WQ0033455_Irrigation_Report_20081118

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NOV 21260
THE CLIFFS AT HIGH
BUNCOMSE COUNTY, NORTH CAROLINA
WASTEWATER IRRIGATION
SYSTEM ENG'INEER'S REPORT
AND SPECIFICATIONS
PREPARED FOR:
THE CLIFFS COMMUNITIES
MR. DON NICKELL
3598 HIGHWAY 1 1
TRAVELER'S REST, SOUTH CAROLINA 29690
ORIGINAL: OCTOBER 21, 2008
REVISED: NOVEMBER 1 8, 2008
BROOKS ENGINEERING ASSOCIATES
PROJECT No. 3078o8
17 Arlington Street
Asheville, NC 28801
828.232.4700

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THE CLIFFS AT H113H CAROLINA
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BUNCOMBE COUNTY., NORTH CAROLINA
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WASTEWATER /RR/GAT/ON SYSTEM
ENGINEER'S REPORT
AND SPECIFICATIONS
PREPARED FOR:
THE CLIFFS AT HIGH CARDLINA, LLC
3598 HIGHWAY 1 1
TRAVELERS REST, SC 29690
I U60
FINAL DESIGN - NOT RELEASED FOR CONSTRUCTION
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ORIGINAL: OCTOBER 22, 2008
REVISED: NOVEMBER 19, 2008
BROOKS ENGINEERING ASSOCIATES PROJECT No.: 307808
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TABLE OF CONTENTS
1.0 System Summary & Project Information
1
1.1 Summary & Design Parameters
1
1.2 Contacts
3
1.3 Scope & Qualifiers
3
2.0 Wastewater Treatment System Components
5
2.1 Location of Sanitary Sewage Systems
5
2.2 Wastewater Treatment Plant
5
2.2.1 Description
5
2.2.2 Patented Process
6
2.2.3 Description of Proposed Process
6
2.3 General Consideration
6
2.4 Exclusions
10
2.5 Initial Design Parameters
10
2.6 Materials
11
2.6.1 Aeration and Equalization Tankage
11
2.6.2 Piping
11
2.6.3 Valves
12
2.6.4 Grating
12
2.6.5 Handrails/Toe Plates
12
2.6.6 Concrete
12
2.6.7 Reinforcing Steel
12
2.6.8 Manufacturer
12
2.6.9 Base Slab Installation
13
2.7 Field Service
13
2.8 Air Blowers and Accessories
13
2.8.1 Description
13
2.8.2 General
14
2.8.3 Exclusions
14
2.8.4 Materials and Equipment
14
2.9 Flow Equalization Tank
18
2.9.1 Design
18
2.9.2 Influent Bar Screen
18
2.9.3 Submersible Pumps
18
2.9.4 Flow Control Box
18
2.9.5 Control Panel
19
2.10 Primary Settling Tank
19
2.11 Aerobic Towers (Three)
19
2.11.1 Plastic Media Specifications
20
2.11.2 Recycle & Forward Flow Pumps
20
2.12 Fixed Media Denitrification Reactors & Clarification Basins
21
2.12.1 Design
21
2.12.2 Hatches and Grating
22
2.13 Sand Filter
22
2.13.1 Scope - Self Cleaning Sand Filters
22
2.13.2 Design Details - Mechanical
23
2.13.3 Design Details - Process
23
2.13.4 Performance
24
2.13.5 Materials of Construction
24
2.13.6 Sparging air Supply (Parkson Package4D)
24

2.13.7 Dessicant Air Dryer Model TZM24
26
2.14
Phosphorous Removal
29
2.15
Alkalinity Control
30
2.16
Air and Gas Management
30
2.17
Building Construction
32
2.18
Ultraviolet Disinfection Equipment
32
2.18.1 Design Requirements
32
2.18.2 Ultraviolet Modules
33
,Y
2.18.3 Monitoring System
33
2.18.4 UV Lamps
34
2.18.5 UV Lamp Sleeves
34
2.18.6 Ultraviolet Channel
34
2.19
Sludge Holding & Thickening Chambers
34
2.20
Flow Meter
35
2.21
Telephone Service
36
2.22
Wiring Code
36
2.23
Electrical Service & Emergency Power
37
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2.24
Water Service
38
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2.25
Training, Operating Manuals and Electrical Drawings
38
2,26
Plant Safety
38
2.27
Autodialer
38
2.28
Turbidity Monitor
39
3.0 Wastewater
Irrigation Disposal System
40
3.1
Design Criteria
40
3.2
Irrigation Dosing & Control System
40
3.2.1 Dosing Tank
40
3.2.2 Float Switches
40
3.2.3 WWS Pumping & Monitoring Skid
41
3.3
Irrigation Distribution System
44
3.3.1 Supply Line Force Mains
47
3.3.2 Distribution & Return Lines
47
3.3.3 Manifold & Valving
47
3.3.4 Drip Lines
48
3.4
Wet Weather Storage Pond
49
3.4.1 Design
49
3.4.2 Wet Weather Monitoring (Rain Gauge)
49
3.4.3 Transfer to/from Pond
49
3.4.4 Pond Liner
50
4.0 Site Preparation
51
4.1
Clearing & Grubbing
51
4.2
Seeding & Mulching
51
4.2.1 Jute, Excelsior or Mulching
52
4.2.2 Maintenance of Seed & Mulching
52
4.2.3 Erosion Control
52
5.0 Inspection And Monitoring Proceedings
54
5.1
Pre -Construction Meeting
54
5.2
Intermediate inspection of the System
54
5.3
Final Inspection & Start -Up
54
5.3.1 Start -Up Procedures
54
5.3.2 Pumps & Controls
55
5.3.3 Pressure Distribution
55

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1.0 SYSTEM SUMMARY & PROJECT INFORMATION
1.1 Summary & Design Parameters
These specifications and accompanying engineering plans are for a wastewater treatment
and surface drip irrigation disposal system to serve The Cliffs at High Carolina. The Cliffs
at High Carolina is an upscale golf course community featuring Tiger Woods first U.S. golf
course design. The project is to be developed in phases and the permit application allows
for phasing of the wastewater treatment and disposal system. The proposed system is to
be permitted under NCAC Title 15A Subchapter 2T.0500 Wastewater Irrigation System
requirements. The proposed wastewater treatment meets reclaimed water effluent
standards and uses setbacks outlined in 15A NCAC 02T.0900 with future phases of
development. The treated effluent will ultimately be utilized as a supplemental source of
golf course irrigation water. However the timing of the construction requires that an
independent irrigation system be permitted initially with the golf course irrigation being
permitted at a later date as a conjunctive use system.
As the site construction plans for the development are still in preliminary design, the
collection system served by the wastewater irrigation system will be permitted as a
separate system under NCAC 15A.0300 regulations by the NCDENR DWQ PERCS Unit.
The project is to be developed in phases with village community concept. The permit
application is for 200,000 gallons per day (gpd) with construction phasing in to two
100,000 gpd systems. Eight different residential "villages" are to be developed along six
different amenity sites/villages for a total of fourteen separate sites. The residential
component includes a mix of single family and multi -family units with varying numbers of
bedrooms. The commercial buildings and amenities include: an Inn, Clubhouse, Banquet
Hall, Spa, Pool, two Wellness Facilities, golf maintenance facility, a restaurant and small
market. A breakdown of the units and the calculated design flow is provided in the
Calculations & Product Bulletins document and on Sheet NU -1.
The collection system will deliver raw wastewater to the proposed Aqueonics, Inc.
(Aqueonics) multi -stage aerobic/anaerobic fixed media trickling filter wastewater treatment
process (Model K -100-3/K-200-3). The Aqueonics plant utilizes a three stage
aerobic/anaerobic fixed media, fixed biofilm, trickling filter process to facilitate biological
BEA Project No. 307808 Wastewater Irrigation System Report
', The Cliffs at High Carolina 1 Specifications

e
This wastewater irrigation system is designed in accordance with requirements set forth in
15A NCAC 02T .0500. The treatment standards for this system are as follows:
1. Monthly average BODS of less than or equal to 10 mg/I.
2. Monthly average TSS of less than or equal to 5 mg/I.
3 Monthly average NH3 of less than or equal to 4 mg/l.
4. Monthly average geometric mean fecal coliform of less than or equal to 14 cfu/100
ml
5. Maximum turbidity of 10 NTU.
System calculations and accompanying pump curves are provided as a separate
document. Manufacturer product bulletin sheets (cut -sheets) for each of the products
specified are also provided with the calculations.
All specifications are subject to North Carolina Laws and Rules for Waste Not Discharged
to Surface Waters 15A NCAC 2T.0500 and North Carolina State Plumbing Code and
North Carolina State Electrical Code, where applicable. Any use of "equivalent products"
shall first be approved by the Project Engineer prior to installation.
1.2 Contacts
Engineer — Mark Brooks, PE, Brooks Engineering Associates [phone]
Soil Scientist — Walker Ferguson, LSS, Brooks Engineering Associates [phone]
Owner Contact — Don Nickell [phone]
Aqueonics Representative — Jerry Traynham [phone]
Wastewater Systems, Inc. — Brian Britain, [phone]
1.3 Scope & Qualifiers
This specifications manual is intended only for the use of permitting and construction of
the intended wastewater treatment facility. Any changes to these plans and specifications
shall be approved by the Project Engineer. Any changes in layout of equipment not
approved shall release the Engineer of any potential liability associated with the system.
The maintenance and operation of the system are to be in accordance with the Operation
& Maintenance Plan provided as a separate document. Monitoring requirements and
discharge limitations are detailed in the NCDENR Non -discharge Permit.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 3 Specifications

2.0 WASTEWATER TREATMENT SYSTEM COMPONENTS
2.1 Location Of Sanitary Sewage Systems
Rule 15A NCAC 02T .0506(c) states that effluent meeting tertiary treatment standards
contained in 15A NCAC 02T .0906, the setbacks for wastewater drip irrigation sites are as
follows:
Any residence or place of public assembly under separate ownership
100
Any residence or place of public assembly owned by the permittee
15
Any private or public water supply source
100
Any Surface Waters
100
Groundwater lowering ditch
100
Surface water diversions
25
Well
100
Propeq Line
0
Top of slope with 2 ft cut
15
Water line from disposal system
10
Groundwater lowering drainage system
100
Swimming pool
100
Public Right of Way
50
Nitrification field
20
Building Foundation or basement
15
The setbacks for treatment and storage units shall be as follows:
Any residence or place of public assembly under separate ownership 100
Any private or public water supply source 100
Surface Waters 50
Well 100
Property Line 50
These setbacks are depicted on the Engineering Plans and shall be maintained in construction.
2.2 Wastewater Treatment Plant
2.2.1 Description
The contractor shall furnish all labor, materials, tools and equipment required to construct
and complete the proposed sewage treatment plant including: Aqueonics Inc. Model K-
100 -3/K-200-3 as manufactured by Aqueonics Inc., ParksonO Model DSF-19 DynaSand
filter, aerated sludge holding, ultraviolet disinfection, and all piping and valves as shown
on the drawings or specified herein except as noted otherwise.
BEA Project No. 307808 Wastewater Irrigation ,system Report
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2.2.2 Patented Process
The treatment process is covered by United States Patent 4279753 -- Method and
apparatus for the treatment of industrial or municipal wastewater including multiple series
of alternating aerobic -anaerobic bioreactors in series. Each of such pairs includes fill
supporting fixed film microorganisms. The wastewater from primary treatment flows into a
first aeration bioreactor and downwardly through the fill where it is contacted by the
microorganisms. The effluent is passed to the bottom of an anaerobic bioreactor for
passage upwardly past submerged microorganisms affixed to the fill walls. Part of the
nutrients in the wastewater is consumed in this first aerobic -anaerobic stage. The
wastewater is then passed to a second and third aerobic -anaerobic bioreactor stage.
Incremental consumption of organic nutrients, nitrification and denitrification occurs in
each stage. Thereafter, it is subjected to tertiary treatment.
2.2.3 Description of Proposed Process
The treatment processes includes the unit operations:
• Bar Screen
• Flow Equalization, Aerated -- 4 float control system
• Duplex Grinder lift pumps to Constant Head Tank
• Primary Sedimentation
• Alternating Aerobic/Anaerobic Treatment Reactors - Three Stages
• Alum injection & Flocculation
• Alkalinity Addition
• Tertiary Sand Filtration
• UV Disinfection
• Holding Tank for Dosing
• Dosing Pumps & Final Filtration for land application
• Aerobic Sludge Holding and Digestion
• Odor Control and Positive Treatment of all Process Gases
2.3 General Considerations
The basic process proposed to treat domestic wastewater and remove nitrogen at this facility is
a combined Caron Oxidation — Nitrification — Denitrification system using endogenous carbon
and sequential aerobic/anaerobic (anoxic) conditions (with recycle of nitrified wastewater for
BOD enrichment) for denitrification using fixed -film reactors.
The specific process design selected is a biological process, which makes use of
concepts that have generally been known for more than 25 years Pilot systems
using this process were first installed in the mid -1970's, with full scale installations
occurring in 1979.
BEA Project No. 307808 Wastewater Irrigation aystem Aeport
The Cliffs at High Carolina 6 Specifications

Typical average nitrogen content of domestic wastewater averages 40 mg/1 as N. It
is assumed that the influent nitrogen concentration at this site will be in the range of
60 mg/I as nitrogen, which is to be reduced to a maximum of 5 mg/I of Total
Nitrogen with a maximum of 3 mg/I being nitrate nitrogen with the balance
comprising ammonia and nitrite.
Organic nitrogen is both soluble and particulate with the soluble organic nitrogen
mainly in the form of urea and amino acids. Primary sedimentation acts to remove
a portion of the particulate organic matter. This generally will amount to 20% or
less of the total nitrogen entering the plant. Soluble organic nitrogen is partially
transformed to ammonium by microorganisms, but concentrations of 1 to 3 mg/I are
usually found in biological treatment effluents.
The proposed plant uses the carbon oxidation -nitrification -denitrification processes
are combined into a coherent operational plan. The advantage of such processes
for effective nitrogen removal include: (1) reduction in the volume of air in
suspended solids reactors (or pumping energy to a trickling filter) to achieve
nitrification and BODS removal; (2) elimination of the supplemental organic carbon
sources (e.g., methanol) required to complete denitrification; (3) stability of
operations over long time periods.
In these combined processes, either the endogenous decay of the organisms or the
carbon in the wastewater is used to achieve denitrification. In addition to the
Aqueonics process, other examples are oxidation ditches where rotor oxygenation
levels are controlled as in the "Bardenpho" process. These processes are reviewed
in the 1975 USEPA Process Design Manual for Nitroaen Control Section 5.5 where
combined Carbon Oxidation — Nitrification — Denitrification System using
endogenous carbon and Sequential Operations developments are reviewed and
commented upon. Most of these processes, however, utilize suspended growth
rather than fixed -film growth, which are more difficult to maintain a stable operating
condtion in smaller facilities such as this one.
As early as 1975 a Danish plant of 5,678 m3/day (1.5 million gallons per day (mgd))
using the "alternating contact" process was able to achieve nitrate levels of 2.0 to
5.0 mg/I. The "Bardenpho' process of South African development was also able to
A
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 7 Specifications

achieve 5 to 7 mg/I of total nitrogen under long term performance at 98.42 M3 /day
(26,000 gpd).
Operation of suspended growth reactors in the alternating aerobic/anaerobic
(anoxic) mode requires an F/M ration sufficiently low to permit the development of a
mixed culture of organisms for carbon oxidation, nitrification, and denitrification; and
severe filamentous bulking conditions are also developed sometimes in the sludge
as a result of this low F/M ratio. Maintenance of this proper ration is a sophisticated
operational problem Fixed -film reactors by their inherent nature require no F/M
ration, since fixed bacteria automatically adjust their growth rate to the food source,
and there is, of course, no suspended sludge to bulk. Fixed -film designs, therefore
avoids these problems, give greater stability to the process, and greatly reduce the
risk of sludge loading of the subsurface distribution beds.
The Blue Plains work did serve to establish several benchmarks with respect to
criteria used in the design of alternating systems. They are as follows: (1) To
evaluate nitrification limitations on a system, both nitrogen loads and nitrification
rates must be taken into account, and, (2) there is general agreement that the
design of the combined carbon oxidation — nitrification functions of the aerobic
phase(s) can be separated from the anoxic phases(s). Therefore, the carbon
oxidation and nitrification calculations for the aerobic periods can be virtually
identical to those advanced from ordinary carbon oxidation — nitrification processes
(See same USEPA document Section 4.4.1).
The Blue Plains work also supports a rational approach to sizing of the
denitrification steps and presents measured denitrification rates in systems using
wastewater as the organic carbon source. The relatively modern concept of the
coupling of an anoxic residence period with an aerobic residence period in these
systems is based on the recognition that dissimilatory denitrification is
accomplished by facultative bacteria using biochemical pathways that are almost
identical to aerobic biochemical pathways. These facultative bacteria can shift
readily from using nitrate to using oxygen and vice versa. In the aerobic towers, the
carbon and ammonia are oxidized and nitrogen gas stripped from solution so that
nitrogen gas bubbles will not form in the next packed -reactor or in the sedimentation
process.
BEA Project No. 307808 Wastewater Irrigation System Report
A'' The Cliffs at High Carolina 8 Specifications

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Aqueonics' use of fixed -film reactors with stable operational characteristics are a
considerable advancement over other aerobic/anaerobic (anoxic) processes, and
provides a more easily operated, more reliable, less maintenance intensive, and
less costly system to operate than denitrification processes using either methanol -
based systems or suspended growth alternating systems.
The work of Van de Graaf, et al (Applied and Environmental Microbiology
61(4):1246 (1995) Microbiology 142:2187 (1996), and Microbiology 143:2415
(1997)) has identified an autotrophic anaerobic biological pathway for simultaneous
removal of both ammonium and nitrate which has been found to operate in long-
term fixed film systems such as are formed in subsurface distribution systems.
(Woods, et al Proceedings of 72"d Water Environmental Federation Annual
Conference 10/9-13/99). Observations indicate that stable environments for growth
of such colonies require stable fixed media reactors to achieve the reaction
converting ammonia to nitrate and nitrate to nitrite. Also require as sufficient
alkalinity to neutralize the increase in acidity and to provide about 1 mg of carbon
per mg of nitrate -nitrogen removed. This carbon source can be from organic
carbon in the influent, or from inorganic carbon alkalinity in the form of CO2 resulting
from the respiration of heterotrophic consumption of organic carbon or added soda
ash.
In addition to alternating aerobic/anoxic fixed -film reactors, this system also
incorporates a primary clarifier to take advantage of its large removal rate of
particulate organic nitrogen and BOD. The design integrates hydraulic loading,
recycle capability, sludge handling and solids separation to provide a plant with
proper balance and flexibility in operation.
Aqueonics has conducted extensive full scale testing at Castlewood, California to
F� verify kinetic design parameters for this process. Aqueonics has further developed
this concept in New Jersey at the Oaks of Weymouth facility and other installations
and the results of those operations are incorporated in this design.
The system provided is the Aqueonics K -Series design. The process provides
screening and maceration of solids, flow equalization, primary sedimentation, and a
series of three alternating aerobic and anaerobic (anoxic) reactors which are designed
for carbon oxidation — nitrification and denitrification using influent sewage as a carbon
177 BEA Project No. 307808 Wastewater Irrigation System Report
The Cls at High Carolina 9
Specifications

source for denitrification, and is followed by self-cleaning sand filtration, and UV
disinfection. The in ground tankage consist of a reinforced cast in place concrete base
slab constructed with attachement slots and connections for pre -cast reinforced
concrete panels. The above grade aerobic towers are constructed with water tight
fiberglass walls and fixed -film PVC media. The installation including the towers are
totally enclosed within an insulated building resembling a two story single family
residence or small commercial/institutional facility where the concrete tankage provides
the foundation.
A flow through forced air system provides process air for the aerobic towers and a
means to purging of gases from the anoxic reactors All process air is chemically
scrubbed by a potassium permanganate and activated carbon filter system before being
exhausted from the facility. In addition to silencers, all machinery and equipment are
located inside the insulated building to minimize external sound levels.
2.4 Exclusions
The electrical contractor shall perform all inter -connecting electrical work between the
treatment plant and other structures or buildings. The General Contractor shall perform all
poured in place concrete with or without reinforcing steel, all structures and buildings other
than the treatment plant, and all painting.
2.5 Initial Design Parameters
The wastewater treatment plant shall be designed using the following criteria:
Plant capacity shall equal 200,000 gallons per day average daily hydraulic flow split in to two
phases of 100,000 gpd each. The predicted influent raw sewage characteristics utilized in
design and calculations are:
Biochemical Oxygen Demand 5 da BOD
350 m /I
Total Suspended Solids (SS)
250 m /I
Total Nitrogen as N
60 m /I
Total Phosphorus as PO4
20 m /I
Temperature (deg. C) (Min.)
13 de .0
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 10 Specifications

The wastewater treatment plant shall be designed to provide an effluent quality that has a
maximum 30 -day average concentration of:
Biochemical Oxygen Demand 5 da BOD
10.0 m /I
Total Suspended Solids SS
5.0 mg/1
Total Nitrogen 3 mg/1 NO3, 1 m /I NO2, 1 m /I Ammonia
5.0 mg/1
Turbidity
<10 NTU
Phosphorus as P
4 m /l
Fecal Coliform —(daily max
25 NTU / 100 m /I
Fecal Coliform — (monthly average)
14 NTU / 100 mg/1
2.6 Materials
The materials used in construction of the wastewater treatment plant described herein shall
1Lai, conform to the following:
2.6.1 Aeration and Equalization Tankage
The plant shall be constructed in the "slab" method where a base concrete slab supports
precast side and interior walls. All slabs and chambers, and fabricated units shall be
constructed of reinforced, precast concrete with 4,500 pounds per square inch, 28 -day
compressive strength. Minimum wall thickness shall be eight (8) -inch unless otherwise
noted. Walls shall be structurally sized by others and reinforced to adequately function for
their intended uses and shall withstand all required internal and external loading. Wall panel
surfaces shall be smooth and free of air hole and honeycomb pockets unless otherwise
specified. "Waffle wall' type wall panel will not be acceptable as tanks with this type of
surface finish can be adversely affected by frost heave on external wall surfaces. All walls
and joints shall be watertight. All reinforcing steel furnished under this item shall meet the
requirements in this specification.
2.6.2 Piping
All water / sewage piping shall be Sch.40 PVC pipe with standard weight PVC fittings.
Pump Connections — Sch. 40 galvanized steel threaded with standard weight galvanized
fittings.
Air piping — Above Floor shall be Sch. 40 galvanized steel or Sch. 80 PVC pipe. Below
Floor shall be Sch. 40 Stainless Steel. All piping shall be adequately supported throughout
its length.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 11 Specifications
v

1
2.6.3 Valves
Process control valves shall be wafer -type, rubber seats, polymer body butterfly, or full
port, polymer body ball valves. Operators and extension shafts shall be provided for under
floor locations. Crane or Nibco — engineer approved.
2.6.4 Grating
All grading shall be of fiberglass construction unless otherwise noted. The strength of the
grating shall be provided as required to meet OSHA safety, building codes or other
regulatory requirements for guarding tanks and open pits and walkways not otherwise
protected by handrails with toe plates.
2.6.5 Handrails/Toe Plates
When not protected by hatches, handrails shall be installed around all tank openings.
Handrails shall be of 1 -1/2 -inch diameter anodized aluminum pipe construction that meets
all OSHA requirements for lateral loads and impacts.
2.6.6 Concrete
Cement shall be Type II, Chemical Resistant, Portland Cement using up to 20% Type -F
Fly Ash for warm weather use or Type -C Fly Ash for cold weather use. Coarse aggregate
shall consist of either high-grade limestone or "gravelite" material where necessary. Fine
aggregate shall consist of organic -free, well -graded sand. Use of super Plasticizers and
water -reducing agents shall be allowed in order to enhance workability and retain strength
and acceptable water/concrete ratio. Manufacturers shall be required to submit concrete
mix designs for the engineer's approval along with manufacturing and technical paperwork
covering additives and dosage rates. Engineer may at his discretion make a plant
visitation to inspect the manufacturer's facilities, testing area, and quality control program.
2.6.7 Reinforcing Steel
Steel rebar shall be of equal quality or exceed ASTM 671, Grade 60 standards. All
welded -wire fabric mesh shall conform to ASTM C 185.
2.6.8 Manufacturer
The manufacturer of the concrete elements of this plant shall have precast concrete
aeration treatment plants of this type and size in successful operation in the field for a
minimum of five years.
BEA Project No. 307808 Wastewater Irrigation System Report
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The Cliffs at High Carolina 12 Specifications
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2.6.9 Base Slab Installation
The General Contractor shall install the base slab in accordance with detail design
drawings to be furnished by the precast plant supplier. The precast concrete aeration
treatment plant shall be installed in accordance with the manufacturer's recommendations
and at the locations shown on the drawing.
2.7 Field Service
A competent factory representative shall be provided for the purpose of final inspection,
start-up, and adjustment of the precast concrete aeration treatment plant provided under
this item. In addition, this same representative shall spend at least two seven -hour days
solely training and instructing the operator(s) in the operation and maintenance of this
plant.
The manufacturer shall be required to supply the engineer with a complete set of as -built
drawings and operation and maintenance materials after equipment has been installed.
Any changes or modifications shall be reflected in the as -built drawings.
2.8 Air Blowers and Accessories
2.8.1 Description
The specifications provided herein are specific for Phase I of the treatment plant
installation. Additional blowers will be added with the implementation of Phase II with
blowers of the same size and quality.
Under this item, the
contractor shall
furnish all labor,
materials,
tools and equipment
required to complete
all air blowers
and accessories
as shown
on the drawings or
specified herein
Three aeration blowers of the same capacity shall be provided to supply air. Two are
required for normal operations with one blower in reserve. Blower One is dedicated to the
supply the flow equalization basin and airlift requirements and is capable of providing 112
cfm at 7 psi (108 cfm at 7 psi calculated as required). Blower Two is dedicated for the
sludge processing and is also capable of providing 112 cfm at 7 psi (107 cfm at 7 psi
calculated as required). Each of the three main blowers shall alternately service as the
reserve or standby blower/motor set thereby distributing wear on the equipment.
BEA Project No. 307808 Wastewater Irrigation System Report
S eci ications
The Cls at High Carolina 13 p

2.8.2 General
One manufacturer shall assemble all of the motor and air -blowers sets and accessories
supplied under this item. All miscellaneous or incidental items required for a complete air
blower installation shall be supplied even though not itemized herein.
2.8.3 Exclusions
The electrical contractor under the item electrical and control work shall perform electrical
erg
work required assembly and installation for the blower motors and controls. The pipe,
fittings and valves not specifically itemized herein shall be furnished and installed under
the appropriate items in this contract.
2.8.4 Materials and Equipment
The following materials and equipment shall be provided:
Air Diffusers
The air diffusers in the flow equalization basin and aerobic sludge basins shall be "Wide
E
Band" Stainless Steel diffusers in 304L stainless steel. The diffuser is made with cast end
caps welded all around. Deflectors shall be supplied with each diffuser but can be
removed. The coarse bubble diffuser is intended to be a clog -free design, with oxygen
transfer rates of 0.5 to 0.8% per foot of submergence (1.7 to 2.5% SOTE/m). Suspend on
1-1/4 inch, Schedule 40 header. Design Flow: 10-40 SUM (17-67 Nm3/hr) Flow Range:
0-50 SCFM (0-85 Nm3/hr). Alum flocculation shall use shall be Model 375, Snap -Cap
Plus 5 diffusers as manufactured by EnviroquipO International, Inc. or equal and shall be
mounted on 6 -inch center -to -center spacing on a 1-1/4 inch, Schedule 80 PVC header.
The diffuser shall be designed to open under air pressure, to release air in a steady
stream of bubbles, and to close when airflow to the diffuser is stopped preventing backflow
of fluids and solids into the diffuser body and clogging of the diffuser. The diffuser base
shall be constructed of molded Celcon0 plastic with a 3/8 -inch NPT thread for connection
to the air header system. The diffuser diaphragm shall be constructed of injection molded
thermoplastic rubber compounded of polypropylene plastic and EDM rubber. The diffuser
shall be designed to operate at a design flow rate of 5 standard cubic feet per minute with
a maximum allowable flow rate of 10 standard cubic feet per minute.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 14 Specifications
�3r

Main Blowers
The three main plant air blowers shall be furnished and installed under this item shall be
rotary positive displacement blowers, each having a capacity of 112 standard cubic feet
per minute at 7 pounds per square inch operating discharge pressure. The blowers shall
be Sutorbilt@ Legend TM Model 3 MP, rotary, positive displacement type, 112 cfm @ 7 psi,
2,514 rpm, with 5 hp NEMA Premium motors Baldor 5 horsepower or equal totally
enclosed, fan -cooled, electric motors. The wiring, controls and piping to operate the air
system shall allow the operation of one, two or three plant blowers at the same time. One
main blower is dedicated to the equalization basin, and one to sludge uplift and sludge
conditioning. The sludge conditioning/uplift blower alternates with the backup blower.
In Phase II, three additional main plant air blowers shall be furnished and installed. Each
shall have a capacity of 112 standard cubic feet per minute at 7 pounds per square inch
operating pressure. In Phase II, it is anticipated that four blowers may be in regular
kw service with two blowers in standby service.
Aerobic Sludge Aeration
Air for digestion of waste activated sludge shall be provided by one of the three main plant
air blowers. See Calculations for air requirements.
Flow Equalization Blower
One of the three air blowers shall be dedicated to provide aeration for the flow equalization
basin and operation of the airlift pumps. The plant air header supplying air to aeration
basins shall be piped and valved to provide a standby or backup blower/motor for the flow
equalization blower. These items shall be rotary positive displacement blowers having a
capacity of 112 (3 cfm/in. ft. to provide suspension of solids) standard cubic feet per
minute at 7 pounds per square inch operating discharge pressure. Aerobic conditions
require about 1.25 cfm/1000 gal x 43.35 = 54 cfm. The blower shall be Sutrobilt@ Model
3MP (2400 rpm) or equal with "NEMA Premium" Baldor 5.0 horsepower or equal totally
enclosed, fan -cooled, electric motors. This blower shall be provided with controls that
automatically shutdown the blower when backpressure falls below three (3) feet of water (1.3
psi),
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 15 Specifications

Blower Specifications
All plant blowers shall be manufactured by the same manufacturer to facilitate
maintenance, repair, service and spare parts. The blower casings shall be gray cast iron.
The impeller shafts shall be constructed from a common ductile iron casting. Impellers are
to be straight, two -lobe, involute type, operating without rubbing or liquid seals or
lubrication, and shall be positively timed. The timing gears shall be machined, heat-treated
alloy steel. The spur tooth gears shall be mounted on the impeller shafts on a tapered fit,
secured by lock nuts. The impellers/shafts are to be supported on single row ball bearings.
A positive lip -type seal shall be provided at each bearing, designed to prevent leakage of
lubricant into the air streams. The impeller sides of the lip -type seals shall be vented to
atmosphere to eliminate carry-over into the air streams.
Mountings
The air blowers units shall be completely factory assembled. Each air blowers and motors
unit shall be mounted on common heavy steel base plates along with related equipment
such as couplings and belt guards. The steel base plates shall be provided with flanges
suitable for installation with stainless steel anchor bolts. Air blowers without base plates
shall not be acceptable. The blower openings shall be sealed after rust -inhibiting powder is
injected and prior to shipment. The drive between the motor and blower shall be guarded
(belt guard) in accordance with all applicable safety and OSHA regulations. The blowers
and common base plates shall be factory primed with a corrosion resistant coating prior to
shipment. The motor/blower set shall be installed inside the plant.
Accessories
Each of the motor/blower units will be equipped with no less than one additional set of
sheaves and pulleys to operate the blowers at mid-range of their maximum air requirements
to facilitate winter and summer, start-up and full operating conditions. An extra drive belt shall
be supplied with each Motor/Blower unit. The discharge of each motor/blower shall be
supplied with a weighted pressure relief valve and Technocheck® check valve and equipped
with high temperature and pressure switches to control their operation in the event of
failure to start, pressure loss, or high temperature operation. Each blower shall be
individually controlled using 15 minute increments, 24/7 timers to control the amount of air
(oxygen) delivered to the system.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 16 Specifications

Silencers
Each blower shall be equipped with an individual inlet filter, inlet silencer and outlet
silencers. Each unit shall be sized according to the manufacturer's recommendation for
the speed of the blower, air volume and airflow. The equipment shall be installed to fully
support the weight and vibration of the equipment.
Air Inlet Filter
For each intake shall be a Universal CC -F Series in MPT or Flange 125/150# Pattern
sized for the discharge port of the blower. Each filter shall be equipped with a differential
pressure gauge and paper filter element. The units shall have a corrosion resistant epoxy
coated or galvanized housings.
Inlet Silencer
For each intake shall be Universal rotary blower silencers, Series RISY chamber
absorption type inlet silencers. The silencers shall be sized according to manufacturer
recommendations to effectively reduce the noise and low frequency pulsations that can be
detrimental to surrounding equipment and personnel, as well as neighbors.
Outlet Silencer
Outlet silencers shall be Universal rotary blower silencers, Series RISY chamber
!ILau) absorption type discharge silencers. The silencers shall be sized according to
manufacturer recommendations to effectively reduce the noise and low frequency
,-J
I � pulsations that can be detrimental to surrounding equipment and personnel, as well as
neighbors.
Equipment Control Panel
A NEMA 4X, or equivalent, control panel for control of all air blowers shall be timing relays
provided. This control panel shall include breakers, starters, timers hand/off/auto switches
that are required to operate three blowers.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 17 Specifications

2.9 Flow Equalization Tank
2.9.1 Design
Two flow equalization basins shall be rectangular in cross section and have an effective
minimum capacity of 43,350 gallons each for a combined total tankage with Phase II
@x implementation of 87,120 gallons of equalization, which well exceeds the 20%
requirement. The EQ pumps specified herein are for Phase I. An additional pump of the
same size and specification will be added with the implementation of Phase II.
r
Dimensions shall be as shown on the drawings. A pumping system and a flow control box
shall be provided capable of delivering wastewater to the plant at the maximum design
j flow and head. An air diffusion system shall be supplied with all necessary piping and
r
control valves. See air flow equalization blower shown above.
2.9.2 Influent Bar Screen
A bar screen shall be fabricated of hot dipped carbon steel with 2" o bars on 2" centers
inclined at 450. One shall be installed in each EQ basin with the implementation of each
Phase. The size of the screen shall be such that the velocities — at 200,000 gpd have an
approach velocity no more than 1.25 feet per second.
2.9.3 Submersible Pumps
For Phase I, duplex grinder pumps shall be Hydromatic Model HPGF, 1750 RPM, 60Hz, 3
HP, 230/460 volt, 3 phases, 60 cycles, 70 gpm @ 25 feet TDH. The pumps shall have a
2 -inch diameter vertical discharge and designed to reduce domestic and institutional
sewage to a finely ground slurry. These pumps shall be rail mounted using a quick
disconnect lift out system that does not require entry into the basin and equipped with a
stainless steel lifting to aid in pump removal. Overload protection shall be mounted in the
control panel.
For Phase ll, one additional duplex grinder pump meeting the above specifications shall
be installed. In Phase II, it is anticipated that two grinder pumps may be in regular service
to provide 140 gpm with one grinder pump in standby service.
2.9.4 Flow Control Box
The flow control box installed in Phase I provides sufficient flexibility in the adjustable weir
arrangements to suit the flow ranges in Phase I and II. An aluminum and fiberglass flow
control box shall be provided to equalize the flow of sewage into the plant aeration basins.
BEA Project No. 307808 Wastewater Irrigation System Report
"" The Cliffs at High Carolina 18 Specifications

w
See drawings for design. Flow rates into the plant will be controlled by the rectangular
weirs in the flow control box to return excess flow to the flow equalization basin. Two
adjustable V -notch weirs control forward flow to the plant and a future addition. The
control box design flow shall be 140 gallons per minutes with provisions to operate two
trains of a daily flow of 70 gallons per minute. The internal weirs shall be adjustable
downward to a daily flow rate of less than 30,000 gallons per day.
2.9.5 Control Panel
A NEMA 4X, or equivalent, control panel shall be provided which shall automatically
alternate the lead pump for subsequent pumping cycles. The panel shall contain required
breakers, contactors, hand/off/auto switches, run lights, and all necessary controls
required for automatic operation. A red, high water alarm light and auto -dialer alarm
connection shall be provided to indicate high water in the flow equalization basin for pump
control and alarm activation.
2.10 Primary Settling Tank
Two primary settling tanks are provided each with a sufficient capacity for 100,000 gpd.
Upon implementation of Phase II both tanks will be combined (via internal hatches) to act
as a singular settling tank. The supplier shall provide two primary settling tanks following
the flow equalization tank with the following specifications.
• 6.5'x 19.5'x 12'SWD.
• Effective settling area 113 sq. ft.
• Surface overflow rate 885 gpd per sq. ft.
• 60 -degree slope hoppers.
• Two 3" o airlift pumps for sludge removal.
• Inlets and baffles shall be designed to dissipate the inlet velocity, to distribute the
flow equally both horizontally and vertically and to prevent short-circuiting.
• Weir troughs shall be designed to prevent submergence.
• Scum Removal shall be by airlift skimmer 4' dia.
2.11 Aerobic Towers (Three)
Supplier shall provide three towers with fixed media. Each tower shall be 12' x 12' x 20'
and contains 2,880 cubic feet of media for each phase. Tower I shall contain plastic
media with a surface area of 30 ft2/ft3. Towers II and III shall contain plastic media with a
surface area of 68 ft2/ft3. Sufficient room is to be constructed in Phase I for the insertion of
three Phase II towers. See Section 2.16 Air and Gas Management, for a discussion on
how air is supplied to the three aerobic towers.
BEA Project No. 307808 Wastewater Irrigation System Report
Specifications
The Cls at High Carolina 19

2.11.1 Plastic Media Specifications
The media shall be fabricated from rigid PVC sheets completely corrugated forming a cross -
corrugated pattern with adjacent sheets to permit continuous horizontal redistribution of both
l the air and wastewater throughout the depth of the media. The PVC roll stock sheets shall be
�f
of uniform thickness with no sections less than ± 0.002 -inch manufacturing tolerance. The
media shall be specifically designed for use in the biological oxidation of municipal and
industrial wastewater.
The polyvinyl chloride used in the media shall be resistant to degradation from ultraviolet
radiation, rot, fungi, bacteria and other forms of microorganisms. The media shall be
chemically resistant to concentrations of common inorganic mineral acids or alkalies and
organic solvents or compounds normally experienced in sewage.
Each module shall consist of several PVC sheets, bonded together to form a structurally self-
supporting block measuring 24" wide x 24" high x 48" or 72" long. The modules shall be
designed with a minimum specific surface area of 30 and 68 square feet per cubic foot with a
minimum 95% void volume ratio. Each module shall be capable of withstanding a minimum
load of 35 pounds per square foot per foot of media depth. Maximum allowable deflection shall
be limited to 2%.
The manufacturer shall submit test reports for the mil thicknesses to be supplied. Test reports
shall comply with the requirements of paragraph C. If there are no test reports or if there are
any alterations to the media in respect to materials or design, the manufacturer shall test the
modules in accordance with paragraph C.
Individual sheets used in the manufacture of the media shall conform to commercial standards
ANSI/ASTMD1784-78:12454C with the following physical properties when tested in
accordance with the method indicated.
2.11.2 Recycle & Forward Flow Pumps.
For each phase, the supplier shall provide three pumps and one spare pump for the three
towers. Transfer flow shall be sufficient for 101 % recirculation of the 70 gpd influent flow. Flow
at 144 gpm shall be lifted to the top of each tower using a Size: 30MMP Hydromatic Self Prime
w Model 30MMP, 3 hp, 3 -inch discharge, 144 gpm, @ 30' TDH, 230 volt, 3 phases, 60 cycles.
One stand-by pump shall be provided with each Phase. Provide each tower with one
Aqueonics flow dividing split to divide the flow to (8) spray nozzles to wet the media. Hydraulic
loading of the media shall be a nominal 1 gpm per square foot, or 144 gpm.
BEA Project No. 307808 Wastewater Irrigation System Report
S eci ications
The Cls at High Carolina 20 p

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2.12 Fixed Media Anaerobic Reactors & Clarification Basins
The three "anaerobic" reactors shall be designed to achieve three functions: First, as a
tube settler for solids removal, second, to create an anoxic environment to accomplish
denitrification utilizing sewage as the organic carbon source and, thirdly, to achieve partial
f111,14"anaerobic" digestion of biomass.
Each of the "anaerobic" reactors shall contain plastic media having a surface area of 30
ft2/W placed atop precast concrete hoppers on fiberglass beams within the tankage.
Influent shall enter each "anaerobic" unit from beneath the media and flows in a serpentine
manner through the media. A hydraulic retention time of 2 hours shall be maintained for
media contact to accomplish the anoxic denitrification reaction. The surface overflow rate
shall be 879 gpd/ft2 or less and presence of the media makes these reactors extremely
efficient clarifiers in addition to their primary function in biological denitrification.
Denitrification conversion efficiency is limited only by minimal concentration of the nitrate
substrate with which the colonies of facultative anaerobe denitrifiers can be maintained.
An effluent consistently less than 3 mg/I nitrate -nitrogen has been achieved in similar
facilities
The process of anoxic denitrification is confirmed by EPA design data. (Process Design
Manual for Nitrogen Control. U.S. EPA Technology Transfer. October, 1975.)
2.12.1 Design
The media will be installed in three percast concrete tanks located below the aeration
towers. These tanks shall be constructed with a 4,500 -pound per square inch, 28 day
compressive strength. Minimum wall thickness shall be 4 -inches unless otherwise noted
on the drawings. "Waffle wall" type wall panel will not be acceptable as tanks with this
type of surface finish can be adversely affected by frost heave on external wall surfaces.
All walls and joints shall be watertight.
Each basin has a hydraulic capacity of approximately 8,400 gallons (12'0" x 12'0" - 8'
SWD above the hopper bottom) for a detention time of 120 minutes.
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The Cliffs at High Carolina 21 Specifications

w
The fixed media shall meet the specifications show above for the aerobic tower. The
media shall be self-supporting block measuring 24" wide x 24" high x 48" or 72" long. The
modules shall be designed with a minimum specific surface area of 30 square feet per
cubic foot with a minimum 95% void volume ratio. Each module shall be capable of
withstanding a minimum load of 35 pounds per square foot per foot of media depth.
Maximum allowable deflection shall be limited to 2%. The media shall be supported on
fiberglass structural member adequate to support the load of wet media when the
chamber is emptied.
Provide duplex lift pumps between the discharge side of reactor III and the sandfilter.
Provide two Hydromatic Model SP -40, 70 gpm @ 15' TDH, 0.4 hp. Lift is approximate 4
feet.
2.12.2 Hatches and Grating
Each tank opening shall be covered by a locking aluminum hatch flush with the floor
designed for a 300 Ib/sq. foot load. If fiberglass grating is used, Fibergrate® or engineer
approved equal. The strength of the grating shall be provided as required to meet OSHA
safety, building codes or other regulatory requirements for guarding tanks and open pits
and walkways not otherwise protected by handrails with toe plates.
2.13 Sand Filter
2.13.1 Scope - Self Cleaning Sand Filters
With each Phase, a DynaSand Filter Model DSF19-DETF, manufactured by Parkson
Corporation will be installed. Each sand filter shall be provided with a Ingersoll-Rand,
Duplex, lubricated, air-cooled, reciprocating compressor, Type 30, Model 2-2475E5.
The filters shall consist of a cylindrical tank with a conical hopper, feed inlet manifold, feed
distribution radials; filtrate weir and flume; airlift pipe, internal sand washer, sand
distribution cone(s), reject compartment with weir and flume and a compressed air control
system.
The filter shall operate in manner such that the total cross-sectional area of each filter shall
be in a continuous filtration and a continuous backwash mode. There shall be no
interruption of the filtration process by shutting down a part of a whole filter for
backwashing.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 22 Specifications

2.13.2 Design Details — Mechanical
• The filter shall be a continuous backwash, upflow, deep bed single media filter.
Mixed or multiple media shall not be allowed.
• The filter shall operate countercurrent. The feed shall be upflow with sand moving
downward.
• Each filter shall provide a minimum of 19 ft2 of filtration area.
• Each filter tank shall be 15.67 ft. in height and have an internal diameter of 5 feet.
• Each tank shall come complete with 1501b drilled flanged connections including a 6"
0 feed connection, 3" 0 reject connection 6" 0 filtrate connection, and a 1"0 drain
connection.
• Each tank shall have a wall thickness of 11 GA.
• The filter shall be designed for a bed depth of 80".
• The filter shall not contain any moving parts.
• The filter shall not contain any screens, wedgewires, grids, etc., to retain the media
in place.
• The air supply system shall consist of a separate panel including an air filter, control
valve, air flow meter, pressure regulator, and pressure gauge.
• The unit shall come complete with access ladders and platform.
• The filter shall be designed for Seismic Zone 0 installation.
2.13.3 Design Details — Process
The units shall be designed to filter out of suspended solids from a peak flow of 69.44
gallons per minute of municipal biological -following clarification feed stream containing
approximately 20 ppm of TSS. Based on 19 ft2 of total filtration area, the loading rate shall
y be 3.65 gpm/ft2.
The filter shall produce a continuous filtrate stream and a continuous reject stream and
shall not be shut down for any backwash cycles. No backwash valves, pumps,
instrumentation shall be required for backwashing.
The sand bed shall be continuously backwashed internally and redistributed on top of the
sand bed an average of 4 to 8 times per 24 hours.
Continuous sand cleaning shall be accomplished within the filter using filtered water. Filter
influent (feed) shall not be used for sand cleaning. External sand movement or washing is
not allowed.
BEA Project No. 307808 Wastewater Irrigation System Report
23 Specifications
The Cliffs at High Carolina
4

8
The headloss through the filter shall not exceed 48".
The backwash surface loading rate shall exceed 50 to 100 gpm/ft2 to ascertain a superior
scouring and cleaning of the sand.
The air scouring of the sand shall exceed 100 to 150 SCFM/ft2. This shall be
accomplished by supply 1.6 SCFM of air per unit at 15 to 25 psi. (Air supply specifications
shown below in these specifications).
2.13.4 Performance
The units shall have a record of at least 5 U.S. installations and operation of not less than
2 years.
2.13.5 Materials of Construction
1. Tank
2. Feed Pipe
3. Feed Radials
4. Filtrate Weir & Flume
5. Reject Weir
6. Reject Flume
7. Central Compartment
8. Airlift pipe
9. Sand Washer Housing
10. Sand Cone
11.1 -adder
12. Platform
13. Cover
14. Air Panel
304 SS
304 SS
304 SS
304 SS
Polypropylene
Reinforced Fiberglass
Reinforced Fiberglass
304 SS
Reinforced Fiberglass
304 SS
EPCS
EPCS
Reinforced Fiberglass
4X One per unit FRP
2.13.6 Sparging Air Supply (Parkson Package 4D)
Ingersoll-Rand, Duplex, lubricated, air-cooled, reciprocating compressor, Type 30, Model
2-2475E5 equipped as follows:
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 24 Specifications
Lia

Two (2) Model 2475 Bare Air Compressors, lubricated, air-cooled, two-stage, single acting
reciprocating type, each featuring two (2) cast iron cylinders in a V-config u ration:
• First stage cylinder bore size: 4"
• Second stage second cylinder bore size: 2.5"
• All strokes size: 2.75"
• Heavy duty cast iron frame
• Dry type inlet filter silencer
• Stainless steel finger valves
• Non adjustable, single piece connecting rods
• Oil splash lubrication system
• Heavy duty modular iron crankshaft
• Protective, replaceable crankshaft bushing
• Balanced four -ring piston with rings
• Heavy duty, non adjustable long life, ball bearings
• Built-in air-cooled inter -cooler, featuring finned copper tubes to remove the inter -
stage heat of compression and inter -cooler safety valve
• Oil fill cap
• Low Oil Level Switch in a NEMA 4 enclosure
• Air cooled after -cooler, built-in, Model BG -50 sized for a 25° F approach
temperature
Drive system including the following components:
• Cast iron compressor flywheel that transmits power acts as a cooling fan,
• and smoothes out pulses
• V -belt drive complete including belt drive adjustment arrangement
• Motor (s) 5 horsepower, 460 Volts, 3 Phase, 60 Hertz, 1750 RPM, 184T frame
• Totally Enclosed Fan Cooled, motor Class F insulation, motor efficiency of 85.5%
and a 1.15 Service Factor.
• All wiring is NEMA 4 watertight
• Totally enclosed belt guard
• Heavy steel baseplate
All above components are mounted on a heavy steel frame which hangs a 120 gallon
capacity, horizontal type Air Receiver, A.S.M.E. coded and labeled, National Board
approved rated for a maximum working pressure of 200 psi and tested to 300 psi.
This receiver shall be equipped with:
■ Pressure gauge
Safety valve
■ Automatic drain valve, programmable solenoid type (EDV2000)
Service valve
_I Sturdy receiver feet
■ Suitable interconnecting and control piping
The compressor controls operate in:
• Automatic start/stop control. AS & S utilizes a pressure switch to start and stop
the motor over and adjustable pressure range. Usually 35 psi. The pressure
switch is in a NEMA 4 enclosure
• Ingersoll-Rand synthetic lubricant in the crankcase T-30 Select All Season
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 25 Specifications

• Installation, operations, and parts manuals
• Non asbestos gasketing
NEMA 4 Combination Alternator Panel
• Fusible disconnects switches with fuses
• Alternating relay
• Starters with third leg overload protection and one each NO and NC contact
• Control Terminal Board
• Manual reset buttons
• Hour -meters
• HOA switches (hand/on/off/auto)
• Control voltage transformer
• Grounding lugs
• Pump "Running Lights"
Ingersoll-Rand Type 30 Model 2-2475E5 Performance
Horsepower 5 HP (each motor)
Speed 1040 RPM
Piston displacement 20.8 CFM (each pump)
Minimum operating air pressure 50 PSIG
Normal operating air pressure 125 PSIG
Maximum operating air pressure 200 PSIG
Actual delivery 17.1 (each pump)
Brake -horsepower 4.8 (each pump)
Full Load Amps @ 460 volts 7.6 (each motor)
Note: 1. This Package is suitable for Indoor Installation
2. System allowable operating temperature 400 to 110° F
3. The above brake horsepower and performance figures include all belt
losses. Actual delivery is referred to 14.7 psia and inlet temperature at
the compressor intake and includes packaging losses.
2.13.7 Dessicant Air Dryer Model TZM24
Compressed Air Flow
100% saturated compressed air enters the dryer via inlet 5/2 control valve V1 and is
directed up through one of the snow storm filled desiccant columns (depending on where
in the cycle the cam timer is, this will be either Column A or Column B). During its flow,
water vapor is adsorbed from the air. The adsorption is based on the affinity of the
desiccant material towards the water vapor in the air. One of the outlet check valves V2
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 26 Specifications
t

will be open and the other closed (again depending on the cam timer position). This
normally,will be open for 120 seconds and then closed for 120 seconds (continuous
operation). This continuous cycling is controlled by an electric cam timer.
Regeneration Air Flow
Simultaneously to drying the compressed air in one chamber, a limited amount of dried air
is passed from the dryer outlet and expanded to atmospheric pressure through purge
regulator V3. This regeneration air flows downwards through the saturated desiccant of
the other chamber. The expanded dry air flows down through the chamber and
regenerates the desiccant. The expanded regeneration air containing the adsorbed
moisture and is discharged through 5/2 control valve V1 and the exhaust valve silencer
V4. After 90 seconds exhaust valve V4 closes, the left chamber is pressurized through
one of the purge air regulators V3 and 30 seconds later (a total of 120 seconds) exhaust
valve V4 opens. The pressure in the right chamber is vented and 5/2 control valve V1 is
switched via a signal from the cam timer. V2 outlet check valve switches as a result of the
pressure difference between the two chambers. The fully regenerated left chamber will
now dry the saturated compressed air while the right chamber is being regenerated.
TZM24 Air Dryer Technical
Capacity: 24 CFM
Maximum Pressure: 150 PSIG
Voltage: 115 volt, 1 phase, 60 Hz
Compressor Horsepower: N/A
Running Current: .5 Amps
Pressure Dew Point: Class H -40F (based on 100 F inlet, 100 F ambient)
Sound Level: N/A
Inlet & Outlet Conn: 1/2"
Ingersoll Rand Pre -filter MODEL GP 123
The general purpose coalescing filter is designed to remove liquids and solids from
compressed air and a flow rate of 123 cfm. The filter removes particles down to 1 micron -
liquids down to 0.5 mg/m3 W at 210 C. The initial dry pressure drop at rated flow will not
exceed 1 psig, where as the initial wet pressure drop will not exceed 3 psig.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cls at High Carolina 27 Specifications

The GP series is especially suited for applications such as protecting instrumentation
systems and gauging equipment, air bearings, advanced pneumatics and in sophisticated
process and electronic plants. The filter utilizes the coalescing method for removing
contaminants. The filter elements are long lasting and easy to install. They are
constructed of multi -layered Borosilicate microfibre media; lass filled Nylon end
caps and perforated stainless steel inner and outer support cores.
The housing is constructed of pressure die-cast aluminum. The filter has an automatic
drainage system for constant removal of contaminants. It also has a differential pressure
indicator visible from both sided for ease of installation. The lift and twist mechanism
made for easy element exchange. The durable stainless steel element inner and outer
cores withstand sudden pressure surges of up to 100 psig. The element top end cap has
an over molded seal and patented tapered location that ensure a perfect seal.
Ingersoll Rand After -Filter MODEL HE123
The high efficiency filter is designed to remove liquids and solids from compressed air.
The filter removes particles down to 0.01 micron -liquids down to 0.01 mg/m3 W at 21° C
(0.01 PPM W at 70° F). The initial dry pressure drop at rated inlet air pressure and rated
flow will not exceed 1 psig, where as the initial wet pressure drop will not exceed 3 psig.
The HE series is especially suited for applications such as protecting instrumentation
systems and gauging equipment, air bearings, advanced pneumatics and in sophisticated
process and electronic plants. The filter utilizes the coalescing method for removing
contaminants. The filter elements are long lasting and easy to install. They are
constructed of multi -layered borosilicate micro fiber media; glass filled nylon end caps, and
perforated stainless steel inner and outer support cores.
The housing is constructed of pressure die-cast aluminum. The filter has an
automatic drainage system for constant removal of contaminants. It also has a differential
pressure indicator visible from both sides for ease of installation. The lift and twist
mechanism makes for easy element exchange. The durable stainless steel element inner
and outer cores will withstand sudden pressure surges of up to 100 psig. The element top
end cap has an over molded seal and patented tapered location that ensures a perfect
seal.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 28 Specifications

All internal wiring and piping for the entire package is completed requiring only customer
air hookup, condensate discharge hookup and electrical in connection. Bypasses are
included on the dryer and the filter.
System Transformer
The package is complete with an externally mounted control voltage transformer. The
purpose of the transformer is to provide secondary power to operate the dryer and
condensate system. The transformer shall be NEMA 4 rated, dry type transformer with a
primary voltage of 460 volts and a secondary of 120 volts. The transformer shall be factory
mounted and wired to the control panel with watertight conduit. The transformer shall be a
Micron Industries, 2 KVA rated.
System Piping
The complete package is pre -piped, the dryer and filter and by-pass system are piped
using high pressure, anodized aluminum, corrosion resistant air piping. The fittings are
high pressure, nickel plated, Parker fittings, both dryer and filter are equipped with a 3 -
valve by-pass, allowing the system to service with shutting down the dryer and filter.
Centralized Condensate System
The package is complete with a pre -piped and pre -wired condensate system, the drain
lines form the dryer, filter and tank are all piping to one common area. All lines are
complete with a check valve to prevent moisture from back feeding into the other
components. The drain system is complete witn a Ntivim 4 programmauti uld,11 vaivu
Model EDV2000. This drain valve is pre -mounted on the system and factory set, it is fully
adjustable for on time and drain intervals.
2.14 Phosphorus Removal
• One Alum Feed Pump Wallace & Tiernan Encore® 700 metering pump solution feed
pump.
• 100 gallon fiberglass or plastic solution tank.
• Flocculation mixers — fine -bubble diffuser is provided in the influent chamber to
Anaerobic III. Provide 3 Model 375, Snap -Cap Plus 5 diffusers as manufactured by
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 29 Specifications

F
Enviroquip® International, Inc. on 6 -inch center -to -center spacing on a 1-1/4
Schedule 40 Stainless Steel header.
Mixer and low solution level alarm.
2.15 Alkalinity Control
inch,
• One Soda Ash Feed Wallace & Tiernan Encore® 700 metering pump solution feed
pump.
• 100 -gallon fiberglass or plastic solution tank.
• Mixer and low solution level alarm.
2.16 Air and Gas Management
The required air flow through the Aqueonics' aerobic towers is determined largely on the
basis of empirical data and our experience over the past 25 years. A flow rate of one half
a cubic foot per minute per square foot of tower cross sectional area (both 32 and 68 ft2 per
ft3 media) has been determined to provide the required amount of air with an adequate
safety factor. The process requires approximately 72 cubic feet per minute for the 144
square foot towers (0.5 cfm x 144 sq. ft. cross sectional area). The proposed system
provides a minimum of 225 cfm in each phase (two blowers at 112 cfm in each phase) of
positive air flow that will be swept from above the equalization tank and the sludge
conditioning tank plus the outside ambient air flow pulled in by the dual speed exhaust
blower (see below) rate for 500/392 cfm at 0.8 inches water.
A unifying kinetic theory for this process has not been developed. See a review in the
1975 USEPA Process Design Manual for Nitrogen Control, Section 4.4.1.
"As in the case for the activated sludge system, the development and maintenance of
nitrifying organisms in a trickling.filter is dependent on a variety of factors including organic
loading, temperature, pH, dissolved oxygen and the presence of toxicants,. However, in
the case of the trickling filter, there has been no comparable development of kinetic theory
for combined carbon oxidation -nitrification that can be directly applied with any degree of
confidence. The approach to date has largely been empirical and relied mostly on
specifications of an organic loading rate suitable for application to each media type."
(Stenquist, R.J., Parker, D.SI, and T.J. Dosh, Carbon Oxidation -Nitrification In Synthetic
Media Trickling Filters. JWPCF, 46, No. 10, pp 2327-2339 (1974).
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 30 Specifications
o

The Aerobic Reactors are supplied air (oxygen) by an exhaust ventilation system that
draws fresh air into the plant where it first travels through various unit processes before
entering the Aerobic Reactors and then passed through Potassium Permanganate and
activated carbon air filters before being exhausted from the building shell. Additional air is
introduced into this system under pressure by the mechanical blowers supplying outside
air into the flow equalization tank and aerobic sludge tanks. The exhaust ventilation
system simply provides negative pressure for the supplied air to be swept out by the fresh
air supply. In Phase I approximately 225 cfm of air is supplied by the mechanical blowers
to be exhausted through the aerobic towers before being exhausted. In Phase II, another
225 cfm of air is to be exhausted by a duplicate exhaust system. Air flow into and out of
the fixed media aerobic reactors is not restricted. The top of the media is unobstructed
and the bottom rests on fiberglass beams not do not obstruct more than 20 percent of the
free area.
In both Phase I and Phase II, the exhaust system will pull outside air into the system on
top of the Anaerobic III Reactors where it proceeds through the interstitial space between
the liquid surface in the tankage and the underside of the top slab passing sequentially
through Anaerobic 111, Anaerobic 11, Sludge holding, Anaerobic I, and into the Flow
Equalization tanks. After the airflow passes over the Flow Equalization tanks, it is
introduced into the bottom of Tower I where it flows upward and then into the top of Tower
II. Flowing downward through Tower 11, it then enters the bottom of Tower III and flow
upward. After passing through Tower III, the air is treated by an Activated
Carbon/Potassium Permanganate filters, and discharged out of the plant.
The design of the exhaust system and fan is based on experience whereby sufficient
exhaust fan capacity is provided to exceed the mechanical air input and create a negative
air flow (vacuum) in the air conduit channels and over/under the aerobic towers, but at a
low velocity. The exhaust blower exceeds the positive air input from the positive air rotary
blowers (225 cfm per process train for each phase) with the given head requirements.
The air introduced by the mechanical blowers under positive pressure provides a low air
velocity of 1.56 fpm (144 sq.ft. @ 225 cfm) through the 95% open media results in very
low headloss through the system.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 31 Specifications

The exhaust blower specified for each phase (an additional unit is added in Phase II) is
Dayton Model 1TDT8 Blower, Forward Curve, Direct Drive, 2 Speed, CFM @ 0.800 -In. SP
= 500 & 392. Full Load Amps: 3.30 / 2.20. In addition to the exhaust blower, air scrubber
includes:
• One Aqueonic's brand Potassium Permanganate and activated carbon air filter located
above trickling filter III to use for air cleaning and odor removal in exhaust gases.
• One feed pump for KMnO4
• One 100 -gallon fiberglass or plastic solution tank.
2.17 Building Construction
Building construction shall include:
• Lumber - Pressure treated (0.4 lbs retention CCA) lumber.
• Fasteners — Galvanized fasteners approved for pressure -treated wood.
• Framing - "balloon" construction.
• Siding — Alcoa vinyl — color per Owners selection.
• Roofing — 225 lbs asphalt shingle.
• Insulation — insulate all exterior walls using fiberglass insulation 6 inches thick.
• Aerobic Towers — 0.50 inch thick reinforced Fiberglass interior wall lining for the
aerobic towers.
2.18 Ultraviolet Disinfection Equipment
For Phase I the supplier shall provide Trojan Technologies Inc. Model 300OPTP 3300K
in series (1 duty, 1 redundant), complete with UV modules, support rack, level control
weir, one monitoring system per bank, power distribution receptacles, one maintenance
rack, one operators kit, spare parts (3 lamps, 2 sleeves, 2 lamp holders), stainless steel
channel and transition boxes which is sufficient for both phases (200,000 gpd) of
treatment.
2.18.1 Design Requirements
The unit shall have dual channels, each capable of disinfecting an effluent with the
following limits:
A. Max Flow: 100,000 GPD
B. Total Suspended Solids: 5 mg/I
C. Ultraviolet Transmittance at 253.7 nm: 65%
D. Annual Effluent Temperature Range: 36 to 86 ° F (2 to 30°C)
E. Effluent Standards to be achieved: 25 CFU /100ml one day max.
14 CFU / 100 ml monthly avg.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 32 Specifications

Fecal Coliforms, based as a monthly geometric mean of daily samples.
The manufacturer shall supply a description of the UV disinfection system complete with
number of lamps in each UV lamp module, number of UV lamp modules and number of
UV banks along with a submersible UV intensity sensor with display. The UV units shall
be fabricated in a stainless steel channel as shown on the plans.
The installed UV system (2 units) shall be able to continue providing disinfection while
cleaning or replacing UV lamps, quartz sleeves and ballasts.
Design- The ultraviolet disinfection system will be installed in per -cast concrete tanks
following the fixed media anaerobic reactors. These tanks shall be constructed with
4,500 -pounds per square inch, 28 -day compressive strength. Minimum wall thickness
shall be 4 -inches unless otherwise noted on the drawings.
The ultraviolet disinfection system shall be installed inside a fabricated stainless steel type
304, 14 -gauge effluent channels (68 -inches long by 2.8 -inches wide by 14 inches high).
All material in contact with effluent or UV light shall be stainless steel, quartz 214, or
Teflon. All wiring exposed to UV light shall be Teflon coated.
2.18.2 Ultraviolet Modules
Each module will consist of two UV lamps with their corresponding electronic ballast in an
aluminum enclosure mounted on a stainless steel type 316 frame. The electrical wire
connecting the lamps and ballasts will be enclosed in the stainless steel frame and not
exposed to the effluent. Each UV module shall be equipped with a weatherproof cable and
standard 120 -volt plug. Lamp status will be displayed on top of each UV module by
watertight LED indicator lights.
2.18.3 Monitoring System
Two submersible UV sensor will sense the UV intensity produced in each bank of UV lamp
modules. The UV intensity will be displayed in units of mW/cm^2 on a minimum 3
character display. Time elapsed will be displayed in hours on a minimum 4 character
display. Both displays must be visible above the precast concrete tank. The monitoring
system shall display the lamp status, run time and UV output and is enclosed in a
fiberglass type 4X wall -mounted panel or approved equal.
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2.18.4 UV Lamps
The lamps will be placed parallel to the effluent flow and evenly spaced in both horizontal
and vertical directions. The UV lamps shall be low-pressure mercury slimlineTM lamps of
the hot cathode, instant start design. The arc current will heat the coiled filamentary
cathodes. The lamps shall emit essentially monochromatic light at a wavelength of
253.7nm to 273.7 nm. Each UV lamp sleeve shall be type 214 clear fused quartz circular
tubing as manufactured by General Electric or approved equal. Each lamp shall be
guaranteed an operation life of 12,000 -hours or more. Each lamp shall have an operating
temperature between 95 to 122°F.
2.18.5 UV Lamp Sleeves
The sleeves shall be circular tubing, with a nominal wall thickness of 1.0 to 2.0 millimeters,
clear fused type 214 quartz or equal.
2.18.6 Ultraviolet Channel
The channel shall be equipped with a bottom drain and be stainless steel 304, 14 -gauge
or approved equal.
Each module shall be supported on a rack system. The outside dimensions of the effluent
channel shall not exceed 96 -inches in length or 18 -inches in width. Weirs shall be
installed to control the level of the effluent.
2.19 Sludge Holding & Thickening Chambers
Sludge Holding and sludge thickening are provided in separate process chambers. Each
phase shall provide one aerated sludge holding chamber having a capacity of 21,256
gallons to received sludge from the primary clarifier and anaerobic reactor units by means
of timed airlift pumps. A single 20,225 -gallon sludge thickening chamber for decanting
supernatant from the conditioned sludge prior to off-site disposal is provided to serve both
phases.
Included in the sludge holding chamber is air for mixing and digestion at a rate sufficient to
keep the solids in suspension and maintain dissolved oxygen between one and two mg/I.
For minimum mixing and oxygen requirements, an air supply of 30 cfm per 1,000 cubic
feet of tank volume or 86 cfm. Provided to the sludge thickening is air at the rate of 112
cfm @ 7 psi also provided by Blower Two.
r
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Specifications
The Cliffsat High Carolina 34

4
As part of the air supply in the sludge processing are diffusers which shall be "Wide Band"
Stainless Steel diffusers in 304L stainless steel. The diffuser is made with cast end caps
welded all around. Deflectors shall be supplied with each diffuser but can be removed.
The coarse bubble diffuser is intended to be a clog -free design, with oxygen transfer rates
of 0.5 to 0.8% per foot of submergence (1.7 to 2.5% SOTE/m). Suspend on 1-1/4 inch,
Schedule 40 header. Design Flow: 10-40 SUM (17-67 Nm3/hr) Flow Range: 0-50 SUM
(0-85 Nm3/hr).
The diffusers piping shall be mounted on a 1-1/4 inch Schedule 40 Stainless Steel
header. The diffuser assembly shall be suspended on a 1-1/4 inch, schedule 40
stainless steel supply pipe drops. Each supply pipe drop shall have an easily accessible
ball valve and unions to facilitate diffuser drop removal for maintenance and service of the
diffuser assembly and manually regulate the air supply to the diffusers.
Also provided on supernatant liquid decanting pump (Hydromatic Model SK50,
submersible, non -clog, 124 gpm @ 24' TDH, 1750 RPM, 0.5 horsepower pumps or
approved equal). Pump electrical characteristics shall be 115 volt, single phase. Also
provided is one Davit Crane, Portable Type, Capacity 500 Lb, manual pump lift.
2.20 Flow Meter
An ultrasonic microprocessor -based flow meter and recording chart shall be installed on
an interior wall of the Mechanical Building located adjacent to the plant in accordance with
the manufacturer's recommendation. A flume shall be installed in the ultraviolet basin in
accordance with the drawing.
The ultrasonic sensor will be mounted as shown in the drawings on the ceiling of the tank
using stainless steel fasteners to secure the sensor and cables. All cabling between the
sensor and flow meter shall be installed in non -corroding conduit. The rate of flow is
determined by reading the elevation of the discharge through the V -notch weir in the weir box
mounted at the outlet end of the tank. The box containing a flume shall be located at least 6
h
inches above the invert of the effluent pipe to insure that the discharge side of the flume is
never flooded.
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S eci ications
The Cls at High Carolina 35 P

• Siemens Miltronics HydroRanger Model Ultrasonic open -channel flow meter similar or
engineer approved equal. Power —100/240 VAC, 50/60 HZ.,
• Siemens Miltronics Echomax Model XRS-5 Transducer or engineer approved equal.
• Recording Chart — Chessell Model 392 paper chart recorder with 4 universal inputs or
engineer approved equal.
• Power — 80/240 VAC, 50/60 HZ.
• Outputs — 4-20mA isolated into 1000 ohm, monitored to detect open circuits, with RFI
and gas discharge surge protection and two fuses.
• Data Logger — There shall be a data logger integral to the electronics and an external
paper logger. The data logger shall have a non-volatile flash memory with storage
capacity of least 32,000 records. Software shall be supplied for downloading the data.
The logged data shall have the capability to be displayed on the backlit in graphing from
for daily minimum, maximum, average and total low units for the past 16 days.
2.21 Telephone Service
Telephone service by other to the Sewage Treatment Plant shall be six pair of twisted copper
wire, underground telephone service connected to a service panel in the office area of the
Building. Service shall be connected to the control panel of the Supervisory Monitoring
system and contain additional phone jackets to allow operators to connection regular
telephones for their use. Telephone outlet jacks shall be provided throughout the buildings
as shown on the drawings.
2.22 Wiring Code
Interior wiring of the Sewage Treatment Plant control panels shall be completely wired at the
factory and UL stamped. All wiring in the station shall meet the requirements of the local
electric utility, local code and the National Electric Code, and be marked and color -coded as
indicated on the wiring diagram. All wiring outside the panel shall be in conduit, except for the
120 -volt single-phase accessory items that are provided with connecting insulated service
cord. Power wiring outside the service -building install underground shall have conductors,
within the project limits, installed in conduit and covered with a minimum earth cover of 24
inches. A warning tape "Electric Line Buried Below" will be used above all electrical lines. All
wiring and connections in the basins and tanks of the plant shall be explosion proof
construction design. All exterior junction boxes shall be of NEMA 4X construction. All
electrical receptacles shall be protected with Ground Fault Interrupter devises.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 36 Specifications

2.23 Electrical Service
The service to the station is 120/240 volts, 4 -wire, 3 Phase power. Power will be supplied
underground to the building control center.
Provide one NEMA Class I control panel installed within the control enclosure of the plant.
This control panel shall include breakers and starters that are required to operate all
electrical equipment supplied by Aqueonics. Flexibility of operation will be provided by
PLC. In normal operation the status display will show which devices are on. If there is a
malfunction in the plant, the red alarm light will come on, the alarm will be transmitted on
the phone line, and the alarm signal in question will be indicated on the status display.
This alarm indication will remain until proper function of that device has been re-
established. The alarm light can then be reset.
The Aqueonics Plant Controller will communicate via telephone to two telephone numbers.
A voice message will indicate the nature of an alarm requiring immediate attention.
Emergency Power System
A backup power generator shall be provided as a single emergency generator and auto
transfer switch. Size of the generator unit required for Phase I during emergency
operations is as follows:
No. of Operating KVV
HP Units Units Total
House Circuits 2 1 2.2
Simplex Grinder Pumps 3 2 1 2.2
Recirculation Pumps 2 3 3 4.7
Plant Air Blower 0.25 1 1 0.7
Effluent lift Pump 0.4 2 1 1.0
Control Panel & Lights 2 1 1 1.1
Chemical Feed & 0.25 1 1 0.7
12.6
The control panel provides automatically phased start-up on timed delays when operating
on the emergency generation system, thereby limiting the peak starting loads. It is
anticipated that to accommodate Phase II increases in a minimum of 25 KVV is
recommended. A Cummins Model DSGAA diesel generator rated at 100kW and 60 Hz,
backup generator is to be provided.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 37 Specifications

Sizing of the automatic transfer switch is determined by the larger of the above loads, or
the normal load. Provide one automatic transfer switch to provide 400 ampere service.
2.24 Water Service
fes, The Developer shall provide a municipal potable water connection to the Sewage Treatment
Plant Service Buildings. A 1" diameter plastic service line shall terminate inside the Building
with a backflow preventer and meter installed in accordance with the local Plumbing Code.
AIA As shown in the drawings, water shall be piped to a frost -proof yard hydrant.
2.25 Training, Operating Manuals and Electrical Drawings
The owner and operators shall be furnished complete and accurate operating instructions,
original equipment manufacturer operating manuals, and vendor drawings of approved
equipment and controls including control circuits and electrical ladder drawings.
Training in operation of the grinder, pump controls, motor/blowers, competent factory
representative shall provide pumps and emergency generator during final station plant
checkout, start-up and adjustments required for proper operation of the motors.
2.26 Plant Safety
Plant equipment and processes located outside the Plant Building shall be secured by a
fence consisting of a 7 -foot chain link fence topped with three strands of barbed wire. The
plant building shall be secured locking doors, and dusk to dawn lights located on the sides of
the building. Fence gates shall be provided hasps and padlocks. The Contractor shall
provide padlocks with common keys.
All rotating equipment will be provided guards meeting OSHA standards. The equipment
supplier will provide for local lockout on motor controls. Tank openings such as the flow
equalization tank shall be secured with aluminum hatches, or provided with both aluminum
handrails with kick plates, or fiberglass grating. All closures shall be rated at 300 Ibs/ft2.
Grating shall be FibergrateO unless otherwise specified on the drawings.
2.27 Autodialer
The plant shall have a supervisory monitoring system and a local alarm system consisting of
a strobe light and bell. The automatic telephone dialer, alarm bell and red flashing strobe
BEA Project No. 307808 Wastewater Irrigation System Report
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The Cls at High Carolina 38

i
signal shall be the means of detection when operation of the plant is in alarm conditions. The
` major items in the supervisory monitoring unit include the following elements to support the
station:
F
f Sensaphone Express II or engineer approved equal. Provide Part No. FGD -6700
r
(Sensaphone Express II), No. FGD -0035 (Input Card No. 2 which adds inputs 9 through 16),
and all mounting and cabling.
The inputs to the Sensaphone shall be:
• Public Utility Electric Power failure
• Failure of Pumps or Blowers to start or operate
• High water levels in Flow Equalization Basin
• Un -authorized entrance into Mechanical Building
2.28 Turbidity Monitoring Vault
The vault is a 75 gallon pre -cast distribution box from Southern Concrete & Materials (or
equivalent), equipped with a HACH 1720 Low Range continuous flow turbidimeter with
relays to the disposal system programmable computer (PC) controller. A reading of
greater than 10 NTU will eliminate Zones 4 and 5 from the irrigation schedule until the
turbidity reading drops below 10 NTU. The turbidity meter is mounted on the outside of a
75 gallon pre -cast distribution box from Southern Concrete & Materials (or equivalent) with
the meter wand mounted below the water level.
BEA Project No. 307808 Wastewater Irrigation System Report
S eci ications
The Cliffs at High Carolina 39 p

`{ 3.0 DISPOSAL SYSTEM
3.1 Design Criteria
The wastewater disposal system primary components consist of:
o Dosing tank storing treated effluent.
o The irrigation system dosing pumps and irrigation controls and monitoring system
o Piping system to and from the irrigation zones.
o Manifolds and valving distributing irrigation effluent to the zones from the main piping
system.
o Drip irrigation lines and emitters.
o Wet weather storage pond.
The system primary design parameters include:
o A maximum pump run time of 18 hrs/day for Phase II implementation, resulting in a
average dosing rate of each zone of approximatelyl85 gpm or less.
o Minimum pipe flow velocities of 2 feet/second.
o Minimum field flushing of drip laterals of 2 feet/second.
o Pressure range at any given drip lateral/emitter of between 7 to 70 psi.
o Wet weather storage requirement of 9 days.
3.2 Irrigation Dosing & Control System
3.2.1 Dosing Tank
The dosing tank is a 30,000 gallon prestressed concrete tank supplied by the treatment
plant manufacturer and built to the same specifications as other below ground treatment
plant tankage. The tank shall meet or exceed the construction specifications for pump
tanks outlined in 15A NCAC 18A .1954.
3.2.2 Float Switches
Floats are to be set at the levels specified in the engineering plans prior to the final
inspection. Sealed mercury control floats or similar devices designed for detecting liquid
levels in pump tank effluent shall be provided to control pump cycles. A separate level
sensing device is provided to activate the high-water alarm. Float switches are for high
level alarm and low level shut-off only as dosing is based upon a time -dose system.
Pump -off level is set to keep the pump suction foot valves submerged at all times or in
accordance with the manufacturer's specifications. A minimum of 18 inches of effluent is
maintained in the bottom of the pump tank.
BEA Project No. 307808 Wastewater Irrigation System Report
",- The Cliffs at High Carolina 40 Specifications

I
Switches are set to allow for varying irrigation cycles. If the tank level is in the Drip Enable
Zone, a dose/rest cycle will be implemented based upon the average daily flow
3.2.3 WINS Pumping & Monitoring Skid
The pump & monitoring skid shall consist of the system controller (1), the filtration package
(2), the pumps (3), the flow meter (4) the pump master control valve (5) and a quick -
reacting pop-off pressure relief valve (6). All of the components listed shall be pre-
assembled on a skid for package installation and shall be pre -wired, programmed and
tested upon delivery.
The pump & monitoring skid unit shall be as supplied by Wastewater Systems Inc. Model
W130PC.
� ' 3.2.3.1 Pumps
A duplex skid mounted centrifugal pump system will dose the Phase I irrigation system. A
second duplex centrifugal booster pump station will be installed during the Phase II
addition to provide the additional TDH conditions required to dose the Phase II irrigation
system. The configuration of the skid, piping and controls shall be provided to
accommodate the addition of any required equipment for the future Phase II addition.
The Phase I pumps are Paco Type LC Model 20953 (9.54" impellers) end suction
centrifugal with 40 HP close coupled motor drives. The design pump rate and TDH
conditions are established by the drip zone with the highest flow and head conditions.
Other zones have pressure regulating valves to maintain pressures between 7 and 70 psi
at all of the drip field emitters to allow for pressure compensated flow. The pump system is
designed to meet the discharge rate and total dynamic head requirements of the Phase I
effluent distribution system, with a minimum required operational point of 200 gpm at 325'
TDH. Calculations are provided as a separate document.
The Phase II pumps are Berkeley Model B2TPMS (6-3/16" impellers) end suction
centrifugal with 10 HP close coupled motor drives. The design pump rate and TDH
conditions are established by the drip zone with the highest flow and head conditions.
Other zones have pressure regulating valves to maintain pressures between 7 and 70 psi
at all of the drip field emitters to allow for pressure compensated flow. The pump system is
designed to meet the discharge rate and total dynamic head requirements of the Phase I
and Phase II effluent distribution system, with a minimum required operational point of 200
gpm at 452' TDH. Calculations are provided as a separate document.
BEA Project No. 307808 Wastewater Irrigation System Report
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P"
µ The pump system has been designed in accordance with 15A NCAC 18A .1952(c).
Pumps shall be listed by the Underwriters Laboratory or equivalent third party electrical
testing and listing agency. The suction lines shall have check valves to keep the lines full.
3.2.3.2 Controls
The programmable controlling (PC) system of the irrigation system is by Wastewater
Systems, Inc. and incorporates numerous safety features and control mechanisms and is
designed to allow the irrigation zones to be dosed according to the irrigation schedule.
The controller actuates the pumping system and remote zone valves in accordance to the
dose/rest cycle presented. Features include:
♦ The ability for the operator to field modify the dose/rest cycle parameters.
♦ The ability to monitor dose flow to the irrigation fields and detect a
minimum (+/-) 5% variance in the established flow rate of each
independent irrigation zone. If dose flow is outside of the established
tolerance, that zone shall be eliminated from the irrigation schedule and
the operator shall be notified of the condition.
The ability to delay the dose schedule in the event of rainfall, with an input
from the rain gauge.
♦ The ability to "dose" the wet weather storage pond in a high water level
event in the storage tank.
The PC operations are provided in the Operations & Maintenance Manual.
The PC system features an industrial flat touch color screen panel with the following
features. The controller is an OPTO22 configuration. The input/output (1/0) cards and all
the electrical control components shall be located in a NEMA -4X enclosure. Pump and
control circuits shall be provided with manual circuit disconnects within a watertight,
corrosion -resistant, enclosure (NEMA 4X or equivalent) adjacent to the pump skid,
securely mounted at least 12 inches above the finished grade. The control panel must
be in a watertight, corrosion -resistant enclosure (NEMA 4X or equivalent) unless
installed within a weather -tight building. The panel shall be protected from intense solar
heating. The pump(s) is/are manually operable without requiring the use of special tools
or entrance into the tank for testing purposes. Conductors shall be conveyed to the
disconnect enclosure through waterproof, gas -proof, and corrosion -resistant conduits,
with no splices or junction boxes provided inside the tank or riser. Wire grips, duct seal,
or other suitable material is used to seal around wire and wire conduit openings inside
the pump tank and disconnect enclosure.
BEA Project No. 307808 Wastewater Irrigation System Report
The Cliffs at High Carolina 42 Specifications

3.2.3.3 Disc Filtration
Automatic Filter Assembly
1. The automatic filter shall be a package assembly filter battery consisting
of inlet and outlet manifold headers, three (3) disc filter bodies, automatic
back flush valves and controls on a pre -assembled header and frame.
The inlet and outlet manifolds shall be Schedule 40 stainless steel 316
with flanged connections. The filter bodies shall be aluminum. The filter
back -wash valves shall be 4 -inch cast iron valves, epoxy coated with
"high pressure" NC solenoid bodies.
2. Filters shall be hydraulically operated by pressure and electrically
actuated by the computer controller. The filter assembly shall be
equipped with fifteen (15) two-inch, 140 mesh disc filter elements and
shall be capable of filtering 200 GPM at a maximum operating pressure of
200 psi.
3. Filter battery shall have the following features:
a.
inlet/outlet diameter
4 inch
b.
end connections
3" flanged
C.
minimum pressure
40 PSI
d.
maximum pressure
200 PSI
e.
maximum recommended flow rate
375 GPM
h.
minimum backflushing flow rate
175 GPM
i.
amount of water used for flushing
220 Gallons
j.
filter rings
140 mesh -100 micron
k.
head loss
1.0 PSI at 200 GPM
3.2.3.4 Flow Monitoring
The effluent flow meter shall be a velocity propeller type, magnetic drive, sealed housing,
flanged tube meter rated for 300 psi working pressure. It shall comply with the applicable
provisions of AWWA C704. The meter shall be a 4 -inch flanged meter with a sealed
indicator having a range of 50 to 500 and shall be equipped with a six digit Indicator -
Totalizer -Transmitter reading in units of U.S. gallons and shall be accurate within +1- 2% of
true flow. The meter shall have a GPM indicator hand and a sweep test hand. The
transmitter shall utilize a durable magnetically actuated reed switch with an output pulse
rate of 150 contacts per minute at the maximum flow rate. A two -lead shielded cable must
be furnished with the transmitter. The meter shall be as supplied by Wastewater Systems.
BEA Project No. 307808 Wastewater Irrigation System Report
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3.2.3.5 Master Control Valve
The pump master control valve shall be a double -chambered, diaphragm actuated
hydraulic globe valve with a removable integral actuator. The valve shall be a standard
oblique (Y) pattern and equipped with electrical actuation from the computer control
system. The valve body and cover shall be ductile iron EN 1563 meeting ASTM A-536
with a fusion bonded epoxy coating. The valve shall be 4 -inch, flanged (ANSI B-16.42),
Class 150 having a 250 psi working pressure. The valve shall be as supplied by
Wastewater Systems.
3.2.3.6 Pressure Relief Valve
The pump station skid shall be equipped with a pressure relief valve to protect the pump
station components and piping system from over pressurization. The valve shall be a
quick -reacting, direct -sealing diaphragm valve activated by line pressure and controlled by
an adjustable pilot. When the network pressure exceeds the pilot set point of the valve,
the valve shall instantly become fully open and shall slowly close when the network
pressure decreases below the set point. The valve shall be a bronze angle valve and
pilot. The pilot spring range shall be 115 — 360 psi. The relief valve shall be as supplied
by Wastewater Systems.
3.3 Irrigation Distribution System
The irrigation distribution consists of the supply piping, manifolds, valving distribution lines,
drip tubing, return lines, return manifolds and return mains.
3.3.1 Supply Line Force Mains
Pipe and fittings must be of a size and material as depicted on the engineering drawings.
All lines 3" in diameter or greater must have mechanical mechanically fastened joints
(MegalugTM or equivalent) capable of withsanding pressures in excess of 225 psi. Lines
less than 3" in diameter may have glued joints.
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3.3.1.1 Installation
Bedding and installation shall be consistent with ASTM Standard D 2774. Three (3) feet
minimum cover shall be provided for all force mains unless ferrous material pipe is
specified. Ferrous material pipe, or other pipe with proper bedding to develop design
supporting strength, shall be provided where sewers are subject to traffic bearing loads.
Additional protection shall be provided for sewers that cannot be placed at a depth
sufficient to prevent damage.
3.3.1.2 Testing
All pressure lines shall be either hydrostatically or pneumatically tested. No testing shall
be performed until at least two days after all pipe connections have been made.
Pneumatic testing shall be in accordance with ASTM C828.
3.3.1.3 Steep Slope Installation:
Sewers on 20 percent slopes or greater shall be anchored securely with concrete, or
�1 equal, with the anchors spaced as follows:
a. Not greater than 36 feet center to center on grades 21 % to 35%;
b. Not greater than 24 feet center to center on grades 35% to 50%; and
c. Not greater than 16 feet center to center on grades 50% and over.
No anchors are required on lines less than 2 inches in diameter.
Thrust blocks shall be utilized on all force main fittings where the design velocities in the
pipe are projected to be greater than 15 feet per second. The location and sizing of the
thrust blocks are shown on the engineering drawings.
3.3.1.4 Steep Slope Installation:
Sewers on 20 percent slopes or greater shall be anchored securely with concrete, or
equal, with the anchors spaced as follows:
a. Not greater than 36 feet center to center on grades 21 % to 35%;
b. Not greater than 24 feet center to center on grades 35% to 50%; and
c. Not greater than 16 feet center to center on grades 50% and over.
No anchors are required on lines less than 2 inches in diameter.
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For hydraulic testing, the testing system shall have the ability to pressurize and seal the
line on both ends and have pressure readings on both ends of the installed system.
Testing procedures shall consist of pressurizing the distribution system with water with
pressure equivalent to the capacity of the specified pump. Once the line has been sealed
and the pressure equilibrated, the system shall be inspected for leaks. The pressure shall
be maintained for two hours with a pressure drop of less than 2 psig.
3.3.1.5 Trenching
Trench excavation shall conform to the line, depth and dimensions shown on the plans or
as directed by the Designer. The trench shall be properly braced and shored so that
workmen may work safely and efficiently. If unstable conditions are encountered, the
Designer shall be notified in order that proper bedding materials may be selected. Trench
excavation or excavation for pipelines shall consist of excavation necessary for the
construction of sewers, conduits and other pipelines and all appurtenant facilities thereof,
pipe embedment materials, and pipe protection, insulating and sleeving in ductile iron
pipe, as called for on the plans. It shall include site preparation, backfilling and tamping of
pipe trenches and around tanks and the disposal of waste materials, all of which shall
conform to the applicable provisions of these specifications. When muck, quicksand, soft
„rt clay, swampy or other material unsuitable for foundations or subgrade are encountered
which extend beyond the limits of the excavation, such material shall be removed and
replaced with pipe foundation material as specified in the engineering drawings. Surface
drainage shall not be allowed to enter excavated areas.
3.3.1.6 Rock in Pipe Trenches
Rock encountered in trench excavation shall be removed for the overall width of trench
which shall be as shown on the plans. It shall be removed to a minimum depth of three (3)
inches below the bottom of the pipe. Clean compacted backfill shall replace the excavated
rock.
3.3.1.7 Pipe Installation
The pipe material listed above shall be installed in accordance with the manufacturer's
recommendations and the requirements of these specifications. All sewer lines shall be
laid to the line and grade shown on the plans. No deviations from line and grade shall be
made, unless they have been approved by the Designer. The pipe interior shall be kept
clean before and after laying by means approved by the Engineer. Pipe ends shall be
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plugged at the end of each work day or when work is temporarily stopped. The plugs shall
a be watertight so that water and debris will not enter the pipe.
3.3.1.8 Backfilling
(a) All backfilling shall be done in such manner as will not disturb or injure the pipe or
structure over or against which it is being placed. Any pipe or structure injured, damaged
or moved from its proper line or grade during backfilling operations shall be opened up and
repaired and then re -backfilled as herein specified.
(b) The Contractor shall replace all surface materials and shall restore paving, curbing,
sidewalks, gutters, shrubbery, fences, sod, and other surfaces disturbed, to a condition
equal to that before the work began, furnishing all labor and materials incidental thereto as
provided elsewhere in these specifications. The backfilling of the trench after the pipe
installation and testing shall be in accordance with the standard detail.
3.3.2 Distribution & Return Lines
The distribution and return lines are the lines connecting the top -feed manifolds to the drip
tubing. The lines are design to drain after each dose event, so burial depth can be
shallower than typical force mains. An approximate 6" to 12 " burial depth is sufficient.
The lines are constructed of schedule 40 flex PVC tubing sized as shown on the
engineering plans, with Perc-rite connections to the drip tubing as supplied by the drip
tubing manufacturer. Piping shall be supplied by Wastewater Systems, Inc.
3.3.3 Manifold & Valving
Top -feed supply and return manifolds are utilized as depicted in the engineering plans.
Supply & return manifolds are specified in the plans and shall be constructed of the pipe
type and size as shown on the engineering drawings and per details provided. Manifolds
may be buried or surface mounted. The manifold must be installed with sufficient elevation
as to allow for drainage to the distribution lines and drip tubing upon depressurization.
All valves shall be properly sized to meet flow and friction loss specifications. Control
valves shall be a double -chambered, diaphragm actuated hydraulic globe valve with a
removable integral actuator and equipped with electrical actuation from the computer
control system. The valve shall be a standard oblique (Y) pattern. The valve body shall
be brass with plastic actuator. The valve shall be threaded (NPT) having a working
pressure range of 10 —150 psi. Valves shall prevent backflow while offering full flow
performance with a minimum of turbulence or pressure loss and must be rated for 150 psi
W.O.G. (working pressure non -shock). The Check Valves shall be as supplied by
Wastewater Systems.
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Pressure regulating valves shall be installed at locations as specified in the contract
documents and drawings. The valve body shall be brass with NPT inlet and outlet and
shall provide instant response to variations in pressure and ensure the outlet pressure
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remain constant regardless of the inlet pressure. Regulating units shall be plastic body
with EDPM diaphragms and stainless steel springs. Valve sizing and pressure set points
shall be in accordance with the Contract Documents. Valves shall be as supplied by
Wastewater Systems, Inc.
Air and vacuum relief valves shall be installed at the high -points of irrigation header lines,
where shown on the drawings or as required. Valves shall be 2" diameter combined air
release valve which operates to release or admit air from or into the lines. Valves shall be
high strength plastic with operating parts of non corrosive materials and be suitable for
working pressure in the lines. The Air and Vacuum Relief Valves shall be Guardian as
supplied by Wastewater Systems.
All electrical wiring from the computer/controller to the automatic solenoid valves shall be
furnished by the system supplier. The electrical cables shall be U.L. listed suitable for
direct burial.
3.3.4 Drip Lines
All dripper line shall be 0.75 -inch diameter nominal O.D. polyethylene tubing with a
pressure compensating mechanism allowing a constant discharge rate from each dripper
opening. Inside diameter shall not be less than 0.69 -inch. Dripper line discharge rate per
opening shall be 0.62 gallons per hour. Dripper line emitter spacing shall be 24 -inch on
center. Dripper compensating mechanism shall be activated at 7 psi and maintain a
uniform flow rate over a pressure range of 7 — 70 psi. Dripper diaphragm shall be
constructed of synthetic elastomer to withstand the effects of chemicals and acids (to pH
of 2). Diaphragm shall have a self-cleaning feature which continuously measures the
actual flow rate, particles that could clog the drippers create back pressure and push back
the diaphragm to continuously clean and flush particles from the regulating chamber of the
diaphragm. Drip tubing shall be installed where indicated on the drawings and should be
installed and connected according to manufacturers requirements with approved water
tight connectors.
The dripper line shall be BioLine® as supplied by Wastewater Systems, Inc.
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3,4 Wet Weather Storage Pond
3.4.1 Design
The water balance conducted in accordance with NCAC 2T .0504(k) predicted that no long
term storage (30 days or more) is required with the specified irrigation rate. However,
short term storage must be provided to store influent wastewater during wet weather
and/or freezing events. The number of days of storage needed is calculated based upon
37 years historical rainfall and freezing weather data. The data is provided in the
Calculations & Product Bulletins document. Daily rainfall and high temperatures were
researched and analyzed; every day with over 1/2" of rainfall and a high temperature of
less than 32° F, it is assumed that the entire daily design flow is held in storage. That
stored volume is then integrated into the irrigation cycle the next day, as long as weather
conditions allow, creating a cycle of stored/relieved water volumes. The cumulative effect
of this cycle is that 6 days of storage is needed. BEA has applied a safety factor of 1.5
and provided 9 days of storage, or 1.8 million gallons of effective storage. The pond is to
be graded according to the engineering plans to insure sufficient effective volume.
The pond shall provide two feet of freeboard and a controlled outlet structure as specified
in the CDs.
3.4.2 Wet Weather Monitoring (Rain Gauge)
Wet weather monitoring is to by a RainbirdTm Ranifall and Wind Speed Sensor. The
tipping bucket identifies rainfall events and disrupts the dosing cycle of the irrigation fields.
Treated effluent is allowed to store in the dose tank during this interruption period. Should
the water level in the dose tank reach a high level condition, WWS PC monitoring system
doses the storage pond until high level switch is deactivated. Water can also be
transferred to the storage pond by operating the pump and control valving in hand mode.
3.4.3 Transfer to/from Pond
The stored, treated effluent is re -directed from the irrigation dose tank into the storage
pond via the normal irrigation distribution system. The pond is integrated in the same
fashion as an irrigation zone off of the distribution system, but not included in the regular
irrigation schedule. Flow to the pond is controlled by actuating a remote zone valve of the
same specification as any irrigation zone.
The return of stored effluent is relieved by opening the manual gate valves located at the
pond discharge valve box (at the pond) and the manual gate valve on the 4 inch return line
from the pond located near the dose tank. The operator must monitor continuously the
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levels in the dose tank and shut the influent gate valve before a high water alarm
x condition is observed. Should a high water condition be observed in the dose tank, the
normally open solenoid on the pond outlet control valving will be actuated and closed.
Both gate valves should remain closed during normal operation, but any rain accumulation
in the pond should be relieved and the earliest opportunity after rain events. The operator
must relieve the pond during periods of low flow.
3.4.4 Pond Liner
The Hydrogeological Report states that an inhibitive liner with a conductivity of 10-6 cm/s is
required to prohibit the mounding and mixing of groundwater with stored effluent. A clay
soil material with >50% clay material and conductivity of less than 10"6 cm/sec can be
installed in a one foot thick layer. Sampling and testing of the clay material should be
conducted every 50 cu.yds. to insure the material is to specification. Should soils of
sufficient clay content not be available on site, an alternative semi -permeable liner is an
ESS -13 application. ESS -13 is a non-toxic polymer emulsion that provides a pond seal by
reducing the hydraulic conductivity of soils beyond their natural capability by filling voids in
the soil and by chemically and electrically modifying the alignment of the clay platelets in
-,; the soil. It can be applied by mixing into the liner material prior to filling or by applying to
the surface of pond after it has been filled. Material specification data sheets are provided
in the Calculations and Product Bulletins document.
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4.0 SITE PREPARATION
4.1 Clearing & Grubbing
The irrigation areas are to be as undisturbed as possible during all demolition and site
clearing activities. Minor clearing and grubbing is allowed for access during site and soil
investigations. It is preferable that clearing and grubbing be performed by hand and not
heavy machinery. It is desirable to leave soil compaction in a natural state. During
clearing and grubbing, no more than an inch of topsoil may be removed. Minimize root
excavation. No fill dirt maybe placed on top of drainfield or repair areas, unless specified
in the permit.
4.2 Seeding & Mulching
Fertilizing, seeding, and mulching of disturbed areas shall be completed within ten (10)
working days following completion of system installation and final inspection of the system
by the project engineer or designer. This may require that a temporary seeding mixture be
used during given dates of the year when permanent seeding would not be allowed. Said
temporary seeding for compliance shall be replaced by permanent seeding during allowed
seeding dates. Mulching shall be straw as specified herein.
Typical Seed Application Rates
Species: Rate (Ib/acre)
Falcon Fescue: 175
Rebel Fescue: 175
Jaguar Fescue: 175
Biltmore Mix: 200
Apply 4,000 - 5,000 Ib/acre grain straw or equivalent cover of another suitable mulching
material.
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4.2.1 Jute, Excelsior or Mulching
All seeded areas shall be mulched. Grain straw may be used as mulch at any time of the
year. If permission to use material other than grain straw is requested by the Contractor
and the use of such material is approved by the Engineer, the seasonal limitations, the
methods and rates of application, the type of binding material, or other conditions
'E.. governing the use of such material will be established by the Engineer at the time of
approval.
Applying Mulch
(1) Mulch shall be applied within 24 hours after completion of seeding unless otherwise
permitted by the Engineer. Care shall be exercised to prevent displacement of soil or
seed or other damage to the seeded area during the mulching operations.
(2) Mulch shall be uniformly spread by hand or by approved mechanical spreaders or
blowers which will provide an acceptable application. An acceptable application will be
that which will allow some sunlight to penetrate and air to circulate but also partially
shade the ground, reduce erosion, and conserve soil moisture.
(3) Straw mulch shall be applied at the rate of not less than 2 tons per acre.
4.2.2 Maintenance of Seed and Mulching
Areas where seeding and mulching have been performed shall be maintained in a
satisfactory condition until final acceptance of the project.
4.2.3 Erosion Control
(a) During the construction of the project, the Contractor shall be required to take the
necessary steps to minimize soil erosion and siltation of rivers, streams, lakes and
property. The Contractor shall comply with the applicable regulations of the appropriate
governmental agencies in regard to soil erosion control and sedimentation prevention.
(b) The Owner will limit the area over which clearing and grubbing and excavation
operations are performed.
(c) Prior to the end of each work day on the project, the Contractor shall take the
necessary measures to protect the construction area from erosion.
(d) Temporary and permanent erosion control measures shall be accomplished at the
earliest practicable time. Temporary erosion control measures shall be coordinated with
permanent measures to insure economical effective and continuous erosion control
during the life of the project.
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Q) Permanent seeding of disturbed areas shall be accomplished at the earliest
practicable time.
(k) Gravel construction entrances shall be installed at all locations used regularly as
ingress and egress to the project site.
(1) Stream and River Crossings
Diversion ditches shall be constructed at or near the top of each river bank at river
crossings. Localized stormwater runoff shall be diverted by way of the diversion ditches
away from the disturbed stream bank. Other specified erosion control material shall be
used in ditches and swales.
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The Cliffs at High Carolina
Wastewater Irrigation System Report
53 Specifications
(e) Temporary erosion control measures shall include, but are not be limited to the use
k
of temporary berms, dams, dikes, drainage ditches, silt ditches, silt fences, vegetation,
mulches, mats, netting or any other methods or devices that are necessary.
(f) Erosion control measures installed by the Contractor shall be suitably maintained by
the Contractor, until the site is fully stabilized.
(g) Where excavation is adjacent to streams, lakes or other surface waters, the
Contractor shall not place excavated materials between the excavation and the surface
waters.
(h) Where live streams are crossed by the project, the Contractor shall exercise
particular care to minimize siltation of the stream. Temporary erosion control measures
'`sem
shall be constructed. These may include but not be limited to use of coffer dam in the
stream, dikes, diversion ditches and/or temporary sediment traps at the top of the banks,
..a'
and silt fences on all creek banks. All temporary erosion control measures shall be
f:
acceptably maintained until permanent erosion control measures are established.
(i) Where runoff on natural ground may cause erosion of the trench or erosion of the
backfill in the trench, the Contractor shall construct temporary erosion control measures.
task
These may include but not be limited to diversion ditches, check dams and silt basins or
other suitable erosion control measures.
Q) Permanent seeding of disturbed areas shall be accomplished at the earliest
practicable time.
(k) Gravel construction entrances shall be installed at all locations used regularly as
ingress and egress to the project site.
(1) Stream and River Crossings
Diversion ditches shall be constructed at or near the top of each river bank at river
crossings. Localized stormwater runoff shall be diverted by way of the diversion ditches
away from the disturbed stream bank. Other specified erosion control material shall be
used in ditches and swales.
BEA Project No. 307808
The Cliffs at High Carolina
Wastewater Irrigation System Report
53 Specifications

F°=
5.0 INSPECTION AND MONITORING PROCEEDINGS
5.1 Pre -Construction Meeting
A pre -construction meeting shall be scheduled which shall include the contractor, the
NCDENR DWQ representative, the engineer or his representative, the system(s)
manufacturer representative and the certified operator. Scheduling this meeting shall be
the responsibility of the installation contractor and all parties shall receive a minimum of
one week's notice prior to the meeting date scheduled. Any changes to the plans
requested by the contractor or DWQ representative will be discussed at this meeting and
responded to within 3 working days by the engineer.
5.2 Intermediate Inspection of the System During Construction
The contractor shall notify the engineer in time to inspect the site and insure proper
installation of the system components prior to backfilling.
5.3 Final Inspection & System Start -Up
A copy of the engineer's Inspection Form shall be provided at the pre -construction
meeting. This document shall be utilized during final system inspection and start-up.
5.3.1 Start-up Procedures
Start-up testing shall be required for all electrical and pressurized components of the on-
site wastewater system. Testing of all components to insure operation in accordance with
intended function shall be checked and recorded. Potable water shall be utilized for all
system testing.
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5.3.2 Pumps and Controls
Potable water shall be introduced into the pump tank sufficient to activate (either by float
switches or time -dose) the pumping system for 2 on/off dosing cycles. The dosing
volume shall be estimated by checking tank levels before and after each dose cycle.
Pump run-times and estimated dose volumes shall be recorded for review by the project
engineer. If alternating drainfields are utilized, pump sequencing should be checked.
=' Electrical system components shall be approved by the local building inspector.
5.3.3 Pressure Distribution
Dynamic pressure shall be checked at manifolds and (if present) pressure distribution
laterals. Pressures shall meet specified engineering requirements. See the attached
project calculations for the particular requirements for this project. Pressure testing
devices shall be installed as shown on the engineering drawings.
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