WQ0043977_More Information Received_20230404

Initial Review
Reviewer
Nathaniel.Thornburg
Is this submittal an application? (Excluding additional information.) *
Yes No
If not an application what is the submittal type?* Annual Report
Residual Annual Report
Additional Information
Other
Permit Number (IR) * WQ0043977
Applicant/Permittee Flying Crown Ranch LLC
Email Notifications
Does this need review by the hydrogeologist? * Yes No
Regional Office
CO Reviewer
Admin Reviewer

Submittal Form
Project Contact Information
Please provide information on the person to be contacted by NDB Staff regarding electronic submittal, confirmation of receipt, and other correspondence.
Name* Daniel Peplinski
Email Address*
[e-mail]
Project Information
.........................
Application/Document Type*
New (Fee Required)
Modification - Major (Fee Required)
Renewal with Major Modification (Fee
Required)
Annual Report
Additional Information
Other
Phone Number*
19192338091
Modification - Minor
Renewal
GW-59, NDMR, NDMLR, NDAR-1,
N DAR-2
Residual Annual Report
Change of Ownership
We no longer accept these monitoring reports through this portal. Please click on the link below and it will take you to the correct form.
https://edoes.deq.nc.gov/Forms/NonDischarge_Monitoring_Report
Permit Type:*
Wastewater Irrigation
High -Rate Infiltration
Other Wastewater
Reclaimed Water
Closed -Loop Recycle
Residuals
Single -Family Residence Wastewater
Other
Irrigation
Permit Number:*
WQ0043977
Has Current Existing permit number
Applicant/Permittee Address*
105 Weston Estate Way, Cary, NC 27523
Facility Name*
The Retreat at Haw River WWTP
Please provide comments/notes on your current submittal below.
Response to comments dated March 2, 2023.
At this time, paper copies are no longer required. If you have any questions about what is required, please contact Nathaniel Thornburg
at [e-mail].
Please attach all information required or requested for this submittal to be reviewed here.
(Application Form, Engineering Plans, Specifications, Calculations, Etc.)
Complete resubmittal.pdf
44.89MB
Upload only 1 PDF document (less than 250 MB). Multiple documents must be combined into one PDF file unless file is larger
than upload limit.
* By checking this box, I acknowledge that I understand the application will not be accepted for pre -review until the fee (if required) has
been received by the Non -Discharge Branch. Application fees must be submitted by check or money order and made payable to the
North Carolina Department of Environmental Quality (NCDEQ). I also confirm that the uploaded document is a single PDF with all parts
of the application in correct order (as specified by the application).
Mail payment to:
NCDEQ — Division of Water Resources
Attn: Non -Discharge Branch
1617 Mail Service Center
Raleigh, NC 27699-1617
Signature
Submission Date 4/3/2023

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SECTION 01011 Î EXISTING UNDERGROUND UTILITY LINES and STRUCTURES
PART 1 GENERAL
1.01
A. The Contractor is responsible to ascertain the location and type of underground utility lines or
structures that may be located within the limits of his work area. Some of these underground utilities
or structures have been designated on the plans, however, the exact location may vary and others may
not be designated. The contractor is, therefore, fully responsible for verification of the exact location
of all underground utility lines or structures within the work limits, whether shown on the plans or not,
and for providing necessary protection or repair if damaged.

1.02 Underground Damage Prevention Act

A. The contractor is directed to comply fully with the applicable provisions of Senate Bill 168
"Underground Damage Prevention Act" as passed by the General Assembly of the State of North
Carolina.

B. Listing of Utility Companies: The following utility companies may have facilities within the work
limits and it is recommended that the contractor establish coordination with each prior to initiating
work. There may be others not mentioned herein.

1. Carolina Power & Light
Phone: [phone]
Larry Lenning

2. North Carolina One-Call
1-800-632-4949

1.03 Request or existing Underground Utility line or Structure Location and Marking by Owners:

A. The contractor shall make a written request to facilitate utility owners in locating their facilities within
the limits of this contract at least 48 hours in advance of the day excavation or demolition work is
scheduled to begin. Location assistance is requested from the owner should include the actual
horizontal location, type number, size and depth of all lines. Some, but not all inclusive, cooperative
actions the contractor should take either, on or off the job site are as follows:

1. The contractor shall ascertain if the user desires to have his representative present during the work.

2. The contractor shall comply with all standard regulations and take all precautions required by the
owner of the facility.

3. All costs associated with locating and marking existing utilities shall be borne by the contractor.

4. The contractor shall inform all equipment operators, those employed by him or those employed by his
subcontractors, at the job site of information obtained from the owners prior to initiation of work.

5. The contractor shall immediately notify utility owner of any leaks or breaks, dents, gouges, grooves or
other damages to such line coating or cathodic protection created or discovered by him in the course
of the work.

6. The contractor must immediately alert the occupants of the adjacent premises of any emergencies that
he may create or discover at the work site.

1.04 Location and Protection of Utility Lines:

A. The location of all utilities shall be made with locating equipment well in advance of actual work.
The located facility shall be plainly marked by coded paint designations on the paved areas or by
coded stakes or flags along the unpaved areas. All marked locations are to be made at least 50 feet in
advance of all trench excavation and the location and utility protection provided by the contractor
must be to the satisfaction of the engineer at no extra cost. Further, the contractor shall uncover any
utility and obtain the utility elevation as required by the engineer at no additional cost. All damages to
existing utility facilities in the work area during trenching and installation of facilities for this contract
are the responsibility of the contractor and he shall repair or replace damaged lines to the satisfaction
of the utility owner at no extra cost to the Owner.

1.05 Protection of Existing Utilities and Facilities:

A. In the conducting of his operations, the Contractor shall take special precautions to protect equipment,
structures, utility lines, roadways and subsurfaces, and submerged and overhead facilities remaining in
place for damage or disturbed by his operations. In the event the facilities are disturbed, damaged or
injured as a result of the contractor operation, the contractor shall immediately notify the owner and in
conjunction with the owner determine the proper method of replacing, repairing or restoring the
affected facilities at least to the conditions which existed prior to the Contractor's operations. The
Contractor shall, at his own expense, replace, repair or restore the affected facilities or areas to their
original condition or shall reimburse the owner of said facilities for such expenses as the said owner
may accrue in performing the work.

B. Payment: No separate payment will be made for location of existing underground utility lines and
structures. All costs incurred by the contractor for this work should be included in the unit price or
lump sum price for the item of work to which it pertains.

END OF SECTION 01011

SECTION 01560 - EROSION AND SEDIMENTATION CONTROL
PART 1 GENERAL
1.01 General: The contractor shall be responsible for erosion and sedimentation control within the construction
limits; for prevention of sediment laden runoff leaving the construction limits or entering ditches, streams or
water impoundments; and for implementation of necessary erosion and sedimentation control measures to meet
the requirements of the North Carolina Department of Environment, Health, and Natural Resources and
Chatham County Soil and Erosion Control Ordinance. The contractor shall also be responsible for all
damages or fines resulting from erosion or sediment laden runoff in the execution of his contract.

1.02 Construction Sequence: While the use of erosion and sedimentation control devices is especially important
on areas of steep topography, easily erodible soils and sites in close proximity to water courses throughout the
construction period, the control measures should be installed prior to the commencement of land clearing and
shall be fully maintained and periodically inspected until final restoration and stabilization is completed.
Unrestored cleared areas shall be kept to a minimum. Disturbed areas ahead of construction shall only be
accomplished on those segments for the shortest practical distance as required for continual progress. Final
restoration shall not be delayed until completion of the project but will be carried out in phases as the
work proceeds. Under no circumstances will any areas be left denuded for more than (14) fourteen calendar
days, or shorter dependent upon local requirements, without some form of stabilization until final restoration is
complete.

1.03 Sedimentation Control Measures: The following are some of the sediment control devices or measures that
may be required to prevent sedimentation of streams, water courses, or drainage structures:

1. Earth berms and/or diversion and intercept ditches.
2. Skimmer sediment basins
3. Outlet dissipaters
4. Inlet protection
5. Silt fences - not to be placed in streams or ditches perpendicular to flow.
6. Check dams
7. Gravel construction exits
8. Temporary seeding and mulching

1.03.1 Detail Drawings: The locations of sedimentation and erosion control devices are shown on the plans or as
otherwise required by the regulating agency or the owner as work proceeds.

1.04 Stream Protection: Where construction activities are necessary in close proximity to streams, or wetlands as
regulated by the Army COE, they shall be performed in a manner that does not contribute to degradation or
blockage of the stream-flow. In order to prevent possible degradation or blockages, the contractor shall be
required to:

1. Keep all construction debris, excavated materials, brush, rocks, refuse and topsoil as far from these
waterways as possible. Restrict machinery operation near or in waterways to the extent necessary for
grading or construction of utility crossings. In no case shall any disturbance of soils occur in wetland
protection areas as identified upon the construction drawings.
2. If construction work areas are necessary in a waterway, they shall be protected as indicated on the
plans.
3. If temporary roadways are essential for the construction activities, they shall be constructed of soils

which are non-erodible materials and must not span more than half way across the water course or
wetland area at any one time unless otherwise approved by the Engineer. These temporary roadways
shall be entirely removed as soon as their requirement is met. Work in these areas shall follow the
requirements of the Army Corp of Engineers, Division of Water Quality, or other plans as
applicable.

1.05 Construction Access: The travel of equipment to and from the construction areas shall be minimized not only
to protect areas that will not be denuded, but also to prevent the spreading of sediment within and outside of the
construction areas. Therefore, special construction equipment travel corridors will be established for this use
and instructions shall be issued for their use. Use of these corridors must be fully enforced. Other non-essential
traffic must be restricted or discouraged. Indiscriminate and convenience traffic shall not be allowed.

1.06 Stockpile/Borrow Areas: The contractor shall be responsible for creating and maintaining stockpile or borrow
areas which he may be required to complete the contract. He is also required to incorporate all necessary
sediment and erosion controls measures necessary to prevent erosion and contribution of sediment to adjacent
areas. The contractor is responsible for obtaining all necessary permits or approvals for borrow or spoil
areas outside the construction limits.

1.07 Disposal of Excess Water From Excavations: The contractor shall practice management of excess water
pumped from excavations to reduce the production and spreading of sediment. Pumped water shall be
discharged onto stabilized surfaces and allowed to filter through existing vegetation if possible, otherwise,
additional control measures may be necessary. If ditches are required to remove pumped water from
construction excavations, they shall be given the same consideration as any other man-made waterway and they
shall be stabilized as to not degrade and produce sediment.

1.08 Excavation and Backfill: Excavation shall be closely controlled and all the material removed from the
excavation shall be selectively stockpiled in areas where a minimum of sediment will be generated and where
other damage will not result from the piled material.

Drainageways shall be protected at all times and the placement of material in drainageways for
convenience shall not be allowed. Backfilling operations shall be performed in such a manner that any
remaining trees are not damaged. Temporary repaving shall be placed promptly after backfill operations are
completed in improved areas.

1.09 Final Grading and Seeding: Final grading, topsoil re-spreading, seeding and/or sodding shall be performed as
specified in these specifications elsewhere. After the construction phase is complete, permanent vegetation of
the areas, that have been disturbed, shall be re-established as rapidly as possible. If the completion of the
construction activities does not coincide with a season in which permanent vegetation can be generated, an
interim or temporary program is required. This shall include soil conditioners and mulching as necessary for
soil stabilization. In any case, sediment and erosion controls shall be installed promptly and their maintenance
assured.

1.10 Approval: The approved Erosion Control Plan will be provided by the engineer. Any standard conditions
relating to soil erosion and sediment control issued to the contractor as a part of any permit shall be available at
the job site at all times.

1.12 Payment: Under the provisions of this contract, no separate payment will be made for any labor or materials
necessary to provide for the restoration of erosion and sediment control during the construction project.
Payment will be included within the unit price or lump sum price for the particular item that requires its

restoration.
END OF SECTION 01560

SECTION 02110 - CLEARING, EXCAVATING, FILLING, AND GRADING

PART 1 GENERAL

1.01 Utilities

A. Contact all utility companies prior to excavation.

B. Locate utilities by hand excavation and protect from damage.

C. If lines are encountered with were not previously identified, promptly ensure that service is not
interrupted. Locate on as-built drawings.

D. Cooperate with OwnerÓs Representative and utility companies in maintaining services. Do not
break utility connections without providing temporary services acceptable to OwnerÓs
Representative and utility company.

E. Repair damages to existing utilities as directed by utility company or reimburse the utility for the
work done as required.

F. All abandoned sewer outlets shall be plugged with concrete at curb or pavement lines. Notify
OwnerÓs Representative for verification inspection.

1.02 Explosives

Use of explosives will not be permitted unless approved in writing by OwnerÓs Representative and
appropriate local authorities.

1.03 Protections

A. Protect structures, utilities, sidewalks, pavements, and other facilities indicated to remain from
damage. Protect adjacent properties as required.

B. Provide suitable barricades to open excavations and provides adequate warning lights.

C. Protect existing trees and vegetation which are to remain from physical damage. Do not store
materials or equipment within the drip line.

D. Provide bracing, shoring, and dewatering in excavations as required to maintain sides, to protect
adjacent structures from settlement, and to prevent injury to personnel, complying with local and
OSHA regulations. Maintain bracing and shoring until excavations are backfilled.

E. Do not interfere with normal traffic on roads, streets, walks, and other adjacent occupied or used
facilities. When working in the NCDOT right-of-way, adhere to all requirements as outlined upon
the encroachment and driveway permit.

F. Restore affected areas to the condition existing prior to the start of work, unless otherwise
directed.

G. Control air pollution, caused by dust and dirt, from becoming a nuisance to the public and
operations. Comply with governing regulations.

H. Burning of waste materials is not permitted. Burning of clearing materials is not allowed within
1200 feet of any residence. Upon authorization of the Owner burning of cleared material is
allowed provided all required local permits are obtained by the contractor and are adhered to.

1.04 Clearing

A. Unless directed otherwise by OwnerÓs Representative, remove all obstructions interfering with
construction or operation to a minimum of 2Ó below grade and properly dispose of off site.
Clearing to include but not be limited to such items as trees, shrubs, buildings, pavement, and
foreign articles from the area bounded by all curb or pavement lines and all adjoining property
lines.

B. Strip all vegetation, top soil, and rubble from the construction area. At the request of OwnerÓs
Representative, excess fill or excavated dirt may be saved for later use.

1.05 Excavation

A. General
1. Remove material encountered to obtain required subgrade elevations.
2. Keep excavations free from water.
3. Notify OwnerÓs Representative at the completion of all excavation and allow inspection
of the excavation.

4. If unsatisfactory soil materials are encountered at design elevations, notify OwnerÓs
Representative and continue excavation as directed. If conditions are not a result of
ContractorÓs negligence, additional excavation will be measured as directed by OwnerÓs
Representative and paid for in accordance with contract conditions relative to changes in
the work.

5. If environmentally impacted soils and/or water are encountered, contact the Owner
Representative immediately.

B. Pavement Areas
Excavate areas to be paved to comply with cross-sections, elevations, and grades indicated.
C. Foundations

Excavate for structure to elevations and dimensions shown. Widen excavation a sufficient
distance to permit placing and removal of other work and for inspection. Trim bottom to required
lines and grades to provide solid base to receive concrete. Perform excavation adjacent to existing
supports or foundations carefully so as not to disturb existing foundations. Adequately support
adjacent structures where required. OwnerÓs Representative to inspect the excavation before the
foundation is poured to determine if additional soil compaction is required. If no compaction is
required, place the foundation on undisturbed soil. Unauthorized excavations (remove of
materials beyond indicated subgrade elevations) may be filled with lean concrete or corrected by
extending the indicated bottom elevation of the footing to the lower elevation, acceptable to
OwnerÓs Representative.

1.06 Compaction Î General

A. Notify OwnerÓs Representative to arrange professional services for testing of each lift of
fill/backfill materials and compaction. Lifts which are not tested may be required to be removed,
at the discretion of OwnerÓs Representative, with no additional compensation to the Contractor.
The Modified Proctor Test (A.S.T.M. D1557, latest edition) shall be used to determine the
maximum density.

B. Unless indicated otherwise, compact each layer of backfill and fill soil materials and the top 12Ñ of
subgrade for structures to 90% maximum density for cohesive soils and to 95% maximum density
for cohesionless soils. For compaction requirements under flexible pavement, refer to Section
02510.

C. Pond Embankment compaction to 90% maximum density for per ASTM D-1556..

D. Moisten or aerate each lift as necessary to permit compaction to the required density.

1.07 Backfill and Fill

A. General
1. Contact Project Geotechnical Engineer for concrete subgrade requirements and Division
for asphalt subgrade requirements.

2. Prepare ground surface to receive fill by removing vegetation, top soil, debris,
unsatisfactory soil materials, and obstructions. Scarify as required so that fill material
will bond with existing surface.

3. Use clean soil materials free of debris, organic matter, waste, frozen material, clay, rock,
or gravel larger than 2Ñ in any dimension.

4. ContractorÓs fill source must be tested and approved prior to commencing work.
OwnerÓs Representative must approve all backfill/fill material before it is placed.

5. Backfill excavations as promptly as work permits once required inspections have been
completed.

6. Unless indicated otherwise, place backfill and fill materials on dam in lifts not more than
8Ñ in loose depth, compacting each lift to required maximum density. One test per lift for
every 5,000 SF.

7. Do not place materials on surface that are muddy, frozen, or contain ice or frost.

8. Refer to Project Geotechnical Engineer for pond liner placement requirements (attached
in Appendix ÐAÑ)

1.08 Grading

A. Grade areas indicated, including adjacent transition areas, with uniform levels or slopes between
finish elevations. Shape surface of areas to within 0.10 feet above or below required subgrade
elevation, compacted as required.

B. Repair and re-establish grades in settled, eroded, rutted, or otherwise damaged areas.

PART 2 EXCAVATING, FILLING & GRADING

1. All sub-titles under this specification and Section 02720 Storm Drainage must comply with local and
OSHA regulations.

2. Utilities. Contractor shall contact utility companies prior to excavation. Locate utilities by hand
excavation and provide protection from damage. Cooperate with OwnerÓs Representative and utility
companies in maintaining services. Do not break utility connections without providing temporary services
as acceptable to OwnerÓs Representative. Repair damages to existing utilities as described by utility
company or reimburse the utility for work the utility has done.

3. Explosives. Use of explosives will not be permitted unless approved in writing by OwnerÓs Representative
and appropriate local authorities.

4. Protections. Protection structures, utilities, sidewalks, pavements, and other facilities in areas of work.
Barricade open excavations and provide warning lights. Comply with governing safety regulations.

5. Provide bracing and shoring in excavations as required to maintain sides and to protect adjacent structures
from settlement. Maintain until excavations are backfilled.

6. Excavation. Remove and properly dispose of materials encountered to obtain required subgrade elevations,
including pavement, obstructions, underground structures, and utilities indicated to be removed.

7. Cut ground under pavements to comply with cross-sections, elevations, and grades indicated.
8. Excavate for structure to elevations and dimensions shown, extending excavation a sufficient distance to
permit placing and removal of other work and for inspection. Trim bottom to required lines and grades to
provide solid base to receive concrete.

9. Unauthorized excavations (removal of materials beyond indicated subgrade elevations) may be filled with
lean concrete, or corrected by extending the indicated bottom elevation of the footing of the lower
elevation, as acceptable to OwnerÓs Representative.

10. If unsatisfactory soil materials are encountered at design elevations, continue excavation as directed by
OwnerÓs Representative. If conditions are not a result of ContractorÓs negligence, additional excavation
will be measured as directed by OwnerÓs Representative and paid for in accordance with contract
conditions relative to changes in the work.
11. Rock excavation consists of the removal and disposal of a formation that cannot be excavated
without
systematic drilling and blasting, except such materials that are classified as earth excavation.
Boulders larger than 1/2 cubic yard or more in volume shall be classified as rock. Typical of
materials
classified as rock are:
¤ ÐRipÑ rock Î all subsurface materials that cannot be excavated using pans / scrapers, loaders,
bulldozers, etc. and required pre-loosening with a bulldozer equipped with a single tooth ripper
having
a minimum bar pull rating of at least 56,000 pounds. (i.e. Caterpillar D-8K), or a Caterpillar 977
track
loader (or its equivalent to achieve excavation.
¤ Blast rock Î all subsurface materials that cannot be excavated or pre-loosened with the above
described equipment or its equivalent and occupying an original volume of at least one cubic yard.
¤ Trench rock Î all subsurface materials that cannot be excavated or pre-loosened with a track
mounted backhoe having a minimum bucket curling force rating of at least 25,500 pounds and
occupying an original volume of at least ½ cubic yard.
The Contractor may provide a demonstration that materials encountered cannot be ripped with the
above
rated equipment and should be classified as rock.
The Contractor, at the A/E option, shall provide equipment specification data verifying the above
minimum
equipment will be used for the demonstration.
The Designer shall be the final judge as to what is to be classified as rock excavation.
Intermittent drilling or ripping performed to increase production and not necessary to permit
excavation of
material encountered will be classified as earth excavation.

12. Prepare ground surface to receive fill by removing vegetation, top soil, debris, unsatisfactory soil materials
and obstruction s. Scarify as required so that fill material will bond with existing surface.

13. Backfill excavations as promptly as work permits once any required inspections have been completed.
14. Backfill and Fill. Use clean soil materials free of: clay, rock or gravel larger than 2Ñ in any dimension,
debris, vegetable matter, waste, and frozen materials.

15. Place backfill and fill materials in layers not more the 8Ñ in loose depth, compacting each layer to required
maximum density. Do not place materials on surfaces that are muddy, frozen, or contain ice or frost.

16. If water conditions are encountered, Contractor shall either dewater hole as necessary to allow compaction
of fill or supply a fill material which is suitable and compactable for the given water and moisture
conditions. Any contract price adjustments must be authorized in writing by OwnerÓs Representative prior
to proceeding.

17. Earthen Liner requirements (2-4% Bentonite augmentation, refer to Project Geotechnical Engineering
-6
Report) Pond(s) permeability of 1x10 cm/sec required.

18. Earthen Liner Placement and Compaction Î All clay liner materials shall be moisture conditioned to 2-3%
rd
above optimum. The Owner will retain a 3 party geotechnical firm to monitor placement of liner material
with permeability test to confirm achievement of standard.

19. Other Compaction. Compact each layer of backfill and fill soil materials and the top 12Ñ of subgrade for
structures, and slabs (excluding pavement slabs) to 90% maximum density for cohesive soils and 95% for
cohesionless soils. At lawns or unpaved areas, 85% maximum density for cohesive soils and 90% for
cohensionless soils based on a Modified Proctor Test.

20. Sprinkle water on surface of subgrade or layers of soil materials where soil is too dry to permit compaction
to required density. Remove and replace, or scarify and air dry, soil material that is too wet to permit
compaction to required density.

21. Notify OwnerÓs Representative to arrange with professional services for testing of fill/backfill materials and
compaction.

22. Grading. Grade areas indicated, including adjacent transition areas, with uniform levels or slopes between
finish elevations. Shape surface of areas to within 0.10 feet above or below required subgrade elevation,
compacted as required.

23. Maintenance. Repair and re-establish grades in settled, eroded, rutted, or otherwise damaged areas.
24. Disposal. Remove from site and properly dispose of excess excavated material, trash, debris and waste
material. Inert material may be wasted within the project limits as directed by the Owner.

END OF SECTION 02110

SECTION 02600 Î LOW PRESSURE SANITARY SEWERAGE COLLECTION SYSTEM

PART 1 - GENERAL

1 RELATED DOCUMENTS

A. Drawings and general provisions of Contract, including General and Supplementary Conditions and
other Division 1 Specification Sections, apply to this Section.

2 SUMMARY

A. This Section includes low pressure sanitary sewerage collection system piping and appurtenances from
each pump station to the discharge point.

3 SUBMITTALS

A. General: Submit the following in accordance with Conditions of Contract and Division 1 Specification
Sections.

B. Product data for sanitary sewerage piping specialties.

C. Shop drawings for precast concrete sanitary wet wells, including frames and covers.

D. Shop drawings for simplex grinder pump stations including associated controls

E. As-built drawings showing pipe sizes and valves, locations, elevations and profile changes. Include
details of underground structures and connections. Show other piping in the same trench and clearances
from sanitary sewerage system piping. Indicate interface and spatial relationship between piping and
proximate structures. As-built drawings shall locate all underground structures ( valves, etc.) with not
less than two dimensions to permanent above ground objects or structures.

4 QUALITY ASSURANCE

A. Environmental Compliance: Comply with applicable portions of local environmental agency
regulations pertaining to sanitary sewerage systems.

B. Utility Compliance: Comply with utility regulations, regulations of authorities having jurisdiction and
local standards pertaining to sanitary sewerage systems. All construction shall be in accordance with
Section 15A NCAC 2T of the State of North Carolina Department of Environment, Health &
Natural Resources Division of Environmental Management.

5 PROJECT CONDITIONS

A. Site Information: Perform site survey, research public utility records, and verify existing utility
locations. Verify that sanitary sewerage system piping may be installed in compliance with original
design and referenced standards.

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6 SEQUENCING AND SCHEDULING

A. Coordinate connection to wastewater treatment plant with Owner.

B. Coordinate with other utility work.

C. Do not disrupt services of existing active systems. If it is necessary to disrupt existing services, Owner
shall be notified of such required disruption 48 hours in advance.

PART 2 - PRODUCTS

1 MANUFACTURERS

A. Manufacturers: Subject to compliance with requirements, provide products by one of the following:

1. Underground Warning Tapes:

a. Type (3) Detectable Marking Tape as manufactured by Linegaurd, Inc. or approved equal

2 PIPE AND FITTINGS
A. General: Provide pipe and pipe fitting materials compatible with each other. Where more than one type
of materials or products is indicated, selection is Installer's option.

B. Piping: All pressure sewer piping shall be ductile iron, or PVC as specified below. All pressure sewer
force main within street or highway rights-of-way shall be clearly identified with green plastic locator
tape made specifically for that purpose. The tape shall be marked with black lettering clearly
identifying the pipelines as sanitary sewer. The tape shall be Type III Detectable Marking Tape as
manufactured by Lineguard, Inc., or approved equal.

1. Ductile Iron Pressure Sewer: All ductile iron pipe furnished shall be Pressure Class 350,
conforming to the requirements of ANSI/AWWA C-151/A21.51 and shall have a cement mortar
lining in accordance with AWWA C-104. DIP shall be furnished with push-on joints in accordance
with AWWA C111.

2. PVC Pressure Sewer: Unless amended on the Construction Drawings, all PVC Pressure Pipe shall
be SDR 21, Class 200 pipe made from materials whose Cell Classifications are either Class 1245A
or 1245B, and shall be furnished in lengths of 20 feet. Lesser lengths will be accepted to allow the
proper placement of fittings, valves, etc. All PVC Pipe will be shipped, stored, and strung at the
project in such a manner as to be protected from total accumulated exposure to sunlight and
possible ultraviolet radiation of no more than four (4) weeks.

Pipe jointing for all main line pipe shall be by ELASTROMERIC GASKET JOINTS
only, confirming to ASTM standard D-3139. Pipe Bells for all pipes three-inch and
larger shall be integral to the pipe; sleeve couplings are not allowed.
Whenever a PVC pressure sewer crosses over or within 1.5 feet below a water main, the
PVC pipe shall be replaced with ductile iron pipe as specified above. The ductile iron
pipe shall extend not less than 10 feet on each side of the water main.

C. Fittings: All fittings for pipes four-inch and larger shall be Ductile Iron or Cast Iron. All fittings for
pipes smaller than 4-inch shall be solvent weld PVC.

1. Cast Iron and Ductile Iron Fittings: All cast iron or ductile iron fittings shall be Pressure Class 250,
mechanical joint fittings, in accordance with AWWA C-110 or pressure class 350 compact fittings
in accordance with AWWA C-153. All fittings shall be furnished bell and bell unless otherwise
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2600-2

indicated on the drawings. All fittings shall have a cement mortar lining of standard thickness in
accordance with AWWA C-104.

2. PVC Fittings: PVC fittings for pressure sewer mains shall be Schedule 80 fittings furnished in
accordance with ASTM D-2467 with solvent weld joints installed according to ASTM D-2855.

D. Valves: All valves on pressure sewer mains shall be plug or ball valves as specified below. Valve
operations shall be open to the left.

1. Plug Valves: All valves on pressure sewer mains shall be eccentric plug valves as follows:

Plug valves shall be non-lubricated, with a plug facing of a material specifically recommended by
the valve manufacturer for the indicated service and shall have stainless steel permanently
lubricated upper and lower plug stem bearings. Valve seats shall be nickel. Valves shall be
designed and adjustable seals with are replaceable without removing the bonnet. The bearing and
seal area shall be protected with grit seals.

Area of port opening for all valves shall be no less that 81% of full pipe area. 12-inch and smaller
valves shall be rated at 175 psi. 14-inch and larger valves shall be rated at 150 psi. Bi-directional
shut off is required.

Plug valves shall be as manufactured by Desurik Corporation, Milliken Valve Co., Keystone
Valve, or approved equal.

Buried valves four-inches and larger and other valves specifically indicated shall have mechanical
joint ends conforming to ANSI A21.11.

Buried valves three inches and smaller shall have schedule 80 threaded ends and shall be
connected to the pressure main by schedule 80 PVC threaded by socket adapters.

a. Buried plug valves shall have 2-inch operating nuts within 10-inches to 15-inches below
finish grade.

b. Extension stems, stem guides, operating levers, and other miscellaneous items required
for a complete installation shall be provided in accordance with the requirements and
recommendations of the manufacturer.

c. Buried plug valves shall be provided with adjustable valve boxes. Valves boxes shall be
cast iron conforming to ASTM A-48, Class 30. Valve box castings shall be fully
bituminous seal coated Valve box shall be Tyler 462A or equal.

PART 3 - EXECUTION

1. In st allation of PVC Low Pressure Pipe: PVC pressure sewer main shall be installed substantially
inaccordance with the Standard Recommended Practices for UNDERGROUND INSTALLATION OF
FLEXIBLE THERMOPLASTIC SEWER PIPE, ASTM D-2321. The following exceptions shall be
taken to the Standard:

A. Installing Valves and Fittings: Valves and fittings shall be installed in the manner specified for
cleaning, laying and jointing pipe. Valves shall be installed at locations shown on the Plans and/or
as directed by the Engineer.

1) Valve Boxes: A valve box shall be installed at every buried plug valve. The valve box
shall not transmit shock or stress to the valve and shall be centered and plumb over the
operating nut, with the box cover flush with the pavement or other existing surface.
Where the box is not in pavement, the top section shall be anchored by an 6Ñ concrete
doughnut or an approved pre-cast concrete pad, set flush with the existing terrain.
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2) Combination Air /. Vacuum Release Valves: Combination valves shall be Golden
Anderson Industries Figure 935 or approved equal and shall be located at all high points
along forcemain where elevation difference from high point to low point exceeds 10 feet
( see construction drawings for specific locations ).

3) Pressure Cleanouts: Cleanouts shall be located at all low points along forcemain ( see
construction drawings for specific locations ).

B. Alignment and Grade: The pressure sewer shall be laid and maintained at the required lines
and grades with fittings and valves at the required locations, spigots centered in bells, and all
valve stems plumb.

After curb and gutter has been installed, the location and depth of the pressure sewer main and
valves, etc., will be checked for conformance with approved plans. Any deficiencies will be
corrected to the satisfaction of the Engineer prior to testing and activation of the mains.

Depth of Pipe Installation: Unless otherwise indicated on the Plans, or required by
existing utility location, all pipes shall be installed with the top of the pipe at least 4.5Ó
below the edge of the adjacent roadway pavement or 4Ó below the ground, above the
pipe, whichever is greatest. The Contractor is instructed to check construction plans and
blow-up views for additional requirements.
The Contractor may be required to vary the depth of the pipe to achieve minimum
clearance from existing utilities while maintaining the minimum cover specified whether
or not the existing pipelines, conduits, cables, mains, etc., are shown on the plans. Refer
to construction plans for vertical and horizontal clearances.
C. Testing: The water for testing purposes shall be provided by the Contractor.
The maximum infiltration rate of 10 gallons per day per inch of pipe diameter per mile of
pipe installed in accordance with 15A NCAC 2T

The test pressure will be 150 PSI at the low point of the section under test for 2 hours.

1/2
L=SD(P)
133,200
L = Allowable leakage, in gals. per hour
S = Length of line under testing (ft)
D = Nominal diameter of pipe, inches
P = Average test presure, psi

2 IDENTIFICATION

A. Install continuous plastic underground warning tape during back-filling of trench for
underground water service piping. Locate 6 to 8 inches below finished grade, directly
over piping.. IDENTIFICATION Metallic-Lined Plastic Underground Warning Tapes:
Polyethylene plastic tape with metallic core, 6 inches wide by 4 mils thick, solid green in
color with continuously printed caption in black letters "CAUTION - SEWER LINE
BURIED BELOW."

END OF SECTION 02600
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SECTION 02720 - STORM DRAINAGE
PART 2 - GENERAL
1 RELATED DOCUMENTS
A. Drawings and general provisions of Contract, including General and Supplementary Conditions apply to
this Section.

2 SUMMARY

A. This Section includes storm sewerage system piping and appurtenances.

B. Related Sections: The following sections contain requirements that relate to this section:

1. Section 02110 "CLEARING, EXCAVATING, FILLING, GRADING" for excavation and
backfill required for storm sewerage system piping and structures.

3 SUBMITTALS

A. General: Submit the following in accordance with Conditions of Contract.

B. Product data for drainage piping specialties.

C. Shop drawings for precast concrete storm drainage manholes and Curb and drainage inlets, including
frames, covers, grates and steps. ( NCDOT approval stamp required )

4 QUALITY ASSURANCE

A. Materials and installation shall comply with these specifications and requirements of NCDOT
ÐStandard Specifications for Road and Structures dated January 2002Ñ.

5 PROJECT CONDITIONS

A. Site Information: Perform site survey, research public utility records, and verify existing utility
locations. Verify that storm sewerage system piping may be installed in compliance with original
design and referenced standards.

1. Locate existing natural drainage swales.
2. Verify protected wetland areas and leave undisturbed.

PART 3 - PRODUCTS

1. PIPE AND FITTINGS

A. Reinforced Concrete Sewer Pipe and Fittings: ASTM C 76, Class III, Wall B, for rubber gasket joints.

1. Gaskets: AASHTO M 198 751, Type B or ASTM C 443, installed in accordance with
manufacturerÓs recommendations.
2. Flared end sections shall be per ASTM C76 or AASHTO H170 (for sections with toe wall)

Storm Drainage 02720 - 1

B. High Density Polyethylene Pipe (HDPE): AASHTO Designation M252 Type S, M294 Type S and
MP7-97 Type S, smooth interior/annular exterior. Only permitted when specifically indicated on
Drawings. Pipe shall be installed in accordance with pipe manufacturer's installation Guidelines for
Culvert Storm Drainage Applications.
Pipe Joints and fittings shall conform to AASHTO M252 and M294.
Acceptable manufacturers: Advanced Drainage Systems, Inc. "ADS N-12", HANCOR, INC. "Hi-Q", or
approved equal.
C. Polyvinyl Chloride (PVC) Pipe: ASTM D3034, rated SDR 35 (or ASTM 949 for Profile Pipe)
continually marked with manufacturer's name, pipe size, cell classification, SDR rating, and ASTM D
3034 classification. Only permitted when specifically indicated on Drawings.
1. Pipe joints: ASTM D 3212 using restrained gasket conforming to ASTM F477.

2. DRAINAGE STRUCTURES

A. Precast Concrete Catch Basins: ASTM C 478 or ASTM C 858, precast reinforced concrete, of depth
indicated. Sections shall have provision for rubber gasket joints. Base section slab shall have minimum
thickness of 6 inches, riser sections shall have minimum thickness of 4 inches, and top section and
grade rings shall match details as provide on the construction drawings.
B. Manholes: Conform to Section 02536.
C. Grates and Frame: Provide in accordance with details shown on Drawings.
Provide heavy duty grates, with maximum slot width of 1-1/8Ñ
Acceptable Manufacturers:
a. Neenah Foundry.
b. East Jordan Iron Works.
c. Bass & Hays Foundry.
D. Cast-In-Place concrete for drainage structures including manholes, inlets, catch basins, collars, support
blocks, headwalls and paved ditches shall conform to ACI 301.
Compressive Strength: 3500 psi at 28 days.
Reinforcement: ASTM A615, grade 40 or 60 deformed reinforcing bars, and ASTM A185 for wire
fabric.
E. Cement Mortar used for paving inverts, filling lift holes, joints, patching and anchoring castings shall
consist of one part Portland cement, type I, ASTM C150, 1/4 part hydrated lime, ASTM C206 and 2-1/2
parts clean, well-graded sand and water free of suspended matter, alkali, and containing no industrial or
domestic waste.

3. CONCRETE AND REINFORCEMENT

A. Concrete: Portland cement mix, 3,000 psi.

1. Cement: ASTM C 150, Type II.
2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.

B. Reinforcement: Steel conforming to the following:

1. Fabric: ASTM A 185, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A 615, Grade 60, deformed.

PART 4 - EXECUTION
Storm Drainage 02720 - 2

1 PREPARATION OF FOUNDATION FOR BURIED STORM SEWERAGE SYSTEMS
A Grade trench bottom to provide a smooth, firm, stable, and rock-free foundation, throughout the length
of the pipe.

B. Remove unstable, soft, and unsuitable materials at the surface upon which pipes are to be laid, and
backfill with clean sand or pea gravel to indicated level.

C. Shape bottom of trench to fit bottom of pipe. Fill unevenness with tamped sand backfill. Dig bell holes
at each pipe joint to relieve the bells of all loads and to ensure continuous bearing of the pipe barrel on
the foundation.

2. INSTALLATION, GENERAL

A. General Locations and Arrangements: Drawings (plans and details) indicate the general location and
arrangement of the underground storm sewerage system piping. Location and arrangement of piping
layout take into account many design considerations. Install the piping as indicated, to the extent
practical.

B. Install piping beginning at low point of systems, true to grades and alignment indicated with unbroken
continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and
couplings in accordance with manufacturer's recommendations for use of lubricants, cements, and other
installation requirements. Maintain swab or drag in line and pull past each joint as it is completed.

C. Use manholes or catch basins for changes in direction, except where a fitting is indicated. Use fittings
for branch connections, except where direct tap into existing sewer is indicated.

D. Use proper size increasers, reducers, and couplings, where different size or material of pipes and fittings
are connected. Reduction of the size of piping in the direction of flow is prohibited.

E. Extend storm sewerage system piping to connect to building storm drains, of sizes and in locations
indicated.
G. Joints:
1. Joints shall be constructed as described herein and in accordance with manufacturerÓs installation
instructions with the intent that they be made watertight.
2. For RCP, the joint surface shall be cleaned and washed with water, if necessary, before the joints
are made. For tongue and groove joints in smaller sizes, make joints butting the inside of the bell
with a cement mortar before joining. The inside joint shall be wiped clean of excess mortar by
brush or a squeegee drawn through the pipe as the laying operations progress. In the lager
diameters, which permit the entry of a man, annular space between pipe sections shall be
completely filled with mortar and finished off smooth with the inside surface of the pipe.
3. CSP shall be joined by standard corrugated connecting bands. Keep dirt or gravel out from
between the pipes and band so that corrugations fit snugly. While being tightened, the bands
shall be tapped with a mallet to take up slack and insure a tight joint.
4. PVC fittings shall be attached to the pipe by solvent welding according to the manufacturerÓs
recommendations.

3. DRAINAGE STRUCTURES Î MANHOLES, CATCH BASINS, INLETS, AND JUNCTION
BOXES
A. Drainage structures shall be constructed in accordance with details shown on Drawings.
B. Precast Sections:
Storm Drainage 02720 - 3

1. Pipe openings shall be aligned to that of the pipe entering and leaving the manhole, etc. Pipe
shall
be properly aligned with connections to manholes, etc. as shown on the drawings.
C. Cast-In-Place sections shall be as shown on the drawings and in accordance with Section 03300.
1. Form bottom of excavation clean and smooth to correct elevation.
2. Form and place cast-in-place concrete base pad, with provision for storm sewer pipe to be placed
at proper elevation.
3. Form and place cast-in-place concrete walls, sleeved at proper elevation to receive storm sewer
pipe in accordance with details shown on Drawings.
D. Invert channels shall be smooth and accurately shaped to a semicircular bottom conforming to the inside
of the adjacent sewer section. Invert channels and structure bottoms shall be shaped with cement
mortar. Changes in size and grade of invert shall be made gradually and evenly. Changes in direction
of the sewer entering branch or branches shall have a true curve of as large a radius as the manhole will
permit.
E. Frames and Covers:
1. Frames and covers shall be set to the proper elevation. The frames shall be firmly embedded in
mortar approximately 1 inch thick and aligned to fit the top section of the structure.
2. Bricks set in mortar used to adjust the frame to finished grade shall be limited to no more than
four courses.
3. Adjustment rings used to make adjustments in grade shall be made with the initial ring embedded
in mortar and the exterior of the rings parged with mortar not less than 1/2 inch thick. No
adjustment made in this manner shall exceed 8 inches.
F. Concrete cradles shall be constructed as shown on the drawings and as needed when crossing over and
under sewer pipe or utility lines. Concrete shall be 3000 psi mix with a minimum thickness of 6 inches.

4. TAP CONNECTIONS

A. Make connections to existing piping and underground structures so that finished work will conform as
nearly as practicable to the requirements specified for new work.

B. Protect existing piping and structures to prevent concrete or debris from entering while making tap
connections. Remove debris, concrete, or other extraneous material that may accumulate.

5 FIELD QUALITY CONTROL

A. Testing: Perform testing of completed piping in accordance with local authorities having jurisdiction.

B. Cleaning: Clear interior of piping and structures of dirt and other superfluous material as work
progresses. Maintain swab or drag in piping and pull past each joint as it is completed.

1. In large, accessible piping, brushes and brooms may be used for cleaning.
2. Place plugs in ends of uncompleted pipe at end of day or whenever work stops.
3. Flush piping between manholes, if required by local authority, to remove collected debris.

C. Interior Inspection: Inspect piping to determine whether line displacement or other damage has
occurred.

1. Make inspections after pipe between manholes and manhole locations has been installed and
approximately 2 feet of backfill is in place, and again at completion of project.
2. If inspection indicates poor alignment, debris, displaced pipe, infiltration, or other defects,
correct such defects and reinspect.

Storm Drainage 02720 - 4

END OF SECTION 02720
Storm Drainage 02720 - 5

SECTION 03300 - CAST-IN-PLACE CONCRETE
PART 1 GENERAL:
1.1 RELATED DOCUMENTS

1.1.1 Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 1 Specification Sections, apply to this Section.

1.2 SUMMARY

1.2.1 This Section specifies cast-in place concrete, including formwork, reinforcing, mix design,
placement procedures, and finishes.

1.2.2 Cast-in place concrete includes the following:
a. Foundations and footings.
b. Slabs-on-ground.
c. Foundation walls.
d. Load-bearing building walls.
e. Equipment pads and bases.

1.3 QUALITY ASSURANCE

1.3.1 Codes and Standards: Comply with provisions of the following codes, specifications, and
standards, except where more stringent requirements are shown or specified:
a. American Concrete Institute (ACI) 301, ÐSpecifications for Structural Concrete for
Buildings.Ñ
b. ACI 318, ÐBuilding Code Requirements for Reinforced Concrete.Ñ
c. Concrete Reinforcing Steel Institute (CRSI) ÐManual of Standard Practice.Ñ
d. ACI SP-15, ÐField Reference ManualÑ, provide copy in field office.
e. ACI SP-66, ÐDetailing Manual for Reinforced Concrete.Ñ
f. ACI 117, ÐStandard Tolerances for Concrete Construction and Materials.Ñ
g. ACI 302, ÐGuide for Concrete Floor and Slab Construction.Ñ
h. ACI 304, ÐMeasuring, Mixing, Transporting and Placing Concrete.Ñ
i. ACI 305, ÐHot Weather Concreting.Ñ
j. ACI 306, ÐCold Weather Concreting.Ñ
k. ACI 308, ÐStandard Practice for Curing Concrete.Ñ
l. ACI 309, ÐRecommended Practice for Consolidating Concrete.Ñ
m. ACI 311, ÐRecommended Practice for Building Concrete Inspection.Ñ
n. ACI 347, ÐRecommended Practice for Concrete Formwork.Ñ

1.3.2 Inspection and Testing: Owner will employ, at his expense, and Independent Testing Laboratory
(ITL) to perform quality assurance program which will include testing described in the Quality
Control Testing During Construction paragraph in this Section.

1.3.3 Materials and installed work may require testing and retesting at any time during progress of
Work. Tests, including retesting of rejected materials for installed Work, shall be performed at the
ContractorÓs expense.
03300-1

Part 2 Products:
2.1 FORM MATERIALS

2.1.1 Forms for Exposed Finish Concrete: Plywood, metal, metal-framed plywood faced, or other
acceptable panel-type materials to provide continuous, straight, smooth, exposed surfaces. Furnish
in largest practicable sizes to minimize number of joints and to conform to joint system shown on
drawings.

a. Use plywood complying with U.S. Product Standard PS-1 ÐB-B (Concrete Form)
Plywood, ÐClass 1, Exterior Grade or better, mill-oiled and edge-sealed, with each piece
bearing legible inspection trademark.

2.1.2 Forms for Unexposed Finish Concrete: Plywood, lumber, metal, or another acceptable material.
Provide lumber dresssed on at least two edges and one side for tight fit.

2.1.3 Carton Forms: Biodegradable paper surface, treated for moisture-resistance, structurally sufficient
to support weight of plastic concrete and other superimposed loads.

2.1.4 Form Release Agent: Provide commercial formulation form release agent with a maximum of 350
mg/l volatile organic compounds (VOCÓs) that will not bond with, stain, or adversely affect
concrete surfaces and will not impair subsequent treatments of concrete surfaces.

2.1.5 Form Ties: Factory-fabricated, adjustable-length, removable or snap-off metal form ties designed to
prevent form deflection and to prevent spalling of concrete upon removal. Provide units that will
leave no metal closer than 1-1/2 inches to the plane of the exposed concrete surface.

a. Provide ties that, when removed, will leave holes not larger than 1 inch in diameter in the
concrete surface.

2.2 REINFORCING MATERIALS

2.2.1 Reinforcing Bars: ASTM A 615, Grade 60, deformed.

2.2.2 Welded Wire Fabric: ASTM A 185, welded steel wire fabric.

2.2.3 Supports for Reinforcement: Bolsters, chairs, spacers, and other devices for spacing, supporting,
and fastening reinforcing bars and welded wire fabric in place. Use wire bar-type supports complying with
CRSI specifications:

a. For slabs-on-ground, use supports with sand plates or horizontal runners where base
material will not support chair legs.

b. For exposed-to-view concrete surfaces where legs of supports are in contact with forms,
provide supports with legs that are protected by plastic (CRSI, Class1).

2.2.4 Fiber-reinforced Conrete: See Section 03240-Fibrous Reinforcing
03300-2

2.3 CONCRETE MATERIALS

2.3.1 Portland Cement: ASTM C 150, Type 1.

2.3.2 Fly Ash: ASTM C 618, Type F.

2.3.3 Normal-Weight Aggregrates: ASTM C 33 and as specified. Provide aggregates from a single
source for exposed concrete, if any.

a. For exposed exterior surfaces, do not use fine or coarse aggregrates that contain
substances that cause spalling.

b. Local aggregrates not complying with ASTM C 33 that have been shown to produce
concrete of adequate strength and durability by special tests or actual service may be used
when acceptable to Owner.

2.3.4 Lightweight Aggregates: ASTM C 330.

2.3.5 Water: Potable.

2.3.6 Admixtures, General: Calcium chloride, thiocyanates or any admixtures containing more than 0.05
percent chloride ions are not permitted.

2.3.7 Air-Entraining Admixture: ASTM C 260, certified by manufacturer to be compatible with other
required admixtures.
a. Products: Subject to compliance with requirements, provide one of the following:

1. Darex AEA or Daravair, W.R. Grace & Co.
2. MB-VR or Micro-Air, Master Builders, Inc.
3. Sika AER, Sika Corp.

2.3.8 Water-Reducing Admixture: ASTM C 494, Type A.

a. Products: Subject to compliance with the requirements, provide one of the following:

1. WRDA, W.R. Grace & Co.
2. Pozzolith Normal or Polyheed, Master Builders, Inc.
3. Plastocrete 161, Sika Corp.

2.3.9 High-Range Water-Reducing Admixture: ASTM C 494, Type F or Type G.

a. Products: Subject to compliance with requirements, provide one of the following:

1. WRDA 19 or Daracem, W.R. Grace & Co.
2. Rheobuild or Polyhead, Master Builders, Inc.
3. Sikament 300, Sika Corp.
2.3.10 Water-Reducing, Accelerating Admixture: ASTM C 494, Type E.

03300-3

a.Products: Subject to compliance with requirements, provide one of the following:

1. Accelguard 80, Euclid Chemical Co.
2. Daraset, W.R. Grace & Co.
3. Pozzutec 20, Master Builders, Inc.

2.3.11 Water-Reducing, Retarding Admixture: ASTM C 494, Type D.

a. Products: Subject to compliance with requirements, provide one of the following:

1. Daratard-17, W.R. Grace & Co.
2. Pozzolith R., Master Builders, Inc.
3. Plastiment, Sika Corporation.

2.4 RELATED MATERIALS

2.4.1 Reglets: where sheet flashing or bituminous membranes are terminated in reglets, provide reglets of
not less than 0.0217-inch-thick (26-gage) galvanized sheet steel. Fill reglet or cover face opening
to prevent intrusion of concrete or debris.

2.4.2 Dovetail Anchor Slots: Hot-dip galvanized sheet steel, not less than 0.0336 inch thick (22 gage)
with bent tab anchors. Fill slot with temporary filler or cover face opening to prevent intrusion of
concrete or debris.

2.4.3 Waterstops: Provide flat, dumbbell-type or centerbulb-type waterstops at constructions joints and
other joints as indicated. Size to suit joints.

2.4.4 Rubber Waterstops: Corps of Engineers CRD-C 51.

a. Manufacturers: Subject to compliance with requirements, provide products of one of the
following:

1. The Burke Co.
2. Progress Unlimited.
3. Williams Products, Inc.

2.4.5 Polyvinyl Chloride Waterstops: Corps of Engineers CRD-C 572.

a. Manufactures: Subject to compliance with requirements, provide products of one of the
following:

1. The Burke Co.
2. Greenstreak Plastic Products Co.
3. Vinylex Corp.

2.4.6 Sand Cushion: Clean, manufactured or natural sand.

2.4.7 Vapor Barrier: Provide vapor barrier that is resistant to deterioration when tested according to
03300-4

ASTM E 154, as follows:

a. Polyethylene sheet not less than 8 mils thick.

2.4.8 Absorptive Cover: Burlap cloth made from jute of kenaf, weighing approximately 9 oz. per sq. yd.,
complying with AASHTO M 182, Class 2.

2.4.9 Moisture-Retaining Cover: One of the following, complying with ASTM C 171.

a. Waterproof paper.
b. Polyethylene film.
c. Polyethylene-coated burlap.

2.4.10 Underlayment Compound: Free-flowing, self-leveling, pumpable, cement-based compound for
applications form 1 inch thick to feathered edges.

a. Products: Subject to compliance with requirements, provide one of the following:

1. Gyp-Crete, Gyp-Crete Corp.
2. Underlayment 110, Master Builders, Inc.
3. Thoro Underlayment Self-Leveling, Thoro System Products.

2.4.11 Bonding Agent: Polyvinyl acetate or acrylic base. Products: Subject to compliance with
requirements, provide one of the following:

a. Polyvinyl Acetate
1. Euco Weld, Euclid Chemical Co.
2. Everweld, L&M Construction Chemicals, Inc.
3. Ready Bond, Symons Corp.

b. Acrylic or Styrene Butadiene:
1. Acrylic Bondcrete, The Burke Co.
2. Everbond, L&M Construction Chemicals, Inc.
3. Strong Bond, Symons Corp.

2.4.12 Epoxy Adhesive: ASTM C 881, two-component material suitable for use on dry or dam surfaces.
Provide material type, grade, and class to suit Project requirements.

a. Products: Subject to compliance with requirements, provide one of the following:

1. Burke Epoxy M.V., The Burke Co.
2. Epabond, L&M Construction Chemicals, Inc.
3. R-600 Series, Symons Corp.

2.5 PROPORTIONING AND DESIGNING MIXES

2.5.1 Prepare design mixes for each type of and strength of concrete by either laboratory trial batch or
field experience methods as specified in ACI 301. For the trial batch method, use an independent
testing agency.

03300-5

a.Limit use of fly ash to not exceed 25 percent of cement content by weight.

2.5.2 Water-Cement Ratio: Provide concrete for following conditions with maximum water-cement
(W/C) ratios as follows:

a. Subject to freezing and thawing: W/C 0.45.

2.5.3 Slump Limits: Proportion and design mixes to result in convrete slump at point of placement as
follows:

a. Ramps, slabs, and sloping surfaces: Not more than 3 inches.
b. Reinforced foundation systems: Not less than 1 inch and not more than 3 inches.
c. Concrete containing high-range water-reducing admixutre (superplasticizer): Not more
than 8 inches after adding admixture to site-verified 2-to 3-inch slump concrete.
d. Other concrete: Not more than 4 inches.

2.6 ADMIXTURES

2.6.1 Use water-reducing admixture of high-range water-reducing admixture (superplasticizer) in
concrete, as required, for placement and workability.

2.6.2 Use accelerating admixture in concrete slabs placed at ambient temperatures below 50 deg F (10
deg C).

2.6.3 Use high-range water-reducing admixture in pumped concrete, concrete for heav-use industrial
slabs, architectural concrete, parking structure slabs, concrete required to be watertight, and
concrete with water-cement ratios below 0.50.

2.6.4 Use air-entraining admixture in exterior exposed concrete unless otherwise indicated. Add air-
entraining admixture at manufacturerÓs prescribed rate to result in concrete at point of placement
having total air content with a tolerance of plus or minus 1-1/2 percent within the following limits:

a. Concrete structures and slabs exposed to freezing and thawing, deicer chemicals, or
hydraulic pressure:

1. 4.5 percent (moderate exposure) for 1-1/2 inch maximum aggregrate.
2. 4.5 percent (moderate exposure) for 1-inch maximum aggregrate.
3. 5.0 percent (moderate exposure) for ¾-inch maximum aggregrate.
4. 5.5 percent (moderate exposure) for ½-inch maximum aggregrate.

b. Other concrete not exposed to freezing, thawing, or hydraulic pressure, or to receive a
surface hardener: 2 to 4 percent air.

2.6.5 Use admixtures for water reduction and set accelerating or retarding in strict compliance with
manufacturerÓs directions.

Part 3 Execution

3.1 GENERAL

03300-6

3.1.1Coordinate the installation of joint materials, vapor retarder/barrier, and other related material with
placement of forms and reinforcing steel.

3.2 FORMS

3.2.1 General: Design, erect, support, brace, and maintain formwork to support vertical, lateral, static,
and dynamic loads that might be applied until concrete structure can support such loads. Construct
formwork so concrete member and structures are of correct size and shape, alignment, elevation,
and position. Maintain formwork construction tolerances and surface irregularities complying with
the following ACI 347 limits:

a. Provide Class A tolerances for concrete surfaces exposed to view.
b. Provide Class C tolerances for other concrete surfaces.

3.2.2 Construct forms to sizes, shapes, lines, and dimensions shown and to obtain accurate alignment,
location, grades, level, and plumb work in finished structures. Provide for openings, offsets,
sinkages, keyways, recesses, moldings, rustications, reglets, chamfers, blocking, screeds,
bulkheads, anchorages, and inserts, and other features required in Work. Use selected materials to
obtain required finishes. Solidly butt joints and provide backup at joints to prevent cement paste
from leaking.

3.2.3 Fabricate forms for easy removal without hammering or prying against concrete surfaces. Provide
crush plates or wrecking plates where stripping may damage cast concrete surfaces. Provide top
forms for inclined surfaces where slopes is too steep to place concrete with bottom forms only.
Kerf wood inserts for forming keyways, reglets, recesses, and the like for easy removal.

3.2.4 Provide temporary openings for clean-outs and inspections where interior area of formwork is
inaccessible before and during concrete placement. Securely brace temporary openings and set
tightly to forms to prevent losing concrete mortar. Locate temporary openings in forms at
inconspicuous locations.

3.2.5 Chamfer exposed corners and edges as indicated, using wood, metal, PVD, or rubber chamfer strips
fabricated to produce uniform smooth lines and tight edge joints.
3.2.6 Provisions for Other Trades: Provide openings in concrete formwork to accommodate work of
other trades. Determine size and location of openings, recesses, and chases from trades providing
such items. Accurately place and securely support items built into forms.

3.2.7 Cleaning and Tightening: Thoroughly clean forms and adjacent surfaces to receive concrete.
Remove chips, wood, sawdust, dirt, or other debris just before placing concrete. Retighten forms
and bracing before placing concrete, as required, to prevent mortar leaks and maintain proper
alignment.

3.3 VAPOR BARRIER INSTALLATION

3.3.1 General: Place vapor barrier sheeting in position with longest dimension parallel with direction of
pour.

3.3.2 Lap joints 6 inches and seal with manufacturerÓs recommended mastic or pressure-sensitive tape.

03300-7

3.4 PLACING REINFORCEMENT
3.4.1 General: Comply with Concrete Reinforcing Steel InstituteÓs recommended practice for ÐPlacing
Reinforcing Bars,Ñ for details and methods of reinforcement placement and supports and as
specified.

a. Avoiding cutting or puncturing vapor retarder/barrier during reinforcement placement
and concreting operations. Repair damages before placing concrete.

3.4.2 Clean reinfocement of loose rust and mill scale, earth, ice, and other materials that reduce or
destroy bond with concrete.

3.4.3 Accurately position, support, and secure reinforcement against displacement. Locate and support
reinforcing by metal chairs, runners, bolsters, spacers, and hangers, as approved by Owner.

3.4.4 Place reinforcement to maintain minimum coverages as indicated for concrete protection. Arrange,
space, and securely tie bars and bar supports to hold reinforcement in position during concrete
placement operations. Set wire ties so ends are directed into concrete, not toward exposed concrete
surfaces.

3.4.5 Install welded wire fabric in lengths as long as practicable. Lap adjoining pieces at least one full
mesh and lace splices with wire. Offset laps of adjoining widths to prevent continuous laps in
either direction.

3.5 JOINTS

3.5.1 Construction Joints: Locate and install construction joints so they do not impair strength or
appearance of the structure, as acceptable to Owner.

3.5.2 Provide keyways at least 1-1/2 inches deep in construction joints in walls and slabs and between
walls and footings. Bulkheads designed and accepted for this purpose may be used for slabs.

3.5.3 Place construction joints perpendicular to main reinforcement. Continue reinforcement across
construction joints except as indicated otherwise. Do not continue reinforcement through sides of
strip placements.

3.5.4 Use bonding agent on existing concrete surfaces that will be joined with fresh concrete.

3.5.5 Expansion/Isolation Joints in Slabs-on-Grade: Construct expansion/isolation joints in slabs-on-
grade at locations shown on the drawings. Joints shall be a minimum of ½ inch wide and extend to
the full depth of concrete.

a. Joint fillers and sealants are specified in Division 7 Section ÐJoint Sealers.Ñ

3.5.6 Contraction (Control) Joints in Slabs-on-Grade: Construct contraction joints in slabs-on-grade to
form panels of patterns as shown on drawings. Use saw cuts 1/8 inch wide by one-fourth of slab
depth or inserts ¼ wide by one-fourth slab depth, unless otherwise indicated.
a. Form contraction joints by inserting premolded plastic, hardboard, or fiberboard strip into
fresh concrete until top surface of strip is flush with slab surface. Tool slab edges round
03300-8

on each side of insert. After concrete has cured, remove inserts and clean groove of
loosed debris.
b. Contraction joints in unexposed floor slabs may be formed by saw cuts as soon as
possible after slab finishing as may be safely done without dislodging aggregate.l
c. Sawcut joints shall be straight and true-to-line.
d. Joint fillers and sealants are specified in Division 7 Section ÐJoint Sealants.Ñ

3.5.7 Crack Isolation Fabric: Install over all contraction and control joints in concrete slabs, where
ceramic or quarry tile are to be installed. Crack isolation fabric shall be 2Ó-0Ñ wide, centered over
the joints in the slab.

3.6 INSTALLING EMBEDDED ITEMS

3.6.1 General: Set and build into formwork anchorage devices and other embedded items required for
other work that is attached to or supported by cast-in-place concrete. Use setting drawings,
diagrams, instructions, and directions provided by suppliers of items to be attached.

3.6.2 Install reglets to receive top edge of foundation sheet waterproofing and to receive through-wall
flashings in outer face of concrete frame at exterior walls, where flashing is shown at lintels,
relieving angles, and other conditions.

3.6.3 Forms for Slabs: Set edge forms, bulkheads, and intermediate screed strips for slabs to achieve
required elevations and contours in finished surfaces. Provide and secure units to support screed
strips using strike-off templates or compacting-type screeds.

3.7 PREPARING FORM SURFACES

3.7.1 General: Coat contact surfaces of forms with an approved, nonresidual, low-VOC, form-coating
compound before placing reinforcement.

3.7.2 Do not allow excess form-coating material to accumulate in forms or come into contact with in-
place concrete surfaces against which fresh concrete will be placed. Apply according to
manufacturerÓs instructions.

a. Coat steel forms with a nonstaining, rust-preventative material. Rust-stained steel
formwork is not acceptable.

3.8 CONCRETE PLACEMENT

3.8.1 Inspection: Before placing concrete, inspect and complete formwork installation, reinforcing steel,
and items to be embedded or cast in. Notify other trades to permit installation of their work.

3.8.2 General: Comply with ACI 304, ÐGuide for Measuring, Mixing, Transporting, and Placing
Concrete,Ñ and as specified.

3.8.3 Deposit concrete continuously or in layers of such thickness that no noew concrete will be placed
on concrete that has hardened sufficiently to cause seams or planes of weakness. If a section cannot
be placed continuously, provide construction joints as specified. Deposit concrete to avoid
segregation at is final location.

03300-9

3.8.4Placing Concrete in Forms: Deposit concrete in forms in horizontal layers no deeper than 24 inches
and in a manner to avoid inclined construction joints. Where placement consists of several layers,
place each layer while preceding layer is still plastic to avoid cold joints.

a. Consolidate placed concrete by mechanical vibrating equipment supplemented by hand-
spading, rodding, or tamping. Use equipment and procedures for consolidation of
concrete complying with ACI 309.

b. Do not use vibrators to transport concrete inside forms. Insert and withdraw vibrators
vertically at uniformly spaced locations no farther than the visible effectiveness for the
machine. Place vibrators to rapidly penetrate placed layer and at least 6 inches into
preceding layer. Do not insert vibrators into lower layers of concrete that have begun to
set. At each insertion, limit duration of vibration to time necessary to consolidate
concrete and complete embedment of reinforcement and other embedded items without
causing mix to segregate.

3.8.5 Placing Concrete Slabs: Deposit and consolidate concrete slabs in a continuous operation, within
limits of construction joints, until completing placement of a panel or section.

a. Consolidate concrete during placement operations so that concrete is thoroughly worked
around reinforcement, other embedded items and into corners.

b. Bring slab surfaces to correct level with a straightedge and strike off. Use bull floats or
darbies to smooth surface free of humps or hollows. Do not disturb slab surfaces prior to
beginning finishing operations.

c. Maintain reinforcing in proper position on chairs during concrete placement.

3.8.6 Cold-Weather Placement: Comply with provision of ACI 306 and protect concrete work from
physical damage or reduced strength that could be caused by frost, freezing actions, or low
temperatures.

3.8.7 When air temperature has fallen to or is expected to fall below 40 deg F (4 deg C), uniformly heat
water and aggregates before mixing to obtain a concrete mixture temperature of not less than 50
deg F (10 deg C) and not more than 80 deg F (27 deg C) at point of placement.

a. Do not use frozen materials or materials containing ice or snow. Do not place concrete
on frozen subgrade or on subgrade containing frozen materials.
b. Do not use calcium chloride, salt, or other materials containing antifreeze agents or
chemical accelerators unless otherwise accepted in mix designs.

3.8.8 Hot-Weather Placement: When hot weather conditions exist that would impair quality and
strength of concrete, place concrete complying with ACI 305.

3.9 FINISHING FORMED SURFACES

3.9.1 Rough-Formed Finish: Provide a rough-formed finish on formed concrete surfaces not exposed to
03300-10

view in the finished Work or concealed by other construction. This is the concrete surface having
texture imparted by form-facing material used, with tie holes and defective areas repaired and
patched, and fins and other projections exceeding ¼ inch in height rubbed down or chipped off.

3.9.2 Smooth-Formed Finish: Provide a smooth-formed finish on formed concrete surfaces exposed to
view or to be covered with a coating material applied directly to concrete, or a covering material
applied directly to concrete, such as waterproofing, dampproofing, veneer plaster, painting, or
another similar system. This is an as-cast concrete surface obtained with selected form-facing
material, arranged in an orderly and symmetrical manner with a minimum of seams. Repair and
patch defective areas with fins and other projections completely removed and smoothed.

3.9.3 Smooth-Rubbed Finish: Provide a smooth-rubbed finish on scheduled concrete surfaces that have
received smooth-formed finish treatment not later than 1 day after form removal.

a. Moisten concrete surfaces and rub with carborundum brick or another abrasive until
producing a uniform color and texture. Do not apply cement grout other than that created
by the rubbing process.

3.9.4 Related Unformed Surfaces: At tops of walls, horizontal offsets, and similar unformed surfaces
adjacent to formed surfaces, strike-off smooth and finish with a texture matching adjacent formed
surfaces. Continue final surface treatment of formed surfaces uniformly across adjacent unformed
surfaces unless otherwise indicated.

3.10 MONOLITHIC SLAB FINISHES

3.10.1 Float Finish: Apply float finish to monolithic slab surfaces to receive trowel finish and other
finishes as specified and where indicated.

a. After screeding, consolidating, and leveling concrete slabs, do not work surface until
ready for floating. Begin floating, using float blades or float shoes only, when surface
water has disappeared, or when concrete has stiffened sufficiently to permit operation of
power-driven floats, or both. Consolidate surface with power-driven floats or by hand-
floating if area is small or inaccessible to power units. Finish surfaces to tolerances of ¼
inch in 10 feet, when measured with a 10-foot straightedge placed at not less than two
different angles. Cut down high spots and fill low spots. Uniformly slope surfaces to
drains. Immediately after leveling, refloat surface to a uniform, smooth, granular texture.

3.10.2 Trowel Finish: Apply a trowel finish to monolithic slab surfaces exposed to view and a slab
surfaces to be covered with resilient flooring, carpet, ceramic or thinset, or paint, or another thin
film-finish coating system.

a. After floating, begin first trowel-finish operation using a power-driven trowel. Begin
final troweling when surface produces a ringing sound as trowel is moved over surface.
Consolidate concrete surface by final hand-troweling operation, free of trowel marks,
uniform in texture and appearance, and finish surfaces to tolerances of 1/8 Îinch in 10
feet, when measure with a 10 foot straightedge placed at not less than two different
angles. Grind smooth any surface defects that would telegraph through applied floor
covering system.

3.10.3 Nonslip Broom Finish: Apply a nonslip broom finish to exterior concrete platforms, sidewalks, and
03300-11

ramps.

a. Immediately after float finishing, slightly roughen concrete surface by brooming with
fiber-bristle broom perpendicular to main traffic route. Coordinate required final finish
with Owner before application.

3.11 MISCELLANEOUS CONCRETE ITEMS

3.11.1 Filling In: Fill in holes and openings left in concrete structures for passage of work by other trades,
unless otherwise shown or directed, after work of other trades is in place. Mix, place, and cure
concrete as specified to blend with in-place construction. Provide other miscellaneous concrete
filling shown or required to complete Work.

3.11.2 Curbs: Provide monolithic finish to interior curbs by stripping forms while concrete is still green
and by slightly rounding corners, intersections, and terminations then providing a light broom
finish.

3.11.3 Equipment Bases and Foundations: Provide machine and equipment bases and foundations as
shown on drawings. Set anchor bolts for machines and equipment to template at correct elevations,
complying with diagrams or templates of manufacturer furnishing machines and equipment.

3.11.4 Mechanical Pads shall be sized by the Mechanical Contractor and provided by the General
Contractor.

3.11.5 Transformer Pads shall be sized by the Electrical Contractor and provided by the General
Contractor.

3.12 CONCRETE CURING AND PROTECTION

3.12.1 General: Protect freshly placed concrete from premature drying and excessive cold or hot
temperatures. In hot, dry, and windy weather protect concrete from rapid moisture loss before and
during finishing operations with an evaporation-control material. Apply according to
manufacturerÓs instructions after screeding and bull floating, but before power floating and
troweling.

3.12.2 Start initial curing as soon as free water has disappeared from concrete surface after placing and
finishing. Keep continuously moist for not less than 7 days.

3.12.3 Curing Methods: Cure concrete by moist curing, by moisture-retaining cover curing, or by
combining these methods, as specified.

3.12.4 Provide moisture curing by the following methods:

a. Keep concrete surface continuously wet by covering with water.
b. Use continuous water-fog spray.
c. Cover concrete surface with specified absorptive cover, thoroughly saturate cover with
water, and keep continuously wet. Place absorptive cover to provide coverage of
concrete surfaces and edges, with a 4-inch lap over adjacent absorptive covers.

3.12.5 Provide moisture-retaining cover curing as follows:
03300-12

a. Cover concrete surfaces with moisture-retaining cover for curing concrete, placed in
widest practicable width with sides and ends lapped at least 3 inches and sealed by
waterproof tape or adhesive. Immediately repair any holes or tears during curing period
using cover material and waterproof tape.

3.12.6 Curing Formed Surfaces: Cure formed concrete surfaces, including underside of beams, supported
slabs, and other similar surfaces, by moist curing with forms in place for the full curing period or
until forms are removed. If forms are removed, continue curing by methods specified above, as
applicable.

3.12.7 Curing Unformed Surfaces: Cure unformed surfaces, including slabs, floor topping, and other flat
surfaces, by applying the appropriate curing method.

a. Final cure concrete surfaces to receive finish flooring with a moisture-retaining cover,
unless otherwise directed.

3.13 REMOVING FORMS

3.13.1 General: Formwork not supporting weight of concrete, such as sides of beams, walls, columns, and
similar parts of work, may be removed after cumulatively curing at not less than 50 deg F (10 deg
C) for 24 hours after placing concrete, provided concrete is sufficiently hard to not be damaged by
form-removal operations, and provided curing and protection operations are maintained.

3.13.2 Formwork supporting weight of concrete, such as beam soffits, joist, slabs, and other structural
elements, may not be removed in less than 14 days or until concrete has attained at least 75
percent of design minimum compressive strength at 28 days. Determine potential compressive
strength of in-place concrete by testing field-cured specimens representative of concrete location
or members.

3.14 REUSING FORMS

3.14.1 Clean and repair surfaces of forms to be reused in the Work. Split, frayed, delaminated, or
otherwise damaged form-facing material will not be acceptable for exposed surfaces. Apply new
form-coating compound as specified for new formwork.
3.14.2 When forms are extended for successive concrete placement, thoroughly clean surfaces, remove
fins and laitance, and tighten forms to close joints. Align and secure joint to avoid offsets. Do not
use patched forms for exposed concrete surfaces except as acceptable by Owner.

Part 4 Quality Control Testing During Construction

4.1 General: The Owner will employ a testing agency to perform tests and to submit test reports.
4.2 Sampling and testing for quality control during concrete placement may include the following, as
directed by Owner.
a. Sampling Fresh Concrete: ASTM C 172, except modified for slump to comply with
ASTM C 94.
1. Slump: ASTM C 143; one test at point of discharge for each dayÓs pour of each
03300-13

type of concrete; additional tests when concrete consistency seems to have
changed.
2. Air Content: ASTM C 173, volumetric method for lightweight or normal weight
concrete; ASTM C 231, pressure method for normal weight concrete; one for
each dayÓs pour of each type of air-entrained concrete.
3. Concrete Temperature: ASTM C 1064; one test hourly when air temperature is
40 deg F (4 deg C) and below, when 80 deg (27 deg C) and above, and one test
for each set of compressive-strength specimens.
4. Compression Test Specimens: ASTM C 31; one set of five standard cylinders
for each 50 c.y. or fraction thereof, of each concrete class placed in any one day
or for each 5,000 s.f. of surface area placed, unless otherwise directed. Mold
and store cylinders for laboratory-cured test specimens except when field-cured
test specimens are required.
A. Specimens shall be taken from discharge at point of placement.
Mold/store cylinders for laboratory cured test specimens except when
field-cured test specimens are required. Number each set of specimens
consecutively and identify each cylinder in that set alphabetically.
B. When required sets of specimens will provide less than five strength
tests for a given class of concrete, prepare sets from at least five
randomly selected batches or from each batch if fewer than five batches
used.
C. When total quantity of concrete is less than 50 c.y., strength test may be
waived by Owner if, in his judgement, adequate evidence of
satisfactory strength is provided.
D. Where cold weather placing conditions occur, as defined in this
specification, two additional standard cylinders are required for each
complete set of test specimens. These two cylinders shall be field
cured, at a location determined by the independent testing laboratory.
E. Where field cured specimens are required, Contractor shall be
responsible for storage, temperature control, and protection of
specimens while at the site. The independent testing laboratory shall be
responsible for handling and transportation of specimens.
5. Compressive-Strength Tests: ASTM C 39; for each set of cylinders, test two
specimens at 7 days, test two specimens at 28 days, and retain one specimen in
reserve for later testing if required. Testing of reserve cylinder, if required, shall
be at the ContractorÓs expense.
A. Where cold weather field cured specimens are required, transport and
test one specimen with companion laboratory cured specimens at seven
days and transport and test the remaining field cured specimen with
companion laboratory cured specimens at twenty-eight days.
B. Strength level of concrete will be considered satisfactory if averages of
sets of three consecutive strength test results equal or exceed specified
compressive strength, and no individual strength test result falls below
specified compressive strength by more than 500 psi.
C. Where strength of field cured cylinders is less than eighty-five percent
of companion laboratory-cured cylinders, evaluate current operations
and provide corrective procedures for protecting/curing in-place
concrete.
4.3 Test results will be reported in writing to Owner, Engineer, ready-mix producer, and Contractor
within 24 hours after tests. Reports shall be numbered identically to test specimen sets. Show all
03300-14

cylinders of a given set on one report. Submit and re-submit same report to show tests of
subsequent cylinders of same set. Reports of compressive strengths shall contain the following:

a. Name of concrete testing service.
b. Project identification name and number.
c. Test report (specimen set) number.
d. Date of concrete placement.
e. Copy of concrete batch ticket for specimen set.
f. Concrete type and class.
g. Location of concrete batch in structure.
h. Design compressive strength in 28 days.
i. Concrete mix proportions and materials.
j. Compressive breaking strength of each cylinder set.
k. Unit weight of lightweight concrete.
l. Type of break for both 7 day and 28 day tests.
m. Identification of lab and field cured cylinders.

4.4 Nondestructive Testing: Impact hammer, sonoscope, or other nondestructive device may be
permitted but shall not be used as the sole basis for acceptance or rejection.

4.5 Additional Tests: The independent testing laboratory will make additional tests of in-place concrete
when test results indicate specified concrete strengths and other characteristics have not been
attained in the structure, as directed by the Owner or Engineer. Testing agency may conduct tests
to determine adequacy of concrete by cored cylinders complying with ASTM C 42, or by other
methods. Costs of such tests will be borne by Owner if test results indicate conformance with
Contract Documents. Such tests indicating non-conformance with Contract Documents will be
paid by the Contractor, including additional engineering services made necessary by such tests.

a. Strength of structure in place will be considered to be potentially deficient if it
fails to comply with any requirement which controls strength of structure
including, but not necessarily limited to, conditions listed in ACI 301, Chapter
18. Cost of any additional tests, including load tests and/or other non-
destructive tests performed by OwnerÓs independent testing laboratory as
directed by the Engineer or tests conducted by Contractor to prove adequacy of
concrete work, shall be borne by Contractor including additional engineering
services made necessary by such tests.

Part 5 PAYMENT:

No separate payment will be made for Cast-in-Place Concrete. All costs incurred by the contractor for this
work should be included in the unit price or lump sum price for the item of work to which it pertains.

END OF SECTION 03300
03300-15

03300-16

SECTION 11310 Î RETURN PUMP STATION from UPSET POND

PART 1 Î GENERAL
1.1 DESCRIPTION OF WORK.
Work under this section consists of furnishing and installing 2 submersible pumping stations as
detailed on the plans and specified herein. It shall include all labor, materials, site grading,
structures, excavation, sheeting, backfill, reinforced concrete, masonry, carpentry, yard piping,
equipment piping, miscellaneous piping, equipment, electrical work, controls, incidental painting,
fencing, and all other items or material and work required to construct structures and furnish and
install equipment for a complete installation as hereinafter specified.

1.2 Pumps, motors, and controls shall be as specified herein and as indicated on the plans.

1) Type: Sulzer
2) Impeller Size: 7-1/16Ñ
2) Capacity: 207 gpm at 39Ó TDH
3) Minimum motor horsepower: 5 BHP Each
5) Minimum motor speed: 1750 RPM
6) 3 Phase, 480 Volt
7) Suction Elbow, 4Ñx4Ñ
8) Discharge Elbow, 4Ñx4Ñ

1.4 RELATED WORK IN OTHER SECTIONS:

Force Mains: Section 02600

1.5 QUALITY ASSURANCES:

A. Standards

American Water Works Association
AWWA E100 Pumps

National Electrical Motors and Generators
NEMA ICS2 Industrial Control Devices, Controllers and Assemblies
NEMA MG1 Motors and Generators Standards listed above refer to latest revision.

B. The structures shown on the plans for the various items of equipment are the result of best obtainable
information from various sources. Due to the variances in equipment details between equipment, the
Contractor may find it necessary to make changes in concrete outlines to accommodate the piping and
the equipment her furnishes. The Contractor shall not undertake to construct any structure containing
equipment until he has obtained approved, certified dimensioned prints of the equipment involved.
Any structure changes necessary to accommodate the equipment furnished shall be made at no
additional cost to the Owner.

C. The equipment supplier for the various items of equipment shall assume all responsibility in informing
the Contractor of any changes that may be required in structures, or electrical systems to accommodate
their equipment. Where details of equipment vary considerably from that shown, the equipment
supplier shall prepare complete installation drawings, following the form of contract drawings, and
other such drawings as may be required by the Engineer to provide complete installation drawings.
Where changes require such drawings, the equipment supplier shall furnish to the Engineer approval
prints.
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D. Manufacturers of equipment and instrumentation utilized in the work shall provide all instruction and
assistance necessary for the proper erection, installation, and startup of their equipment. After
erection, the manufacturer shall furnish the service of a qualified representative to inspect the
equipment installation, place the equipment in services, and instruct the OwnerÓs operator in its
operation and maintenance.

E. The services of a qualified representative to place equipment in operation, and give instructions in its
use, shall be provided for whatever time necessary to insure proper installation, operation and
instruction.
F. The equipment suppliers shall furnish to the Engineers prior to construction, a complete proposal
identical to that furnished the Contractors. The proposal shall contain, in addition to the normal listing
of equipment furnished, cuts and manufacturerÓs brochures on the equipment proposed, the erected
weight of the equipment, and a signed statement from the manufacturer that the equipment offered
meets the requirements of the specifications and will perform the intended function.

G. Equipment manufacturers shall furnish four (4) copies of an operating and service manual covering
their equipment. The manual shall contain complete descriptions of each item of equipment and a
complete parts listed showing factory parts numbers. It shall also contain complete operating and
service instructions and shall be submitted within 60 days after final approval of shop drawings.

1.5 SUBMITTALS

A. Shop drawings shall be submitted to the Engineer for the following items:
1) Pump
2) Drives
3) Controls
4) Pre-cast structures/ ÐpackageÑ equipment
6) Access door

PART 2 Î MATERIALS

2.1 General: The Contractor shall furnish and install the following equipment where shown on the Plans,
complete with all incidentals and appurtenances required for a complete, finished installation. All
equipment components shall be adequately sized to carry all loads and stresses occurring during fabrication
and erection and resulting from normal and emergency operation in the installation shown on the Plans and
under the conditions specified and/or implied.

2.2 Submersible Pumps:

A. Pumps:

1. Pumps shall be submersible, centrifugal non-clog capable of passing solids as specified
with hydraulic sealing diaphragms, pump mounting plates and base elbows with bottom
rail supports, stainless steel upper rail supports, stainless steel lifting cable, schedule 40-A
stainless steel guide rails, and stainless steel cable supports. Pump housing shall be of
heavy cast iron construction. All wetwell fasteners shall be 303 stainless steel or approved
equal . All fasteners shall be 303 stainless steel or approved equal. Each pump shall be
capable of being hoisted vertically out of the wetwell, and returned to operation without
requiring the operator to enter the wetwell. It is the intent of theses specifications that the
pumps, base plates, guiderails, hoisting cable and connections to the control system
(including panel, starters and circuit breakers), be provided by the pump manufacturer as
an integral system. The impeller shall be of bronze, ductile iron, or other durable,
corrosion-resistant approved material. The pump impeller shall be of semi-open non-clog
design and shall have aback vane(s) to prevent build up of solids behind the impeller. The
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impeller shall be rigidly fixed to the motor shaft with a key(s) or other approved fastener
(so designed to prevent separation under rotational loadings). The motor shaft shall be
stainless steel, supported by upper and lower bearings. The upper bearing shall be a self-
lubricating ball bearing. The lower bearing shall be a sleeve bearing or doublerow ball
bearing lubricated from an oil chamber. Shaft and bearing shall have sufficient section to
withstand all rotational and axial loadings to be reasonably expected under normal
wastewater pumping situations.

2. The shaft shall be sealed from the volute with an oil-lubricated mechanical seal system.
The oil chamber shall be equipped with a seal sensor system to detect any leakage around
the seal system.

3. The motor chamber shall be suitably sealed from the other chambers of the pump and from
the exterior so as to be entirely suitable for submerged operation. The motor chamber may
either be of oil-filled or air-filled design.

4. Pumps, motors and accessory equipment shall be as manufactured by ABS and HOMA or
approved equal pumps.

B. Motors:
1. Pump motors shall be of the sealed submersible type.

2. Moisture sensing probes and thermal protectors shall be furnished Motor frame and end
shield shall be corrosion resistant cast iron. Insulation shall be compatible Class B rated
system with Class F material rated for continuous duty in 40°C liquids. Motor shaft shall
be type 416 stainless steel. All hardware shall be stainless steel. Motors shall be Reliance,
or equal. Motors shall not be overloaded at any point within the operating range.

3. Motors shall be furnished with a minimum of 30Ó of submersible, waterproof, multi-
conductor power and control cable for direct feed to the junction box without splicing.
Cable size shall be sufficient to meet motor requirements.

C. External Chamber Seals and Connections: The pumping chamber shall be sealed tightly together
utilizing ÐOÑ-rings or resilient gasketing material. The power cable connection shall provide for a
positive clamping action to seal the electrical connection and relieve strain on the cable strands.

2.3 PUMP CONTROLS:

A. The pump manufacturer shall provide the pump control panel and accessory equipment. The
Contractor shall install the controls as shown on the drawings and manufacturerÓs instructions. The
control system shall include all motor starters, alternator, relay, level controls switches, control
panel, circuit breakers, alarm apparatus, and internal wiring.

B. Control Sequence:

1. Pumps operate based upon a on-call mode. The pump will continue to operate until the
liquid level recedes to the level of the pump off mercury float switch which shall stop the
pumps. The alarm mercury float switch shall energize the alarm circuit, should the liquid
level rise above the lag pump cut-on level.

2. The pumps shall automatically alternate between the positions by means of an electric
alternator in the panel.

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3. Provided with the pump and control equipment shall be electrical contacts, alarm light and
alarm horn which shall be mounted on the exterior of the station. The alarm equipment
shall be interlocked with wetwell controls to be actuated upon high wet well levels or loss
of power.

C. Control Panel: Control Panel for the pump station shall be shipped to the site, completely pre-wired,
pre assembled and ready for service. The control panel shall have a hinged door and lockable handle.
Panel shall have a back mounting panel and a front side hinged panel to make the control panel
Ðdead-frontÑ when outside door is open. The panel shall contain the following accessories housed in
a NEMA-4X enclosure. See Electrical Plans for specific requirements.

1. Circuit breaker for each pump motor, labeled ÐPUMP 1Ñ and ÐPUMP 2Ñ

2. Circuit breaker for control circuit Î

3. Circuit breaker for duplex, single phase (120-volt) receptacle

4. Circuit breaker for area light

5. Circuit breaker for transformer

6. Circuit breaker for auto dialer

7. Magnetic starter for each motor with under-voltage release and quick-trip ambient
compensated overload protection for each leg. Starting shall be Ðacross the lineÑ.

8. H-O_A selector switch for each pump waterproof (NEMA 4), mounted on door.

9. Highwater alarm relay (wired to Alarm Circuit).

10. Motor moisture and thermal sensing relays (wired to Alarm Circuit)

11. Automatic electric alternator

12. Automatic transfer switch

13. Multi-colored (or equivalent marking)circuitry to facilitate trouble shooting)

14. 120 volt auxiliary duplex weatherproof GFI power receptacle mounted on side of
enclosure

15. Waterproof button lights labeled ÐPump RunÑ mounted on door Î for each pump

16. Elapsed time meters to indicate running time for each pump

17. All necessary internal wiring, relays, etc. to provide operation as previously described

18. Waterproof button type alarm lights labeled ÐMotor TemperatureÑ, ÐMotor MoistureÑ,
ÐHigh LevelÑ, and ÐPower FailureÑ

19. 120 volt alarm light with red globe and guard and horn with silencer button mounted on top
of the control panel (NEMA 4)

20. 12 volt battery with trickle charger mounted inside of control panel connected to automatic
dialer

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21. Automatic Dialer: Omni Site XR50 (cellular) or approved equal and mounted in the
control panel on a separate NEMA 4X enclosure. Contractor to verify adequate cellular
coverage at each PS site.

D. Mercury Displacement Switches for Level Controls: Float switches shall be of the mercury-tube
type, encapsulated in polyurethane or vinyl floats. The units shall be waterproof, shockproof,
explosive proof and equipped with sufficient submersible cable to extend to the control panel from
the wetwell without splicing. Any required weights shall be provided. Switches shall be suspended
in the wetwell on a suitable rack or rail of stainless steel construction.

2.4 WETWELL AND APPURTENANCES:

A. Wetwell:

1. Pump station wetwell shall be precast concrete with monolithic base. Minimum inside
diameter shall be as indicated on the Plans. The precast wetwell shall meet ASTM C478
specifications.

2. Inside of wetwell shall be factory coat tar coated minimum 8 mil surface dry. A
minimum 12Ñ thick foundation shall be provided for the wetwell base. Concrete shall be
reinforced to withstand the internal and external loads indicated plus a 100 psf live load
on the top slab.

3. Joints shall be sealed with butyl rubber mastic (Ramneck), or ÐO-ringÑ gasket installed in
accordance with the manufacturerÓs instructions. All joints shall be parged on the interior
and exterior with type ÐCÑ mortar.

4. The wetwell shall be equipped with vent pipe with insect screen.

5. The wetwell shall be equipped with manhole steps with polypropylene plastic coating.
Aluminum access hatch shall be as shown on the plans (H-20).

6. All bolts, hardware, etc, for fasten items or bolting piping located in the wetwell shall be
STAINLESS STEEL.

7. A sloped invert of non-shrink grout shall be constructed at the base of the wetwell. The
invert shall have sufficient slope to prevent build-up of solids in the wetwell bottom.

8. Valve vault shall be precast concrete with monolithic top and bottom as indicated on the
plans or manufactured by NC Products. or equal. Vault shall have an aluminum hatch as
detailed on the plans (H-20).

PART 3 Î EXECUTION

3.1 The contractor shall install all pumps, motors, and controls specified herein in accordance with the plans and
as recommended by the manufacturer. Pump manufacturer shall provide pumps, motors, controls and all
another necessary items to make a complete installation.

The manufacturerÓs field engineer or representative shall inspect and check the installation after erection and
prior to start-up and shall certify that the completed installation is ready for start-up. The manufacturerÓs
field representative shall check the proper rotation, operating speed, and starting and running electrical
characteristics of the operational pumping equipment and certify that they are correct. The field
representative shall also make himself available to the OwnerÓs operating staff in addressing operational and
trouble-shooting concerns that they may have.

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3.2 Painting: All metal components shall be painted with corrosion resistant paint.

3.3 Touch-Up Painting and Surface Protection: After all equipment and appurtenances have been installed, the
Contractor shall touch-up any abrasions or scratches in the pain or surface protection of any furnished item of
work. In so far as possible, the Contractor shall match exactly the paint system and color as originally
provided. All deviations from this procedure shall be specifically approved by the Engineer. Any mud,
grease, or other extraneous materials shall be removed from the completed work suing suitable solvents or
detergent solutions.

3.4 Repairs to Wetwell: All openings made in the wetwell for anchorages, conduit runs, pipe runs, etc., shall
be sealed using a cement grout. The grout shall be neatly applied to the vacancy and shall be trowelled in,
and excess grout shall be immediately removed from the wetwell. Grout shall be high strength, non-shrink
type.

PART 4 Î WARRANTY

The equipment manufacturer shall provide a written warranty for defects in material and workmanship for a period of
one year after acceptance by the Owner.

PART 5 Î PAYMENT

5.1 The wastewater pumping station shall be paid for at the lump sum amount except for the items as indicated
in the Bid. The wastewater pumping station work shall include all the labor, material, site work, painting,
equipment,fencing, piping, electrical work, wetwell and valve vault required for the installation of a
complete wastewater pumping station as indicated on the plans.

END OF SECTION 11310
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Vertical Turbine Variable Speed
Prefabricated Pump Station Specification
Part 1 - Manufacturer
1.00Manufacturer.To provide a single source responsibility for the manufacture, Warranty,
service and operation of a prefabricated, skid mounted fully automatic variablespeed
pumping system (systems). The pumping system shall automatically maintain a constant
discharge pressure regardless of varying flow demands within the station rating. Pumping
system shall conform to the following specifications in all respects. This specification
covers the minimum requirements, however, it should not be construed as all inclusive. It
provide for a complete, automatic, smooth operating, and reliable pumping system.
The Manufacturer shall provide the following:
A complete set of general arrangement drawings, including all dimensions.
Electrical power schematics, and control schematics
UL Listed as a Packaged Pumping System.
The pumping system shall be of the type manufactured by FLOWTRONEX PSI Inc.,
Dallas, Texas, U.S.A., or equal, approved by the purchaser and irrigation consultant prior
to bid opening. The station shall be of the model number and capacities as shown in the
attached technical data sheet. For consideration of a proposed equal system, the
manufacturer shall furnish the following data to the irrigation consultant at least 10 days
prior to the date of the bid opening:
General:
A complete specification for the pumping system proposed as an equal.
A statement of full conformance to the following specifications signedby
an Officer of the manufacturer.
Drawing showing overall dimensions and all piping layouts.
Complete submittal data for all major equipment:
Pumps:
Provide name of manufacturer
Pump curves
Material specification sheet
Warranty
Motors:
Provide name of manufacturer
Specification sheet
Warranty
Electrical Components (starters, disconnect
Provide name of manufacturer
Pressure Transducer
Specification sheet
Warranty
Variable Frequency Drive (VFD)
Provide name of manufacturer
Specification sheet
Master Specifications Verticle VFD
1

Warranty
Guaranteed replacement time
Operating Computer
Provide name of manufacturer
Specification sheet
Warranty
Valves
Provide name of manufacturer for each type
Specification sheet for each
Warranty
Filtration (if applicable)
Manufacturer
Screen type including micron size
Specification sheet
Operations manual
Warranty
Fertigation (if applicable)
Manufacturer
Pump size, type and detail sheet
Operation manual
Dimensional drawing
Warranty
An electrical schematic showing power wiring.
Installation list of 200 golf course variable frequency drive pumping
systems of comparable size and performance that have been in
operation for a minimum of 3years.
Location of closest VFD factory trained service centers with contact
information.
Manufacturer's electrical control panels U.L. file number.
.
A copy of manufacturer's certificate of insurance showing as a minimum,
a general liability coverage of $1,000,000, and an excess liability
coverage of $10,000,000.

If, in the opinion of the purchaser and or the irrigation consultant, the data submitted
shows the pumping system to be an equal to the system specified, the bidding
contractors shall be notified not less than 7 days prior to the bid opening date.

Part 2 - Mechanical

2.00 Scope. Pump station shall be a completely skid mounted vertical turbine VFD pump
station built by a single manufacturer. All equipment including but not limited to pumps,
motors, piping, filters, valves, instrumentation and controls (unless otherwise noted in the
technical specifications or drawings) shall be mounted on a common structural base to
form a complete operating pumping station.

2.10 Station base. The pump station base shall be designed and fabricated to provide proper
structural support for all attached equipment. The base shall supply sufficient rigidity to
withstand the stresses of reasonable and competent transportation to site, off loading,
installation, and operation.
Main structural frame members shall be constructed from heavy weight
channel.
Master Specifications Verticle VFD
2

Internal structural members shall be constructed from steel tubing. Provisions
shall be made in the station base for off-loading and handling the station at the
site of installation.
Deck Plate
Pump Plate 1" steel plate shall be welded to the structural base to support the
pumps and pump heads.
Welding All 3/16" deck plate and 1" steel plate shall be 100% seal welded to
main structural members. Maximum allowable deflection on skid assembly shall
Skip welding is not acceptable. The pump
steel skid shall completely cover the wet well with integral, framed access
hatches

2.20 Station Piping. All Station piping shall conform to the following detailed specifications.
Construction All piping shall be constructed from ASTM A105 schedule 40
pipe or heavier as required to maintain a 3 to 1 pressure safety factor (including 1/16"
corrosion allowance).
All piping shall be hydrostatically tested to 150% of maximum shutoff
pressure.
Piping shall be grit-blasted with #50 steel grit per SSPC-10 to a white metal
condition.
The cleaned steel surface shall be immediately primed with an industrial
grade primer to thickness of 3 mils epoxy primer.
The finish coat shall be acrylic enamel to a thickness of no less than 3 mils
and applied through an electrostatic method to insure proper adhesion.

2.30 Paint. Structural steel, attached piping, and supports shall be grit-blasted with #50 steel
grit per SSPC-10 to a near white metal condition. The cleaned steel surface shall be
immediately primed with an industrial grade primer to thickness of 2 1/2 to 3 mils epoxy
primer. The finish coat shall be acrylic enamel to a thickness of no less than 3 mils and
applied through an electrostatic method to insure proper adhesion. Manufacture shall
provide a touch up kit for owners use. Powder coating will not be an accepted paint
process since powder coating can not be field applied.

2.40 Bolts. All bolts used in the assembly of the pumping system shall be zinc plated to
retard Corrosion. Anti-corrosion washers to be used on each side of fastener.

Part 3 Pumps

3.00 Scope. Pump station manufacturer shall strictly adhere to the following pump
specifications. All pumps shall be of the same pump manufacturer.

3.10 Vertical Turbine Pumps. The main irrigation pump(s) shall be of the vertical turbine
type with flow and head defined in the attached technical specifications.
The vertical turbine pumps shall be manufactured according to the standards of the
Hydraulic Institute and to ANSI specification No. B58.1.
The bowl assemblies, column pipe, line-shaft, head shaft, and discharge head shall
be of U.S. manufacture.
The pumping systems manufacturer shall have a network of service centers, which
shall have available spare parts and trained pump technicians to handle service,
repair and warranty procedures.

3.20 Pump Discharge Head. The pump discharge head shall strictly adhere to the
following pump head specification.
The discharge head shall be of the fabricated steel type with a minimum 60,000 PSI
tensile strength.
Master Specifications Verticle VFD
3

The discharge head shall have a working pressure of not less than 275 PSI and
incorporate a 150 ANSI discharge flange.
The discharge head shall incorporate an integral air separation chamber, allowing
air to be discharged through an air release line mounted on top of head.
Complete discharge head shall be hydrostatically tested to a minimum of 413 PSI.
A product lubricated high-pressure stuffing box containing at least six rings of packing
and two lantern rings shall be provided. Packing shall be compressed around the
shaft by an adjustable two-piece gland. Dual bypass tubing shall be included for
proper packing lubrication and cooling. The discharge head stuffing box area shall
also include a drain, which will be piped back to the wet well. Discharge head to be
designed to include leakless configuration. Stuffing box bushing shall be SAE 660
Cast Iron.
The head shaft shall be of the two piece type, 416 stainless steel and shall be turned
and ground. The pump manufacturer shall include a method for adjusting the
impeller running clearance at the top of the head shaft. Adequate space shall exist to
couple the head shaft and the line shaft above the stuffing box. Coupling shall be
extra heavy duty AISI 416 SS with a minimum service factor of 2 to 1.

3.30 Pump Column Pipe. Column pipe shall be A53, Grade B schedule 40 material, in
inter-changeable sections not more than 10 feet in length. Pump line shaft shall be AISI
416 SS. The size of the shaft shall be no less than determined by ANSI specification
B58.1, Section 4.2, Table 4. Bearing retainers shall be bronze with rubber bearings.

3.40 Pump Wet End. The pump bowls shall be ASTM A48 Class 30 cast iron free of
detrimental defects. All bowls larger than 8" should be of the flanged type construction.
All pump bowls shall have porcelain enamel lined water passageways for high
efficiencies.
The impellers shall be C83800 bronze and of the enclosed type design.
Pump shaft shall be AISI 416 SS turned and ground.
The shaft shall be supported by bronze bearings above and below each impeller.
The suction bell bearing shall be extra long and permanently greased packed and
sealed with a bronze sand collar.
A stainless steel clip on type inlet strainer shall be mounted on the bottom of each
pump.
Inlet area shall not be less than 4 times the suction bell inlet area.
Pump bowl assemblies shall be as manufactured by Goulds.

3.50 Pressure Maintenance Pump. A pressure maintenance pump shall be provided to
maintain system pressure during non-irrigation periods.
The pump shall be of the submersible type with stainless steel housing and
stainless steel impeller.
Pump shall be sized to prevent main pump cycling.
Pressure maintenance pump shall be as manufactured by Goulds.
.
Part 4 Motors

4.00 Scope. All motors shall be of the same manufacturer. Pump station manufacturer shall
strictly adhere to the following specifications.

4.10 Vertical Hollow Shaft Motors. Motor(s) for irrigation pump(s) shall be of the vertical
Hollow shaft high thrust design.
Motor shall have a WP-I enclosure, 1.15 service factor, and class F insulation.
Motors shall be wound for the starting configuration as called out in the technical data
sheet.
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Design pump brake horsepower shall not exceed 98% of motor horsepower exclusive
of service factor. Maximum pump run out horsepower shall not be greater than 8%
higher than motor rating exclusive of service factor.
Motor shall be rated for continuous duty and be designed to carry the maximum
thrust load of the pump and will have B10 bearing life of no less than 5 years.
Motors shall be rated and tagged for VFD service, proper ambient temperature and
proper altitude per motor manufacturer recommendations.
Motors shall be as manufactured by U.S. Motors, or Brook Hansen.

4.20 Motor Space Heater. The pump station manufacturer shall provide on each pump
motor a 120volt, single phase space heater of ample size to prevent condensation from
occurring within the motor during non operating periods. The space heater shall be de-
energized when the motor is running.

4.30 Motor Pressure Maintenance Pump. Motor for pressure maintenance pump shall be a
stainless steel submersible type with a 1.15 service factor. Motor shall be as
manufactured by Franklin.

Part 5 Valves and Gauges

5.00 Scope. Pump station manufacturer shall strictly adhere to the following specifications.

5.10 Pump Check Valve. Silent check valves shall be installed on the discharge of each
pump between the pump discharge head and the pump isolation valve.
The check valve shall be of the silent operating type that begins to close as the
forward flow diminishes and is fully closed at zero velocity preventing flow reversal
and resultant water hammer or shock.
The valve design shall incorporate a center guided spring loaded disc, guided at
opposite ends and having a short linear stroke that generates a flow area equal to
the pipe size.
Valves shall be sized to permit full pump capacity to discharge through them without
exceeding a pressure drop of 2.5 PSI.
All component parts shall be field replaceable without the need of special tools.
A replaceable guide bushing shall be provided and held in position by the spring.
The spring shall be designed to withstand 100,000 cycles without failure and provide
cracking pressure of 0.5 PSI and to fully open at a flow velocity of 4 ft/sec.
The valve disc shall be concave to the flow direction providing for disc stabilization,
maximum strength, and a minimum flow velocity to open the valve.
The valve disc and seat shall have a seating surface finish of 32 micro-inch or better
to ensure positive seating at all pressures.
The leakage rate shall not exceed one-half of the allowable rates for metal seated
valves allowed by AWWA Standard C508 or 0.5 oz per hour per inch of valve
diameter
The valve body shall be constructed of ASTM A126 Class B cast iron for class 125
and Class 250 valves.
The seat and disc shall be ASTM B584 Alloy C83600 cast bronze or ASTM B148
aluminum bronze covered in Buna-N to provide resilient sealing.
The compression spring shall be ASTM A313 Type 302 stainless steel with ground
ends.

to 150 PSI. Valves 12
Dual disc style check valves are not acceptable.
Check valve shall be as manufactured by Valmatic.

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5.20 Pump Discharge Isolation Valves. Pump isolation valves shall be of the butterfly type
with grooved ends to provide for expansion and vibration dampening and a lever
operator.
Valve body shall be constructed of ductile iron with a polyphenylene sulfide coating.
Valve disc is rubber coated ductile iron.
Valve shall be rated to 200 PSI.
The pump isolation valve shall be sized as shown in the technical data sheet.
Isolation valve shall be as manufactured by Victaulic Or Grinnell Company.
Lug style isolation valves are not acceptable.

5.30 Station Discharge Isolation Valve. Station isolation valve shall be installed on the
discharge of the pump station to completely isolate the pumping system from the
irrigation system.
The pump isolation valve shall be sized as shown in the technical data sheet.
The pump isolation valve shall be sized as shown in the technical data sheet.
Valve shall be of the lug style butterfly type.
Valve shall have one piece body cast from ASTM A126 cast iron.
Stem shall be 416 stainless steel.
Disc shall be nickel-plated ductile iron.
Stem bushings shall be Acetyl to prevent stem seizure to body during prolonged
periods of non-use.
Seat shall be Buna-N elastomer, one-piece construction, and shall also form the
flange sealing gaskets.
Valves 8" and smaller shall have a lever operator. Valves 10" and larger shall have a
gear operator with hand wheel.
Valve shall be rated at 200PSI-bubble shutoff.
Station isolation valve shall be as manufactured by Watts.

5.40 Pressure Relief Valve. A pilot operated modulating pressure relief valve shall be
included and sized per the technical data sheet.
Valve body shall be ductile iron with 125-LB inlet and outlet flanges, and shall be
rated for 250 PSI.
The valve shall be set 10 to 14 PSI above operating pressure and will relieve when
inlet pressure exceeds spring setting on pilot. Valve shall be quick opening and slow
closing to minimize surging.
The pressure relief valve shall work hydraulically and shall not be operated or opened
from any electrical external source or control. The relief valve shall work solely as a
safety for over pressure relief and shall not function as a normal part of the station
controls.
Pressure relief valve or lug valve shall not be used as integral part of normal
irrigation pressure control.
Electric Butterfly valve or any type valve dependent on the PLC or the electrical
system is not allowed.
Discharge of relief valve shall be piped back to wet well
A Wye strainer shall be installed in the inlet side of the valve body to provide clean
water to the CRL pilot.
A wafer style butterfly valve shall be installed on the inlet of the relief valve.
Specifications for this isolation valve will be the same as for the station isolation valve
found in the specification.
Relief valve shall be as manufactured by CLA-VAL no other manufacture shall be
acceptable.

5.50 Pressure Gauge. A pressure gauge shall be mounted on the discharge header with a

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All gauges shall be glycerin silicon filled to reduce wear due to vibration.
Accuracy shall be within 2%. Gauge diamete- 3 1/2" minimum.
Range shall be at least 50% higher than the highest pressure attainable from the
pumps at shutoff head conditions.
The gauge shall incorporate a stainless steel back & bronze internal.
Pressure gauge shall be as manufactured by Wika.

Part 6 - Electrical

6.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.

6.10 Control Enclosure. Controls shall be housed in a NEMA 4 enclosure with integral
latches.
The control enclosure should be constructed of 12 gauge steel and the back plate
or thicker.
The enclosure shall be Powder coat painted or as specified in the paint specification
listed under Section 2.0 Mechanical.
All enclosure cutouts to be done by laser for proper fit, sealing and coating retention.
All indicating lights, reset buttons, speed potentiometer, selector switches and the
operator interface device shall be mounted on enclosure door and also be rated
NEMA 4.
All internal components shall be mounted and secured to the removable back plate
assembly.
A closed type cooling system shall be included to cool the enclosure and reject heat
from the VFD.
Open type-cooling systems allowing outside ambient air to enter the panel are
not acceptable.
No water line connections shall be permitted inside of the control enclosure. VFD
status and internal parameters must be viewable without the opening of the
enclosure door.

6.20 Codes. The control panel with controls shall be built in accordance N.E.C., and U.L.
standards.
The pump station including electrical components and enclosure shall be
labeled as a complete U.L. Listed assembly with manufacturer's U.L. label
applied to the pump station.
All equipment and wiring shall be mounted within the enclosure and labeled for
proper identification.
All adjustments and maintenance shall be able to be done from the front of the
control enclosure.
A complete wiring circuit and legend with all terminals, components, and wiring
identification shall be provided.
Main disconnect shall be interlocked with door.
Cabinet to be lockable.

6.30 Panel Paint. The control panel shall be dip cleaned, acid etched and neutralized, iron
phosphate coated and painted with a finish coat of 1 1/2 to 2 mils of polyurethane.

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6.40 Lightning and Surge Arrester. All electrical equipment shall be protected by a U.L.
Listed approved Category C and Category B surge arrester to suppress voltage surges
on incoming power.
The devise under IEEE C62.41 Category C will withstand a impulse of 10Kv/10Ka
and Category B to withstand a ringwave of 6Kv/500a and a impulse of 6Kv/3Ka.
Pass voltage for a 480v devise to the end equipment shall not exceed 1500V-1800V
when subjected to a 8ms * 20ms waveshape resulting in the following performance
statistics: 3720 joules minimum with a power dissipation of 82,500,000VA at 1800V
maximum pass voltage to the protected equipment.
Response time shall be less that 5 nanoseconds.

6.50 Main Disconnect. A non-fusible main disconnect shall be provided to completely
isolate all controls and motor starting equipment from incoming power.
Main disconnect shall have a through the door operator, and shall be sized as shown
in the technical data sheet including horsepower rating.
Disconnect shall be as manufactured by ABB or Allen-Bradley.
Disconnect shall not be rated as a service disconnect.

6.60 Control Power. Power for the controls shall be provided by a control power transformer,
which will provide low voltage, single-phase power for the pumping system control
operation.
Control power transformer shall not be used for any other external load.
The control power transformer shall be protected on the primary side by current
limiting fuses of adequate size and voltage rating.
All control components will be protected by time delay circuit breakers of adequate
size.
The control power transformer shall be as manufactured by Acme.

6.70 Skid Conduit. All on skid conduit shall be flexible conduit with watertight connections at

6.80 Junction Boxes. All off skid devices requiring control interface shall be terminated in a
junction box. The junction box shall be located at the skid edge nearest the installation
point of the off skid device. Fertigation and monitoring systems shall be terminated in a
NEMA 4 junction box located on the top left side of the main controls enclosure to allow
end user connection.

Part 7 Station Controls

7.00 Scope. To provide complete instrumentation and controls to automatically start, stop and
modulate pump speed(s) to smoothly, efficiently and reliably pump variable flow rates at
a constant discharge pressure. Full alarms and safety features needed to protect the
equipment and irrigation piping system. All electrical controls shall be U.L. Listed as an
Industrial Control Device.

7.10 Motor Starting Equipment. All motor starters for the pumping station shall be mounted
on a single back panel in a single NEMA 4 enclosure as specified in section 3.10.
Motor starters shall meet I.E.C. standards and shall be rated for a minimum of
1,250,000 operations.
Each main irrigation motor shall have dual contactors, which are both electrically
and mechanically interlocked to allow the VFD to operate on any of the motors as
called out in the technical data sheet.
Motor overload relays shall be I.E.C. rated class 10 ambient compensated.
Fuses shall supply short circuit protection to each motor and shall be rated for a
minimum 200,000 amp interrupting capacity.
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Motor starters shall be as manufactured by Allen Bradley.
Motor over-loads shall be manual reset only. Auto-reset of motor overloads shall not
permitted.

7.20 Variable Frequency Drive. The variable speed drive shall be a digital, pulse width
modulation (PWM) variable frequency drive (VFD) with IGBT transistors.
The VFD shall include a 3% input line reactor to protect against voltage transients.
The VFD shall have a minimum wire to wire efficiency of 98.5%, and shall be rated
up to 550-volt operation in order to eliminate nuisance tripping at marginally high
voltage conditions.
Incoming power end shall be protected by fast acting semiconductor fuses.
Any VFD error messages shall be displayed on a 80 character LCD readout in
English or any one of 11 other languages.
The following fault protection circuits shall be included:
Over-current (240%)
Over-voltage (130%)
Under-voltage (65%)
Over-temperature (70 C)
Ground fault, and motor overload.
The VFD shall be capable of starting into a rotating load and accelerate or decelerate
to set-point without safety tripping.
The VFD shall have an automatic extended power loss ride through circuit, which will
utilize the inertia of the pump to keep the drive powered.
Minimum power loss ride-through shall be one cycle based on full load and no inertia.
The VFD shall be optimized for a 3 kHz carrier frequency to reduce motor noise.
The VFD shall employ three current limit circuits to provide "tripless" operation.
The following operating information shall be displayed on the VFD LCD:
kWh, elapsed time
Output frequency (Hz)
Motor speed (RPM)
Motor current (amps), and voltage.
Line reactor will be installed on input of VFD to protect against voltage transients.
The VFD LCD display shall continuously scroll through all operating information and
shutdown faults while the drive is running and while stopped. The information shall
be viewable through a water tight Plexiglas window on the control panel door as
specified in Section 3.10.
VFD shall be as manufactured by ABB.

7.30 Pressure Transducer. Pressure transducer shall be utilized for providing all pressure
signals for the control logic.
Pressure transducer shall be a solid-state bonded strain gage type with an accuracy
of plus/minus 0.20%
The pressure transducer shall be constructed of 316L stainless steel.
Transducer shall be rated for station discharge pressure as shown on technical data
sheet, and shall provide gauge pressure output, rather than an absolute.
Pressure transducer constructed of plastic is not acceptable.
Threshold transducers are not acceptable.
Pressure transducer shall be as manufactured by GEMS.

7.40 Flow meter. The pump station shall have a flow sensor installed which will provide the
pump station flow rate and total flow through the operator interface device (OID) as
specified in Section 3.55. The flow sensor shall be a six bladed design which provides a
low impedance signal proportional to the flow. The accuracy shall be plus/minus 2% of
actual flow rate between flow velocities of 1-30 ft./sec. A flow meter run shall be included
Master Specifications Verticle VFD
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with a minimum of 5 pipe diameters straight run upstream and 2.5 pipe diameters
downstream for proper meter accuracy. Flow sensor model must have internal noise
sensor to enclosure. Meter run shall be sized as shown in technical data sheet. Flow
sensor shall be as manufactured by Data Industrial.

7.50 Controls. An industrial grade programmable logic controller (PLC) shall handle all
control logic.
PLC shall provide demand controlled sequential pump start-up, shutdown and safety
features through its pressure sensing, flow sensing and voltage sensing devices.
PLC shall have LED indicators for: Input, output, and six diagnostic read-outs
showing PC Run, CPU Fault, and two communications, (battery and force).
An LED visual status light is provided for each I/O to indicate on/off status.
PLC shall be provided with a built in EEPROM, capacitor, and battery for memory
backup.
All logic for system control, timing, and control of VFD speed shall be handled by the
PLC.
A separate set point controller is not acceptable.
PLC shall have a built in clock calendar.
The PLC shall be as manufactured by Allen Bradley.

Control software shall be parameter driven, fully documented, and allow user to easily
change ALL operational parameters.

Standard control features and equipment, which need to be included as a minimum, are
as follows:

Alarms and shutdowns:
Low discharge pressure
High discharge pressure (Attempts restart)*
Low water level (Attempts restart )
Phase loss (Attempts restart)*
Low voltage (Attempts restart)*
Phase unbalance (Attempts restart)*
Phase reversal
Individual motor overload/phase loss (indicates which individual motor was shut
down) Manual reset only. Automatic reset is not acceptable.
VFD fault (shutdown VFD pump only and attempts restart)*

* Three unsuccessful restarts in 60-minute period will give hard shutdown.

A red general alarm light will indicate all alarms. Specific alarm conditions along with
procedures for correction will be displayed in English on the operator interface display
(OID).

Panel face switches and lights: Controls shall be designed so operator can discretely
start and stop all pumps in all modes of operation including manual mode, operator
interface failure, VFD bypass and PLC bypass modes with enclosure doors closed and
disconnect switch fully engaged. Enclosure shall include the following switches/ or
indicator lights:
Individual pump run lights
Individual pump on/off switches
System Hand / Off / Automatic switch
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Mode select switch allows automatic bypass mode of operation which can be used
in the even of VFD failure
VFD selector switch in manual mode, allows user to select which pump will be run
of the VFD
Reset Acknowledges pump station alarms
Speed potentiometer in manual mode allows user to adjust VFD pump speed
Low discharge pressure over-ride switch disables low discharge pressure alarm
Individual pump run lights
Individual pump on/off switches
System Hand / Off / Automatic switch
Mode select switch allows automatic bypass mode of operation which can be used
in the even of VFD failure
VFD selector switch in manual mode, allows user to select which pump will be run
of the VFD
Reset Acknowledges pump station alarms
Speed potentiometer in manual mode allows user to adjust VFD pump speed
Low discharge pressure over-ride switch disables low discharge pressure alarm

PLC bypass switch allows user to manually operate pumps should PLC fail. The
bypass switch shall be din-rail mounted inside the enclosure. When in bypass the
station shall be capable of running all pumps in the manual mode with door operator
switches. Any excess flow and pressure shall be bypassed through the pump station
relief valve
Six distinct set point pressures (normal, lockouts 1 & 2, and 3 high elevation). The
lockout feature gives the user the flexibility to lower the set point pressure
automatically at days and times, and "locking out" the operation of one or more of
main pumps if local power authority imposes penalties for operating these pumps
during such times. It also allows user to set a maximum RPM for the VFD pump
during these lockout times so that user can limit amperage draw during penalty
periods. The high elevation set point can be tied into a computerized irrigation
system, or directly linked to high elevation satellites. When high elevation satellites
are operating, control software will automatically and gradually elevate the pressure
to the new desired set point. When finished, the high set point will be lowered back
to normal. The high elevation set point will only be used if called out on the technical
data sheet.
Software will be included to automatically and gradually ramp up irrigation system
pressure to the desired operating pressures (i.e., 1 PSI every 4 seconds) without
overshooting design pressure. This feature operates whenever pressure drops
below set point pressure. This ramp up time is fully adjustable by the operator. This
control feature is based on an increase in pressure over a pre-defined time period.
The acceleration control on the VFD is NOT an acceptable means of adjusting
pressure ramp up speed.
Software will be included for optionally maintaining a lower irrigation system pressure
when not irrigating. Reduced pressure values will be shown in the technical data
sheet. Controls will cycle the PM pump at these reduced pressures during non-
irrigation times and pressure will gradually increase to design pressure when the
irrigation periods begin.
Neither flow meter nor VFD output frequency shall be used for shutting down last
VFD driven pump. Controls and software shall incorporate a method to eliminate
excessive cycling of VFD pump at very low flow conditions, yet not run the pump
excessively at no flow conditions.
Automatic alternation of VFD driven pumps. This shall be accomplished by
incorporating dual mechanically and electrically interlocked contactors allowing
alternation of the VFD between pumps. The controls shall alternate pumps based on
individual run time allowing each pump to acquire equal operation.
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Real time clock calendar allows PLC to internally provide all date, time and day of
week functions used above.
Two separately adjustable PID control loops for both low flow and high flow pressure
stability.
User shall be able to field select either of two modes of VFD operation. Auto switch
VFD option allows VFD to sequentially start each pump. The standard mode of
operation starts the first main pump on the VFD and the remaining pumps start
across the line as required.
Shutoff algorithm for fixed speed pumps to minimize pump cycling while also
remaining responsive to sudden flow reductions. Minimum run timers alone for
minimizing fixed speed pump cycling is not acceptable. Discharging through relief
valve during pump transitions is not acceptable.
Full manual operation capability with panel face mounted speed potentiometer for
manually adjusting VFD speed.
Light tests sequence: Pressing the reset button for 5 seconds illuminates all lights.
All pump station shutdowns shall be of the controlled type that sequentially retires
pumps at user selectable intervals to reduce water hammer within the irrigation
system. Phase fault shutdown shall have accelerated rate to minimize motor
damage. All pump system shut downs shall be of a controlled type that sequentially
retires pumps at intervals appropriate to the specific individual alarms.

7.60 Individual motor phase failure and low voltage safety circuitry shall retire any pump
that experiences low voltage, phase failure or phase unbalance as monitored at the load-
side of each pump motor contactor.
Each pump motor shall have its individual protective device and time delay to allow
for transient low voltage during motor starting to allow maximum motor protection.
Separate main phase failure and low voltage safety circuit shall also be provided to
retire the pumping system if it experiences low voltage, phase failure or phase
reversal as monitored at line-side of control enclosure.
Phase monitor shall have a time delay to allow for transient low voltage during motor
starting and to allow maximum motor protection. Operator interface device (OID),
mounted in enclosure door, shall signal phase failure for any affected pump.
The individual pumps or pumping system shall not operate until the voltage problem
has been corrected and safety has been manually reset.
Single incoming phase monitor safety circuit is not acceptable.

7.70 Operator Interface Device (OID). The pump station shall include a NEMA 4, 40
character LED display and keypad mounted on the control panel door. This device will
allow the operator to view and selectively modify all registers in the PLC. The unit shall
store its messages in non-volatile memory. The operator interface device shall
incorporate password protection for protecting data integrity. The device will allow for
display and modification of all timers, set points, lockout times, etc. The device shall
communicate with the PLC through the programming port, and shall include an RS232
communications port allowing a printer to be attached for real time station status logging.

In addition to the data entry keys, the following shall be included on the systems
main menu.

Pressure, Flow and System Status: The current pressure, flow, VFD RPM and a
system status overview shall be displayed. Codes or Faults ID numbers shall not be
adequate.
Current Condition of all Alarms: The input state and alarm state for all active
alarms shall be shown.
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Pump Runtime and Starts: Runtime and number of starts for each pump shall be
readily. The starts and runtime must be verified by electrical pump feedback. The
OID will include a grand total and since reset value for each pump.
Alarm History: The last nine alarms shall stored in PLC Memory with detailed
information about time, pressure and flow at the time of occurrence. The log will also
include diagnostic and recommendations for correction of condition.
Total Flow Output: This total shall include a grand total since commission and a
total since reset.
Stations Events: The last 255 events shall be stored in PLC memory. This will
include all alarms, individual pump starts and stops, and change in system status.
The display shall provide detailed diagnostic information to the operator about the
logical state, which starts and stops irrigation pumps. This diagnostic information will
provide direct insight to controller internal logic.
The pump station software program shall be user friendly enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station
software ladder logic shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).
The pump station software program shall be user friendly enough to enable the set
point pressure from being raised or lowered by the end user at the pump station or
through the remote monitoring software package if provided. The pump station
software ladder logic shall be written in such a way that no other value would require
changing if the set point pressure had to be adjusted. Pressure maintenance pump
and main irrigation pump start pressures, the pressure maintenance pump stop
pressure, low discharge shutdown and high discharge shutdown shall not be at a
specific value but a differential pressure off of set point (i.e. pressure maintenance
pump (PMP) to start 5 psi below set point and stop 5 psi above setpoint).

7.80 Operation. The pump station shall adhere strictly to the following operational guidelines.
These guidelines are written to provide clear operation of the station and prevent
unneeded pump cycling and excessive electrical usage.

During non-irrigation times, the pressure maintenance pump (PM) will cycle on and
off as required to maintain irrigation system pressure. The start and stop pressures
shall be a differential off of set point. The cycling pressures can be user selected
and can be set substantially below normal set point pressure, if desired. If the PM
pump cannot maintain the desired pressure, then the VFD will start the first pump
and will gradually ramp the pressure up to desired irrigation pressure. The start
pressure of the VFD pump shall be a differential below the set point. The pump
speed will be modulated to hold a constant discharge pressure regardless of flow. As
the flow rate increases and the VFD pump can no longer maintain pressure while at
maximum speed, the next sequential pump will be started and the VFD driven pump
will accordingly reduce its speed and modulate. An algorithm shall be included for
accurately reducing the VFD pump speed as the next sequential pump is started so
that no pressure surges are generated during the transition (even with across the line
starting). If the user prefers to switch the VFD from pump to pump for sequential
starting, he can select this option with the OID. As the flow continues to increase,
pumps will sequentially be started until all pumps are running. As the flow begins to
decrease, pumps will be sequentially turned off until only a single VFD driven pump is
Master Specifications Verticle VFD
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operating. When a no flow condition occurs, PLC must check and verify pump curve
position prior to station shutdown.

Part 8 Set and Start-Up

8.00 General. Others shall be responsible for providing all materials, equipment, and
labor necessary to install all items associated with the pump station.

8.10 Unloading and Setting Supervision. Setting of the pump station is the responsibility
of the manufacturer, unless specifically called out elsewhere in the specification.
Crane to off-load and set the pump station on the concrete slab is to be provided
by others.

8.20 Start Up. When discharge piping, electrical connections, and electrical inspection have
been completed, the pump station manufacturer shall be contacted for start up.
A minimum one-week notice shall be given to manufacturer prior to scheduled start
up date.
During start up, the complete pumping system shall be given a running test of normal
start and stop, and fully loaded operating conditions.
During this test, each pump shall demonstrate its ability to operate without undue
vibration, or overheating and shall demonstrate its general fitness for service.
All defects shall be corrected and adjustments made at the expense of the pump
station manufacturer. Test shall be repeated until satisfactory results are obtained.
Start up assistance will be provided but will be limited to one 8-hour day unless
otherwise specified.
After the station startup has been completed, but before leaving the job site, a
training session will be given. The training session will be given to the owner or the
owner's representative to familiarize them with the pumping system operation,
maintenance and adjustments.

Part 9 Remote Monitoring

9.00 Scope. Pump station manufacturer shall provide the following remote monitoring system.
Remote monitoring and control software shall have been developed internally by the
pump system manufacturer and shall operate within the Windows® operating platform.

9.10 Remote Pump Station control and Monitoring. Remote PC compatible pump station
monitoring software shall be provided which allows user to remotely view all specified
items in section 3.55 -- Operator Interface Device. Pump station monitoring software
shall be included that is 100% compatible with the Microsoft Windows 95 (or later)
operating system. Software shall be graphic with full mouse (point and click) control.
The monitoring system shall be capable of communicating at baud rates from 300 Baud
to 19,200 baud. User shall be able to view and/or change any and all station operating
parameters (i.e., set point pressure, lockout times, ramp up speed, etc.) and also
acknowledge and reset fault conditions. The pump station software shall be field
configurable for direct hardware connect, phone modem, radio modem, or cellular
modem.

The software shall enable users to locally and/or remotely access (the same or multiple)
pump stations simultaneously. Software shall support program-to-program network
communications via TCP/IP to allow the exchange of settings and data with other
applications hosted on the same or a remote PC. Software shall support simultaneous
monitoring to the same pump station by any computer networked (LAN, WAN or WWW)
to the PC that is connected to the station via radio modem. Complete historical reporting
capabilities shall be included. All required PLC interface card(s), modem and hardware
Master Specifications Verticle VFD
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required (other than computer, monitor screen, and direct burial cable) shall be supplied
by pump station manufacturer.

Manufacturer shall provide the capability to monitor and control the pump system
from a remote location. The following equipment to be supplied by owner.
Monitoring program shall require:
PC with Pentium (or higher) processor
Microsoft Windows 95 (or later) operating system with TCP/IP networking
installed
32 MB or RAM minimum (64 MB recommended)
Hard disk space required: 200 MB
VGA or higher-resolution (SVGA recommended) video card and monitor
CD-ROM drive
Microsoft or compatible pointing device
Available serial port
The monitoring software shall provide the ability for auto-datalog-download. This
feature shall allow the timed retrieval of pump station historical data in order for
complete station history storage and recall. Display of historical information shall be
in a logical, graphical format. The data shall also be available as tabular information,
either for screen viewing or for ASC11 export to external programs. The file format
shall be non-proprietary and a description supplied with the software.
The monitoring system shall store up to 4 channels of data for analysis and system
performance verification. These 4 channels shall be easily user selectable at any
time through the graphic interface in the Windows environment. These 4 channels
shall be capable of recording any of the following information:
Irrigation system pressure as well as set-point pressure
Pump station tank pressure (if so equipped)
System flow rate
Auxiliary system pressure (as equipped)
Auxiliary system flow rate (as equipped)
VFD motor speed (as equipped)
Any auxiliary analog equipment such as level and temperature sensors
The system shall also store all station events for retrieval and graphical display. The
events, which are recorded, shall be as follows:
Pump start XL (across the line)
Pump start VFD (variable speed drive)
Pump stop
All pump switch setting changes
Controller power loss
System switch setting changes
Faults - system and individual pump
Automatic and manual fault reset
The pump monitoring system shall graphically display the following real time
information:
Pump run status
Pump RPM
Motor/pump hours
Pump system fault
Individual pump faults
Pump control panel switch status
System flow rate
System total flow
All pump control system monitoring pressures
Master Specifications Verticle VFD
15

The pump monitoring system shall allow remote control of the pump system.
Functions are to include:
Ability to read from or write to any valid register within the station controller (PLC)
User defined set of register synonyms for routine setting changes
System fault information including time of occurrence
Pump system lockout scheduling

Manufacturer shall provide the following monitor and control items:
Software - to be developed "in-house" and be fully documented and serviceable.
Hardware - limited to pump system and communication support, including PLC
interface card (Hardware support for software is by user -- i.e., Computer,
Monitor, Mouse, Phone Modem, Printer, Printer Cable etc.).
Graphical display of datalog values will be included with user selectable ranges
of 15 minutes, 1/2 hour, 1 hour, 12 hour, and 24 hours per screen.
Monitoring software shall be user configurable. Communications shall be
selected between two basic modes as detailed in technical specifications:
Password security shall be provided to guard against unauthorized system
changes

Part 10 Additional Equipment

10.0 Auto-flush Wye Strainer. The pump station manufacturer shall provide an automatic
flushing Wye strainer mounted and wired on skid.
The Wye strainer basket shall be piloted in both body and cover and fabricated from
24-gauge stainless steel with perforations as shown in the technical specifications.
The body of the strainer shall be cast iron with flanged connections.
Pressure drop through the strainer shall be not more than 1.75 PSI at full station
capacity.
The strainer shall be automatically flushed after a specific pump station run duration
period. This timer is adjustable through the computer operator interface device (OID)
as called out for in these specifications.
An H.O.A. selector switch shall be mounted on the control panel face.
Provided, as an integral part of the strainer package shall be a normally closed
solenoid operated valve.
The PLC shall initiate the flushing cycle by opening the 2" solenoid valve for 15
seconds. The flushing duration shall be an adjustable timer through the computer
interface device.
A 2" ball valve shall be supplied to isolate the solenoid valve from the irrigation
system.
The Wye strainer size shall be specified in the technical data sheet.
The flush line shall be piped to skid edge. Others to supply flush line back to supply
pond.

10.10 Lake Level Controls - AC. Reservoir level shall be continuously monitored by a liquid
level sensor. When low level is sustained for a period of time, a 120v AC signal shall be
directed to start reservoir pump, or open filling valve, through dry-contact closure of a
relay which shall be mounted at the filling source. Signal shall be maintained until
reservoir is filled to the upper sensor. Upon cessation of signal, relay shall drop out and
pump shall stop or valve shall close. An HOA selector switch with green light shall be
mounted on the control panel face.

10.30 Reservoir Inlet Screen. A reservoir inlet screen shall be provided at the inlet to the
horizontal inlet flume leading to the wet well. The entire screen is to be in the vertical
plane with the total inlet screened area called out in the technical data sheets. The
Master Specifications Verticle VFD
16

screen shall be fabricated from 304 stainless steel plate and angle with 3/8" x 7/8"
stainless steel square mesh screen bolted to three vertical sides with stainless bolts.
The screen outlet connection shall be compatible with the horizontal inlet flume. The inlet
screen shall be installed by others.

10.40 Discharge Dog Leg. The pump station manufacturer shall supply the discharge pipe
connecting the pump station discharge to the irrigation main line. ASTM A105
SCHEDULE 40 PIPE OR HEAVIER. The discharge pipe shall be painted the same as
the main pump station and shall be size per the technical data sheets.

Part 11 Warranty

11.00 Warranty. The manufacturer shall provide to the end user the following minimum
capabilities and warranty.

Length of Warranty
The manufacturer warrants that the water pumping system or component will be free
of defects in workmanship for one-year from date of authorized start-up but not later
than fifteen months from date of manufacturer's invoice.
Service Network
Manufacturer shall maintain a Factory Trained and Managed Service Networkto
execute all warranty claims.
All service entities must maintain as their primary core business the maintenance,
service and repair of pump systems.
Authorized Service Technicians must be Factory Trained and maintain a minimum of
25 hours per year of on going in-factory training.
The manufacturer shall provide 24/7 technical phone support to the end user during
and after the warranty period.
Component Replacement
Provided that all installation and operation responsibilities have been properly
performed, manufacturer will provide a replacement part or component and field
installation during the warranty life.
Repairs done at manufacturer's expense must be pre-authorized. Start-up certificate
must be on file with manufacturer to activate warranty.
Upon request, manufacturer will provide advice for trouble shooting of a defect during
the warranty period.
Reasonable access must be provided to allow for repairs or replacement of any
components.

Maintenance. The manufacturer shall use only high quality material. As with any
mechanical or electrical device, some preventative maintenance efforts are required to
enhance service life. The customer is encouraged to establish a methodical
maintenance service program to avoid premature failure. Manufacturer supports a wide
network of technical service agents and recommends they be utilized for service.
Because of varied conditions beyond the control of manufacturer, this warranty does not
cover damage under the following condition or environment unless otherwise specified in
writing:

Default of any agreement with manufacturer.
The misuse, abuse of the pumping equipment outside is intended and specified use.
Failure to conduct routine maintenance.
Handling any liquid other than irrigation water.
Exposure to electrolysis, erosion, or abrasion.
Presence of destructive gaseous or chemical solutions.
Master Specifications Verticle VFD
17

Over voltage or unprotected low voltage.
Unprotected electrical phase loss or phase reversal.

The foregoing constitutes manufacturer's sole warranty and has not nor does it make any
additional warranty, whether express or implied, with respect to the pumping system or
component. Manufacturer makes no warranty, whether express or implied, with respect
to fitness for a particular purpose or merchantability of the pumping system or
component. Manufacturer shall not be liable to purchaser or any other person for any
liability, loss, or damage caused or alleged to be caused, directly or indirectly, by the
pumping system. In no event shall the manufacturer be responsible for incidental,
consequential, or act of God damages nor shall manufacturer's liability for damages to
purchaser or any other person ever exceed the original factory purchase price.

Master Specifications Verticle VFD
18

¸
¸
¸
¸
¸

FYIJCJU!C

March 16, 2023
S&EC Project # 6748
Flying Crown Ranch, LLC
Attn: Mr. Tim Smith, Member-Manager
105 Weston Estates Way
Cary, NC 27513

Subject: Response to NC DWR Comments for the Retreat at Haw River, Proposed Reuse
Spray Irrigation System, Chatham County, NC

Soil & Environmental Consultants, PA (S&EC), is responding to certain comments from NC
DWRs letter dated March 2, 2023 related to the permit application for the above project.
Included with this addendum letter to the Soil Evaluation Report are attachments and
information to be submitted to the State for review. Listed below are the main items that S&EC
is responding for the permit application.

Section G. Soil Evaluation: 1, Soil Fertility Results.

Attached is Table 1 with the additional requested soil fertility information.

Section G. Soil Evaluation: 2, Recommended Drainage Coefficients.

This section will serve as an addendum to the Soil Evaluation Report dated July 18, 2022. The
recommended drainage coefficient to be used in the water balance analysis is a maximum of
10% of the geometric mean value of the most limiting soil horizon for each soil series. The
geometric mean of K data for the most restrictive soil horizon for each soil series group was
sat
determined for this project. The geometric mean K values of 0.071 and 0.051 in/hr were
sat
used as the hydraulic conductivity of the most limiting soil layer for the Georgeville and
Badin soil series, respectively.

The maximum annual site loading rate for the Georgeville is (\[0.071 In/Yr * 24 Hr/Day *
365 Day/Yr\] * 10%) 62 inches/year. The maximum annual site loading rate for the Badin
is (\[0.051 In/Yr * 24 Hr/Day * 365 Day/Yr\] * 10%) 44 inches/year. Based on the provided site
plan, there is 38.91 acres of Georgeville and 9.99 acres of Badin soils to be used for irrigation.
These maximum values are to be considered in the water balance analysis used for this site. If
additional acreages are used, then the actual yearly application rate would decrease.

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