Coordination Study, and Arc Flash Risk Assessment shall be submitted to the Engineer for review prior to release of equipment drawings for manufacturing. If formal completion of the studies may cause delay in equipment manufacturing, approval from the Engineer may be obtained for preliminary submittal of sufficient study data to ensure that the selection of device and characteristics will be satisfactory.

D. Results of the Short-Circuit Study, Protective Device Coordination Study, and Arc Flash Risk Assessment shall be summarized in a final report. Submit hardbound copies of the complete final report and one digital copy in PDF on a CD. Electronic delivery shall contain full searchable text and include any computer models developed for the studies at no additional cost.

E. Sample arc flash warning labels for each piece of equipment. Submit copies of labels at full size, with all required information as calculated by the Arc Flash Risk Assessment.

1.05 DATA COLLECTION
A. The firm performing the Short-Circuit Study, Protective Device Coordination Study, and Arc Flash Risk Assessment shall furnish the Contractor with a listing of required data. The Contractor shall collect and furnish all required data. The Contractor shall expedite collection of the data to eliminate unnecessary delays and assure completion of the studies as required for final acceptance of the equipment shop drawings and/or prior to the release of the equipment for manufacturing.

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16961 - 3 Power System Studies

PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION

3.01 GENERAL REQUIREMENTS
A. The Short-Circuit Study and Protective Device Coordination Study shall be performed as outlined in InterNational Electrical Testing Association (NETA) Standard for Acceptance Testing Specifications, Section 6 with exceptions as included in this Section.

B. In order to select relays and fuse characteristics as required for optimum coordination, the coordination study shall be performed as soon as the vendors for the new electrical equipment are identified. Relays and fuse selection by the power distribution equipment suppliers shall be based on the results of the favorably reviewed study.

C. The studies shall be submitted to the Engineer for acceptance before final acceptance of power distribution equipment submittals and before any settings are made on equipment.

D. The final report for the Short-Circuit Study, Protective Device Coordination Study, and Arc Flash Risk Assessment shall be bound in a standard 8 1/2-inch by 11-inch sized report. The selection of all protective relay types, current transformers, and fuse types and ratings shall be the responsibility of the manufacturer and shall be based on the preliminary draft of the coordination study, which shall be submitted with the equipment shop drawings (or earlier). The studies shall be accepted by the Engineer before any equipment is shipped. See Paragraph 1.04 for submittal requirements.

E. The report shall include a single line diagram depicting the entire Electrical System included in the analysis. At a minimum, the single line diagram shall be on an 11- inch by 17-inch sheet, and include the following information:

1. Equipment/bus tags which match the contract documents

2. Equipment/bus ampacity ratings

3. Motor horsepower

4. Protective device frame rating, trip setting, and curve options, as applicable

5. Transformer primary/secondary voltages, kVA rating, and impedance

6. Conductor materials, insulation types, and lengths
F. The studies shall be run on each of the following scenarios:

1. Utility power

2. Generator power

3.02 SHORT-CIRCUIT STUDY
A. Provide a complete Short-Circuit Study. The study shall include, but shall not be limited to, the following, as applicable:

1. Full compliance with applicable ANSI and IEEE Standards.

2. Performed on nationally recognized computer software, such as ETAP or SKM Power Tools.

3. Overall system impedance diagram. The diagram shall include the power company's impedance and X/R ratios and circuit element impedances (e.g., transformers, generators, motors, VFDs, feeders, distribution buses as applicable).

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4. Available three phase and ground fault asymmetrical and symmetrical short- circuit fault currents at each piece of electrical equipment, bus, transformer, etc.

5. The momentary and interrupting rating of all elements of the distribution system shall be listed. The maximum available short-circuit fault current available at each element shall be calculated.

6. Executive summary describing the distribution system, the procedures used to develop the study, utility related information furnished by the utility company, including the name and telephone number of the individual supplying the information, identification of all assumptions made in the preparation of the study, identification of any problem areas, and a definitive statement concerning the adequacy of the distribution system to interrupt and withstand the maximum possible short-circuit fault current.

7. Computer printouts for the three phase, single phase and ground fault studies. Printouts shall indicate the short-circuit fault current available at each major equipment and distribution bus within the medium and low voltage distribution systems.

3.03 PROTECTIVE DEVICE COORDINATION STUDY
A. Provide a complete Protective Device Coordination Study. The Protective Device Coordination Study shall include, but shall not be limited to:

1. Utility protective devices.

2. Service entrance and distribution switchgear.

3. Medium and low voltage power system transformers.

4. Low voltage switchgear, switchboards, power distribution panels and motor control centers.

5. Power factor correction and harmonic mitigation equipment.

6. Motor starters and variable frequency drives.

7. Standby generators.

8. A tabulation of all the settings for every over current protective device, timer, power system relays (e.g., ANSI 50, 51), circuit breaker, recommended fuse and current transformer ratings, etc.

9. Transformer excitation current.

10. Motor and cable damage curves in accordance with the manufacturer's recommendations.

11. Select relay types (e.g., inverse, very inverse, extremely inverse, overcurrent with or without voltage restraint, timers), current transformer ratings and types, fuse, residually or zero sequence connected ground faults protection, etc. that will allow the system to be protected within the equipment fault ratings and provide the maximum possible coordination between the protective devices.

12. Provide recommended settings for protective devices, such as relays and circuit breakers, to achieve the best selectivity to minimize system disturbances during fault clearing.

13. Provide a complete set of time-current coordination curves on log-log paper for every protective relay, circuit breaker, fuse, timer, etc. serving or located in the electrical equipment furnished for the project, including the utility protective devices. Provide a separate time-current curve for each unique feeder system, without displaying parallel devices powered from a common bus. The time-current curves shall display the coordination from the lowest device in the distribution system up through the utility's protective device.

Clearly identify each device curve displayed on the graph, by color coding

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and text callouts. Include specific settings used for the curve (as applicable) in the text callout. A single line diagram depicting the portion of the distribution system under study shall appear with each curve. The minimum size log paper to be submitted shall be 11-inch by 17-inch.

14. Time current curves shall include transformer ANSI damage and inrush curves, cable damage curves, circuit breaker and fuse ratings and settings, protective relay settings, and any other information required by ANSI and good design practices. As a minimum, provide curves for:
a. Each medium voltage and low voltage feeder down to 480-volt motor control centers and panelboards.
b. Each main, tie and feeder circuit breakers located in medium voltage and low voltage switchgear, motor control centers and panelboard.

Include the largest feeder circuit breaker in each motor control center and panelboard.
c. Each ground fault protective device provided for the medium voltage and low voltage power distribution systems.

B. The report shall include a reference to any part of the Electrical System where selectivity cannot be achieved, and a brief explanation of the cause. Provide recommendations where applicable for alternate methods that would improve selectivity.

3.04 ARC FLASH RISK ASSESSMENT
A. Provide a detailed Arc Flash Risk Assessment. The analysis shall include, but shall not be limited to:

1. Determine potential arc flash incident energies, arc flash boundaries, shock hazard boundaries and proper personal protection equipment (PPE) for all energized electrical equipment.

2. The study shall determine worst-case scenarios for the arc flash energy level calculations, and any suggested changes to the protection scheme or equipment selection that will result in improved system reliability and safety.

3. The study shall indicate the worst-case values for each of the scenarios listed in Paragraph 3.01F. Provide values in tabular format including at a minimum, location of fault, incident energy, arc flash boundary, working distance, acting protective device, protective device activation time, and arcing fault current.

4. Provide executive summary, including introduction, methodology, information sources, key assumptions, NFPA 70E considerations and calculations.

5. Develop and install arc flash warning labels based on arc flash study results.

3.05 FIELD ADJUSTMENT
A. All field adjustment and modifications shall be performed in the presence of the Owner, before energizing equipment.

B. Adjust relay and protective device settings according to the recommended settings table provided by the coordination study. Field adjustments shall be completed by the equipment manufacturer.

C. Make minor modifications to equipment as required to accomplish conformance with Short-Circuit and Protective Device Coordination studies.

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3.06 MODIFICATIONS
A. Notify the Owner in writing of any required major equipment modifications. Major modifications to the equipment shall not be allowed unless otherwise approved in writing by the Engineer and the Owner.

3.07 ARC FLASH WARNING LABELS
A. The vendor shall provide a 4 inch by 4-inch thermal transfer type label of high adhesion polyester for each work location analyzed. Labels shall be machine printed, with no field markings.

B. The label shall have an orange header, compliant with ANSI Z535, with the wording, "WARNING, SHOCK & ARC FLASH HAZARD", and shall include the following information:

1. Location designation (equipment identification tag)

2. Nominal voltage

3. Arc flash boundary

4. Incident energy at working distance (in calories/centimeter-squared)

5. Working distance

6. Shock boundaries
a. Limited approach distance
b. Restricted approach distance

7. Required personal protective equipment,

8. Engineering report number, revision number and issue date.

9. Where voltage exceeds 600 VAC or incident energy is greater than 40 cal/cm2, label header shall be changed to "DANGER, SHOCK & ARC FLASH HAZARD."
C. 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 240 and 208 VAC panelboards and disconnects, one arc flash label shall be provided.

2. For each industrial control panel, provide one arc flash label.

3. For each transformer, provide one arc flash label at both the front and rear access points, as applicable.

4. For each low voltage motor control center, at least one arc flash label shall be provided. Motor control centers larger than five sections shall bear one arc flash label for each five sections. Back-to-back or turned corner configurations shall be treated as two motor control centers for the purpose of labeling.

5. For each 96-inches of low voltage switchboard, one arc flash label shall be provided.

6. For each standalone VFD or motor starter, one arc flash label shall be provided.

7. For each switchgear, provide one arc flash label for each the front and rear of the incoming compartment and one arc flash label on each compartment that houses a draw-out device.

8. For each medium voltage motor control center, provide one arc flash label each for the front and rear of the incoming compartment, one label for each individual starter or switch operating handle, and one label each for any draw- out power drawers.

9. Where equipment includes a "maintenance mode" bypass setting on a protective device as a temporary arc-flash reduction measure, provide one

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arc flash label at the applicable protective device which indicates the calculated values when maintenance mode is enabled. This label shall be clearly marked to indicate what it represents.

D. The Contractor shall affix the labels in accordance with the following:

1. Labels shall be in a clearly visible location on the front panel of the equipment near the incoming service or main protective device. Labels on equipment with bottom-entry incoming service shall be placed a minimum of 60-inches from the bottom of the equipment.

2. Labels affixed to outdoor equipment which includes an outer door and inner deadfront panel shall be placed on the deadfront panel to avoid fading due to exposure to the elements.

3. For labels affixed to removable compartment doors or covers, the removable cover shall be clearly marked to identify the specific compartment for which it is intended to be used.

3.08 ARC FLASH TRAINING
A. The equipment manufacturer shall provide arc flash training to the Owner's staff. At a minimum, the training shall include potential arc flash hazards associated with working on energized equipment and maintenance procedures in accordance with the requirements of NFPA 70E, Standard For Electrical Safety Requirements For Employee Workplaces. The training shall be recorded in a video format and provided on a DVD or solid-state media to the Owner.

END OF SECTION

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17010 - 1 Instrumentation and Controls,
General Requirements

SECTION 17010

INSTRUMENTATION AND CONTROLS, GENERAL REQUIREMENTS
PART 1 - GENERAL

1.01 SECTION INCLUDES
A. Scope of Work:

1. The Owner will handle all programming changes to existing control systems for new equipment, terminate new control wires within existing control panels, and perform functionality checks for the existing control systems with the new equipment (ATS, MTS, Generator, AHF, etc).
a. MSO Technologies, Inc. will be contracted by the Owner for this work.

2. The contractor is responsible for installing conductors as specified in the contract documents including but not limited to landing them at their field locations, routing the conductors to the existing control panels, clearly labeling them, and coiling/protecting them in the existing control panels for the Owner’s Contractor to terminate. The contractor must be present with the Owner’s Contractor during all functionality testing of the modified control systems with the new equipment.

3. MSO Technologies, Inc. Contacts:
a. Lloyd Trick
1) (805) 379-8668 Ext.1002
2) [email protected]
B. Work Specified in Other Divisions:

1. Division 16 work, including all instrumentation and controls conduit, and only that wire specified in Division 16. Refer to Division 16 Specifications for specific requirements for wire, conduit, grounding, and other electrical equipment.

PART 2 - NOT USED
PART 3 - NOT USED

END OF SECTION
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17010 - 2 Instrumentation and Controls,
General Requirements

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APPENDIX
SS-5120-1

APPENDICES

A. Standard Documents

1. Stormwater Quality Pollution Control Plan

2. Construction & Demolition Materials Management Plan
Estimate for Capital Projects

3. Final Report – Construction & Demolition Waste Letter of Documentation

4. Notice of Potential Claim

5. No Parking Sign Example

6. Prevailing Wage Rates

B. Geotechnical Report

C. Owner Provided Equipment Submittals

D. Camarillo Sanitary District Standard Plates

APPENDIX
SS-5120-1

APPENDIX A – Standard Documents

1. Stormwater Quality Poll ution Control Plan (5 pages)

2. Construction & Demolition Materials Management Plan Estimate for Capital Projects (2 pages)

3. Final Report – Construction & Demolit ion Waste Letter of Documentation (2 pages)

4. Notice of Potential Claim (1 page)

5. No Parking Sign Example (1 page)

6. Prevailing Wage Rates (1 page)

CITY OF CAMARILLO-STORMWATER QUALITY MANAGEMENT PROGRAM

Stormwater Quality Pollution Control Plan

SWPCP No. _________ TI (# Assigned by City Stormwater Staff)

BEST MANAGEMENT PRACTICES FOR
CONSTRUCTION LESS THAN 1 ACRE
(PUBLIC PROJECT TENANT IMPROVEMENTS)

This SWPCP is required for all public projects including those under a Capital Improvement Project Plan that disturb less than one acre of soil. Prior to the issuance of any construction/building permit and/or the commencement of any clearing, grading or excavation, contractors of projects with small construction activities that disturb less than one acre of soil, or make improvements to existing buildings shall prepare and submit this Best Management Practices (BMPs) wo rksheet on the form provided herein. The purpose of the implementing BMPs is to effectively prohibit the entry of pollutants from the construction site into the storm drain system during construction. Erosion and sediment source control BMPs should be considered for both active and inactive construction areas. BMPs for wind erosion and dust control are also included. The BMPs may require modification as the project progresses and as conditions warrant. The BMPs shall be implemented in accordance with the Waste Discharge Requirements and National Pollutant Discharge Elimination System (NPDES) Permit for Municipal Separate Storm Sewer System (MS4) Discharges within the Coastal Watersheds of Los Angeles and Ventura Counties, Permit No. CAS004004, Board Order R4-2021-0105.

This approved SWPCP must remain on-site and accessible during normal construction hours PROJECT NAME:

PROJECT NUMBER:

PROJECT LOCATION:

CONTRACTOR NAME/PHONE NO.

GENERAL DESCRIPTION OF WORK

PROJECT INFORMATION ( if applicable)
Total Impervious Surface Area that
is added or replaced (Square feet)
Total disturbed area
(Square feet)

Construction Start Date : ___________________ Construction Completion Date : ______________________ FOR CITY STAFF USE ONLY:

Reviewed & Approved By: Title:

Signature: Date:

Best Management Practices - BMPs
Complete the following charts. The BMPs listed shall be used unless determined not applicable or inadequate. Additional BMPs may apply. BMP descriptions and details can be downloaded from the California Stormwater Construction Handbook at www.casqa.org.

Table 1. BMPs at Construction Sites Less than 1 Acre
BMPs Selected – Noted by Ref. ID from the
California Stormwater BMP Handbooks
Use BMP
(If no, state reason) Yes No
Erosion Control BMPs
EC-1 Scheduling
EC-2 Preservation of Existing
Vegetation
Temporary Sediment Control BMPs
SE-1 Silt Fence or S-Fence
SE-8 Sandbag Barrier
Temporary Tracking Control BMPs
TC-1 Stabilized Construction
Entrance/Exit
Non-Stormwater Management BMPs
NS-1 Water Conservation Practices
NS-2 Dewatering Operations
Waste Management & Materials Pollution Control BMPs
WM-1 Material Delivery & Storage
WM-3 Stockpile Management
WM-4 Spill Prevention & Control
WM-5 Solid Waste Management
WM-8 Concrete Waste Management
WM-9 Sanitary/Septic Waste Mgmt.

Storm Drain Inlet Protection & Other BMPs
SE-10 or
Top Guard Storm Drain Inlet protection
Must inspect inlet protection before,
during and after rain event and modify
as nec. to prevent flooding of adjacent
properties

3 Certification

Project Contractor/Architect/ Engineer of Record, or Authorized Qualified Designee:

As the contractor, architect, or engineer of record, or authorized qualified designee, I have selected appropriate BMPs to effectively minimize the negative impacts of this project’s construction activities on storm water qu ality. The project owner and contractor are aware that the selected BMPs must be installed, monitored, and maintained to ensure their effectiveness. The BMPs not selected for implementation are redundant or deemed not applicable to the proposed construction activity.

Name: Title:

Phone: ___________________________

Organization Name:

Signature: Date:

Property Owner/ Owner’s Representative or Designee:

I certify that this document and all attachments were prepared under my direction or supervision in accordance with a system designed to ensure that qualified personnel properly gather and evaluate the information submitted. Based on my inquiry of the pers on or persons who manage the system or those persons directly responsible for gathering the information, to the best of my knowledge and belief, the information submitted is true, accurate, and complete. I am aware that submitting false and/ or inaccurate information, failing to update the Local SWPCP/SWPPP to reflect current conditions, or failing to properly and/ or adequately implement the Local SWPCP/SWPPP may result in revocation of grading and/ or other permits or other sanctions provided by law.

Name: Title:

Phone: __________________________

Organization Name: City of Camarillo

Signature: Date:

Attachment 1 to SWPCP
Construction Site Inspection Checklist
Contractor shall complete this checklist, keep a copy with the SWPCP, and provide a copy to the city within one business day of inspection. Inspections shall be conducted a minimum of:
• Monthly during nonrainy season (April 16 through September 30) • Weekly during rainy season (Oct. 1 through April 15)
• Before, during and after a s ignificant rain event (.25” or greater). • Contractor shall monitor BMPs at drain inlets before, after and during rain events and modify as needed to prevent flooding of public right -of-way. Contractor shall remove all BMPs upon completion of roadwork. • All hillside sites or sites that directly discharge to Conejo Creek, Calleguas Creek or Revolon Slough/Beardsley Wash must be inspected by a qualified SWPPP Developer at least weekly during the wet season and once each 24 hour period during a storm event that generates runoff from the site to identify BMPs that need maintenance to operate effectively, that have failed or could fail to operate as intended.

DATE OF INSPECTION: _________________________

Project Name: ___________________________Contractor:_______________________ Weather Conditions during inspection: ___________________________________________

Item
Compliance
Accomplished

YES NO N/A
Date Completed
1 Is the site entrance stabilization adequate?
2 Is equipment/vehicles parked in designated areas and
free from significant leaks? Are drip pans present as
needed?

3 Are maintenance areas free from stains on the soil?
4 Are all materials stored in bins or covered in plastic and protected from storm water?

5 Is construction waste being disposed of in proper
trash containers?

6 Are concrete washout stations present and being
utilized and maintained?

7 Is fugitive dust being controlled and water being used as needed?

8 Are catch basins, drainage channels, drain
inlets/outlets being protected?

9 Are erosion control measures (BMPs) identified in
SWPCP in place and effective?

10 Are sediment control measures (BMPs) identified in SWPCP in place and effective?

Comments : _____________________________________________________________________

I certify under penalty of law that this inspection is true, and I or a qualified assigned person has performed the required inspection as stated in the SWPCP.

__________________________________ ___________________________________ Inspector Signature Contractor Signature
Copy to: City Stormwater Program Manager ([email protected]).

5 Attachment 2 to SWPCP
Trained Contractor Personnel Log
Employees and subcontractors must be trained on the SWPCP prior to start of construction and annually thereafter. Contractor shall keep original training logs in the SWPCP and forward a copy to the City of Camarillo Stormwater Program Manager, [email protected].

Stormwater Management Training Log
Project Name:

Project Number/Location:

Stormwater Management Topic: (check as appropriate)

❑ Erosion Control ❑ Sediment Control

❑ Wind Erosion Control ❑ Tracking Control

❑ Non-storm water management ❑ Waste Management and Materials Pollution Control

❑ Spill Prevention Plan
❑ Storm Water Sampling

❑ Vehicle maintenance

Specific Training Objective:

Location: Date:

Instructor: Telephone:

Course Length (hours):

Attendee Roster (attach additional forms if necessary)
Name Company Phone

COMMENTS: