NC0024333_Regional Office Historical File Pre 2018 (7)

CITY OF MONROE
P,a BOX 69 • MONROE, NORTH CAROLINA 28111-0069
FAX [phone]
AUG 6 1991
July 14,
.97
Mr. David Goodrich, P. E., Super isor
NCDFHNR-DWQ
NPDES Group
Post Office Box 27687
Raleigh, North Carolina 27611-7687
"
L11'r
RE: Purchase and Installation of.'Prime Generator Module as Tertiary Power Source
Monroe Wastewater Treatment Plant
NPDES.Permit No. NC0024333
Dear Mr. Goodrich:
Nr
41-c.
46,Ate
The City of 'Monroe is proposing to purchase and install a '1600 K.W prime generator in an ISO container
from Carolina Engine of Charlotte, complete with a diesel engine, generator producing 480-volt 3-phase
power, sound attenuation, exhaust system, diesel fuel da.y tank, battery charger, and instrumentation and
controls including a synchronizer which will allow a "soft" load transfer (without interruption of power
to treatment -facility) from the utility power supply to the generator synchronized with the utility supply.
In addition, the City. is proposing site work, concrete work, installation of a 2000 KVA 480-volt113.2 KV
pad mounted transformer, a 2000-gallon bulk above ground fuel tank with containment,. and a pad
-
mounted switching box to transfer power among the three sources which will be available. .Attached are
three copies of each of the following governing this installation: (1) technical specifications for the
power module in the ISO container, including the generator; (2) plans for the site work and concrete
work prepared by fl 5 Infrastructure; (3) plans and specifications for the bulk .fuel storage tank and
containment prepared by LI 5 Infrastructure; and (4) an existing and proposed one -line diagram ShOWing
the power supply and distribution to the Monroe Wastewziter -Treatment Plant.
The City of Monroe currently,meets the requirements of 15A NCAC 211 :021(„/(1)(3)(A) at the Monroe
Wastewater Treatment Plant by providing a dual source/dual feed power supplyfrom the City of Monroe
electrical utility system. The proposed improvements go beyond the regulatory requirements. and none
of the proposed work is necessary to maintain compliance Vl,ith current regulations (we are aware the
General Assembly is considering changes to the regulations), Further, all of the improvements addressed
herein are at the electric metering interface between the electric utility and the Wastewater Treatment
Plant; we are not proposing any changes to the electric distribution network within the Wastewater
Treatment Plant, nor arc we planning in this project any process or other changes within the Wastewater
Plant.
tt!

Mr. David Goodrich
July 14, 1997
Page 2
The transformer, switch box, and all wiring and cable terminations will be performed or coordinated by
the electric utility and will be in compliance with the National Electric Code.
Upon completion of the work, the existing dual feed utility sources will both remain available, however,
in the highly unusual event that both utility sources are lost (which occurred once during Hurricane Hugo
in September 1989), the plant will be able to fully operate under generator Toad provided there are no
faults within the electric distribution circuits inside the WWTP. The switch box will allow the plant to
operate solely on the generator, disconnected from the dual feeds, during an emergency, and will allow
the generator to run in parallel with either of the dual feeds during periods of peak electric system load
management. The complete system can power the WWTP for up to 20 hours without refueling in an
emergency if the tanks are initially full. We also intend to operate the generator for load management to
gain significant economic advantages, which will also regularly exercise the equipment.
Since this proposal. does not relate to any compliance issues, nor are there any process changes to the
Wastewater Treatment Plant, we are asking for a quick review and a response from your office allowing
us to proceed. From our review of 15A. NCAC 02I-f .0204 and NCGS 143-215.1(a)(1) through (10), we
do not believe the proposed activity requires a formal permit, however, we will abide by your
interpretation.
If you have any questions during this review, please call me at [phone].
Tonick, P
Director oer Resources
Enclosures - 3 copies each: Specifications for Generator Module
Site Plan
Above Ground Fuel Storage Tank Plans and Specifications
One -Line Electrical. Diagram
c: Mr. Jerry Cox, w/o enclosures
Mr. Barry Del.zell, P. E., w/o enclosures
Mr. D. Rex Gleason, P. E., w/ enclosures (1 copy)
Mr. Kim Hinson, wl enclosures
Mr. Don Mitchell, P. F., w/ enclosures
tom07971davg07l4.dochni
FILE: WWTP GENERATOR [NSTAL'LAT ON -SPEC PROJE.

91 JUL t5
TECHNICAL SPECIFICATIONS
EMERGENCY GENERATOR
ABOVEGROUND STORAGE TANK SYSTEM14114:t:':
1.0 GENERAL
1.1 Scope of Work
A. The work under this contract includes the installation of a double -walled, aboveground
storage tank (AST) system at the City of Monroe wastewater treatment plant, hereinafter
referred to as the "Site". The work consists of the following:
Installation 'of a new, LIL listed, 2,000 gallon, double -walled AST with I necessary
interconnecting piping, valving, and appurtenances..
2. Installation of a new leak detection system including interstitial tank and pipe sump
sensors, overfill sensor and alarm, control panel, electric meter, and electrical work
at the locations shown on the drawings.
3. Connection of fuel lines to existing generator to make a complete and operable fuel.
storage and supply system.
4. Restoration of existing site improvements, disturbed by the construction, to their
original condition or as indicated on the construction drawings.
1.2 Qentra1 Requirements
A. Unless otherwise specified, equipment furnished under this section Shall be fabricated
and installed in compliance with the instructions of the manufacturer.
B. The Contractor shall ensure that all equipment, accessories, and installation materials
comply with the specifications and that adequate provision is made in the tank design
and fabrication for mounting the specified system equipment and accessories.
C. The Contractor is solely responsible for construction means, methods, techniques,
sequences and procedures and for safety precautions and programs.
TS-1

D. All electrical work shall conform with the national electric code NFPA 70 as well as
other state and local requirements.
E. The Contractor shall provide all labor, equipment and material required to provide a
complete and functional system.
F. The Contractor shall coordinate his work with other work being performed at the
construction site and minimize interference with normal site activities which will
continue during construction.
G. The Contractor shall obtain necessary permits, arrange for inspections, and obtain
approval from the local fire department.
1.3 Standards
A. The manufacture and installation of aboveground storage tank systems described in this
section shall, at a minimum, adhere to the following standards and regulatory
requirements:
1. Underwriter Laboratories - UL-142 and UL-2085 Specifications. American
Petroleum Institute (API) - Specifications 12F- "Specifications for Shop Welded
Tanks for Storage of Petroleum Liquids".
2. Steel Tank Institute (STI) Publication - STI RI2-91, "Installation Instructions for
Factory -Fabricated Aboveground Tanks".
3. National Fire Protection Association (NFPA) Publications- NFPA 30 - "Flammable
and Combustible Liquids Code".
4. National Fire Protection Association (NFPA) Publications- NFPA 70 - "National
Electrical Code".
5. National Fire Protection Association (NFPA) Publications- NFPA 385 - "Tank
Vehicles for Flammable and Combustible Liquids".
6. Petroleum Equipment Institute (PEI) Publication - PEI/RP 200-96 - "Recommended
Practices for Installation of Aboveground Storage Systems for Motor Vehicle
Fueling".
TS-2

7. United States Department of Labor Publications - "Occupational Safety and Health
Standards," (29 CFR Part 1910): " Safety and Health Regulations for Construction,"
(29 CFR Part 1518).
8. State and Local Fire Marshall Regulations.
B. The codes and standards listed are the Iatest as of this publication. Codes and standards
are continuously updated. The Contractor shall confirm the construction standard edition
enforced by the authority having jurisdiction.
C. The Contractor shall notify the Owner of any local requirements not incorporated in the
system as designed.
D. In case of differences between building codes, state laws, local ordinances, utility
company regulations, and contract documents, the most stringent shall govern.
1.4 Submittals
A. The Contractor shall provide three (3) sets of shop drawings, product data sheets,
descriptive material, and installation instructions for the following system components
for approval before commencing construction.
1. Tank
2. Leak detection system
3. Valves and fittings
4. Pipe sump
5. Tank appurtenances
B. Submittals shall be delivered to the Owner within 10 days of notice to proceed. The
Owner shall review the drawings and return them to the Contractor approved, or with
appropriate comments, within 14 days of receipt.
1.5 Documentation
A. The Contractor shall provide three (3) sets of manufacturers' system component
operation and maintenance manual instructions.
TS-3

B. The Contractor shall provide record ("as -built") drawings and photographs of the
following:
1. All underground system components
2. The completed tank system in place.
C. The Contractor shall provide copies of all testing and inspection reports to the Owner
prior to substantial completion.
D. The Contractor shall provide written certification that the system and work performed
is in accordance with the applicable standards and codes.
E. The Contractor shall provide written certification, including completed manufacturers'
installation checklists, that the equipment is installed in accordance with the
manufacturers' installation requirements and that the system is operating properly, tight,
and free of leaks.
1.6 Quality Assurance
A. Within five (5) working days of the date of the Construction Agreement, the Contractor
will provide a schedule of construction activities to the Owner for review and approval.
B. Each Monday morning for the duration of the project, the Contractor will provide the
Owner with a brief written and verbal summary of the previous week's progress,
activities scheduled for the current week, and issues requiring resolution. The Contractor
will notify the Owner two (2) days in advance of accomplishing milestones so that site
visits can be scheduled.
C. Prior to final acceptance of the leak detection system, the Contractor shall provide a
representative of the manufacturer to confine that the system has been installed correctly
and is working properly. The Contractor shall provide on -site training for the
maintenance staff on the operation of the system.
TS-4

2.0 EQUIPMENT
2.1 Aboveground Storage Tank
A. The storage tank shall be designed for horizontal installation for aboveground use and
capable of storing petroleum products, with a specific gravity up to 1.1, at near
atmospheric pressure. Tank capacity shall be 2,000 gallons.
1. The primary and secondary tanks shall be manufactured in accordance with UL-142.
2. The tank shall consist of an inner steel wall, encased by an outer steel wall. The tank
shall be 7 gauge, minimum, plate carbon steel.
3. The outer steel wall shall be capable of providing a minimum 110% containment of
the primary storage tank's content.
4. A legible UL 142 label shall be affixed to the side of the aboveground storage tank.
5. Steel outer wall of the tank and tank saddles shall be protectedfrom corrosion.
6. The fuel storage tank and tank saddles shall be delivered as a complete UL-listed
assembly.
B. The tank shall be equipped with a monitoring tube between the primary and secondary
tank walls to monitor the interstitial space for liquids.
C. Tanks shall be provided with the following warranties:
1. 30-year limited warranty against leakage from the secondary containment tank, and
failure of the primary tank caused by cracking, breakup, or collapse.
2. 30-year warranty that the tank was fabricated in accordance with requirements of UL
142, aboveground storage tank manufacturing standards of Underwriters
Laboratories.
3. One (1) year warranty against failure due to defective materials and workmanship for
one (1) year following the date of delivery of the tank to the job site.
TS-5

2.2 Venting Requirements
A. Provide one (1) 2" pressure/vacuum vent for the primary tank.
1. Vent shall extend a minimum of 2 feet above top of the tank, discharge upward or
laterally, and be protected from intrusion of rain.
2. Vent installation shall comply with applicable sections of the fire and mechanical
codes, including, but not limited to, NFPA 30 (2-3.5).
3. Float vent valve assembly with 1/8" diameter hole shall extend into the primary tank
such that fuel flow into the tank will be restricted when the product Ievel reaches
95% maximum capacity.
4. Primary vent pipe shall be grounded.
B. Provide one (1) emergency primary tank vent per tank.
1. Vent size shall be determined by the manufacturer based on tank configuration, the
primary tank capacity, and the product stored.
2. Emergency venting shall comply with provisions of NFPA 30 (2-3.6).
C. Provide one (1) emergency vent for the secondary containment tank interstice.
1. The venting capacity is determined by the manufacturer based on tank configuration,
secondary tank capacity, and the product stored.
2. Emergency venting shall comply with provisions of NFPA 30 (2-3.6).
3. Vents shall be located as close to the center of the tank as possible.
2.3 Tank Fill and Overfill Prevention
A. Provide a spill container with rain proof enclosure and lockable doors to contain product
spills from the fill hose.
1. Fill pipe spill container shall have a capacity of not less than five gallons.
TS-6

2. Fill port, housed within the spill container, shall be equipped with a 4-inch dry break
fitting and delivery hose adapter.
3. Spill container shall be pad mounted and made of heavy -gauge steel.
B. Provide one (I) 4-inch diameter fill pipe and drop tube.
1. Block valve shall be installed on fill pipe above (and outside of) spill containment
device.
2. The bottom of the fill drop tube shall be cut at a 45 degree angle with the open end
facing the long dimension of the tank.
3. Drop tube shall be terminated four to six inches from the bottom of the tank.
4. 4" fill tube shall be equipped with 1/8" anti -siphon vent hole.
5. Installation shall comply with provisions of NFPA 30 (2-4.6.3 & 2-4.6.4).
C. Provide overfill prevention equipment which complies with the requirements of NFPA
30A (2-4.6.1) and which incorporates the following features:
1. An audible alarm, with manual reset, which will sound when the product level in the
tank has reached 90% of tank capacity.
A positive shut-off fill limiting device, installed in the drop tube, which will restrict
the flow of fuel into the tank when product level reaches 90% of tank capacity and
stop the flow of fuel when product level reaches 95% of tank capacity.
3. The limiting device shall be rated to accept the fill flow rate and pressure.
2.4 Leak Detection and Gauging
A. Provide leak detection to continuously monitor for tank and piping leaks and work as an
integral unit with the product level sensor and alarm.
1. A probe shall be installed in the storage tank's interstitial monitoring tube. The
Iocation of the monitoring console and external alarms are noted on the engineering
drawings.
TS-7

2. A sensor shall be installed in the secondary pipe containment sump.
3. Upon detection of a leak, the monitoring system shall activate an audible and visual
alarm with manual reset.
B. Installation of the leak detection/monitoring system shall be in accordance with the
manufacturer's instructions. A representative from the manufacturer shall confirm the
proper operation of the system upon completion of installation. The Owner shall be
informed prior to installation activities.
C. Provide one (I) mechanical tank liquid level sight gauge, installed in a manner such that
accurate, visual gauge measurements may be easily read.
2.5 Piping
A. Aboveground piping shall be Schedule 40 steel pipe with standard (150#) malleable iron
fittings. Galvanized pipe shall not be permitted.
1. Exposed piping shall be corrosion protected. --
2. Low melting point materials shall not be used aboveground.
3. All components of the piping system (pipe, fittings and adhesive) shall be designed
for and compatible with diesel fuel.
B. Flexible connectors used to connect underground piping to aboveground piping at the
generator and storage tank shall be listed for use for aboveground fuel systems.
C. Provide a steel or nodular iron block valve on the suction line at the AST and on the fill
pipe above the spill container to allow the tank and piping to be isolated and secured.
D. Return line drop tube extending into the primary tank shall be equipped with a 1/8" anti -
siphon vent hole.
E. Liquid tight containment sump and leak sensor shall be installed to monitor existing
underground, Type K supply and return lines and 4-inch PVC secondary containment
pipe. Sump shall be constructed of a non -corrosive material that is compatible with
diesel fuel and installed at the location shown on the construction drawings.
TS-8

F. Aboveground piping shall be firmly supported by hangers, supports, or brackets and
coated for corrosion protection.
G. All piping shall be liquid tight and tested, in accordance with Section 3.3 of these
specifications.
2.6 Concrete Pad
A. A reinforced concrete pad shall be constructed as shown on the construction drawings.
1. Concrete shall meet the requirements for Class A concrete of the NCDOT
specifications, except the concrete shall have a 28-day crushing strength of 4,000 psi.
2. Reinforcing steel shall be deformed bars and shall conform to the requirements of
ASTM A615 for Grade 60. Reinforcing steel handling, placement, and supports shall
conform with the requirements of Section 1070 of the NCDOT specifications.
B. The underground piping system, conduit, secondary containment sump, and other
underground hardware shall be installed prior to installation of concrete pad.
C. Contractor shall notify the Owner prior to pouring concrete pad.
2.7 Pipe Bollards
A. Contractor shall furnish and install steel pipe bollards as shown on the plans.
B. Steel pipe shall have an 8-inch nominal diameter and conform to ASTM A53 Grade B
or A501.
C. Concrete shall have a 28-day crushing strength of 3000 psi and shall meet all other City
and NCDOT requirements for CIass A concrete.
D. Paint shall consist of a universal primer (Kemkromic Enamel or approved equal) and
Sherwin-Williams Industrial Enamel, Safety Yellow with a semi -gloss finish or approved
equal. A minimum of one (1) coat of primer and two (2) top coats shall be applied.
TS-9

2.8 Electrical
A. Electrical equipment associated with the aboveground storage tank distribution system
shall meet the requirements of NFPA 30, 30A and 70 as well as federal, state and local
specifications. Precautions against ignition by static electricity and lightning shall be
provided in accordance with NFPA 30 and 385.
2.9 Signs and Markings
A. All tanks, pump dispensers, and other applicable hardware shall be marked or labeled in
accordance with NFPA 30, 30A, and 70 specifications and federal, state, and local
requirements.
B. Block valves on fill and suction lines shall be identified with tags.
C. The tank shall be identified as containing Diesel Fuel and the area as a No Smoking
Zone.
D. Identification of grounding rod in the concrete tank pad shall be painted on the concrete
pad.
3.0 EXECUTION
3.1 Tank Installation
A. At a minimum, the tank, piping, and all associated accessories shall be handled, tested
and installed in accordance with the fire safety codes, regulations, standards, and
manufacturers' instructions and as specified herein, including:
1. Federal, state and local fire safety, occupational health, and environmental
regulations.
2. The installation instructions of system component manufacturers.
3. The Construction Documents and associated Drawings.
4. The standards referenced in Section 1.3 herein.
TS-10

B. Equipment stored at the site shall be located away from areas of activity where the
coating or structure could be damaged. The tank shall not be delivered to the site until
the concrete pad has been constructed and ready for tank placement. The tank shall not
be temporarily stored on -site.
C. Care shall be taken during transportation, storage, and installation of equipment to
prevent damage to coatings and structure. Tanks shall not be dropped or dragged.
D. Chains, cables, or other lines shall not be placed around the tank to lift or move it. Rope
or strapping that will not damage the coating shall be used to secure the tank during
transit.
E. The tank is to be lifted or moved using the lifting lugs attached to the tank by the
manufacturer. Chains or cables of sufficient length shall be attached to the lugs and the
lifting equipment, so that the angle between the vertical and one side of the chain to the
lifting Iug is not greater than 30 degrees. A spreader bar can be used to insure that the
angle does not exceed 30 degrees. Hand-Iines shall be attached to the tank to provide a
means of manually controlling its movement and placement. Hand -lines shall consist of
rope or strapping that will not damage the tank coating.
F. Upon delivery at the installation site and just prior to the installation, the tank shall be
carefully inspected to detect any evidence of damage to coatings or structure and to
ensure that the materials are in accordance with the manufacturer's specifications. The
Contractor shall notify the Owner 48 hours prior to delivery of the tank to the site. The
inspection shall be performed by the Owner. Should any damage be noted, the
Contractor shall immediately notify the tank manufacturer and request an inspection by
a factory representative. Field repairs will be permitted if approved by the Owner and
an inspection is performed after repairs are completed.
G. Damaged coatings shall be repaired on -site with manufacturer -supplied material and in
accordance with the manufacturer's instructions. When this is not possible or if damage
is significant, such as denting, puncturing, or cracking, the manufacturer shall be
employed by the Contractor to repair the equipment or coatings and to recertify or
replace the tank as required at no cost to the Owner. Tanks that are badly damaged will
be rejected by the Owner and shall be replaced by the Contractor at no additional cost to
the Owner.
H. Contractor shall advise the Owner of any shipping or handling damage encountered.
TS-11

I . No modifications shall be made to any tank without the prior written approval of the
manufacturer and the Owner. This includes any welding on tank shells, adding
penetrations in the tank structure, or repairing damage which might affect the integrity
of the inner or outer tank.
3.2 Corrosion Protection
A. Aboveground tank, tank saddles, and piping shall be protected from corrosion utilizing
surface coatings, dielectric isolation, and other methods compatible with the materials.
used and appropriate for the conditions of exposure.
B. Any portion of the fueling system in contact with the soil shall be protected from
corrosion in accordance with sound engineering practice and in accordance with NFPA
30A (2-4.8).
3.3 Testing
A. The Contractor shall test each component of the system for calibration, tightness, and
proper operation in accordance with the instructions of the component manufacturer.
B. The Contractor shall notify the Owner 48 hours prior to any testing of the tank system.
The Owner will observe all testing.
C. Prior to installing tank equipment and piping, the Contractor shall test the inner steel tank
and the space between the inner and outer steel tanks. The Contractor shall test the inner
tank with 5 psig nitrogen pressure in accordance with the manufacturer's instructions,
local codes, and as specified herein. All openings shall be plugged and nitrogen pressure
applied to the inner tank. After applying pressure to the inner tank, two (2) inches of
mercury vacuum shall be placed on the interstitial space between the inner and outer steel
tanks. Both tests shall be started 24 hours prior to observation by the Owner. The
Contractor shall monitor the inner tank pressure and the outer tank vacuum for leaks
during the tests. If leaks exist, the tank will be rejected for use.
D. Tightness test the piping at 50 psi before it is connected to the tank. Soap and examine
all connections for leakage. The Owner will inspect the piping system for leaks. Any
leaks found will be repaired or the piping replaced by the Contractor.
E. Subsequent to tank and piping installation, the inner steel tank and piping system and
generator day tank shall be pressure tested as an integral system. The tank and piping
TS-12

system shall be nitrogen tested at a pressure of 5 psi for 24 hours. The Contractor shall
inspect the tank and piping system for leaks during the test. Any leaks that are observed
(including connections to the day tank but not including the day tank specifically), shall
be repaired by the Contractor.
F. Testing shall be documented by the Contractor and witnessed by the Owner.
1. Record the date and time of the test, the name of the tester and his affiliation with the
project, and the names of each individual witnessing the test.
2. Record the test method, duration and results.
3. Provide a record of the testing to the Owner at the time of system start-up.
3.4 Equipment Demonstrations
A. Provide one (1) session (up to two hours) for providing physical demonstrations and oral
instructions for the operation of equipment, apparatus, and operational systems furnished
under this contract. Such demonstrations and instructions shall be given to site personnel
and/or others as the Owner may choose.
TS-13

91 JUL Technical Specifications for a
Diesel Powered Electric Generator Module with Utility Para ing
Switchgear for the Monroe Wastewater Treatment Plant
GENEBAL
Provide all equipment for an electrical power generation system in accordance
with these specifications and manufacturer's drawings and installation
instructions. Equipment may be new or previously used. Bids on used
equipment shall include all information required by these specifications and are
subject to performance testing prior to any obligation to purchase.
The generator shall be mounted within an ISO container as specified herein
along with all other required components listed in these specifications to make
up a complete "power module
The responsibility for performance to this specification shale not be divided
among individual component manufacturers, but must be assumed solely by
the primary manufacturer. This includes generating system design,
manufacture, test, and having a local supplier responsible for service and
parts.
APPROVED MANUFACTURERS
The engine and generator shall be the product of an ISO 9001 certified
manufacturer. Acceptable manufacturers include Caterpillar, Cummings, or an
approved equal.
Substitutions to this specification shall include complete submittal data clearly
identifying all deviations or exceptions and shall be included with the bid, The
City of Monroe reserves the right to reject any nonconforming bids, any
deviations or exceptions, or any bids with incomplete detailed information.
SYSTEM RATING
The electric power generating system shall have a site capability of:
1600 kW prime
480 Volts AC, Wye connected, 3 Phase, 4 Wire, 60 Hertz
650 Altitude (Feet Above Mean Sea Level)
0-100 Outside ambient temperature range (degrees F)

SUBMITTALS
Submittals to be included with bid shall include the following:
Component List - A breakdown of all components and options.
Technical Data - Manufacturer produced generator set specification or
data sheet identifying make and model of engine and generator, and
including relevant component design and performance data.
Auxiliary Equipment - Specification or data sheets, including
switchgear, transfer switch, vibration isolators, and day tank.
Drawings - General dimensions drawings showing overall generator set
measurements, mounting location, and interconnect points for load
leads, fuel, exhaust, cooling and drain lines.
Wiring Diagrams - Wiring diagrams, schematics and control panel
outline drawings published by the manufacturer for controls and
switchgear showing interconnected points and logic diagrams for use by
contractor and owner.
Warranty Statements - See Warranty Section of these Specifications for
Requirements
PERFORMANCE TESTS
The City of Monroe will perform an initial detailed review of all bids and the
submittals accompanying the bids for the purpose of screening the best
proposals. However, prior to making a final decision to purchase, the City may
require a performance test certification applicable as follows: (1) for a
complete set of new equipment, a written certification of factory prototype
performance testing covering all items described below; or (2) for used
equipment, an actual test witnessed by the City of Monroe after the bid
opening at or near the present location of the equipment as shall be arranged
by the bidderto cover all items described below.
Performance tests shall confirm the following through operation at 1/4, 1/2,
and 3/4 load, followed by an uninterrupted 4-hour operation at the full rated
load:
Motor starting kVA
Generator temperature rise in accordance with NEMA MG1-22.40
Governor speed regulation at 1 /4, 1/2, 314, and full load; and during
transients
Fuel consumption at hourly intervals during test
2

Exhaust emissions
Single step load pickup of rated kW
Mechanical and exhaust noise (dB), both inside equipment container and
ambient noise 15 ft outside module
Operation of all alarm and shutdown devices
Voltage regulation at 1 /4, 1 /2, 314, and full load; and during transients.
Harmonic analysis, voltage waveform deviation and telephone influence
factor
Generator short circuit capability
Cooling system performance
Torsional analysis
Linear vibration analysis
Sampling and analysis of engine oil and coolant, both before and after
testing, for leakage between seals
Failure to comply with the test provisions of these specifications shall be
sufficient grounds for rejection of the bid.
The cost of performance testing for used equipment shall be included in the
purchase price provided the City of Monroe purchases the equipment. If after
the performance test, the City of Monroe elects not to purchase the
equipment, compensation to the bidder for the cost of the performance test
may or may not be provided, as described as follows: (1) if the performance
tests demonstrates specific non-compliance with any specific provisions of
these specifications, no compensation shall be made by the City of Monroe to
the bidder; or (2) if the performance test complies with all provisions of these
specifications but City of Monroe elects not to purchase equipment after
testing, the City of Monroe shall pay the bidder for performance testing as
provided as part of the bid.
WARRANTY
The bid shall include a firm statement of the manufacturer's and/or supplier's
warranty from date of initial start-up of the system by the City of Monroe. A
minimum of one year on new equipment and six months on used equipment is
required which shall include the cost of all repair parts, labor, reasonable travel
expense necessary for repairs at the job site, and expendables (lubricating oil,
filters, antifreeze, and other service items made unusable by the defect) used
during the course of repair. Applicable deductible costs shall be specified in
the warranty. Running hours shall not be a limiting factor for the system
warranty by either the manufacturer or servicing dealer. Submittals received
without written warranties as specified will be rejected in their entirety; a bid
with an offer of longer than the minimum warranty will be a positive factor in
the review of bids.

SERVICE & PRODUCT SUPPORT
The generator set supplier shall have factory trained service representatives
and tooling necessary to install, test, maintain, and repair all provided,
equipment A factory service representative shall be located within 60 miles of
Monroe, NC.
The generator set supplier shall have sufficient parts inventory to maintain over
the counter availability of at !east 90% of any required parts and shall
guarantee 100% parts availability within 48 hours from the time an order is
entered with the dealer.
ISO CONTAINER
All equipment shall be located inside of a 40 ft long x 8 ft wide shipping
container. The container shall meet or exceed the following standards:
ISO/TC 104 Requirements for cargo containers
ANSI/MH5.1 Basic requirements for cargo containers
ANSI/MH5.1.1 Requirements for closed van containers
The enclosure for the container shall be raintight and adequate to protect all
equipment from damage due to outdoor exposure. It is the intent of the City
of Monroe to rest the container on a level concrete pad with no further
enclosure from the weather or outdoor ambient environment.
The container shall include a standard walk-in door for gaining access to
controls and operation indicating equipment. The container shall include
sufficient clearances or removable panels for servicing the engine, generator,
and all other ancilliary equipment, and sufficient clearances to meet all code
requirements and provide adequate ventilation around equipment.
A three(3) axle chassis shall be included for transportation of unit.
INTERIOR LIGHTING & RECEPTACLES
Adequate and safe lighting shall be provided inside the container for
personnel to work within the container for all appropriate purposes. Power
for light fixtures shall be provided through panels inside the container from
the 480-volt supply, on a separate circuit from control power. A spare
duplex receptacle shall be provided inside the container.
SPACE HEATER
Space heaters with fans shall be located inside the container, not to exceed a
combined power requirement of 7.5 kW, adequate to protect all equipment
within the container at ambient outside temperatures as low as 0 deg F.
4

BOTTOM LOAD CABLE OPENING
Framed opening in the unit floor beneath the switchgear cubicle. Includes
cover and gasket.
SOUND ATTENUATION
Sound attenuation material shall be provided, including doors, louvers, and
wall and ceiling insulation to give a four point logarithmic average of 75 to
90 dB(A) sound pressure level at a distance of 15 m (50 ft) measured
perpendicular to the center of each side of the module at an elevation of 1.5
m (5 ft) above the ground.
MOTORIZED INTAKE LOUVERS
Provide motor -operated intake louvers with blades which shall automatically
open to approximately 45 degrees upon engine startup. Provide louver
guards as necessary for protection against weather or for further sound
attenuation. Louvers shall be adequately sized for cooling the air space
around the equipment and prevent overheating of equipment or a violation of
OSHA safety standards.
VENTILATION^
The container shall provide adequate ventilation fans and louvers which can
be manually operated when the engine is not running to provide and maintain
an air space and inside working environment which meets all OSHA safety
stanfards.
ENGINE
The engine shall be a stationary, liquid cooled, 1800 rpm, four-cycle design,
diesel powered, vertical in -line, single block, with dry exhaust manifolds. It
shall have 16 cylinders and be manufactured by Caterpillar, Cummings, or an
approved equal.
ENGINE ACCESSORY EQUIPMENT
The engine shall be cooled by an engine mounted radiator with blower type
fan, using an antifreeze/coolant mixture. The radiator shall properly cool the
engine while the engine is operating at full load and 0.25 inch water column
external air restriction. The maximum ambient capability shalt be 100 degrees
F . Adequate antifreeze/coolant mixture shall be provided to the radiator before
start-up and included in bid price.
Engine shall have dual starting motors and a control circuit capable of three
complete starting cycles without overheating.
Shall include mechanical, positive displacement tube oil pump with replaceable
full flow filter, oil cooler, and dip stick.
3

Shall include mechanical, positive displacement fuel transfer pump with
replaceable full flow filter. Fuel Filter shall not be located over the batteries.
Equipment shall include manually operated fuel priming pump.
Equipment shall include replaceable dry element air filter.
A thermostatically controlled jacket water heater, engine mounted, electrically
powered, shall be provided sized to ensure proper starting(minimum 6kW).
Shall include isolation valves and adjustable thermostat.
A diesel fired jacket water heater shall also be provided far engine starting
when AC power is not available.
Provide a flexible, stainless steel exhaust connector.
Flexible fuel lines.
Electrically powered battery chargers shall be provided and connected to
engine batteries. The use of charging alternators as the only means of charging
the unit batteries is not acceptable.
Engine shall be shipped with lubrication oil.
Fuel coolers shall be provided.
GENERATOR
The generator shall be close coupled, drip proof and guarded, constructed to
NEMA 1 and IP 22 standards, single bearing, salient pole, revolving field,
synchronous type with amortisseur windings in the pole faces of the rotating
field and skewed stator windings to produce optimum voltage waveform.
Generator shall meet the following standards: IEC 34-1, NEMA MG 1-22,
BS4999, BS5000, VDE0530, UTE510O, CSA22.2, ISO8528-3.
The generator shall be capable of delivering rated kVA at 60 Hz and 0.8 PF
within +1- 5% of rated voltage.
All insulation systems shall meet NEMA MG-1 standards for Class H systems,
including generator leads. The actual generator temperature shall be limited to
Class F levels (130 C rise by resistance over 40 C ambient). Materials which
support fungus growth shall not be used. Generator shall have six leads for
differential protection.
The revolving field coils shall be precision wet layer wound with epoxy based
material applied to each layer of magnet wire. The revolving field assembly
shall be prototype tested for 2 hours at 2700 rpm (150% overspeed) and 70
6

C, and each production unit shall be tested at 2550 rpm (125% overspeed) at
room temperature. The revolving field assembly shall be balanced to 0.5 mil
peak -peak. The stator shall have two dips and bakes using Class H
impregnating varnish.
A three-phase permanent magnet (PM) generator shall provide the source of
excitation to the exciter to increase immunity to non -linear loads and to
maintain 300% of rated current for 10 seconds during short circuit conditions.
BASE
The engine and generator shall be assembled to a common base by the
engine -generator manufacturer. The generator set base shall be designed
and built by the engine -generator manufacturer to resist deflection, maintain
alignment, and minimize resonant linear vibration.
BATTERY CHARGER
A dual rate 20 ampere battery charger shall be provided which shall accept
120 volt AC input and DC output, incorporate current limiting circuitry, and
include a DC ammeter and voltmeter. The use of a crank disconnect relay to
protect the charger during starting is not acceptable. The charger shall be
housed in a NEMA 1 enclosed suitable for wall mounting. The charger shall
include LED annunciation for low battery voltage, high battery voltage,
battery charger malfunction, and AC failure; and dry contacts for battery
charger malfunction and low battery voltage.
BATTERIES
One(1) set of twenty-four (24) volt starting batteries per module; sized as
recommended by the generator set manufacturer to comply with the starting
and temperature specifications; battery cables, and battery rack shall be
provided. Battery rack shall be located where adequate ventilation is
provided to exhaust battery vapors or separate ventilation provided to meet
OSHA standards.
EXHAUST SILENCER
A critical exhaust type silencer shall be sized and supplied by the engine
supplier. The silencer and associated piping shall not impose more than 27
in H2O restriction.
The silencer shall utilize a high temperature coating system to prevent rusting
and shall be mounted near the engine to minimize noise and condensation. A
provision for draining moisture shall be included.
Silencer shall be wrapped in an insulation blanket.
7

FUEL DAY TANK WITH FUEL TRANSFER MODULE
A diesel fuel day tank (minimum 300 gallon capacity) shall be provided inside
each power module. Day tank shall be equipped with system to transfer fuel
between this tank and an external bulk storage fuel tank. Fuel lines
connecting the day tank to the engine fuel pump shall be included with the
module and designed for adequate fuel supply to the engine during operation.
WIRING AND CONDUIT
Engine and generator control wiring shall be multi -strand annealed copper
conductors encased by cross -linked polyethylene insulation resistant to heat,
abrasion, oil, water, antifreeze, and diesel fuel. Wiring shall be suitable for
continuous use at 120C (250F) with insulation not brittle at -50C (-60F).
Each cable will be heat stamped throughout the entire length to identify the
cable's origin and termination. Cables shall be enclosed in nylon flexible
conduit which is slotted to allow easy access and moisture to escape.
Reusable bulkhead fittings will attach the conduit to generator set mounted
junction box.
UTILITY PARALLELING SWITCHGEAR
Utility grade 600 VAC class EMCP II style switchgear intended for
manual/automatic paralleling with utility power source as a load management
system with provisions for standby operation feeding an isolated load
network. Installed in separate switchgear room. Microprocessor based
automatic engine start/stop control module, with cycle crank, cooldown
timer, six engine fault shutdowns with flashing lights or LEDs for overcrank,
overspeed, high coolant temperature, low oil pressure, emergency stop, and
spare shutdown. Includes digital or mechanical display for engine hours, rpm,
battery voltage, oil pressure, and coolant temperature. Engine mode selector
switch for auto/manual/cooldown/off-reset operations. Digital or mechanical
AC meters, 0.5% accuracy, true RMS, generator voltage, amperage, and
frequency. AC Watt meter, 1 % accuracy, true RMS, digital/analog readout,
three-phase, three -wire, W-hr integrator output to provide KYZ pulses. AC PF
meter, 1 % accuracy, true RMS, with digital/ analog readout, three
phase, three -wire. Amps/volts phase selector switch. Voltage adjust
rheostat. Current and potential transformers. Engine alarm module with LEDs
and horn to warn of high coolant temperature, low lube oil pressure, low
coolant temperature, low battery voltage, engine control switch not in auto,
low fuel level, and two spares. Lamp test pushbutton. Woodward 2301A or
equal loadsharing electronic governor control with panel mounted speed
adjust rheostat. Woodward SPM-A or equal automatic synchronizer. Manual
permissive paralleling group consisting of synchronizing lamps, line
side potential transformer, synchronizing on/off switch, and permissive sync
check relay for manual paralleling. Automatic load control system based on
programmable logic controller with backup manual load control system.
8

Basler SCP-250 VAR/PF controller. Set of three-phase bus bars, tin plated
aluminum, rated for capacity of generator set, connected off the generator
main circuit breaker and extended to access panel on exterior of container.
Isolated neutral bus bar, tin plated aluminum, rated for half of generator
capacity. Ground bus bar, tin plated aluminum, connected to container frame.
Generator main circuit breaker, three -pole, drawout mounted insulated
case with stored energy close mechanism. Provided with electric operation,
automatic solid state trip unit for overcurrent protection with adjustable
ampere instantaneous setting for overload/high fault current protection, two
sets of auxiliary switch contacts, and 24 VDC shunt trip, breaker control
transformer, and breaker control switch with open/close position indicating
lamps. Breaker rated for generator set capacity, with 100kA
interrupting capacity minimum. Set of 600VAC class lightning arrestors
connected off load side of generator circuit breaker.
Protective relays, solid state, drawout switchboard class, causing main
circuit breaker trip and engine shutdown when a fault is detected:
Reverse power relay, single phase, 32 device.
Reverse VARS relay, single phase, 40 device.
Negative phase sequence time overcurrent relay, three-phase;,:46Q device.
Ground fault time overcurrent relay, device 51G.
Differential current relay, three-phase, 87M device, with six current
transformers.
Lockout relay, 86 device.
Utility protective protection:
Over/under frequency relay, 81 O/U device.
Undervoltage relay, three-phase, 27 device.
Overvoltage relay, three-phase, 59 device.
Utility line side metering consisting of two metering potential transformers,
and digital AC meters, 0.5% accuracy, true RMS, with backlit LCD for
voltage and frequency.
Power module motorized louver control switch.
Power supply distribution group provides low voltage for container module
interior lights, generator space heater, engine jacket water heater, battery
charger, jacket water heaters, fuel transfer pump, interior space heater,
ventilation fan and louvers, and interior optional equipment.
Engine jacket water heater circuit includes service disconnect switch.
Systems include power transformer to provide 120 VAC from generator
output voltage. Battery charger is mounted inside switchgear.
9

SERVICE MANUALS AND PARTS BOOKS
The system manufacturer's authorized local dealer shall furnish three (3)
copies each of the manuals and books listed below for each unit under this
contract prior to start-up:
OPERATING INSTRUCTIONS -.with description and illustration of all
switchgear controls and indicators; and engine and generator controls
and indicators.
PARTS BOOKS - that illustrate and list all assemblies, subassemblies
and components, except standard fastening hardware (nuts, bolts,
washers, etc.).
PREVENTATIVE MAINTENANCE INSTRUCTIONS - on the complete
system that cover daily, weekly, monthly, biannual, and annual
maintenance requirements and include a complete lubrication chart.
ROUTINE TEST PROCEDURES - for all electronic and electrical circuits
and for the main AC generator.
TROUBLESHOOTING CHART - covering the complete generator set
showing description of trouble, probable cause, and suggested
remedy.
WIRING DIAGRAMS AND SCHEMATICS - showing function of all
electrical components.
DELIVERY, INSTALLATION, AND START-UP
Following the issuance of a purchase order from the City of Monroe and prior
to delivery of equipment, provide to the City of Monroe complete drawings
and details for a reinforced concrete pad on which to install the power
module, including dimensions, reinforced steel bar sizes, spacing, and
embedment, locations and sizes of all conduits for electrical and fuel lines to
be connected external to the power module, all anchor bolt sizes and
locations, soil faundation bearing requirements, and other details necessary
for the City of Monroe to construct a pad suitable for receiving and
supporting the permanent installation of the complete power module. Such
drawings shall be sealed by a professional structural engineer.
Upon receiving notification from the City of Monroe that the pad is ready,
deliver power module to the Monroe Wastewater Treatment Plant site and
secure to concrete pad. Delivery shall be included in the bid price.
The City of Monroe will furnish separately a bulk diesel fuel storage tank with
containment, a 480-volt/13.2 kV 3-phase transformer, and 13.2 kV
10

switchgear. The Wastewater Treatment Plant power distribution network is
at 13.2 kV. The City of Monroe will also furnish conduit and cable to
connect to the 480-volt bus bar terminals in the power module and run to
the City -supplied transformer, switchgear, and final connections to the
Plant's power distribution grid.
Upon completion of the work required above by the City of Monroe, provide
an authorized service representative to review all equipment and installation
of the power module and assist with the initial start-up of the equipment.
Provide written certification that all equipment within the power module is
properly installed, meets all OSHA requirements and building and electrical
code requirements, and all requirements to activate the warranty. Provide
operation training to the City of Monroe personnel. Allow two eight hour
days at Monroe, NC for start-up and training as part of the bid.
END OF SECTION

JUNE 27, 1997
CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 TREEWAY
EMERGENCY GENERATOR SYSTEM
CONCRETE PAD CONSTRUCTION
INDEX OF SHEETS
SHEET1 -
SHEET 2
S J- E E.T 3
SHEET 4
COVER SHEET
- SITE PLAN
- TRANSFORMER PAD
- GE\JERATOR PAD
PLANS PREPARED BY:
US I NFRASTRUCTURE, INC.
200 QUEENS ROAD, SJE E 400

EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (TYP.)
0-
°GENERATOR
PAD
TRANS
SWIT H GEAR AND
C RETE PAD TO
B INSTALLED BY
CITY OF MONROE
ELECTRIC UTILITY DE'T.
r-TWO DUCTILE
COPPER LINES
(1& 1 1/4")
WITHIN 4-INCH
VC -SECONDARY
CONTA NMFNT. 95
96
98.75
/ /
TEMPORARY BENCHMARKS
ASSUMED ELEV. = 100.0'
EXISTING
TRANSFORMER
PAD
NOTES:
1. CONTRACTOR TO VERIFY ALL SLOPES AND ELEVATIONS SHOWN ON
THE PLANS.
2. FINISHED SURFACE GRADE SHALL HAVE UNIFORM SLOPE AWAY FROM
CONCRETE PADS TO PROVIDE VERTICAL CLEARANCES SHOWN ON
THE DETAILS AND ALLOW ADEQUATE DRAINAGE FROM THE WORK SITE.
3. 4" SCH. 40 PVC ELECTRICAL CONDUIT SHALL BE INSTALLED WITH
PULL WIRES AND AS SHOWN ON THE SITE PLAN AND DETAILS.
CONTRACTOR NOT RESPONSIBLE FOR INSTALLING ELECTRICAL WIRE.
4. 4" SCH. 40 PVC SECONDARY CONTAINMENT PIPE SHALL BE
INSTALLED AS SHOWN ON THE PLANS & DETAIL. PIPE SHALL BE
SLOPED 1/8" PER FOOT MIN., AWAY FROM CONCRETE PAD.
5. ALL CONDUIT AND SECONDARY CONTAINMENT PIPE STUB -OUT
SHALL EXTEND 4" ABOVE FINISHED GROUND SURFACE AND BE
TEMPORARILY CAPPED TO PREVENT ENTRY OF WATER OR DEBRIS.
6. PRIOR TO PLACING CONCRETE, CONTRACTOR SHALL COORDINATE
INSPECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT.
7. ELECTRICAL CONDUIT AND SECONDARY CONTAINMENT PIPE MATERIAL
WILL BE PROVIDED BY THE CITY OF MONROE, ELECTRIC UTILITY DEPT.
EXISTING OVERHEAD AND
UNDERGROUND POWER
LINES TO BE DISCONNECTED
AND REMOVED BY CITY OF
MONROE ELECTRIC UTILITY DEPT.
LEGEND
0 EXISTING UTILITY POLE
0 PROPOSED UTILITY POLE BY OTHERS
014--- OVERHEAD POWER LINE
UG UNDERGROUND POWER LINE
-96- - APPROX. EXIST. SURFACE CONTOUR
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROIINA 28204
Fla NO.
AS BULT
6 z
DA1E
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
1 "= 20'
SWLE
SITE PLAN
N/A US1
SURLEI'ED BY PREPARED BY
,Pit V'r
APPROWD sr
US
*EOM BY
2
4

4000 PSI CONCRETE
w/ e4 REBAR
012 0.C.E.W.
(TOP & BOTTOM)
OPENING FOR
PRIMARY AND
SECONDARY
CONDUITS
36"
7.-6"
O 0 0
O 0 0
12"ow
2-4" SCH 40 PVC
CONDUITS.
6' 0"
24"
CO
N
t0
N a�
�bsll!111
•'�' t lll CAP^
• •°E Si 7
L
• �• ��
•5903 =
1�'p :°!1�G1 NEM4
SERVICE CONDUITS yeffiP I V � -30
TO GENERATOR
4 4" SCH 4-0 PVC
90- ELBOWS W/
24" RADIUS MIN. (TYP.)
COMPACT SUBGRADE BENEATH PAD TO 95%
STANDARD PROCTOR DENSITY
CONC. TRANSFORMER PAD DIAGRAM
NOT TO SCALE
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLJNA 28204
FEE KA
6/97
As BULT DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
TRANSFORMER PAD DETAIL
SCALE
N/A US
SURW ED BY FREPSRED BY
USI
OCCICED BY
7
4

0
III
o
2'-3"
�1'-0"
00
o0
1'--8"
1'-3"
IN
(TYP.)
9" (TYP.) 38'-8"
/
42' -0"
3" CLR (TYP.)
4000 PSI CONCRETE •
w/ #8 REBAR ©5" 0.C.E.W.
FINISHED GRADE
tiro °� o
4-4" SCH 40 PVC
ELECTRICAL CONDUITS
■ • ■ ■ ■ • • • ■ ■ L • ■ ■ ■ ■ • ■ • • • • • ■ • • • /i/>�
Wccb9J9Jc
:D9Thc
Joao D9J0.0 0 00 oo o a o 0 0 0
4-4" SCH 40 PVC
90' ELBOWS W/
24" MIN. RADIUS (TYP.)
AGGREGATE BASE
(6" MIN.)
/\\\���\/ice/ .•
COMPACTED SUBGRADE
COMPACT TO 95%
STANDARD PROCTOR
DENSITY
GENERATOR PAD
NOT TO SCALE:
•
�-- 3" CLR.
END SECTION
\\I111111111A,,,r
o CAROL ,
;•�°.;�Essr�
5903l-
.,''y0£Rr E1N o �.
H
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
FLE Na
6/97
AS BOLT DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
GENERATOR PAD DETAIL
SCALE
N/A USE
ARMED BY PREPARED BY
usI
DIECKED BY
dt,9i
APPROVED BY ,E
4

Ao7Sii 0
15903
EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (TYP.)
cJ
0—
OGENERATOR PAD
OTRANSEOl ER Pr`
5
96.05
0• ►RN
SWIT H GEAR AND
C RETE PAD TO
B INSTALLED BY
CITY OF MONROE
ELECTRIC UTILITY D T.
,906.95
TEMPORARY BENCHMARK
ASSUMED ELEV. = 100.0'
$
—TWO DUCTILE
& COPPER1 LINES
1 /4 )
WITHIN 4—INCH
VC SEG9-biDARY
CONTNMFNT. 95
96.75
EXISTING
TRANSFORMER
PAD
NOTES:
1. CONTRACTOR TO VERIFY ALL SLOPES AND ELEVATIONS SHOWN ON
THE PLANS.
2. FINISHED SURFACE GRADE SHALL HAVE UNIFORM SLOPE AWAY FROM
CONCRETE PADS TO PROVIDE VERTICAL CLEARANCES SHOWN ON
THE DETAILS AND ALLOW ADEQUATE DRAINAGE FROM THE WORK SITE.
3. 4" SCH. 40 PVC ELECTRICAL CONDUIT SHALL BE INSTALLED WITH
PULL WIRES AND AS SHOWN ON THE SITE PLAN AND DETAILS.
CONTRACTOR NOT RESPONSIBLE FOR INSTALLING ELECTRICAL WIRE.
4. 4" SCH. 40 PVC SECONDARY CONTAINMENT PIPE SHALL BE
INSTALLED AS SHOWN ON THE PLANS & DETAIL. PIPE SHALL BE
SLOPED 1/8" PER FOOT MIN., AWAY FROM CONCRETE PAD.
5. ALL CONDUIT AND SECONDARY CONTAINMENT PIPE STUB —OUT
SHALL EXTEND 4" ABOVE FINISHED GROUND SURFACE AND BE
TEMPORARILY CAPPED TO PREVENT ENTRY OF WATER OR DEBRIS.
6. PRIOR TO PLACING CONCRETE, CONTRACTOR SHALL COORDINATE
INSPECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT.
7. ELECTRICAL CONDUIT AND SECONDARY CONTAINMENT PIPE MATERIAL
WILL BE PROVIDED BY THE CITY OF MONROE, ELECTRIC UTILITY DEPT.
EXISTING OVERHEAD AND
UNDERGROUND POWER
LINES TO BE DISCONNECTED
AND REMOVED BY CITY OF
MONROE ELECTRIC UTILITY DEPT.
LEGEND
0 EXISTING UTILITY POLE
0 PROPOSED UTILITY POLE BY OTHERS
OH--- OVERHEAD POWER LINE
UG UNDERGROUND POWER LINE
--g5--- — APPROX. EXIST. SURFACE CONTOUR
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
JCB NO.
FIE NO.
AS 9uLT
6/97
DAZE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
1-20'
SCALE
SITE PLAN
N/A US
SURVEYED BY PREPARED BY
USI
,1V '/rr
ii2C'W AFBY TE
owc BY
2
4

4000 PSI CONCRETE
w/4 REBAR
012 O.C.EW.
(TOP & BOTTOM)
OPENING FOR
PRIMARY AND
SECONDARY
CONDUITS
7'-8"
0 00
0 0 0
i
N
2-4" SCH 40 PVC
CONDUITS.
36' _
6'-0'
_8"
SERVICE CONDUITS
TO GENERATOR
44' SCH 40 PVC
90' ELBOWS W/
24" RADIUS MIN. MP.)
COMPACT SUBGRADE BENEATH PAD TO 95%
STANDARD PROCTOR DENSITY
C3
1 CONC. TRANSFORMER PAD DIAGRAM
NOT TO SCALE:
y``sssssssm, •►,i
/ •
r 15903 `°`."' *Get"
11)4:4'‘a6P
E. W
g7
PLANS PREPARED BY:
0 US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
JCO NO.
FIE MO.
6/97
A.rU DA7E
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
ICOLE
TRANSFORMER PAD DETAIL
N/A USI
USl
7
SEAT I OF
t

0
0
0
as
2'-3"_ f
00
00
11 " (TYP.)
-12" MIN.
9" (TYP.)
n
38'-8"
3" CLR (TYP.)
4-4" SCH 40 PVC
ELECTRICAL CONDUITS
42' —0"
4000 PSI CONCRETE
w/ #8 REBAR ©5" O.C.E.W.
FINISHED GRADE
'Jed' o 0 0 0 0 0c�o�o�o�a�o
Q \/ Y\\�/9� , 9/ 9 \�i���,
4-4" SCH 40 PVC
90' ELBOWS W/
24" MIN. RADIUS (TYP.)
0 000.930.900.900. CJh°O vaVo yJ° ° L U icp" ,90 / I-- 4" \
AGGREGATE BASE
(6" MIN.)
COMPACTED SUBGRADE
COMPACT TO 95%
STANDARD PROCTOR
DENSITY
GENERATOR PAD
NOT TO SCALE:
�--- 3" CLR.
END SECTION
`,,,,,,1,,,,l.
p
.
.•'��:'�ESSI,
r
f •
AL �a2„a
S903 ��
s d
'N;%.
Sp�.•i \ §17
PLANS PREPARED BY:
US INFRASTRUCTURE; INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROIJNA 28204
Ail NO.
FIE MO.
AS air
6/97
DA1E
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
GENERATOR PAD DETAIL
SCALE
N/A US
SIAAElEfl BY PREPARFD BY
USI
Of7IxED BY
"Av f7
TE
APPROMED Err
4
cr
4

CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 TREEWAY
EMERGENCY GENERATOR SYSTEM
CONCRETE PAD CONSTRUCTION
DUNE 27, 1997
INDEX OF SHEETS
SHEET1 -
SHEET 2
SHEET 3
SHEET 4
COVER SHEET
- SITE PLAN
- TRANSFORMER PAD
- GENERATOR PAD.
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROM), SUITE 400

JUNE 27, 1997
CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 TREEWAY
EMERGENCY GENERATOR SYSTEM
CONCRETE PAD CONSTRUCTION
INDEX OF SHEETS
SHEET1 -
SHEET 2
SHEET 3
SHEET 4
COVER SHEET
- SITE PLAN
- TRANSFORMER PAD
- GENERATOR PAD
PLANS PREPARED BY:
US _ NFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400

Lvv
15 903 =0 %
°if.� E.W
-00
EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (TYP.)
0
0
0
Cr)
i
CITY OF
ELECTRIC
SWIT H GEAR AND
C RETE PAD TO
BE INSTALLED BY
MONROE
9�
UTILITY DE'T.
EXISTING FENCE
2 GENERATOR PAD
C)TRANSEORMER
5
0
—TWO DUCTILE
COPPER LINES
(1& 1 1/4")
WITHIN 4--INCH
PVC -SECONDARY
CONTANMFNTPIPE. 95
9s
w
96.75
i
/ /
/
TEMPORARY BENCHMARK
ASSUMED ELEV. = 100.0'
9-1
92)
cD
EXISTING
TRANSFORMER
PAD
0
NOTES:
1. CONTRACTOR TO VERIFY ALL SLOPES AND ELEVATIONS SHOWN ON
THE PLANS.
2. FINISHED SURFACE GRADE SHALL HAVE UNIFORM SLOPE AWAY FROM
CONCRETE PADS TO PROVIDE VERTICAL CLEARANCES SHOWN ON
THE DETAILS AND ALLOW ADEQUATE DRAINAGE FROM THE WORK SITE.
3. 4" SCH. 40 PVC ELECTRICAL CONDUIT SHALL BE INSTALLED WITH
PULL WIRES AND AS SHOWN ON THE SITE PLAN AND DETAILS.
CONTRACTOR NOT RESPONSIBLE FOR INSTALLING ELECTRICAL WIRE.
4. 4" SCH. 40 PVC SECONDARY CONTAINMENT PIPE SHALL BE
INSTALLED AS SHOWN ON THE PLANS & DETAIL. PIPE SHALL BE
SLOPED 1/8" PER FOOT MIN., AWAY FROM CONCRETE PAD.
5. ALL CONDUIT AND SECONDARY CONTAINMENT PIPE STUB —OUT
SHALL EXTEND 4" ABOVE FINISHED GROUND SURFACE AND BE
TEMPORARILY CAPPED TO PREVENT ENTRY OF WATER OR DEBRIS.
6. PRIOR TO PLACING CONCRETE, CONTRACTOR SHALL COORDINATE
INSPECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT.
7. ELECTRICAL CONDUIT AND SECONDARY CONTAINMENT PIPE MATERIAL
WILL BE PROVIDED BY THE CITY OF MONROE, ELECTRIC UTILITY DEPT.
EXISTING OVERHEAD AND
UNDERGROUND POWER
LINES TO BE DISCONNECTED
AND REMOVED BY CITY OF
MONROE ELECTRIC UTILITY DEPT.
LEGEND
0 EXISTING UTILITY POLE
0 PROPOSED UTILITY POLE BY OTHERS
-011 OVERHEAD POWER LINE
UG UNDERGROUND POWER LINE
—96— — APPROX. EXIST. SURFACE CONTOUR
PLANS PREPARED BY:
US INFRASTRYJCTURE, INC.
200 QUEENS ROAD. SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
..8313 Pia
FI-E NO.
AS BIAT
6 87
DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
t'a 20'
MAE
SITE PLAN
N/A
SURVEYED BY
s OF
ust Aqi:// oQi
QE[!�D BY APPRO D BY 1E 2 4
PREPARED BY

4000 PSI CONCRETE
w/ 4 REBAR
@12 0.C.E.W.
(TOP & BOTTOM)
OPENING FOR
PRIMARY AND
SECONDARY
CONDUITS
36"
•
7'-8"
CO
0 0 0
0 00
12".
2-4" SCH 40 PVC
CONDUITS_
6'-0"
24"
CO
SERVICE CONDUITS
TO GENERATOR
44"SCH 40PVC
90' ELBOWS W/
24" RADIUS MIN. (TYP.)
COMPACT SUBGRADE BENEATH PAD TO 95%
STANDARD PROCTOR DENSITY
CONC. TRANSFORMER PAD DIAGRAM
NOT TO SCALE
!q7
15903
•
•
0
y+•,is'Iuu,� %%'`%o
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAR01JNA 28204
JOB MD.
FLE NO.
AS LT
6/97
DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
TRANSFORMER PAD DETAIL
N/A US!
SURVEYED BY PREPARED HY
USI
CHECKED BY
ftv /117
APPRf�ED BY TE

Cr)
11 " (TYP.)
N)
- 12" MIN.
2'-3"
0"
j
1'--8"
❑ T1'-3"
00
00
1P
(TYP.) 38'-8"
3" CLR (TYP.)
_)LA)",),
J
4-4" SCH 40 PVC
ELECTRICAL CONDUITS
42'-0"
4000 PSI CONCRETE
w/ #8 REBAR ©5" 0.C.E.W.
0 0 0 u o AbLe o`bQ`b7Q.
4--4" SCH 40 PVC
90. ELBOWS W/
24" MIN. RADIUS (TYP.)
FINISHED GRADE
Q a o fl a Q Q o OPA O 0 U u u 4"\//
AGGREGATE BASE
(6" MIN.)
COMPACTED SUBGRADE
COMPACT TO 95%
STANDARD PROCTOR
DENSITY
GENERATOR PAD
NOT TO SCALE:
H 3" CLR.
END SECTION
'��CAROL
'`, sss
•.►p�,,.....
.
e••� : •' irSS1•
AL
5903 Y47
• 40F�' �.e
+�'� RT E. W� S '
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
.1:13NO.
AS BILT
6/97
DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
GENERATOR PAD DETAIL
MAE
N/A USI
9.RIEtW BY P EPARE° BY
UsI
ocolo BY
" 4/, f7
APPROYEO BY oi11E
StiZET
4
or
4

,.•`.0 CAROL''',,
Ism
19503
cA24;47„PG ! cs4_,
.�Rr E. w\\;:e
EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (TYP.)
cP
0-
0
s.
SWIT H GEAR AND
C RETE PAD TO
BE INSTALLED BY
CITY OF MONROE
ELECTRIC UTILITY DE'T.
2 GENERATOR PAD
TRANS :"DER PA
/
TEMPORARY BENCHMARK
ASSUMED ELEV. = 100.0'
—TWO DUCTILE
COPPER LINES
(1& 1 1/4")
WITHIN 4—INCH
VC -5 ONDARY
CONJNMFNT. 95
96
9-1
96.75
i
0
EXISTING
TRANSFORMER
PAD
NOTES:
1. CONTRACTOR TO VERIFY ALL SLOPES AND ELEVATIONS SHOWN ON
THE PLANS.
2. FINISHED SURFACE GRADE SHALL HAVE UNIFORM SLOPE AWAY FROM
CONCRETE PADS TO PROVIDE VERTICAL CLEARANCES SHOWN ON
THE DETAILS AND ALLOW ADEQUATE DRAINAGE FROM THE WORK SITE.
3. 4" SCH. 40 PVC ELECTRICAL CONDUIT SHALL BE INSTALLED WITH
PULL WIRES AND AS SHOWN ON THE SITE PLAN AND DETAILS.
CONTRACTOR NOT RESPONSIBLE FOR INSTALLING ELECTRICAL WIRE.
4. 4" SCH. 40 PVC SECONDARY CONTAINMENT PIPE SHALL BE
INSTALLED AS SHOWN ON THE PLANS & DETAIL. PIPE SHALL BE
SLOPED 1/8" PER FOOT MIN., AWAY FROM CONCRETE PAD.
5. ALL CONDUIT AND SECONDARY CONTAINMENT PIPE STUB —OUT
SHALL EXTEND 4" ABOVE FINISHED GROUND SURFACE AND BE
TEMPORARILY CAPPED TO PREVENT ENTRY OF WATER OR DEBRIS.
6. PRIOR TO PLACING CONCRETE, CONTRACTOR SHALL COORDINATE
INSPECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT.
7. ELECTRICAL CONDUIT AND SECONDARY CONTAINMENT PIPE MATERIAL
WILL BE PROVIDED BY THE CITY OF MONROE, ELECTRIC UTILITY DEPT.
EXISTING OVERHEAD AND
UNDERGROUND POWER
LINES TO BE DISCONNECTED
AND REMOVED BY CITY OF
MONROE ELECTRIC UTILITY DEPT.
LEGEND
0 EXISTING UTILITY POLE
0 PROPOSED UTILITY POLE BY OTHERS
OH---- OVERHEAD POWER LINE
UG UNDERGROUND POWER LINE
— --- —96— — APPROX. EXIST. SURFACE CONTOUR
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
bre Na
FLE NO.
AS DOLT
6 97
DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
f'— 20'
SCALE
SITE PLAN
N/A USI
SIRLETED or WEPARB) BY
USI
/Pi 6/J/(7
SHEET
OF
a€paa gr
AF'MED FIT
TE
2
4

4000 PSI CONCRETE
w/ 4 REBAR
012 O.C.EW.
(TOP & BOTTOM)
OPENING FOR
PRIMARY AND
SECONDARY
CONDUITS
7.-B"
0 0 o
0 0 o
2-4" SCH 40 PVC
CONDUITS.
36"
6'-0"
24"
+8�
SERVICE CONDUITS
TO GENERATOR
4-4" SCH 40 PVC
90' ELBOWS W/
24" RADIUS MIN. (TYP.)
COMPACT SUBGRADE BENEATH PAD TO 95%
STANDARD PROCTOR DENSITY
CONC. TRANSFORMER PAD DIAGRAM
NOT TO SCALE:
:14:71'5"9"011-3'��'C Si
EMI
4 186:: N
�° (\-4- . r
PLANS PREPARED BY:
0 US INFRASTRUCTURE, INC.
200 QUEENS ROAD. SUITE 400
CHARLOTTE. NORTH CAROLINA 28204
MS
FIE MO.
6/97
A muff DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
SCPLE
N/A
US
TRANSFORMER PAD DETAIL
SHEET

01
11" (TYP.)
n
00
00
1-T11 0"
1'-8"
1 '-3"
38'--8"
42'-0"
i
t
3" CLR (TYP.)
b9, b9 9
4-4" SCH 40 PVC
ELECTRICAL CONDUITS
.
4000 PSI CONCRETE
w/ #8 REBAR ©5" 0.C.E.W.
0 0 0 0 0 0 ���`� fl a o o �o c °0°09 cOo
o `�\\\pV
4-4" SCH 40 PVC
90' ELBOWS W/
24" MIN. RADIUS (TYP.)
FINISHED GRADE
p cbocbo toobo cbobobot_WtO Q O $,
\/\ice \�
AGGREGATE BASE
(6" MIN.)
COMPACTED SUBGRADE
COMPACT TO 95%
STANDARD PROCTOR
DENSITY
GENERATOR PAD
NOT TO SCALE
0 4,0
4"
�- - 3" CLR.
END SECTION
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD. SUITE 400
CHARLOTTE. NORTH CAROLINA 28204
ENO.
6/97
AS EMT BATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
GENERATOR PAD DETAIL
SCAIE
_ N/A
sumac BY
PREPARED BY
US, VOV
OE04O BY I APPQOtED BY TE
SHEET
4
OF
4

CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 TREEWAY
EMERGENCY GENERATOR SYSTEM
CONCRETE . PAD CONSTRUCTION
m
200
3�►
on
MONRO
207
201
!REMY
Sit 091
I!0 ' • d WASTtYATER
T' TJ/ 1?T PLANT
410
JUNE 27, 1997
INDEX OF SHEETS
SHEET1 -
SHEET 2
SHEET 3
SHEET 4
COVER SHEET
- S1TE PLAN
- TRANSFORMER PAD
- GENERATOR PAD
10+iti CAf Her
SEAL 15903
l!
fr.
/41/45bAl.''`f..4161.1
PLANS PREPARED BY:
US I NFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400

JUNE 27, 1 997
CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 TREEWAY
EMERGENCY GENERATOR SYSTEM
CONCRETE PAD CONSTRUCTION
INDEX OF SHEETS
SHEET I
SHEET 2
SHEET 3
SHEET 4
COVER SHEET
- SITE PLAN
- TRANSFORMER PAD
- GENERATOR PAD
PLANS PREPARED BY..
US I NFRASTRUCTURE, INC.
200 QUEENS ROAD, SUMIE 400

EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (TYP.)
0-
EXISTING FENCE
5GENERATOR PAD
OTRANSEIITER
/ I
96.95
SWIT H GEAR AND
C RETE PAD TO
E INSTALLED BY
CITY OF MONROE
ELECTRIC UTILITY DE T.
g
TEMPORARY BENCHMARKg
ASSUMED ELEV. = 100.0'
1—TWO DUCTILE
COPPER LINES
(1& 1 1/4")
WITHIN 4-INCH
VC -S-EGO-IsIDARY
CONyal.MENT PIPE. 95
96
96.75
EXISTING
TRANSFORMER
PAD
NOTES:
CONTRACTOR TO VERIFY ALL SLOPES AND ELEVATIONS SHOWN ON
THE PLANS.
2. FINISHED SURFACE GRADE SHALL HAVE UNIFORM SLOPE AWAY FROM
CONCRETE PADS TO PROVIDE VERTICAL CLEARANCES SHOWN ON
THE DETAILS AND ALLOW ADEQUATE DRAINAGE FROM THE WORK SITE.
3. 4" SCH. 40 PVC ELECTRICAL CONDUIT SHALL BE INSTALLED WITH
PULL WIRES AND AS SHOWN ON THE SITE PLAN AND DETAILS.
CONTRACTOR NOT RESPONSIBLE FOR INSTALLING ELECTRICAL WIRE.
4. 4" SCH. 40 PVC SECONDARY CONTAINMENT PIPE SHALL BE
INSTALLED AS SHOWN ON THE PLANS & DETAIL. PIPE SHALL BE
SLOPED 1/8" PER FOOT MIN., AWAY FROM CONCRETE PAD.
5. ALL CONDUIT AND SECONDARY CONTAINMENT PIPE STUB -OUT
SHALL EXTEND 4" ABOVE FINISHED GROUND SURFACE AND BE
TEMPORARILY CAPPED TO PREVENT ENTRY OF WATER OR DEBRIS.
6. PRIOR TO PLACING CONCRETE, CONTRACTOR SHALL COORDINATE
INSPECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT.
7. ELECTRICAL CONDUIT AND SECONDARY CONTAINMENT PIPE MATERIAL
WILL BE PROVIDED BY THE CITY OF MONROE, ELECTRIC UTILITY DEPT.
EXISTING OVERHEAD AND
UNDERGROUND POWER
LINES TO BE DISCONNECTED
AND REMOVED BY CITY OF
MONROE ELECTRIC UTILITY DEPT.
LEGEND
0 EXISTING UTILITY POLE
Of PROPOSED UTILITY POLE BY OTHERS
OH OVERHEAD POWER LINE
UG UNDERGROUND POWER LINE
—96— — APPROX. EXIST. SURFACE CONTOUR
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
JOB NO.
FILE NO.
/S BUL7
6/97
OME
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
20'
SCALE
SITE PLAN
N/A US1
amen) BY PREPARED 6Y
USI
"A, / (% er
M+PROtiiD By IE
C EoO) BY
2
4

4000 PSI CONCRETE
w/ e4 REBAR
012 O.C.E.W.
(TOP & BOTTOM)
OPENING FOR
PRIMARY AND
SECONDARY
CONDUITS
3/4"
CHAMFER
7.-8"
FINISHED GRADE
19
A
m
N
12".
36"
2-4' SCH 40 PVC
CONDUITS.
6.-0"
24'
co
SERVICE CONDUITS
TO GENERATOR
4-4" SCH 40 PVC
90* ELBOWS W/
24' RADIUS MIN. (TYP.)
COMPACT SUBGRADE BENEATH PAD TO 95%
STANDARD PROCTOR DENSITY
CONC. TRANSFORMER PAD DIAGRAM
NOT TO SCALE:
f
'(? ,.! 15903
lne491r.iftl
,ffff1111iH1�1�
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
ZEI NO.
OLE MO.
6/97
AS BOLT SAZE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
TRANSFORMER PAD DETAIL
SCALE
N/A US
SUMMED BY PREPARED BY
USI
CHECKED BY
f' � 7
APPftOSiD BY
seEr
3
4

-11 " (TYP.)
o
o
�
❑
0"
2,_3„
❑
�•
0
.
,
ITV
p1'-8"
III
❑
1'-3„
(TYP.)
r
9"
(TYP.) 38'-8"
4
42' -0"
r)
3" CLR (TYP.)
yb20 OcpcQ c Q ,0 O �}D O�i0
4-4" SCH 40 PVC
ELECTRICAL CONDUITS
L.
4000 PSI CONCRETE
w/ #8 REBAR 155" O.C.E.W.
r 7 . ■ • • .
vao voV o %Jn
4-4" SCH 40 PVC
90' ELBOWS W/
24" MIN. RADIUS (TYP.)
FINISHED GRADE
a�o�a �ao�a "ohon �o�o o o a a
AGGREGATE BASE
(6" MIN.)
COMPACTED SUBGRADE
COMPACT TO 95%
STANDARD PROCTOR
DENSITY
GENERATOR PAD
NOT TO SCALE:
3" CLR.
END SECTION
ttttt 11, llff!!!
CARD( •
AL 2,7
G tiO
a .
5943
,!•• r
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
F
6/07
AS BULT DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
GENERATOR PAD DETAIL
SCALE
N/A USI
SILLKNED BY PREPARED BY
USI
CHECKED 9Y
APPROVED BY ME
SHEET
4
OF
4

EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (TYP.)
0
T
5 GENERATOR PAD
C)TRANSF�}RIIER
5
r
SWIT
H GEAR AND
C NCRETE PAD TO
BE INSTALLED BY
CITY OF MONROE
ELECTRIC UTILITY D T.
TWO DUCTILE
COPPER LINES
(1 & 1 1 /4")
WITHIN 4-INCH
VC -5€GON DARY
CONJAINMENTH. 95
9g
i
g6.75
/ /
/
TEMPORARY BENCHMARK
ASSUMED ELEV. = 100.0'
41
EXISTING
TRANSFORMER
PAD
NOTES:
1. CONTRACTOR TO VERIFY ALL SLOPES AND ELEVATIONS SHOWN ON
THE PLANS.
2. FINISHED SURFACE GRADE SHALL HAVE UNIFORM SLOPE AWAY FROM
CONCRETE PADS TO PROVIDE VERTICAL CLEARANCES SHOWN ON
THE DETAILS AND ALLOW ADEQUATE DRAINAGE FROM THE WORK SITE.
3. 4" SCH. 40 PVC ELECTRICAL CONDUIT SHALL BE INSTALLED WITH
PULL WIRES AND AS SHOWN ON THE SITE PLAN AND DETAILS.
CONTRACTOR NOT RESPONSIBLE FOR INSTALLING ELECTRICAL WIRE.
4. 4" SCH. 40 PVC SECONDARY CONTAINMENT PIPE SHALL BE
INSTALLED AS SHOWN ON THE PLANS & DETAIL. PIPE SHALL BE
SLOPED 1/8" PER FOOT MIN., AWAY FROM CONCRETE PAD.
5. ALL CONDUIT AND SECONDARY CONTAINMENT PIPE STUB -OUT
SHALL EXTEND 4" ABOVE FINISHED GROUND SURFACE AND BE
TEMPORARILY CAPPED TO PREVENT ENTRY OF WATER OR DEBRIS.
6. PRIOR TO PLACING CONCRETE, CONTRACTOR SHALL COORDINATE
INSPECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT.
7. ELECTRICAL CONDUIT AND SECONDARY CONTAINMENT PIPE MATERIAL
WILL BE PROVIDED BY THE CITY OF MONROE, ELECTRIC UTILITY DEPT.
EXISTING OVERHEAD AND
UNDERGROUND POWER
LINES TO BE DISCONNECTED
AND REMOVED BY CITY OF
MONROE ELECTRIC UTILITY DEPT.
LEGEND
0 EXISTING UTILITY POLE
PROPOSED UTILITY POLE BY OTHERS
OH OVERHEAD POWER LINE
UG UNDERGROUND POWER LINE
-96- - APPROX. EXIST. SURFACE CONTOUR
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
FILE /13.
As B .I.T
6/97
DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
20'
SCALE
SITE PLAN
N/A US1
SURVEYED B PREPARED BY
/el Q7
APPiiO'uED BY 1E
us1
aBY
2
4

4000 PSI CONCRETE
w/ 4 REBAR
012 0.C.E.W.
(TOP do BOTTOM)
OPENING FOR
PRIMARY AND
SECONDARY
CONDUITS
3/4"
CHAMFER
FINISHED GRADE
f
7.-8.
r
0 00
0 0 0
2-4' SCH 40 PVC
CONDUITS.
36'
6'-0'
24"
per..
+5"
co
SERVICE CONDUITS
TO GENERATOR
4• 4' SCH 40 PVC
90- ELBOWS W/
24- RADIUS MIN. (TYP.)
COMPACT SUBGRADE BENEATH PAD TO 95%
STANDARD PROCTOR DENSITY
CONC. TRANSFORMER PAD DIAGRAM
NOT ID SCALE
•' F SI
•
k.... ,Q.
Fs 15903 ' r
e
fo.;;Nt./..10
0
S
ma's ammo Do
PLANS PREPARED BY:
17
0 US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE. NORTH CAROUNA 28204
JOB NO.
FLE NO.
_ 6/97
AS @Ur.T DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
SitelLE
N/A Us
TRANSFORMER PAD DETAIL
UST

a:
.N - •
4-4" SCH 40 PVC
ELECTRICAL CONDUITS
" CLR (TYP.)
ma—
'06'0" ' ••. �• .••�•• •�• • '•t••�•••••• •+` •
• •• .
4000 PSI CONCRETE
w/ #8 REBAR ©5" 0.C.E.W.
4-4" SCH 40 PVC
90• ELBOWS W/
24" MIN. RADIUS (TYP.)
AGGREGATE BASE
(6" MIN.)
COMPACTED SUBGRADE
COMPACT TO 95%
STANDARD PROCTOR
DENSITY
GENERATOR PAD
NOT TO SCALE:
FINISHED GRADE
�--- 3" CLR.
END SECTION
a.
el
ZM CAROB •
lrry
AL
5903
%f0 �FHGI aEEQ` qZ.a
%N 1HHN%
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
JOB RO.
FIX NO.
AS SUET
s s7
DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
SCALE
GENERATOR PAD DETAIL
N/A USI
SIMMER 9V PREPARED BY
us 2jacr o Err APPRmo Err 4
OF
4

JUNE 27, 1997
CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 TREEWAY
EMERGENCY GENERATOR SYSTEM
CONCRETE PAD CONSTRUCTION
INDEX OF ,SHEETS
SHEET1 -
SHEET 2
SHEET 3
SHEET 4
COVER SHEET
- SATE PLAN
- TRANSFORMER PAD
- GENERATOR PAD
PLANS PREPARED BY:
US _NFRASTRUCTURE, INC.
200 QUEENS ROAD. SUt1E 400

ADDENDUM NO. 1 TO CONTRACT DOCUMENTS
Project: MONROE WWTP H&S No. 30005
FLOW EQUALIZATION BASIN EXPANSION
Owner CITY OF MONROE Date: August 4, 1997.
MONROE. NORTH CAROLINA
To All Bidders:
Contractors submitting Proposals for the above named Project shall take note of the following
changes, additions, deletions, clarifications, etc., in the Contract Documents, which shall become
a part of and have precedence over anything contrarily shown or described in the Contract
Documents, and all such shall be taken into consideration and be included in the Contractor's Bid
Proposal.
Refer to Attached Sheets.
The return receipt requested with the communication will be deemed evidence that the bidder
has received this Addendum and has followed the instructions outlined herein.
Jarnfes N. Struve, P.E.
HAZEN AND SAWYER, P.C.

MONROE WWTP
FLOW EQUALIZATION BASIN EXPANSION
MONROE, NORTH CAROLINA
ADDENDUM NO. 1
SPECIFICATIONS:
SECTION 02200 - EARTHWORK
Page 02200-10 Subsection 3.10 - Removal of Excess and Unsuitable Materials, rename this
subsection as follows:
"3.10 - Removal of Excess Suitable and Unsuitable Materials".
Page 02200-10 Subsection 3.10 - Removal of Excess Suitable and Unsuitable Materials,
Subpart B., delete in its entirety and replace with the following:
"B. All unsuitable materials shall be disposed of off -site in locations and
under conditions that comply with federal, state and local laws and
regulations. Hauling trucks shall be of sufficient capacity and tight
construction to prevent spillage. Trucks shall be covered to prevent the
propagation of dust."
Page 02200-10 Subsection 3.10 - Removal of Excess Suitable and Unsuitable Materials,
Subpart D., delete in its entirety and replace with the following:
"D. Any surplus excavated material not used for backfilling or embankment
shall be deposited on -site in the disposal area indicated on the
Drawings or as directed by the Engineer. Any rock excavated larger
than 18-inches measured along its largest dimension shall be broken
into smaller pieces prior to placement in the disposal area or removed
and disposed of off -site. Approved disposal areas may also be used by
the Contractor for spreading and drying any excavated material suitable
as select fill that is too wet for use immediately after being excavated.
The Contractor shall maintain the earth surfaces of the disposal area,
both during the work and until the completion of all seeding and
mulching or other erosion control measures specified, in a manner
which will effectively control erosion and sedimentation. If necessary,
the Contractor shall clear and grub the disposal site prior to any
excavation work.
1. Earth waste shall be shaped to contours which are comparable
to and blend in with the adjacent topography where practical,
but in no case will slopes steeper than 3 horizontal to 1 vertical
be permitted.
Addendum No. 1
30005.ADI Page 1 of 3

Page 02200-10
2. Seeding and mulching shall be performed over all the earth
waste area. The work of seeding and mulching shall be
performed in accordance with Section 02910 - Final Grading
and Landscaping.
3. The Engineer shall have the authority to establish whatever
additional requirements may be necessary to insure the
satisfactory appearance of the completed work."
Add the following paragraph at the end of Section 02200 - Earthwork:
"3.11 GEOSYNTHETIC CLAY LINER SUBGRADE PREPARATION
A. The surface of the excavated soil ("The Subgrade") that will be
covered by a geosynthetic barrier layer shall be prepared using a
smooth drum roller to provide a surface free from ruts, equipment
tracks, erosion rills, rocks or debris. The Subgrade surface shall
provide a firm, unyielding foundation for the Geosynthetic Clay Liner
(GCL) with no sudden or abrupt breaks in grade. All GCL subgrade
shall be approved by the Engineer prior to GCL placement.
B. Surfaces not property maintained shall be repaired by the Contractor
at no cost to the Owner. A suitable surface for GCL construction
shall be a surface maintained at the specified compaction and
moisture content criteria provided in these Contract Specifications."
Add the following attached Specification Sections in their entirety to the Contract Documents:
Section 15000
Section 15006
Section 15095
Section 15100'
Section 15109
- Basic Mechanical Requirements
- Ductile Iron Pipe
- Valves, General
- Valve Operators
- Plug Valves
GEOTECHNICAL INVESTIGATION REPORT
The attached geotechnical investigation report shall be added to the Contract Documents as
information for prospective bidders and interpreted as stipulated in the General Requirements,
Page 01010-3.
DRAWINGS:
Drawing G2, Sheet 3 of 6
1. Revise the Storm Drainage Pipe Schedule for Pipe A as follows:
1) Change invert elevation in from "488.75" to "489.00".
2) Change % slope from "2.39" to "2.17".
Addendum No. 1
30005.AD1 Page 2 of 3

2. Revise the Storm Drainage Structure Schedule for Structure No. 5 as follows:
1) Under Notes, add the clarification "The top of structure lid elevation shall mean the
invert of top weir, all around."
3. Add the following note:
"11. Contractor shall provide continuous egress during construction of the rebuilt roadway.
Temporary egress shall allow access for construction activity/sludge hauling from
other concurrent City Contracts."
4. Contractor shall furnish and install an 18" drain line extending from the NE comer of the Flow
Equalization Basin towards the existing lagoon. Piping shall be ductile iron and shall have
restrained joints for thrust protection. An 18" plug valve with valve box and two mechanical
joint plugs shall also be furnished and installed. Limits of piping and additional details are
shown on Attachment No. 1 in addition to the Contract Documents.
Drawing G3, Sheet 4 of 6
1. Under the Legend, revise the note associated with the Cover Soil to read " (18", Compact
to 95% STD. Proctor)"
Addendum No. 1
30005.AD1 Page 3 of 3

SECTION 15000
BASIC MECHANICAL REQUIREMENTS
PART 1 -- GENERAL
1.01 THE REQUIREMENT
A. The Contractor shall fumish and install to the required line and grade,, all piping together with
all fittings and appurtenances, required for a complete installation. All piping located outside
the face of structures or building foundations and all piping embedded in concrete within a
structure or foundation shall be considered exterior piping.
B. The Contractor shall fumish and install fittings, couplings, connections, sleeves, adapters,
hamess rods and closure pieces as required to connect pipelines of dissimilar materials
and/or sizes herein included under this Section for a complete installation.
C. The Contractor shall fumish all labor, materials, equipment, tools, and services required for
the furnishing, installation and testing of all piping as shown on the Drawings, specified in
this Section and required for the Work. Piping shall be fumished and installed. of the
material, sizes, classes, and at the locations shown on .the Drawings and/or designated in
this Section. Piping shall include ail, fittings, adapter pieces, couplings, closure pieces,
harnessing rods, hardware, bolts, gaskets, wall sleeves, wall pipes; hangers, supports, and
other associated appurtenances for required connections to equipment, valves, or structures
for a complete installation.
D. The Contractor shall provide taps on piping where required or shown on the Drawings.
Where pipe or fitting wall thicknesses are insufficient to provide the required number of
threads, a boss or pipe saddle shall be installed.
E. The work shall include, but not be limited to, the following:
1. Test excavations necessary to locate or verify existing pipe and appurtenances.
2. Installation of all new pipe and materials required for a complete installation.
3. Cleaning, testing and disinfecting as required.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Division 1, General Requirements
B. Division 2, Sitework
1.03 MATERIAL CERTIFICATION AND SHOP DRAWINGS
A. The Contractor shall fumish to the OWNER (through the Engineer) a Material Certification
stating that the pipe materials and specials fumished under this Section conform to all
applicable provisions of the corresponding Specifications. Specifically, the Certification shall
30005115000:07-31-97 15000-1 MONROE WWTP

state compliance with the applicable standards (ASTM, AWWA, etc.) for fabrication and
testing. The requirements for Certifications shall be as specified in Section 01300 -
Submittals.
B. Shop Drawings shall include, but not be limited to, complete piping layout, pipe material,
sizes, class, locations, necessary dimensions, elevations, supports, hanger details, pipe
joints, and the details of fittings including methods of joint restraint. No fabrication or
installation shall begin until Shop Drawings are approved by the Engineer.
PART 2 — PRODUCTS
2.01 GENERAL
A. All specials and every length of pipe shall be marked with the manufacturer's name or
trademark, size, class, and the date of manufacture. Special care in handling shall be
exercised during delivery, distribution, and storage of pipe to avoid damage and unnecessary
stresses. Damaged pipe will be rejected and shall be replaced at the Contractor's expense.
Pipe and specials stored prior to use shall be stored in such a manner as to ,keep the interior
free from dirt and foreign matter.
B. Testing of pipe before installation shall be as described in the corresponding ASTM or
AWWA Specifications and in the applicable standard specifications listed in the following
sections. Testing after the pipe is installed shall be as specified in Section 3.05.
C. ALL BURIED EXTERIOR PIPING SHALL HAVE RESTRAINED JOINTS FOR THRUST
PROTECTION.
PART 3 — EXECUTION
3.01 INSTALLATION
A. All piping shall be installed by skilled workmen and in accordance with the best standard
practice for piping installation as shown on the Drawings, specified or recommended by the
pipe manufacturer. Proper tools and appliances for the safe and convenient handling and
installing of the pipe and fittings shall be used. Great care shall be taken to prevent any pipe
coating from being damaged on the inside or outside of the pipe and fittings. All pieces shall
be carefully examined for °defects, and no piece shall be installed which is known to be
cracked, damaged, or otherwise defective. If any defective pieces should be discovered
after having been installed, it shall be removed and replaced with a sound one in a
satisfactory manner by the Contractor and at his own expense. Pipe and fittings shall be
thoroughly cleaned before they are installed and shall be kept clean until they are accepted
in the complete work. All piping connections to equipment shall be provided with unions or
coupling flanges located so that piping may be readily dismantled from the equipment. At
certain applications, Dresser, Victaulic, or equal, couplings may also be used. All piping shall
be installed in such a manner that it will be free to expand and contract without injury to itself
or to structures and equipment to which it is connected. All piping shall be erected to
accurate lines and grades with no abrupt changes in line or grade and shall be supported
and braced against movement, temporary, or permanent. All exposed piping shall be
installed with vertical and horizontal angles properly related.to adjoining surfaces or pipes to
give the appearance of good workmanship. Unless otherwise shown or approved, provided
a minimum headroom clearance under all piping of 7 feet 6 inches.
30605115000:07-31-97 15000-2 MONROE WWTP

B. All excavation shall be made in such a manner and to such widths as will provide ample
room for properly installing the pipe and permit thorough compaction of backfill around the
pipe. The minimum trench widths shall be in strict accordance with the `Trench Width
Excavation Limits" as shown on the Drawings. All excavation and trenching shall be done
in strict accordance with these specifications and all applicable parts of the OSHA
Regulations, 29CFR 1926, Subpart P.
C. Enlargements of the trench shall be made as needed to give ample space for operations at
pipe joints. The width of the trench shall be limited to the maximum dimensions shown on
the Drawings, except where a wider trench is needed for the installation of and work within
sheeting and bracing. Except where otherwise specified, excavation slopes shall be flat
enough to avoid slides which will cause disturbance of the subgrade, damage to adjacent
areas, or endanger the lives or safety of persons in the vicinity.
D. Hand excavation shall be employed wherever, in the opinion of the Engineer, it is necessary
for the protection of existing utilities, poles, trees, pavements, or obstructions.
E. No greater length of trench in any location shall be left open, in advance of pipe laying, than
shall be authorized or directed by the Engineer and, in general, such length shall be limited
to approximately one hundred (100) feet. The Contractor shall excavate the trenches to the
full depth, width and grade indicated on the Drawings including the relevant requirements for
bedding. The trench bottoms shall then be examined by the Engineer as to the condition and
bearing value before any pipe is laid or bedding is placed.
F. No pressure testing shall be performed until the pipe has been properly backfilled in place.
All pipe passing through walls and/or floors shall be provided with wall pipes or sleeves in
accordance with the specifications and the details shown on the Drawings. All wall pipes
shall be of ductile iron and shall have a water stop located in the center of the wall. Each
wall pipe shall be of the same class, thickness, and interior coating as the piping to which
it is joined. All buried wall pipes shall have a coal tar outside coating on exposed surfaces.
G. JOINT DEFLECTION SHALL NOT EXCEED 75 PERCENT OF THE MANUFACTURERS
RECOMMENDED DEFLECTION. Excavation and backfilling shall conform to the
requirements of Section 02200 - Earthwork, and as specified herein. Maximum trench widths
shall conform to the Trench Width Excavation Limits shown on the Drawings. All exposed,
submerged, and buried piping shall be adequately supported and braced by means of
hangers, concrete piers, pipe supports, or otherwise as may be required by the location.
H. Following proper preparation of the trench subgrade, pipe and fittings shall be carefully
lowered into the trench so as to prevent dirt and other foreign substances from gaining
entrance into the pipe and fittings. Proper facilities shall be provided for lowering sections
of pipe into trenches. UNDER NO CIRCUMSTANCES SHALL ANY OF THE MATERIALS
BE DROPPED OR DUMPED INTO THE TRENCH.
I. Water shall be kept out of the trench until jointing and backfilling are completed. When work
is not in progress, open ends of pipe, fittings, and valves shall be securely closed so that no
water, earth, or other substance will enter the pipes, fitting, or valves. Pipe ends left for
future connections shall be valved, plugged, or capped, and anchored as required.
J. All piping shall be installed in such a manner that it will be free to expand and/or contract
without injury to itself or to structures and equipment to which it is connected. All piping shall
be erected to accurate lines and grades with no abrupt changes in line or grade and shall be
supported and braced against movement, temporary, or permanent. All exposed piping shall
30005115000:07-31-97 15000-3 MONROE WWTP

be installed with vertical and horizontal angles properly related to adjoining surfaces or pipes
to give the appearance of good workmanship. Pipes crossing within a vertical distance of
less than or equal to one (1) foot shall be encased and supported with concrete at the point
of crossing to prevent damage to the adjacent pipes as shown on the Drawings.
K. The full length of each section of pipe shall rest solidly upon the bed of the trench, with
recesses excavated to accommodate bells, couplings, joints, and fittings. Before joints are
made, each pipe shall be well bedded on a solid foundation; and no pipe shall be brought
into position until the preceding length has been thoroughly bedded and secured in place.
Pipe that has the grade or joint disturbed after laying shall be taken up and relaid by the
Contractor at his own expense. Pipe shall not be laid in water or when trench conditions are
unsuitable for work.
L. Proper and suitable tools and appliances for the safe convenient handling and laying of pipe
shall be used and shall in general agree with manufacturer's recommendations.
M. AT THE CLOSE OF EACH WORK DAY THE END OF THE PIPELINE SHALL BE TIGHTLY.
SEALED WITH A CAP OR PLUG SO THAT NO WATER, DIRT, OR OTHER FOREIGN
SUBSTANCE MAY ENTER THE PIPELINE, AND THIS PLUG SHALL BE KEPT IN PLACE
UNTIL PIPE LAYING IS RESUMED.
N. During the laying of pipe, each pipe manufacturer shall provide his own supervisor to instruct
the Contractor's pipe laying personnel in the correct procedure to be followed.
O. ALL PIPING SHALL HAVE TYPE "A" BEDDING AS SHOWN ON THE DRAWINGS.
3.02 REINFORCED CONCRETE PIPE, CONCRETE CULVERT, AND DRAIN PIPE
A. The laying of reinforced concrete pipe shall conform to the applicable sections of the
Concrete Pipe Handbook as published by the American Concrete Pipe Association. -
3.03 DUCTILE IRON PIPE
A. Ductile iron pipe (DIP) shall be installed in accordance with the requirements of the Ductile
Iron Pipe Handbook published by the Ductile Iron Pipe Research Association, and AWWA
C600.
B. Where it is necessary to cut ductile iron pipe in the field, such cuts shall be made carefully
in a neat workmanlike manner using approved methods to produce a clean square cut. The
outside of the cut end shall be conditioned for use by filing or grinding a small taper, at an
angle of approximately 30 degrees.
C. UNLESS OTHERWISE APPROVED BY THE ENGINEER, FIELD WELDING OF DUCTILE
IRON WILL NOT BE PERMITTED.
3.04 JOINTS IN PIPING
A. Restrained joints shall be provided on all pipe joints as specified herein and shown on the
Drawings. Restrained joints shall be made up similar to that for push -on joints.
B. Push -on joints include a single rubber gasket which fits into the bell end of the pipe. The
gasket shall be wiped clean, flexed and then placed in the socket. Any bulges in the gasket
which might interfere with the entry of the plain end of the pipe shall be removed. A thin film
30005115000:07-31-97 15000-4 MONROE WWTP

of lubricant shall be applied to the gasket surface which will come into contact with the spigot
end of the pipe. The lubricant shall be furnished by the pipe manufacturer. The plain end
of the pipe, which is tapered for ease of assembly, shall bewiped clean and a thick film of
lubricant applied to the outside. The pipe shall be aligned and carefully entered into the
socket until it just makes contact with the gasket. The joint assembly shall be completed by
entering the pipe past the gasket until it makes contact with the bottom of the socket. The
pipe shall be pulled "home" with an approved jack assembly as recommended by the pipe
manufacturer. If assembly is not accomplished by reasonable force, the plain end shall be
removed and the condition corrected.
C. Flanged joints shall be brought to exact alignment and all gaskets and bolts or studs inserted
in their properplaces. Bolts or studs shall be uniformly tightened around the joints. Where
stud bolts are used, the bolts shall be uniformly centered in the connections and equal
pressure applied to each nut on the stud. Pipes in all lines subject to temperature changes
shall be cut short and cold sprung, into place to compensate for expansion when hot.
D. Mechanical joints shall be made up with gaskets, glands and bolts. When a joint is to be
made up, the bell or socket and plain end shall be cleaned and washed with a solution or
mild soap in water, the gland and gasket shall be slid onto the plain end and the end then
entered into the socket until it is fully "home" on the centering ring. The gasket shall then be
painted with soapy water and slid into position, followed by the gland. All bolts shall be
inserted and made up hand tight and then tightened alternately to bring the gland into
position evenly. Excessive tightening of the bolts shall be avoided. All nuts shall be pulled
up using a torque wrench which will not permit unequal stresses in the bolts. Torque shall
not exceed the recommendations of the manufacturer of the pipe and bolts for the various
sizes. Care shall be taken to assure that the pipe remains fully "home" while the joint is
being made. Joints shall conform to the applicable AWWA Specifications.
E. Threaded and/or screwed joints shall have long tapered full depth threads to be made with
the appropriate paste or jointing compound, depending on the type of fluid to be processed
through the pipe. All, pipe up to, and including 1-1/2-inches, shall be reamed to remove burr
and stood on end and well pounded to remove scale and dirt. Wrenches on valves and
fittings shall be applied directly over the joint being tightened. Not more than three pipe
threads shall be exposed at each connection. Pipe, in all lines subject to temperature
changesshall be cut short and cold sprung into place to compensate for expansion when
hot. Joints in all piping used for chlorine gas lines shall be made up with a glycerine and
Iitharge cement. Joints in plastic piping (PVC/CPVC) shall be laid and joints made with
compounds recommended by the manufacturer. Installation shall conform to the
requirements of ASTM D2774 and ASTM D2855. Unions required adjacent to valves and
equipment.
F. Soldered joints shall have the burrs removed and both the outside of pipe and the inside of
fittings shall be thoroughly cleaned by proper tools recommended for that purpose. Flux shall
be applied to both pipe and inside of fittings .and the pipe placed into fittings and rotated to
insure equal distribution of flux. Joints shall be heated and snider applied until it shows
uniformly around the end of joints between fitting and pipe. All joints shall be allowed to
self -cool to prevent the chilling of solder. Combination flux and solder paste manufactured
by a reputable manufacturer is acceptable. Unions required adjacent to valves and
equipment.
G. Welded joints shall be made by competent operators in a first`class workmanlike manner,
in complete accordance with ANSI B31.1 and AWWA C206. Welding electrodes shall
conform to ASTM A233, and welding rod shall conform to ASTM A251. Only skilled welders
30005115000:07--31-97 15000-5 MONROE WWTP

7
•i+
capable of meeting the qualification tests for the type of welding which they are performing
shall be employed. Tests, if so required, shall be made at the expense of the Contractor, if
so ordered by the Engineer. Unions shall be required adjacent to valves and equipment.
3.05 FLUSHING AND TESTING
A. All piping shall be properly flushed and tested unless specifically exempted elsewhere in the
Specifications or otherwise approved by the Engineer. Gravity sewer piping shall be flushed
and tested as specified in Section 02604 - Utility Structures. All other liquid conveying
pipelines shall be hushed and tested with water. The Contractor shall furnish and install all
means and apparatus necessary for getting the air or water into the pipeline for flushing and
testing including pumps, compressors, gauges, and meters, any necessary plugs and caps,
and any required blow -off piping and fittings, etc., complete with any necessary reaction
blocking to prevent pipe movement during the flushing and testing. All pipelines shall be
flushed and tested in such lengths or sections as agreed upon among the Owner, Engineer,
and Contractor. Test pressure for the Flow Equalization Basin drain line shall be 100 psi and
shall be measured at the lowest point of the pipe segment being tested. The Contractor shall
give the Owner and Engineer reasonable notice of the time when he intends to test portions
of the pipelines. The Engineer reserves the right, within reason, to request flushing and
testing or any section or portion of a pipeline.
B. The Contractor shall provide water for ail flushing and testing of liquid conveying pipelines.
Raw water or non -potable water may be used for flushing and testing liquid pipelines not
connected to the potable water system.
C. At the conclusion of the installation work, the Contractor shall thoroughly clean ail new liquid
conveying pipe by flushing with water or other means to remove all dirt, stones, pieces of
wood, etc., which may have entered the pipe during the construction period. If after this
cleaning any obstructions remain, they shall be corrected by the Contractor, at his own
expense, to the satisfaction of the Engineer. Liquid conveying pipelines shall be flushed at
the rate of at least 2.5 feet per second for a duration suitable to the Engineer or shall be
flushed by other methods approved by the Engineer.
D. After flushing, all liquid conveying pipelines shall be hydrostatically tested. The procedure
used for the hydrostatic test shall be in accordance with the requirements of AWWA C600.
Each pipeline shall be filled with water for a period of no less than 24 hours and then
subjected to the specified test pressure for 2 hours. During this test, exposed piping shall
show no leakage. Allowable leakage in buried piping shall be in accordance with AWWA
C600.
E. Any leaks or defective pipe disclosed by the hydrostatic test shall be repaired or replaced by
the Contractor, at his own expense, and the test repeated until all such piping shows tight.
F. All gravity sewer/storm drain lines shall be leak tested in accordance with Section 02604 -
Utility Structures.
- END OF SECTION -
30005115000:07-31-97 15000-6 MONROE WWTP

SECTION 15006
DUCTILE IRON PIPE
PART 1 — GENERAL
1.01 THE REQUIREMENT
A. Reference. Section 15000 - Basic Mechanical Requirements
PART 2 - PRODUCT
2.01 DUCTILE IRON PIPE AND FITTINGS
A. All ductile"iron pipe and specials shall be marked with the manufacturer's name or trademark,
size, weight, thickness class, the date of manufacture, and the word "Ductile".
B. Ductile iron pipe (DIP) of the sizes shown or specified shall conform to ANSI A21.51 (AWWA
C151), Grade 60-42-10 for ductile iron pipe centrifugally cast in metal molds or sand -lined
molds. All ductile iron pipe shall conform to ANSI A21.50 (AWWA C150) for thickness
design and shall be supplied in 18 or20 foot nominal lengths or as required to meet the
requirements of the Drawings. Fittings and, specials shall be cast iron or ductile iron,
conforming to the requirements of ANSI A21.10 (AWWA C110) and shall have a minimum
rated working pressure of 250 psi.
C. Minimum Class 53 pipe shall be used for flanged spools.
D. All pipe and fittings shall be cement mortar Tined. Linings shall conform to American
Standard Specifications for Cement Mortar Lining for Cast Iron Pipe and Ductile Iran Pipe
and Fittings, ANSI A21.4 (AWWA C104) and shall be standard thickness. The mortar lining
shall be protected with the bituminous seal coat. All buried DIP and fittings and the portion
of DIP extending into the Flow Equalization Basin shall have a bituminous coating on the
exterior surfaces in accordance with ANSI A21.51 (AWWA C151).
E. Pipe and fittings shall be Class 53 for flanged (exposed) DIP and Class 51 for restrained
(buried) DIP. Requirements for various types of joints are described in the following
paragraphs. UNLESS OTHERWISE NOTED HEREIN OR ON THE DRAWINGS, ALL
EXPOSED DUCTILE IRON PIPING SHALL HAVE FLANGED JOINTS.
F. Flanged joints and fittings shall have a minimum pressure rating of 250 psi with 125 Ib.
American Standard flanges. All flanges and fittings shall conform to the requirements of
ANSI E116.1. Flanges shall be ductile iron and shall be of the threaded or screw on type.
The face of the flanges shall be machined after installation of the flange to the pipe. No
raised surface shall be allowed on flanges. Flanged pipe shall conform to the requirements
of ANSI Specification A21.15, (AWWA C115). Pipe lengths shall be fabricated to meet the
requirements of the Drawings.
30005115006:07-31-97 15006-1 MONROE WWTP

G. Gaskets shall be the "Ring Gasket" type, 1/8-inch minimum thickness, cloth inserted rubber,
red rubber or neoprene and shall be suitable far the service intended. Bolts shall be of the
size and length called for and in accordance with the "American Standard" and comply with
the requirements of the ANSI/AWWA Standards. The bolts for flanged joints shall be a
minimum ASTM A307; Grade B carbon steel and be in accordance with ANSI A21.10,
(AWWA C110). The bolts shall have hexagonal heads and nuts, no washers shall be used.
H. Bell and spigot pipe shall be provided with push on, 0-ring rubber gasket, compression type
joints and shall conform to the requirements of ANSI A21.11 (AWWA C111). Fittings and
specials shall be supplied with mechanical joints as specified for mechanical joint pipe. If
required by installation conditions, pipe shall have cast -on lugs for adequately tying it
together.
1. Mechanical joints and fittings shall conform to the requirements of ANSI A21.11,
(AWWA C111). Joints shall be made employing a tapered rubber gasket forced into a
tapered groove with a ductile iron follower ring. If required by installation conditions, pipe and
fittings shall have cast -on Tugs for adequately tying the pipe and fittings together. These shall
be in conformance with standard practice and as outlined under the appropriate AWWA
Specifications.
J. Bolts for mechanical joints shall be high strength corrosion resistant low -alloy steel tee -head
bolts with hexagonal nuts.
K. Mechanical coupling joint pipe and fittings shall be split type, shouldered end. Coupling
materials shall be malleable iron. Couplings shall have a minimum pressure rating and
service equal to that of the connected piping. Gaskets shall be of rubber. Bolts and nuts
shall be heat treated carbon steel track bolts and shall be plated. After installation, buried •
couplings shall receive two heavy coats of coal tar epoxy (min. 24 mil thickness) which is
compatible with the finish of the couplings. Couplings shall be as manufactured by Victaulic
Company of America, Style 44 or equal.
L. Restrained joint pipe and fittings shall consist of bolted retainer rings and welded retainer
bars or boltless type which include ductile iron locking segments and rubber retainers. Bolts
for restrained joints (if applicable) shall conform to ANSI B18.2. Restrained pipe and fittings
shall be Lok Fast or Lok Ring type as manufactured by American Cast Iron Pipe; TR Flex as
manufactured by US Pipe, Bolt-Lok by Griffin Pipe Products, or equal.
M. The above systems for thrust restraint shall be used where restrained joint ductile iron pipe
is specified. Thrust restraint and harnessing systems such as thrust blocks, tie -rods, friction
damps, retainer glands, and other proprietary systems such as the Star Hamessing System,
Mega Lug by EBAA Iron, etc. shall not be used unless specifically allowed by the Engineer
in isolated applications such as connections to existing piping, or walls, etc. Where tie -rods
are allowed, the rods and tabs shall be designed for the specified design pressure, shall
have lengths less than 10 feet between fittings, and shall be painted with two heavy coats
of coal tar epoxy after installation.
.30005115006:07-31-97 15006-2 MONROE WWTP

PART 3 — EXECUTION
3.01 INSTALLATION
A. Reference Section 15000 - Basic Mechanical Requirements.
- END OF SECTION -
30005115006:07-31-97 15006-3 MONROE WVVTP

SECTION 15095 •
VALVES. GENERAL.
PART 1 GENERAL -
1:01 THE REQUIREMENT
A. The Contractor shall fumish and install, complete with all assemblies and accessories, all
valves shown on the Drawings and specified herein including all fittings, appurtenances and
transition pieces required for a complete and operable installation.
B. All valves shall be constructed of first quality materials which have strength, wearing, and
corrosion resistance characteristics entirely suitable for the types of service for which the
individual valves are designated. Except where noted otherwise, valves designated for water
service shall conform to pertinent sections of the latest revision of AWWA C500
Specifications. Cast iron valve bodies and parts shall meet the requirements of the latest
revision of ASTM Designation A-126, "Standard Specifications for Gray Iron Castings for
Valves, Flanges, and Pipe Fittings, Class B."
C. All valve body castings shall .be dean, sound, and without defects of any kind. No plugging,
welding, or repairing of defects will be allowed. •
D. Valves shall have flanged ends for exposed service and mechanical joint ends for buried
service, unless otherwise shown on the Drawings or specified herein. Flanged ends shall
be flat -faced, 125 Ib. American Standard unless otherwise shown or specified in accordance
with ANSI B16.1. All bolt heads and nuts shall be hexagonal of American Standard size.
The Contractor shall be responsible for coordinating connecting piping. Valves with screwed
ends shall be made tight with Teflon tape. Unions are required at all screwed joint valves.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Division 1 - General Requirements
B. Section 15000 - Basic Mechanical Requirements
C. Section 15100 - Valve Operators
D. Section 15109 - Plug Valves
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Shall be as specified in Section 01090 - Reference Standards.
1.04 SUBMITTALS.
A. The Contractor shall famish to the Owner, through the Engineer, a Performance Affidavit for
all valves specified herein, utilizing the format specified in Section, 01300, Submittals.
Performance tests shall be conducted in accordance with the latest revision of AWWA C500
and affidavits shall conform to the requirements of the Specifications_
30005115095:07-31-97 15095-1 MONROE WWTP

B. Shop Drawings conforming to the requirements of Section 01300, Submittals, are required
for all valves, and accessories. Submittals shall include all layout dimensions, size and
materials of construction for all components, information on support and anchoring where
necessary, pneumatic and hydraulic characteristics and complete descriptive information to
demonstrate full compliance with the Documents.
C. Operation and maintenance manuals and installation instructions shall be submitted for all
valves and accessories in accordance with the Specifications. The manufacturer(s) shall
delete all information which does not apply to the equipment being furnished.
PART 2 — PRODUCTS
2.01 VALVE (FLOOR) BOXES
A. Valve (floor) boxes shall be provided for all nut operated, floor accessed and exterior buried
valves. Floor boxes shall be of the adjustable, sliding type, cast iron, suitable to withstand
heavy traffic, as manufactured by James B. Clow & Sons, Kennedy Valve Mfg. Co., Charlotte
Pipe and Foundry Company, or equal. The covers shall be marked with appropriate
designations of piping contents (i.e.: water, sewer) and bases shall be the round type. All
nut operated valves in this Section shall be clearly identified by stainless steel or laminated
plastic identification tags. The tags shall be permanently affixed to the inside of the floor
boxes, under grating, etc. and shall bear the embossed letters which clearly identify each
valve by its appropriate designation.
B. Two (2) valve operating wrenches shall be supplied in 4 foot lengths with tee handles for
each size nut supplied. Valve wrenches shall be Model No. F-2520 as manufactured by
James B. Clow & Sons, Kennedy Valve Mfg. Co., Figure No. 122, or equal.
C. The Contractor shall furnish and install valve (floor) boxes as shown on the Drawings and
specified herein.
D. All valve (floor) boxes shall be placed so as not to transmit shock or stress to the valve and
shall be centered and plumb over the operating nut of the valve. The ground in the trench
upon which the valve boxes rest shall be thoroughly compacted to prevent settlement. The
boxes shall be fitted together securely and set so that the cover is flush with the finished
grade of the adjacent surface. A 3'Wx3'Lx6"D concrete pad shall be provided around the
valve box, sloped outwards.
PART 3 — EXECUTION
3.01 INSTALLATION
A. Except where noted otherwise herein, all valves shall be installing and tested in accordance
with the latest revision of AWWA C500. Before installation, all valves shall be lubricated,
manually opened and closed to check their operation and the interior of the valves shall be
thoroughly leaned. Valves shall be placed in the positions shown on the Drawings. Joints
shall be made as directed under the Piping Specifications. The valves shall be so located
that they are easily accessible for operating purposes, and shall bear no stresses due to
Loads from the adjacent pipe. The Contractor shall be responsible for coordinating
connecting piping.
30005115095:07-31-97 15095-2 MONROE WWTP

B. All valves shall be tested at the operating pressures at which the particular line will be used.
Any leakage or "sweating" of joints shall be stopped, and all joints shall be tight. All motor
operated and cylinder operated valves shall be tested for control operation as directed by the
Engineer.
C. Provide valves in quantity, size, and type with all required accessories as shown on the
Drawings.
D. install all valves and appurtenances in accordance with manufacturer's instructions. Install
suitable corporation stops at all points shown or required where air binding of pipe lines
might occur. Install ail valves so that operating handwheels or wrenches may be
conveniently turned from operating floor but without interfering with access, and as approved
by Engineer. Unless otherwise approved, install all valves plumb and level. Valves shall be
installed free from distortion and strain caused by misaligned piping, equipment or other
causes.
E. Valve (floor) boxes shall be set plumb, and centered with the bodies directly over the valves
so that traffic loads are not transmitted to the valve. Earth fill shall be carefully tamped
around each valve box to a distance of 4 feet on all sides of the box, or to the undisturbed
trench face, if less than 4 feet.
3.02 SHOP AND FIELD TESTING
A. Shop and field testing of valves shall be as follows:
1. Certified factory testing shall be provided for ail components of the valve and
operator system. Valves and operators shall be shop tested in accordance with the
requirements in the latest revision of AWWA C500, including performance tests,
leakage test, hydrostatic tests, and proof -of -design tests. The manufacturer through
the Contractor shall submit certified copies of the reports covering the test for
acceptance by the Engineer.
2. Shop testing shall be provided for the operators consisting of a complete functional
check of each unit. Any deficiencies found in shop testing shall be corrected prior to
shipment. The system supplier through the Contractor shall submit written
certification that shop tests for the electrical/pneumatic system and all controls were
successfully conducted and that these components provide the functions specified
and required for proper operation of the valve operator system.
3. The Contractor shall conduct field tests to check and adjust system components, and
to test and adjust operation of the overall system. Preliminary field tests shall be
conducted prior to start-up with final field tests conducted during start-up. The
factory service representative. shall assist the Contractor during all field testing and
prepare a written report describing test methods, and changes made during the
testing, and summarizing test results. The service representative shall certify proper
operation of the valve operator system upon successful completion of the final
acceptance field testing.
4. Preliminary and final field tests shall be conducted at a time approved by the
Engineer. The Engineer shall witness all field testing.
30005115095:07-31-97 15095-3 MONROE WWTP

5. All costs in connection with field testing of equipment such as energy, light,
lubricants, water, instruments, labor, equipment, temporary facilities for test
purposes, etc. shall be bome by the Contractor. The Contractor shall be fully
responsible for the proper operation of equipment during tests and instruction periods
and shall neither have nor make any claim for damage which may occur to equipment
F prior to the time when the Owner formally takes over the operation thereof.
- END OF SECTION -
30005115095:07-31-97 15095-4 MONROE WWTP

SECTION 15100
VALVE OPERATORS
PART 1 — GENERAL
1.01 THE REQUIREMENT
A. The valve operator shall be designed to unseat, open or close, and seat the valve under the
most adverse operating condition to which the valve will be subjected. The capacity of the
operator shall be adequate to drive the valve under the differential pressure and flow
specified. All gearing shall be totally enclosed, sealed and permanently lubricated.
B. Operator mounting arrangements shall be as shown on the Drawings or as directed by the
manufacturer and/or Engineer. Operators shall be furnished with conservatively sized
extension bonnets, extension stems, or torque tubes, and all required appurtenances as
required for a complete installation. Operators furnished with extension bonnets shall include
stainless steel extension stems, or stainless steel torque tubes. The valve operators shall
be the full and undivided responsibility of the valve manufacturer in order to ensure complete
coordination of the components and to provide unit responsibility.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Division 1 - General Requirements
B. Section 15000 - Basic Mechanical Requirements
C, Section 15095 -Valves, General
D. Section 15109 - Plug Valves
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Shall be as specified in Section 01090 - Reference Standards.
PART 2 — PRODUCTS
2.01 MANUAL OPERATORS
A. Manual operators except where noted otherwise herein, for all interior valves shall be
handwheel or lever operated if the centerline of the valve is 6 feet or less above the floor or
platform from which it is to be operated and chain operated if the distance is greater than
6 feet.
B. Nut operators shall have standard 2-inch square AWWA operating nuts and shall be
provided where specified or shown on the Drawings. All operators shall turn
counter -clockwise to open and shall have the open direction dearly and permanently marked.
Valve operators shall be designed so that the force required to operate the handwheel, lever,
or chain does not exceed 80 pounds applied at the extremity of handwheel or chainwheel
30005115100:07-31-97 15100-1 MONROE WWTP

operator. Nut operators shall be designed to produce the required operating torque with a
- A maximum input of 150 ft.-lb. Handwheels on valves 4 inches and larger shall not be less
than 12 inches in diameter.
.i
7
tl
C. Manual operators shall be of the worm gear, traveling nut or scotch yolk type.
D. Quarter turn operators shall be equipped with adjustable AWWA input limit stops and shall
require a minimum of 15 turns for 90° or full stem valve travel and shall be equipped with a
valve position indicator.
E. Manual operators shall be rigidly attached to the valve body unless otherwise specified or
shown on the Drawings.
F. Manual operators on buried service valves shall be specially constructed for buried service.
Buried service operators shall be permanently lubricated and watertight under an external
water pressure of 10 psi. Unless otherwise shown or specified, buried service operators
shall be fumished with Standard AWWA nut operator and valve box.
G. Worm gear operators shall be as manufactured by AUMA, Philadelphia Gear Co., or equal.
PART 3 — EXECUTION
3.01 INSTALLATION
A. Reference Section 15095 - Valves, General.
- END OF SECTION -
30005\15100:07-31-97 15100-2 MONROE WWTP

SECTION 15109
PLUG VALVES
PART 1 — GENERAL
1.01 THE REQUIREMENT
A. Reference Section 15000 - Basic Mechanical Requirements.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Division 1 - General Requirements
B. Section 15000 - Basic Mechanical Requirements
C. Section 15095 - Valves, General
D. Section 15100 - Valve Operators
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Shall be as specified in Section 01090 - Reference Standards.
PART 2 — PRODUCTS
2.01 PLUG VALVES
A. Plug valves shall be of the non -lubricated, eccentric seating plug type with synthetic
rubber -faced plugs as manufactured by DeZurik Company, Pratt, or equal. All valves shall
be provided with limit stops and rotate 90° from fully open to fully shut. The minimum
working pressure for all valves shall be 150 psi, and the test pressure shall be at least
270 psi for valves up through 12-inch and at least 230 psi for valves 14-inch and larger. The
port area of valves shall be at least 80 percent of full pipe area for valves less than 24-inches
and 70 percent for valves 24-inches and larger. The body materials shall be of epoxy coated
cast iron or semi -steel, unless specified otherwise. Seats shall have a welded overlay of 90
percent pure nickel and machined to a finish containing no stress cracks. Plug facings shall
be of Hycar, or equal and completely suitable for use with domestic sewage.
B. The shaft seal shall be either the bronze cartridge type with at least two 0-Rings, monolithic
V-Type, or pull down packing type. If monolithic V Type or pull down packings are utilized,
it shall be self-adjusting, self -compensating type. Packing shall be as manufactured by
Chevron, or equal. Plug valves with pull down packings shall be designed with an extension
bonnet so that repacking can be done without removal of the actuator.
C. All buried valves shall have mechanical joint ends (unless otherwise shown), conforming to
ANSI A21.11. (AWWA C 111), and shall be operated with a standard AWWA 2-inch square
nut through a totally enclosed worm gear actuator. Valve boxes shall be installed with all
buried plug valves and shall be as specified herein.
30005115109:07-31-97 15109-1 MONROE WWTP

D. Unless otherwise shown, all exposed valves 4-inches in diameter and larger shall have
flanged ends conforming to ANSI B16.1-125/150 pound standard with face-to-face
dimensions of standard plug valves. Valves smaller than 4-inches in diameter shall have
screwed ends, unless otherwise noted.
E. Valves 8-inches in diameter and larger shall be handwheel or floorstand operated where
required or indicated on the Drawings through totally enclosed worm gear actuators, unless
otherwise specified or shown on the Drawings. Valves 6-inches in diameter and smaller
shall have lever operators, unless otherwise specified or noted on the Drawings.
F. The manufacturer shall certify that the plug valves are capable of operating in continuous
duty service under these pressures and flow conditions.
G. Each valve shall by hydrostatically tested and tested for bubble tightness after the operator
has been mounted and adjusted. Copies of the hydrostatic and leakage test certification and
certification of conformance shall be submitted to the Engineer prior to shipment.
H. All internal and external ferrous components and surfaces of the valves, with the exception
of stainless steel and finished or•bearing surfaces, shall be shop painted with two coats
(10 mils min. dry film thickness) of the manufacturer's premium epoxy for corrosion
resistance. Damaged surfaces shall be repaired in accordance with the manufacturer's
recommendations. Surface preparation shall be in accordance with the recommendation of
the paint system manufacturer.
PART 3 --EXECUTION
3.01 INSTALLATION
A. Reference Section 15095 - Valves, General.
- END OF SECTION -
30005115109:07-31-97 15109-2 MONROE WWTP

GEOTECHNICAL INVESTIGATION REPORT

•J
Alik ENGINEERING AND ENVIRONMENTAL SERVICES. INC.
LAW
REPORT OF GEOTECI3NICAL EXPLORATION
EQUALIZATION BASIN ADDITION
MONROE WASTE WATER TRATMENT FACILITY
MONROE, NORTH CAROLINA
Prepared. for:
HAZEN AND SAWYER ENVIRONMENTAL
ENGINEERS AND SCIENTIST
Raleigh, North Carolina
Prepared by:
LAW ENGINEERING & ENVIRONMENTAL SERVICES, INC.
Charlotte, North Carolina
July 31,1997
LAW Project 30100-7-2749

•
J
July 31, 1997
LAW
ENGINEERING AND ENVIRONMENTAL SERVICES. INC.
Mr. Ben Roach
Hazen and Sawyer Environmental Engineers and Scientist
4011 Westchase Boulevard, Suite 500
Raleigh, North Carolina 27607
Subject. Report of Geotechnical Exploration
Equalization Basin Addition
Monroe Waste Water Treatment Facility
Monroe, North Carolina
LAW Job 30100-7-2749
A& verbally authorized by you and confirmed by our Proposal No. 2285, LAW Engineering and
Environmental Services, Inc. (LAW) has completed a subsurface exploration for the subject project.
The purpose of this exploration was to develop information about the site and subsurface conditions
and to provide geotechnical recommendations for the proposed construction. This report describes
the work performed and presents the results obtained, along with our geotechnical
recommendations for foundation design and site preparation.
Site and Project Information
The proposed construction is located at the existing waste water treatment facility in Monroe,
North Carolina. Proposed additions to the existing facility include increasing the capacity of the
equalization basin by extending the containment to the east.
The site is currently partially wooded and sloping down toward the north. The construction of
the earth containment walls will require cut on the south side and fill along the north side. The
basin area will also require up to 14 feet of cut- Up to 10 ft of fill will be required to construct
the earthen embankments. A liner is proposed in the basin consisting of a geosynthetic clay Iiner
with 18 inches of overlying soil.
The above project information was obtained from provided site plans dated July 1997 by Hazen and
Sawyer and telephone discussions between our Mr. Collin Franceschi and Mr. Mel Browning with
Mr. John Bove, Mr. Jim Struve, and Mr. Ben Roach of Hazen and Sawyer.
2801 YORKMONT ROAD • CHARLOTTE. !lc 28208
[phone]• FAX [phone]

Report of Geotechnical Ecplaratian - Equalization Basin Addition
Monroe Waste Water Treatment Facility
LAW Project 30100- -2749
July 31. 1997
Field Exploration
Four soil test borings were made at the site at the approximate locations shown on the attached
Boring Location Plan (Figure 1). The boring locations were selected by Hazen and Sawyer and
were established in the field by our drill crew drilling supervisor from map -scaled distances, by
measuring from site landmarks and estimating right angles. The ground -surface elevations on the
Test Boring Records were estimated from the furnished topographic site plan.
The borings were made by mechanically twisting a continuous flight steel auger into the soil. Soil
sampling and penetration testing were performed in general accordance with ASTM D 1586. At
regular intervals, soil samples were obtained with a standard 1.4-inch I. D., 2-inch O. D., split -tube
sampler. The sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an
additional 12 inches with blows of a 140-pound hammer falling 30 inches. The number of hammer
blows required to drive the sampler the final 12 inches was recorded and is designated the.
"penetration resistance". The penetration resistance, when properly evaluated, is an index to the
soil's strength and foundation supporting capability.
Representative portions of the soil samples, thus obtained, were placed in glass jars and transported
to the laboratory. In the laboratory, the samples were examined by a geotechnical engineer to verify
the driIler's field classifications. Test Boring Records are attached, showing the soil descriptions
and penetration resistances.
Area Geology
The site is located in the Carolina Slate Belt section of the Piedmont Physiographic Province of
North Carolina. The Slate Belt is a band of rock stretching from Georgia through the Carolinas into
Virginia. The rocks are primarily volcanic and sedimentary in origin, and have been subjected to
heat and pressure (metamorphism) over geologic time since their formation. The major rock type of
the belt is not slate, but includes a variety of metavolcanic and metasedimentary rocks. The
metavolcanics include tuffs, rhyolitic, dacitic and andesitic flows and breccias; the metasediments
include slate and argiIIite.
2

July 3I. 1997
Report of Georechnical Exploration - Equalization Basin .addition
.Monroe Waste Water Treatment Facility
L-1 W Project 30100- -2749
The typical residual soil profile consists of clayey soils near the surface, where soil weathering is
more advanced, underlain by sandy silts and silty sands. The boundary between soil and rock is not
sharply defined. A transitional zone termed "partially weathered rock" is normally found overlying
the parent bedrock. Partially weathered rock is defined, for engineering purposes, as residual
material with standard penetration resistances in excess of 100 blows per foot. Weathering is
facilitated by fractures, joints and by the presence of Less resistant rock types. Consequently, the
profile of the partially weathered rock and hard rock is quite irregular and erratic, even over short
horizontal distances. Also, it is not unusual to find lenses and boulders of hard rock and zones of
partially weathered rock within the soil mantle, well above the general bedrock level.
Subsurface Conditions
Borings B-2 and B 3 encountered possible residuum to a depth of 3 feet below the ground surface.
This material consisted of firm clayey sandy silt or hard sandy silt and contained small rounded
gravel.
Boring B-4 encountered probable fill at the ground surface consisting of sandy silt to a depth of
8 feet. This material was likely placed during previous grading activities.
Below the possible residuum and probable fill and at the ground surface at boring B-1, residual soil
was encountered. The residuum consisted of very stiff or hard sandy clayey silt and sandy silt.
Partially weathered rock was encountered beneath the residuum at borings B-1, B-2, and B-4 at
respective depths of 4, 9, and 9 feet. The partially weathered rock was sampled as sandy silt with
some rock fragments.
Boring B-4 encountered auger refusal at 11 feet below the ground surface. Rock outcrops were
observed in the vicinity of boring B-9. Refiisal may result from boulders, lenses, ledges or
layers of relatively hard rock underlain by partially weathered rock or residual soil; refusal may
also represent the surface of relatively continuous bedrock. Core drilling procedures are required
to penetrate refusal materials and determine their character and continuity. Core drilling was
beyond the scope of this preliminary exploration.
(-I
3

Report of Geotechnical Exploration - Equalization Basin Addition
Monroe Waste Water Treatment Facility
L-(W Project 30100-7-2749
July 31. 1997
Groundwater was not encountered in the borings at the time of drilling within the borehole depths.
The boreholes were caved -in and dry within 5 feet of the termination depth several hours after
drilling. Cave-in depths in boreholes is often indicative of groundwater at or slightly below the
cave-in depth. The cave-in experienced at this site most Iikely occurred while removing the drilling
tools form the borehole.
Ground -water levels, may fluctuate several feet with seasonal and rainfall variations and with
changes in the water level in adjacent drainage features. Normally, the highest ground -water
levels occur in late winter and spring and the lowest levels occur in late summer and fall.
Perched water, trapped over more impermeable clayey Iayers, may occur in this area, particularly
after rainy weather. At the time of this exploration, water levels are probably intermediate
between their seasonal extremes and lower than "normal" due to the relatively dry winter and
early spring experienced in the area.
The above descriptions provide a general summary of the subsurface conditions encountered. The
attached Test Boring Records contain detailed information recorded at each boring location. These
Test Boring Records represent our interpretation of the field Logs based on engineering examination
of the field samples. The lines designating the interfaces between various strata represent
approximate boundaries and the transition between strata may be gradual.
Foundation Evaluation and Recommendations
Foundation Support for Embankments
Based on the boring data and our past experience with similar soils, the residual soils at the borings
should provide adequate support for the proposed earth embankments for the proposed basin
structure, subject to the criteria and site preparation recommendations that follow.
We recommend removal of the probable fill material encountered at boring B-4 prior to
construction of the earth embankment due to the unknown quality and compaction of this material.
Such questionable fill should also be removed from within the interior of the basins. We
recommend the new structural fill placed on the site be compacted to 95 percent of the standard
4

Report of Geotechnical Exploration - Equaii;ation Basin .dddition
Monroe Waste Water Treatment Facility
L 1 W Project 30100 -2749
July 31. 1997
•
.1 -
Se
• Li
Proctor maximum dry density. We recommend that side slopes of 3: [ (H:V) be used for both the
inside and outside portions of the earthen embankments.
Site Preparation and Grading
All existing topsoil, vegetation, man-made fill, disturbed soils and surface soils containing organic
matter or other deleterious materials should be stripped from within the construction areas. After
stripping and rough excavation grading, we recommend that areas to provide support for the new
structural fill be carefully inspected for soft surficial soils and proofrolled with a 25 to 35-ton, four -
wheeled, rubber -tired roller or similar approved equipment. The proofroller should make at least
four passes over each location, with the last two passes perpendicular to the fast two. Any areas
which wave, rut or deflect excessively and continue to do so after several passes of the proofroller
should be undercut to firmer soils. The undercut areas should be backfilled in thin lifts with
suitable compacted fill materials. The proofrollina and undercutting operations should be carefully
monitored by an experienced engineering technician working under the direct supervision of the
geotechnical engineer.
The borings did not encounter ground water within the expected construction depths. However,
the contractor should be prepared to promptly remove any surface water or ground water from
the construction area- This has been done effectively on past jobs by means of gravity ditches
and pumping from filtered sumps.
Permeability Considerations
The scope of our work did not include laboratory permeability testing. We understand that a
permeability of I x 10-' or possibly 1 x 10 cm/sec is required for the sides and bottom of the
basin. Based on our experience, the permeability of compacted fill comprised of the on -site
soils ,would likely be on the order of 1 x 10 cm/sec. Higher permeabilities would be likely in
the cut areas (and particularly in partially weathered rock) due to the relict cracks in this material
which will govern the permeability of the soil mass.
A bentonite amended natural soil liner (5 to 8% bentonite) at least 12 inches thick or a
geosynthetic clay or membrane liner would thus be required. As discussed with Hazen and

Report of Geotechnical Exploration - Equalization Basin Addition July 31. 1997
Monroe Waste Water Treatment Facility
L-1W Project 30100-7-2749
Sawyer, our previous experience indicates that the intensive Iabor required to properly mix
bentonite with the soil probably makes a GCL liner (geosynthetic clay liner) more feasible. We
understand that Hazen and Sawyer has elected to use such a GCL liner, covered by 18 inches of
compacted natural soil from the site. This soil material should be compacted to at least 95
percent of standard Proctor maximum dry density. Because this fine-grained will be relatively
weak when saturated, we recommend that the water level in the basin not be allowed to drop over
1 ft per day to minimize the potential for shallow slope circle failures.
Excavatability
Generally, the residual site soils should be excavatable with conventional excavation equipment.
Partially weathered rock will present difficulty in excavating during construction in some areas. At
boring B-2, about 6 ft of partially weathered rock will have to be removed. Heavy excavating
equipment with ripping tools will likely be required to remove much of this material. Confined
excavations (footings, utility trenches, etc.) in partially weathered rock may require ripping tools
and pneumatic hammers. In addition, some light blasting may be necessary to efficiently remove
harder partially weathered rock that could be present within the excavation depths.
Borrow Material
Although we have not performed any laboratory classification or compaction testing, based on our
visual examination and experience with similar type soils, the on -site, non -plastic residual soil
appears to be suitable for use as structural fill after moisture adjustment as required. Existing site
fill probably is not suitable for use as structural fill. In general, soils containing more than 5
percent (by weight) fibrous organic materials or having a Plasticity Index (PI) greater than 30 (less
than 15 is preferable) should not be used for fill. Compaction of the embankment fill should be
performed in a direction of equipment travel parallel with the crest of the embankment. The fill
should be compacted with a moisture content of I to 3 percent wet of optimum moisture, to 95
percent standard Proctor. Partially weathered rock material may be used for structural fill provided
it can be broken down by the excavation and compaction equipment into particles with a maximum
dimension of 4 inches.
•y
6

Report of Grotechnical Exploration - Equalization Basin Addition
i 1 Monroe Waste Water Treatment Facility
L-IW Project 30100-7-2749
July 31, 1997
Before tilling operations begin, representative samples of each proposed fill material should be
collected and tested to determine the compaction and classification characteristics. The maximum
dry density and optimum moisture content should be determined. Once compaction begins, a
sufficient number of density tests should be performed by an experienced engineering technician
working under the direct supervision of the geotechnical engineer to measure the degree of
compaction being obtained.
Qualification of Report
Our evaluation of foundation support conditions has been based on our understanding of the site
and project information and the data obtained in our exploration. The general subsurface conditions
utilized in our foundation evaluation have been based on interpolation of subsurface data between
the borings. In evaluating the boring data, we have examined previous correlations between
penetration resistances and foundation bearing pressures observed in soil conditions similar to those
at your site. If the project information is incorrect or if the structure location (horizontal or vertical)
and/or dimensions are changed, please contact us so that our recommendations can be reviewed.
The discovery of any site or subsurface conditions during construction which deviate from the data
outlined in this exploration should be reported to us for our evaluation. The assessment of site
environmental conditions or the presence of pollutants in the soil, rock and ground water of the site
was beyond the scope of this exploration.

Report of Geotechnical Exploration - Equalization Basin Addition
Monroe Waste Water Treatment Facility
L4 W Project 30100-7-2749
July 31. 1997
Closing
Thank you for the opportunity to provide our professional geotechnical services during this phase of
your project. PIease contact us when we can be of further service or if you have any questions
concerning this report.
Sincerely,
LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC.
crt--4JA
G. ColIin Franceschi, E.I.T.
Staff Engineer
Mel Y. Browning, F.E.
Principal Geotechnical Engineer
Registered, NC #8696
GCFIMYB:adh
Attachments
J
J
8

L
fl
7.;
a
•••••••••=....
......
• • . • ............
....
. ...... • .............................................
..... ..... .... • • .......
• .. • • .
s-- I • •
. .......
.......... .
• ...........................
, ... . ...
............. ..... . • • .
----z---. ......... ..1.-.; ............. 7-
• . • ....., ........... .....1.....7r^' . - " . ...... ."''.: .. :
-. • ................... ._ .... • .. • . r::::: ......
......... ........ It.....
...
........... . ...An ...... . .. • t• - ...... ......
........ -..---------.Z ...... - ....... ,. .... - .. \
. ,--..-- ..... ....... .-m-. •
'...-' .............. --- - .. ' •.• ..' ... ...... ... `1;:-.
1‘.;;••••••..—
• .......
• • • • .• ........ • ............................
.............. r. . .....
...
•
............... • - -M. ......
........ ••••••••••Mip.
=AC RC.
Irt.41,741:011 8A.91
...... .
...
............
...
...... •
...... ......
.oaaom••••••••.•.0 ..
............. ••• .... .... m•• ............... •
• APPizargt rfkre
Sou- TEST 3012.114 65
• • ...... -
...... • -
APPROXIMATE SC.U.E IN FEET
ALAW
ENZNIZERiNG ,u40 Onscictareirm,_ =IA=
CHARIJOTTF_ MGM CARCLINA
0044& LocArioN pLAT(
NCL0w,4
110E LoN5Ts krs(2-
1"P-s1/4111EKT pc -ANT
I

KEYTO CL.A,6i.b ikaa 1 %.z. ha A.
The Standard P=ertasicat Resistah= is the Nu=ber of Blows of a 14O-P=1. Es=1::= Failing 30
lad= To Drive a 2-In oh O.D., Spiit-Tube Sal=pier One "Foot
-17:Loi.ogy =ay be alt=0:1 if pr==.= of przvel. =Yoles or boulders ins=ir.res with scr.—.--a= =e2===s of
st=dard pw...=tiorc =isms=

TEST BORING RECORD
•
•
•z
rai
•
JJ
9_EHATIO N DEPTH
IEEETI IFEET7
534.0
529.0-
524.0-
519.0
4.0
8.0
10.0
514.0--
509.0 —
504.0—
499.0-
494.0
DESCRIPTION
RESIDUUM - Hard Red Orange Clayey F+ne Sandy Silt with
Weathered Rack Fragments
PARTIALLY WEATHERED ROCK - Sampled As Orange Red Fine
Sandy Silt
Hard Tan Orange Fine Sandy Silt
Boring Terminated at 10.0 Ft. •
- Ground Water Not Encountered at lime of Baring.
REMARKS:
WATER
0
1R7ATION:
PENETRATION -SLOWS PER FOOT
S t0 t5 _0 10 60
534.0 Ft.
90 100
•
33
50l75-
50l5-
54
DRILLED BY LARRY
LOGGED BY GCE
CHECKED BY MYB
BORING NUMBER
DATE DRILLED
JOB NAME
JOB NUMBER
B-1
7/14197
MONROE
30100-7-274
PAGE 1 OF 1
LAW ENGINEERING and
ENVIRONMENTAL SERVICES,It

I Gz I Dui -lulu r1CL.Vnv
ELEVATION DEPTH
(FEET) IFEETI
DESCRIPTION
WATER
ELEVATION:
PENETRATioN•8LOW5 PER FOOT
5• 10 15'.0 40 60
523 Ft.
90 100
523.0
518.0--
513.0—
508.0—
503.0—
498.0—
493.0—
488.0—
483.0
-
POSSIBLE RESIDUUM- Hard Orange Red Fine Sandy Silt with
Small Stones
C-
cl
3.0
-
RESIDUUM - Hard Orange Red Clayey Fine Sandy Silt
•
8.0
Hard Green Gray Fine Sandy as Silt with Rock Fragments
9.4L-0
—
—
•
18.9 -
—
—
—
—
PARTIALLY WEATHERED ROCK - Sampled As Green Gray Fine
Sandy Silt with Rock Fragments
41
•
41
Bering Terminated at 18.9 Ft.
Ground Water Not Encountered at Time of Bering.
Borehole Caved and Dry at 14.8 Ft After Several Hours.
•
REMARKS:
DRILLED BY LARRY BORING NUMBER
LOGGED BY GCF DATE DRILLED
CHECKED BY MYB JOB NAME
JOB NUMBER
PAGE 1 OF 1
37
31
50
50/2.5
5015.5"
B-2
7/14/97
MONROE
30100-7-2749
ALLAW ENGINEERING and
ENVIRONMENTAL SERVICES,INC

ELEVATION OEPTN
TEST BORING RECORD
ELEVATION: 519 Ft.
PENETRATION -BLOWS PE1 FOOT
•
•
••
.J
WPEE n
ON
WATER
.. �.. 0 5
10 15,0 so W 90 - C
-
POSSIBLE RESIDUUM - Frm Orange Very Stiff Tan Orange
Clayey Fne Sandy Silt with Rounded Stones
C-
3.0
J
RESIDUUM - Very Stiff Orange Fne Sandy Slit
•
8.0
—'
RESIDUUM - Hard Gray Very Stiff Orange Fne Sandy Silt
12.0
-
Very Stiff Red Tan Gray Fine Sandy Silt with Weathered
Rock Fragments
15.0
-
-
Boring Terminated at 15.0 Ft.
Ground Water Not Encountered at Time of Boring.
Borehole Caved and Dry at 11.8 Ft After Several Hours.
REMARKS:
DRILLED 8Y LARRY BORING NUMBER
LOGGED BY GCF DATE DRILLED
CHECKED BY MYB JOB NAME
JOB NUMBER
26
29
24
33
24
B-3
7114/97
MONROE
30100-7-274 .
PAGE 1 OF 1
LAW ENGINEERING and
ENVIRONMENTAL S€RVICES.IN

ELEVATION DEPTH
IFEET) (FEET}
DESCRIPTION
516.5 F[.
3
R=
W ATEA
a
ELEVATION:
PENErRAT10N•8LOWS PER FOOT
5 10 15 20 40 50
90 100
. 516.5
511.5—
Y-
3
r
N 506.5—
501.5—
•
496.5—
491.5—
486.5—
481.5—
476.5
-
a
—
PROBABLE FILL - Gray Fine Sandy Silt with Gray Rock
Fragments
.
C
I
.0
RESIDUUM - Hard Tan Gray Fine Sandy Silt
g'0
—
PARTIALLY WEATHERED ROCK - Sampled As Tan Gray Fine
. Sandy Silt
11.0
-
-
—
•
—
—
—
—
Auger Refusal and Baring Terminated at 11.0 Ft.
Ground Water Not Encountered at Time of Boring.
Borehole Caved and Dry at B.2 Ft After Several Hours.
•
r
REMARKS:
DRILLED BY LARRY BORING NUMBER
LOGGED BY GCF DATE DRILLED
CHECKED BY MYB JOB NAME
JOB NUMBER
PAGE 1 OF 1
25
9
9
B-4
7/14/97
MONROE
30100-7-2749
ALLAW ENGINEERING and
ENVIRONMENTAL SERVICES,INC

PARTIAL SITE PLAN
1'=30'-0'
BACKFILL 18' DRAIN LINE TRENCH
A MIN DISTANCE OF 10'-0', WITH
BENTONITE CEMENT GROUT TO 24'
ABOVE TOP OF PIPE
NJ PLUG
INV EL 510.75
BASIN
EL 508.75
18 BURIED PLUG VALVE
INV EL 510.35
RNJMIUM..OF ..:.:.0'
COVER OVER TOP
OF PIPE
TOP OF BERM
VALVE &DX
520
510
500
M,J PLUG
INV 495.50 490
-30
0
30 60
SECTION
1'=30'-0' H
14=10'-01 V
90
120
150
0
Odin
V) CO
czCD
r r
F-
w
w
z
m
0-o
L,JN
O �
Q
Z j
O Ca
L1J
O
LL.
uJ
0
08-01-97
0
z
ADDENDUM NO.
ATTACHMENT NO.

ADDENDUM NO. 1 TO CONTRACT DOCUMENTS
Project: MONROE WWTP H&S No. 30005
FLOW EQUALIZATION BASIN EXPANSION
Owner: CITY OF MONROE
MONROE, NORTH CAROLINA
To All Bidders:
Date: mm August 4, 1997
Contractors submitting Proposals for the above named Project shall take note of the following
changes, additions, deletions, clarifications, etc., in the Contract Documents, which shall become
a part of and have precedence over anything contrarily shown or described in the Contract
Documents, and ail such shall be taken into consideration and be included in the Contractors Bid
Proposal.
Refer to Attached Sheets.
The return receipt requested with the communication will be deemed evidence that the bidder
has received this Addendum and has followed the instructions outlined herein.
HAZEN AND SAWYER, P.C.

MONROE WWTP
FLOW EQUALIZATION BASIN EXPANSION
MONROE, NORTH CAROLINA
ADDENDUM NO. 1
SPECIFICATIONS:
SECTION 02200 - EARTHWORK
Page 02200-10 Subsection 3.10 - Removal of Excess and Unsuitable Materials, rename this
subsection as follows:
Page 02200-10
Page 02200-10
"3.10 - Removal of Excess Suitable and Unsuitable Materials".
Subsection 3.10 - Removal of Excess Suitable and Unsuitable Materials.
Subpart B., delete in its entirety and replace with the following:
"B.
All unsuitable materials shall be disposed of off -site in locations and
under conditions that comply with federal, state and local laws and
regulations. Hauling trucks shall be of sufficient capacity and tight
construction to prevent spillage. Trucks shall be covered to prevent the
propagation of dust."
Subsection 3.10 - Removal of Excess Suitable and Unsuitable Materials.
Subpart D., delete in its entirety and replace with the following:
"D. Any surplus excavated material not used for backfilling or embankment
shall be deposited on -site in the disposal area indicated on the
Drawings or as directed by the Engineer. Any rock excavated larger
than 18-inches measured along its largest dimension shall be broken
into smaller pieces prior to placement in the disposal area or removed
and disposed of off -site. Approved disposal areas may also be used by
the Contractor for spreading and drying any excavated material suitable
as select fill that is too wet for use immediately after being excavated.
The Contractor shall maintain the earth surfaces of the disposal area,
both during the work and until the completion of all seeding and
mulching or other erosion control measures specified, in a manner
which will effectively control erosion and sedimentation_ If necessary,
the Contractor shall clear and grub the disposal site prior to any
excavation work_
1. Earth waste shall be shaped to contours which are comparable
to and blend in with the adjacent topography where practical,
but in no case will slopes steeper than 3 horizontal to 1 vertical
be permitted.
30005.AD 1
Addendum No. 1
Page 1 of 3

2. Seeding and mulching shall be performed over all the earth
waste area. The work of seeding and mulching shall be
performed in accordance with Section 02910 - Final Grading
and Landscaping.
3. The Engineer shall have the authority to establish whatever
additional requirements may be necessary to insure the
satisfactory appearance of the completed work."
Page 02200-10 Add the following paragraph at the end of Section 02200 - Earthwork:
"3.11 GEOSYNTHET1C CLAY LINER SUBGRADE PREPARATION
A. The surface of the excavated soil ("The Subgrade") that will be
covered by a geosynthetic barrier layer shall be prepared using a
smooth drum roller to provide a surface free from ruts, equipment
tracks, erosion rills, rocks or debris. The Subgrade surface shall
provide a firm, unyielding foundation for the Geosynthetic Clay Liner
(GCL) with no sudden or abrupt breaks in grade. All GCL subgrade
shall be approved by the Engineer prior to GCL placement.
B. Surfaces not property maintained shall be repaired by the Contractor
at no cost to the Owner. A suitable surface for GCL construction
shall be a surface maintained at the specified compaction and
moisture content criteria provided in these Contract Specifications."
Add the following attached Specification Sections in their entirety to the Contract Documents:
Section 15000 - Basic Mechanical Requirements
Section 15006 - Ductile Iron Pipe
Section 15095 - Valves, General
Section 15100'- Valve Operators
Section 15109 - Plug Valves
GEOTECHNICAL INVESTIGATION REPORT
The attached geotechnical investigation report shall be added to the Contract Documents as
information for prospective bidders and interpreted as stipulated in the General Requirements,
Page 01010-3.
DRAWINGS:
Drawing G2, Sheet 3 of 6
1. Revise the Storm Drainage Pipe Schedule for Pipe A as follows:
• 1) Change invert elevation in from "488.75" to "489.00". •
2) Change % slope from "2.39" to "2.17".
Addendum No. 1
30005.AD1 Page 2 of 3

2. Revise the Storm Drainage Structure Schedule for Structure No. 5 as follows:
1) Under Notes, add the clarification "The top of structure lid elevation. shall mean the
invert of top weir, all around."
3. Add the following note:
"11. Contractor shall provide continuous egress during construction of the rebuilt roadway.
Temporary egress shall allow access for construction activity/sludge hauling from
other concurrent City Contracts."
4. Contractor shall fumish and install an 18" drain line extending from the NE comer of the Flow
Equalization Basin towards the existing lagoon. Piping shall be ductile iron and shall have
restrained joints for thrust protection. An 18" plug valve with valve box and two mechanical
joint plugs shall also be furnished and installed. Limits of piping and additional details are
shown on Attachment No. 1 in addition to the Contract Documents.
Drawing G3, Sheet 4 of 6
1. Under the Legend, revise the note associated with the Cover Soil to read " (18", Compact
to 95% STD. Proctor)"
Addendum No. 1
30005.AD1 Page 3 of 3

, SECTION 15000
BASIC MECHANICAL REQUIREMENTS
PART 1 — GENERAL
1.01 THE REQUIREMENT
A. The Contractor shall fumish and install to the required line and grade, all piping together with
all fittings and appurtenances, required for a complete installation. Alt piping located outside
the face of structures or building foundations and all piping embedded in concrete within a
structure or foundation shall be considered exterior piping.
B. The Contractor shall fumish and install fittings, couplings, connections, sleeves, adapters,
harness rods and closure pieces as required to connect pipelines of dissimilar materials
and/or sizes herein included under this Section for a complete installation.
C. The Contractor shall furnish all labor, materials, equipment, tools, and services required for
the fumishing, installation and testing of all piping as shown on the Drawings, specified in
this Section and required for the Work. Piping shall be furnished and installed of the
material, sizes, classes, and at the locations shown on the Drawings and/or designated in
this Section. Piping shall include all fittings, adapter pieces, couplings, closure pieces,
harnessing rods, hardware, bolts, gaskets, wall sleeves, wall pipes, hangers, supports, and
other associated appurtenances for required connections to equipment, valves, or structures
for a complete installation.
D. The Contractor shall provide taps on piping where required or shown on the Drawings.
Where pipe or fitting wall thicknesses are insufficient to provide the required number of
threads, a boss or pipe saddle shall be installed.
E. The work shall include, but not be limited to, the following:
1. Test excavations necessary to locate or verify existing pipe and appurtenances.
2. Installation of all new pipe and materials required for a complete installation.
3. Cleaning, testing and disinfecting as required.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Division 1, General Requirements
B. Division 2, Sitework
1.03 MATERIAL CERTIFICATION AND SHOP DRAWINGS
A. The Contractor shall fumish to the OWNER (through the Engineer) a Material Certification
stating that the pipe materials and specials fumished under this Section conform to all
applicable provisions of the corresponding Specifications. Specifically, the Certification shall
30005115000:07-31-97 15000-1 MONROE WVVTP

•
state compliance with the applicable standards (ASTM, AWWA, etc.) for fabrication and
testing. The requirements for Certifications shall be as specified in Section 01300 -
Submittals.
B. Shop Drawings shall include, but not be limited to, complete piping layout, pipe material,
sizes, class, locations, necessary dimensions, elevations, supports, hanger details, pipe
joints, and the details of fittings including methods of joint restraint. No fabrication or
installation shall begin until Shop Drawings are approved by the Engineer.
• PART 2 — PRODUCTS
2.01 GENERAL
A. All specials and every length of pipe shall be marked with the manufacturer's name or
trademark, size, class, and the date of manufacture. Special care in handling shall be
exercised during delivery, distribution, and storage of pipe to avoid damage and unnecessary
stresses. Damaged pipe will be rejected and shall be replaced at the Contractor's expense.
Pipe and specials stored prior to use shall be stored in such a manner as to keep the interior
free from dirt and foreign matter.
1 B. Testing of pipe before installation shall be as described in the corresponding ASTM or
AWWA Specifications and in the applicable standard specifications listed in the following
sections. Testing after the pipe is installed shall be as specified in Section 3.05.
C. ALL BURIED EXTERIOR PIPING SHALL HAVE RESTRAINED JOINTS FOR THRUST
PROTECTION.
PART 3 — EXECUTION
3.01 INSTALLATION
A. All piping shall be installed by skilled workmen and in accordance with the best standard
practice for piping installation as shown on the Drawings, specified or recommended by the
pipe manufacturer. Proper tools and appliances for the safe and convenient handling and
installing of the pipe and fittings shall be used. Great care shall be taken to prevent any pipe
coating from being damaged on the inside or outside of the pipe and fittings. All pieces shall
be carefully examined for defects, and no piece shall be installed which is known to be
cracked, damaged, or otherwise defective. If any defective pieces should be discovered
after having been installed, it shall be removed and replaced with a sound one in a
satisfactory manner by the Contractor and at his own expense. Pipe and fittings shall be
thoroughly cleaned before they are installed and shall be kept clean until they are accepted
in the complete work. All piping connections to equipment shall be provided with unions or
coupling flanges located so that piping may be readily dismantled from the equipment. At
certain applications, Dresser, Victaulic, or equal, couplings may also be used. All piping shall
be installed in such a manner that it will be free to expand and contract without injury to itself
or to structures and equipment to which it is connected. All piping shall be erected to
accurate lines and grades with no abrupt changes in line or grade and shall be supported
and braced against movement, temporary, or permanent. All exposed piping shall be
installed with vertical and horizontal angles properly related.to adjoining surfaces or pipes to
give the appearance of good workmanship. Unless otherwise shown or approved, provided
a minimum headroom clearance under all piping of 7 feet 6 inches.
30005115000:07--31-97 15000-2 MONROE WWTP

B. All excavation shall be made in such a manner and to such widths as will provide ample
room for properly installing the pipe and permit thorough compaction of backfill around the
pipe. The minimum trench widths shall be in strict accordance with the 'Trench Width
Excavation Limits" as shown on the Drawings. All excavation and trenching shall be done
in strict accordance with these specifications and all applicable parts of the OSHA
Regulations, 29CFR 1926, Subpart P.
C. Enlargements of the trench shall be made as needed to give ample space for operations at
pipe joints. The width of the trench shall be limited to the maximum dimensions shown on
the Drawings, except where a wider trench is needed for the installation of and work within
sheeting and bracing. Except where otherwise specified, excavation slopes shall be flat
enough to avoid slides which will cause disturbance of the subgrade, damage to adjacent
areas, or endanger the lives or safety of persons in the vicinity.
D. Hand excavation shall be employed wherever, in the opinion of the Engineer, it is necessary
for the protection of existing utilities, poles, trees, pavements, or obstructions.
E. No greater length of trench in any location shall be left open, in advance of pipe laying, than
shall be authorized or directed by the Engineer and, in general, such length shall be limited
to approximately one hundred (100) feet. The Contractor shall excavate the trenches to the
full depth, width and grade indicated on the Drawings including the relevant requirements for
bedding. The trench bottoms shall then be examined by the Engineer as to the condition and
bearing value before any pipe is laid or bedding is placed.
F. No pressure testing shall be performed until the pipe has been properly backfilled in place.
All pipe passing through walls and/or floors shall be provided with wall pipes or sleeves in
accordance with the specifications and the details shown on the Drawings. All wall pipes
shall be of ductile iron and shall have a water stop located in the center of the wall. Each
wall pipe shall be of the same class, thickness, and interior coating as the piping to which
it is joined. All buried wall pipes shall have a coal tar outside coating on exposed surfaces.
G. JOINT DEFLECTION SHALL NOT EXCEED 75 PERCENT OF THE MANUFACTURERS
RECOMMENDED DEFLECTION. Excavation and backfilling shall conform to the
requirements of Section 02200 - Earthwork, and as specified herein. Maximum trench widths
shall conform to the Trench Width Excavation Limits shown on the Drawings. All exposed,
submerged, and buried piping shall be adequately supported and braced by means of
hangers, concrete piers, pipe supports, or otherwise as may be required by the location.
H. Following proper preparation of the trench subgrade, pipe and fittings shall be carefully
lowered into the trench so as to prevent dirt and other foreign substances from gaining
entrance into the pipe and fittings. Proper facilities shall be provided for lowering sections
of pipe into trenches. UNDER NO CIRCUMSTANCES SHALL ANY OF THE MATERIALS
BE DROPPED OR DUMPED INTO THE TRENCH.
1. Water shall be kept out of the trench until jointing and backfilling are completed. When work
is not in progress, open ends of pipe, fittings, and valves shall be securely closed so that no
water, earth, or other substance will enter the pipes, fitting, or valves. Pipe ends left for
future connections shall be valved, plugged, or capped, and anchored as required.
J. All piping shall be installed in such a manner that it will be free to expand and/or contract
without injury to itself or to structures and equipment to which it is connected. All piping shall
be erected to accurate lines and grades with no abrupt changes in line or grade and shall be
supported and braced against movement, temporary, or permanent. All exposed piping shall
30005115000:07-31-97 15000-3 MONROE WWTP

be installed with vertical and horizontal angles properly related to adjoining surfaces or pipes
to give the appearance of good workmanship. Pipes crossing within a vertical distance of
less than or equal to one (1) foot shall be encased and supported with concrete at the point
of crossing to prevent damage to the adjacent pipes as shown on the Drawings.
K. The full length of each section of pipe shall rest solidly upon the bed of the trench, with
recesses excavated to accommodate bells, couplings, joints, and fittings. Before joints are
made, each pipe shall be well bedded on a solid foundation; and no pipe shall be brought
into position until the preceding length has been thoroughly bedded and secured in place.
Pipe that has the grade or joint disturbed after laying shall be taken up and relaid by the
Contractor at his own expense. Pipe shall not be laid in water or when trench conditions are
unsuitable for work.
L. Proper and suitable tools and appliances for the safe convenient handling and laying of pipe
shall be used and shall in general agree with manufacturer's recommendations.
M. AT THE CLOSE OF EACH WORK DAY THE END OF THE PIPELINE SHALL BE TIGHTLY
SEALED WITH A CAP OR PLUG SO THAT NO WATER, DIRT, OR OTHER FOREIGN
SUBSTANCE MAY ENTER THE PIPELINE, AND THIS PLUG SHALL BE KEPT IN PLACE
UNTIL PIPE LAYING IS RESUMED.
N. During the laying of pipe, each pipe manufacturer shall provide his own supervisor to instruct
the Contractor's pipe laying personnel in the correct procedure to be followed.
O. ALL PIPING SHALL HAVE TYPE "A" BEDDING AS SHOWN ON THE DRAWINGS.
3.02 REINFORCED CONCRETE PIPE, CONCRETE CULVERT, AND DRAIN PIPE
A. The laying of reinforced concrete pipe shall conform to the applicable sections of the
Concrete Pipe Handbook as published by the American Concrete Pipe Association. •
3.03 DUCTILE IRON PIPE
A. Ductile iron pipe (DIP) shall be installed in accordance with the requirements of the Ductile
Iron Pipe Handbook published by the Ductile Iron Pipe Research Association, and AWWA
C600.
B. Where it is necessary to cut ductile iron pipe in the field, such cuts shall be made carefully
in a neat workmanlike manner using approved methods to produce a dean square cut. The
outside of the cut end shall be conditioned for use by filing or grinding a small taper, at an
angle of approximately 30 degrees.
C. UNLESS OTHERWISE APPROVED BY THE ENGINEER, FIELD WELDING OF DUCTILE
IRON WILL NOT BE PERMITTED.
3.04 JOINTS IN PIPING
A. Restrained joints shall be provided on all pipe joints as specified herein and shown on the
Drawings. Restrained joints shall be made up similar to that for push -on joints.
B. Push -on joints include a single rubber gasket which fits into the bell end of the pipe. The
gasket shall be wiped clean, flexed and then placed in the socket. Any bulges in the gasket
which might interfere with the entry of the plain end of the pipe shall be removed. A thin film
30005115000:07-31-97 15000-4 MONROE WWTP

of lubricant shall be applied to the gasket surface which will come into contact with the spigot
end of the pipe. The lubricant shall be furnished by the pipe manufacturer. The plain end
of the pipe, which is tapered for ease of assembly, shall be wiped clean and a thick film of
lubricant applied to the outside. The pipe shall be aligned and carefully entered into the
socket until it just makes contact with the gasket. The joint assembly shall be completed by
entering the pipe past the gasket until it makes contact with the bottom of the socket. The
pipe shall be pulled "home" with an approved jack assembly as recommended by the pipe
manufacturer. If assembly is not accomplished by reasonable force, the plain end shall be
removed and the condition corrected.
C, Flanged joints shall be brought to exact alignment and all gaskets and bolts or studs inserted
in their proper places. Bolts or studs shall be uniformly tightened around the joints. Where
stud bolts are used, the bolts shall be uniformly centered in the connections and equal
pressure applied to each nut on the stud. Pipes in all lines subject to temperature changes
shall be cut short and cold sprung into place to compensate for expansion when hot.
D. Mechanical joints shall be made up with gaskets, glands and bolts. When a joint is to be
made up, the bell or socket and plain end shall be cleaned and washed with a solution or
mild soap in water, the gland and gasket shall be slid onto the plain end and the end then
entered into the socket until it is fully "home" on the centering ring. The gasket shall then be
painted with soapy water and slid into position, followed by the gland. All bolts shall be
inserted and made up hand tight and then tightened alternately to bring the gland into
position evenly. Excessive tightening of the bolts shall be avoided. All nuts shall be pulled
up using a torque wrench which will not permit unequal stresses in the bolts. Torque shall
not exceed the recommendations of the manufacturer of the pipe and bolts for the various
sizes. Care shall be taken to assure that the pipe remains fully "home" while the joint is
being made. Joints shall conform to the applicable AWWA Specifications.
E. Threaded and/or screwed joints shall have long tapered full depth threads to be made with
the appropriate paste or jointing compound, depending on the type of fluid to be processed
through the pipe. All pipe up to, and including 1-1/2-inches, shall be reamed to remove burr
and stood on end and well pounded to remove scale and dirt. Wrenches on valves and
fittings shall be applied directly over the joint being tightened. Not more than three pipe
threads shall be exposed at each connection. Pipe, in all lines subject to temperature
changes shall be cut short and cold sprung into place to compensate for expansion when
hot. Joints in all piping used for chlorine gas lines shall be made up with a glycerine and
litharge cement. Joints in plastic piping (PVC/CPVC) shall be laid and joints made with
compounds recommended by the manufacturer. Installation shall conform to the
requirements of ASTM D2774 and ASTM D2855. Unions required adjacent to valves and
equipment.
F. Soldered joints shall have the burrs removed and both the outside of pipe and the inside of
fittings shall be thoroughly cleaned by proper tools recommended for that purpose. Flux shall
be applied to both pipe and inside of fittings and the pipe placed into fittings and rotated to
insure equal distribution of flux. Joints shall be heated and solder applied until it shows
uniformly around the end of joints between fitting and pipe. All joints shall be allowed to
self -cool to prevent the chilling of solder. Combination flux and solder paste manufactured
by a reputable manufacturer is acceptable. Unions required adjacent to valves and
equipment.
G. Welded joints shall be made by competent operators in a first class workmanlike manner,
in complete accordance with ANSI B31.1 and AWWA C206. Welding electrodes shall
conform to ASTM A233, and welding rod shall conform to ASTM A25I. Only skilled welders
30005115000:07-31-97 15000-5 MONROE WWTP

capable of meeting the qualification tests for the type of welding which they are performing
shall be employed. Tests, if so required, shall be made at the expense of the Contractor, if
so ordered by the Engineer. Unions shall be required adjacent to valves and equipment
3.05 FLUSHING AND TESTING
A. All piping shall be properly flushed and tested unless specifically exempted elsewhere in the
Specifications or otherwise approved by the Engineer. Gravity sewer piping shall be flushed
and tested as specified in .Section 02604 - Utility Structures. All other liquid conveying
pipelines shall be flushed and tested with water. The Contractor shall furnish and install all
means and apparatus necessary for getting the air or water into the pipeline for flushing and
testing including pumps, compressors, gauges, and meters, any necessary plugs and caps,
and any required blow -off piping and fittings, etc., complete with any necessary reaction
blocking to prevent pipe movement during the flushing and testing. All pipelines shall be
flushed and tested in such lengths or sections as agreed upon among the Owner, Engineer,
and Contractor. Test pressure for the Flow Equalization Basin drain line shall be 100 psi and
shall be measured at the lowest point of the pipe segment being tested. The Contractor shall
give the Owner and Engineer reasonable notice of the time when he intends to test portions
of the pipelines. The Engineer reserves the right, within reason, to request flushing and
testing or any section or portion of a pipeline.
8. The Contractor shall provide water for all flushing and testing of liquid conveying pipelines.
Raw water or non -potable water may be used for flushing and testing liquid pipelines not
connected to the potable water system.
C. At the conclusion of the installation work, the Contractor shall thoroughly clean all new liquid
conveying pipe by flushing with water or other means to remove all dirt, stones, pieces of
wood, etc., which may have entered the pipe during the construction period. If after this
cleaning any obstructions remain, they shall be corrected by the Contractor, at his own
expense, to the satisfaction of the Engineer. Liquid conveying pipelines shall be flushed at
the rate of at least 2.5 feet per second for a duration suitable to the Engineer or shall be
flushed by other methods approved by the Engineer.
D. After flushing, all liquid conveying pipelines shall be hydrostatically tested. The procedure
used for the hydrostatic test shall be in accordance with the requirements of AWWA C600.
Each pipeline shall be filled with water for a period of no less than 24 hours and then
subjected to the specified test pressure for 2 hours. During this test, exposed piping shall
show no leakage. Allowable leakage in buried piping shall be in accordance with AWWA
C600.
E. Any leaks or defective pipe disclosed by the hydrostatic test shall be repaired or replaced by
the Contractor, at his own expense, and the test repeated until all such piping shows tight.
F. All gravity sewer/storm drain lines shall be leak tested in accordance with Section 02604 -
Utility Structures.
- END OF SECTION -
30005115000:07-31-97 15000-6 MONROE VWVTP

SECTION 15006
DUCTILE IRON PIPE
PART 1 — GENERAL
1.01 THE REQUIREMENT
A. Reference Section 15000 - Basic Mechanical Requirements
PART 2 — PRODUCT
2.01 DUCTILE IRON PIPE AND FITTINGS
A. All ductile iron pipe and specials shall be marked with the manufacturer's name or trademark,
size, weight, thickness class, the date of manufacture, and the word "Ductile".
B. Ductile iron pipe (DIP) of the sizes shown or specified shall conform to ANSI A21.51 (AWWA
C151), Grade 60-42-10 for ductile iron pipe centrifugally cast in metal molds or sand -lined
molds. All ductile iron pipe shall conform to ANSI A21.50 (AWWA C150) for thickness
design and shall be supplied in 18 or 20 foot nominal lengths or as required to meet the
requirements of the Drawings. Fittings and specials shall be cast iron or ductile iron,
conforming to the requirements of ANSI A21.10 (AWWA C110) and shalt have a minimum
rated working pressure of 250 psi.
C. Minimum Class 53 pipe shall be used for flanged spools.
D. All pipe and fittings shall be cement mortar lined. Linings shall conform to American
Standard Specifications for Cement Mortar Lining for Cast Iron Pipe and Ductile Iron Pipe
and Fittings, ANSI A21.4 (AWWA C104) and shall be standard thickness. The mortar lining
shall be protected with the bituminous seal coat. All buried DIP and fittings and the portion
of DIP extending into the Flow Equalization Basin shall have a bituminous coating on the
exterior surfaces in accordance with ANSI A21.51 (AWWA C151).
E. Pipe and fittings shall be Class 53 far flanged (exposed) DIP and Class 51 far restrained
(buried) DIP. Requirements for various types of joints are described in the following
paragraphs. UNLESS OTHERWISE NOTED HEREIN OR ON THE DRAWINGS, ALL
EXPOSED DUCTILE IRON PIPING SHALL HAVE FLANGED JOINTS.
F. Flanged joints and fittings shall have a minimum pressure rating of 250 psi with 125 Ib.
American Standard flanges. Alt flanges and fittings shall conform to the requirements of
ANSI B16.1. Flanges shall be ductile iron and shall be of the threaded or screw on type.
The face of the flanges shall be machined after installation of the flange to the pipe. No
raised surface shall be allowed on flanges. Flanged pipe shall conform to the requirements
of ANSI Specification A21.15, (AVVWA C115). Pipe lengths shall be fabricated to meet the
requirements of the Drawings.
30005115006:07-31-97 15006-1 MONROE WWTP

G. Gaskets shall be the "Ring Gasket" type, 1/8-inch minimum thickness, cloth inserted rubber,
red rubber or neoprene and shall be suitable for the service intended. Bolts shall be of the
size and length called for and in accordance with the "American Standard" and comply with
the requirements of the ANSI/AVWVA Standards. The bolts for flanged joints shall be a
minimum ASTM A307; Grade B carbon steel and be in accordance with ANSI A21.10,
(AWWA C110). The bolts shall have hexagonal heads and nuts, no washers shall be used.
H. Bell and spigot pipe shall be provided with push on, 0-ring rubber gasket, compression type
joints and shall conform to the requirements of ANSI A21.11 (AWVVA C111). Fittings and
specials shall be supplied with mechanical joints as specified for mechanical joint pipe. If
required by installation conditions, pipe shall have cast -on lugs for adequately tying it
together.
I. Mechanical joints and fittings shall conform to the requirements of ANSI A21.11,
(AWWA C111). Joints shall be made employing a tapered rubber gasket forced into a
tapered groove with a ductile iron follower ring. If required by installation conditions, pipe and
fittings shall have cast -on lugs for adequately tying the pipe and fittings together. These shall
be in conformance with standard practice and as outlined under the appropriate AWWA
Specifications.
J. Bolts for mechanical joints shall be high strength corrosion resistant low -alloy steel tee -head
bolts with hexagonal nuts.
K. Mechanical coupling joint pipe and fittings shall be split type, shouldered end. Coupling
materials shall be malleable iron. Couplings shall have a minimum pressure rating and
service equal to that of the connected piping. Gaskets shall be of rubber. Bolts and nuts
shall be heat treated carbon steel track bolts and shall be plated. After installation, buried •
couplings shall receive two heavy coats of coal tar epoxy (min. 24 mil thickness) which is
compatible with the finish of the couplings. Couplings shall be as manufactured by Victaulic
Company of America, Style 44 or equal.
L. Restrained joint pipe and fittings shall consist of bolted retainer rings and welded retainer
bars or boltless type which include ductile iron locking segments and rubber retainers. Bolts
for restrained joints (if applicable) shall conform to ANSI B18.2. Restrained pipe and fittings
shall be Lok-Fast or Lok-Ring type as manufactured by American Cast Iron Pipe; TR Flex as
manufactured by US Pipe, Bolt-Lok by Griffin Pipe Products, or equal.
M. The above systems for thrust restraint shall be used where restrained joint ductile iron pipe
is specified. Thrust restraint and harnessing systems such as thrust blocks, tie -rods, friction
clamps, retainer glands, and other proprietary systems such as the Star Hamessing System,
Mega Lug by EBAA Iron, etc. shall not be used unless specifically allowed by the Engineer
in isolated applications such as connections to existing piping, or walls, etc. Where tie -rods
are allowed, the rods and tabs shall be designed for the specified design pressure, shall
have lengths less than 10 feet between fittings, and shall be painted with two heavy coats
of coal tar epoxy after installation.
30005115006:07-31-97 15006-2 MONROE WWTP

PART 3 — EXECUTION
3.01 I NSTALLATIO N
A. Reference Section 15000 - Basic Mechanical Requirements.
- END OF SECTION -
30005\15006:07-31-97 15006-3 MONROE WWTP

SECTION 15095
VALVES, GENERAL
PART 1 -- GENERAL
1.01 THE REQUIREMENT
A. The Contractor shall furnish and install, complete with all assemblies and accessories, all
valves shown on the Drawings and specified herein including all fittings, appurtenances and
transition pieces required for a complete and operable installation.
B. All valves shall be constructed of first quality materials which have strength, wearing, and
corrosion resistance characteristics entirely suitable for the types of service for which the
individual valves ,are designated. Except where noted otherwise, valves designated for water
service shall conform to pertinent sections of the latest revision of AWWA C500
Specifications. Cast iron valve bodies, and parts shall meet the requirements of the latest
revision of ASTM Designation A 126, "Standard Specifications for Gray Iron Castings for
Valves, Flanges, and Pipe Fittings, Class B."
C. All valve body castings shall be clean, sound, and without defects of any kind. No plugging,
welding, or repairing of defects will be allowed.
D. Valves shall have flanged ends for exposed service and mechanical joint ends for buried
service, unless otherwise shown on the Drawings or specified herein. Flanged ends shall
be flat -faced, 125 lb. American Standard unless, otherwise shown or specified in accordance
with ANSI B16.1. All bolt heads and nuts shall be hexagonal of American Standard size.
The Contractor shall be responsible for coordinating connecting piping. Valves with screwed
ends shall be made tight with Teflon tape. Unions are required at all screwed joint valves.
1.02 'RELATED WORK SPECIFIED ELSEWHERE
A. Division 1 - General Requirements
B. Section 15000 - Basic Mechanical Requirements
C. Section 15100 - Valve Operators
D. Section 15109 Plug Valves
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Shall be as specified in Section 01090 •- Reference Standards.
1.04 SUBMITTALS
A. The Contractor shall furnish to the Owner, through the Engineer, a Performance Affidavit for
all valves specified herein, utilizing the format specified in Section 01300, Submittals.
Performance tests shall be conducted in accordance with the latest revision of AWWA C500
and affidavits shall conform to the requirements of the. Specifications.
30005115095:07-31-97 15095-1 MONROE WWTP

B. Shop Drawings conforming to the requirements of Section 01300, Submittals, are required
for all valves, and accessories. Submittals shall include all layout dimensions, size and
materials of construction for all components, information on support and anchoring where
necessary, pneumatic and hydraulic characteristics and complete descriptive information to
demonstrate full compliance with the Documents.
C. Operation and maintenance manuals and installation instructions shall be submitted for all
valves and accessories in accordance with the Specifications. The manufacturer(s) shall
delete all information which does not apply to the equipment being fumished.
PART 2 — PRODUCTS
2.01 VALVE (FLOOR) BOXES
A. Valve (floor) boxes shall be provided for all nut operated, floor accessed and exterior buried
valves. Floor boxes shall be of the adjustable, sliding type, cast iron, suitable to withstand
heavy traffic, as manufactured by James B. Clow & Sons, Kennedy Valve Mfg. Co., Charlotte
Pipe and Foundry Company, or equal. The covers shall be marked with appropriate
designations of piping contents (Le.: water, sewer) and bases shall be the round type. All
nut operated valves in this Section shall be dearly identified by stainless steel or laminated
plastic identification tags. The tags shall be permanently affixed to the inside of the floor
boxes, under grating, etc. and shall bear the embossed letters which dearly identify each
valve by its appropriate designation.
B. Two (2) valve operating wrenches shall be supplied in 4 foot lengths with tee handles for
each size nut supplied. Valve wrenches shall be Model No. F-2520 as manufactured by
James B. Clow & Sons, Kennedy Valve Mfg. Co., Figure No. 122, or equal.
C. The Contractor shall furnish and install valve (floor) boxes as shown on the Drawings and
specified herein.
D. All valve (floor) boxes shall be placed so as not to transmit shock or stress to the valve and
shall be centered and plumb over the operating nut of the valve. The ground in the trench
upon which the valve boxes rest shall be thoroughly compacted to prevent settlement. The
boxes shall be fitted together securely and set so that the cover is flush with the finished
grade of the adjacent surface. A 3'Wx3'Lx6"D concrete pad shall be provided around the
valve box, sloped outwards.
PART 3 -- EXECUTION
3.01 INSTALLATION
A. Except where noted otherwise herein, all valves shall be installing and tested in accordance
with the latest revision of AWWA C500. Before installation, all valves shall be lubricated,
manually opened and closed to check their operation and the interior of the valves shall be
thoroughly leaned. Valves shall be placed in the positions shown on the Drawings. Joints
shall be made as directed under the Piping Specifications. The valves shall be so located
that they are easily accessible for operating purposes, andshall bear no stresses due to
loads from the adjacent pipe. The Contractor shall be responsible for coordinating
connecting piping.
30005115095:07-31-97 15095-2 MONROE WWTP

B. All valves shall be tested at the operating pressures at which the particular line will be used.
Any leakage or "sweating" of joints shall be stopped, and all joints shall be tight. All motor
operated and cylinder operated valves shall be tested for control operation as directed by the
Engineer.
C. Provide valves in quantity, size, and type with all required accessories as shown on the
Drawings_
D. Install all valves and appurtenances in accordance with manufacturer's instructions. Install
suitable corporation stops at all points shown or required where air binding of pipe lines
might occur. Install all valves so that operating handwheels or wrenches may be
conveniently tumed from operating floor but without interfering with access, and as approved
by Engineer. Unless otherwise approved, instal! all valves plumb and level. Valves shall be
installed free from distortion and strain caused by misaligned piping, equipment or other
causes.
E. Valve (floor) boxes shall be set plumb, and centered with the bodies directly over the valves
so that traffic Toads are not transmitted to the valve. Earth fill shall be carefully tamped
around each valve box to a distance of 4 feet on all sides of the box, or to the undisturbed
trench face, if less than 4 feet.
3.02 SHOP AND FIELD TESTING
A. Shop and field testing of valves shall be as follows:
1. Certified factory testing shall be provided for all components of the valve and
operator system. Valves and operators shall be shop tested in accordance with the
requirements in the latest revision of AWWA C500, including performance tests,
leakage test, hydrostatic tests, and proof -of -design tests. The manufacturer through
the Contractor shall submit certified copies of the reports covering the test for
acceptance by the Engineer.
2. Shop testing shall be provided for the operators consisting of a complete functional
check of each unit. Any deficiencies found in shop testing shall be corrected prior to
shipment. The system supplier through the Contractor shall submit written
certification that shop tests for the electrical/pneumatic system and all controls were
successfully conducted and that these components provide the functions specified
and required for proper operation of the valve operator system.
3. The Contractor shall conduct field tests to check and adjust system components, and
to test and adjust operation of the overall system. Preliminary field tests shall be
conducted prior to start-up with final field tests conducted during start-up. The
factory service representative. shall assist the Contractor during all field testing and
prepare a written report describing test methods, and changes made during the
testing, and summarizing test results. The service representative shall certify proper
operation of the valve operator system upon successful completion of the final
acceptance field testing.
4. Preliminary and final field tests shall. be conducted at a time approved by the
Engineer. The Engineer shall witness all field testing.
30005115095:07-31-97 15095-3 MONROE WWTP

5. All costs in connection with field testing of equipment such as energy, fight,
lubricants, water, instruments, labor, equipment, temporary facilities for test
purposes, etc. shall be borne by the Contractor. The Contractor shall be fully
responsible for the proper operation of equipment during tests and instruction periods
and shall neither have nor make any claim for damage which may occur to equipment
prior to the time when the Owner formally takes over the operation thereof.
- END OF SECTION -
30005115095:07-31-97 15095-4 MONROE WWTP

SECTION 15100
VALVE OPERATORS
PART 1 — GENERAL
1.01 THE REQUIREMENT
A. The valve operator shall be designed to unseat, open or close, and seat the valve under the
most adverse operating condition to which the valve will be subjected. The capacity of the
operator shall be adequate to drive the valve under the differential pressure and flow
specified. All gearing shall be totally enclosed, sealed and permanently lubricated.
B. Operator mounting arrangements shall be as shown on the Drawings or as directed by the
manufacturer and/or Engineer. Operators shall be furnished with conservatively sized
extension bonnets, extension stems, or torque tubes, and all required appurtenances as
required for a complete installation. Operators furnished with extension bonnets shall include
stainless steel extension stems, or stainless steel torque tubes. The valve operators shall
be the full and undivided responsibility of the valve manufacturer in order to ensure complete
coordination of the components and to provide unit responsibility.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Division 1 - General Requirements
B. Section 15000 - Basic Mechanical Requirements
C. Section 15095 -Valves, General
D. Section 15109 - Plug Valves
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Shall be as specified in Section 01090 - Reference Standards.
PART 2 — PRODUCTS
2.01 MANUAL OPERATORS
A. Manual operators except where noted otherwise herein, for all interior valves shall be
handwheel or lever operated if the centerline of the valve is 6 feet or less above the floor or
platform from which it is to be operated and chain operated if the distance is greater than
6 feet.
B. Nut operators shall have standard 2-inch square AWWA operating nuts and shall be
provided where specified or shown on the Drawings. All operators shall turn
counter -clockwise to open and shall have the open direction clearly and permanently marked.
Valve operators shall be designed so that the force required to operate the handwheel, lever,
or chain does not exceed 80 pounds applied at the extremity of handwheel or chainwheel
30005\15100:07-31-97 15100-1 MONROE WWTP

operator. Nut operators shall be.designed to produce the required operating torque with a
maximum input of 150 ft.-lb. Handwheels on valves 4 inches and larger shall not be less
than 12 inches in diameter.
C. Manual operators shall be of the worm gear, traveling nut or scotch yolk type.
D. Quarter tum operators shall be equipped with adjustable AWWA input limit stops and shall
require a minimum of 15 tums for 90° or full stem valve travel and shall be equipped with a
valve position indicator.
E. Manual operators shall be rigidly attached to the valve body unless otherwise specified or
ri shown on the Drawings.
F. Manual operators on buried service valves shall be specially constructed for buried service.
Buried service operators shall be permanently lubricated and watertight under an external
water pressure of 10 psi. Unless otherwise shown or specified, buried service operators
shall be furnished with Standard AWWA nut operator and valve box.
G. Worm gear operators shall be as manufactured by AUMA, Philadelphia Gear Co., or equal.
PART 3 -- EXECUTION
3.01 INSTALLATION
A. Reference Section 15095 - Valves, General.
- END OF SECTION -
30005115100:07-31-97 15100-2 MONROE WWTP

SECTION 15109
'PLUG VALVES
PART 1 -- GENERAL
1.01 THE REQUIREMENT
A. Reference Section 15000 - Basic Mechanical Requirements.
1.02 RELATED WORK SPECIFIED ELSEWHERE
A. Division 1 - General Requirements
B. Section 15000 - Basic Mechanical Requirements
C. Section 15095 - Valves, General
D. Section 15100 - Valve Operators
1.03 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Shall be as specified in Section 01090 - Reference Standards.
PART 2 — PRODUCTS
2.01 PLUG VALVES
A. Plug valves shall be of the non -lubricated, eccentric seating plug type with synthetic
rubber -faced plugs as manufactured by DeZurik Company, Pratt, or equal. All valves shall
be provided with limit stops and rotate 90° from fully open to fully shut. The minimum
working pressure for all valves shall be 150 psi, and the test pressure shall be at least.
270 psi for valves up through 12-inch and at least 230 psi for valves 14-inch and larger. The
port area of valves shall be at feast 80 percent of full pipe area for valves less than 24-inches
and 70 percent for valves 24-inches and larger. The body materials shall be of epoxy coated
cast iron or semi -steel, unless specified otherwise. Seats shall have a welded overlay of 90
percent pure nickel and machined to a finish containing no stress cracks. Plug facings shall
be of Hycar, or equal and completely suitable for use with domestic sewage.
B. The shaft seal shall be either the bronze cartridge type with at least two 0-Rings, monolithic
V-Type, or pull down packing type. If monolithic V-Type or pull down packings are utilized,
it shall be self-adjusting, self -compensating type. Packing shall be as manufactured by
Chevron, or equal. Plug valves with pull down packings shall be designed with an extension
bonnet so that repacking can be done without removal of the actuator.
C. All buried valves shall have mechanical joint ends (unless otherwise shown), conforming to
ANSI A21.11. (AWWA C 111), and shall be operated with a standard AWWA 2-inch square
nut through a totally enclosed worm gear actuator. Valve boxes shall be installed with all
buried plug valves and shall be as specified herein.
30005115109:07-31-97 15109-1 MONROE WWTP

D. Unless otherwise shown, all exposed valves 4-inches in diameter and larger shall have
flanged ends conforming to ANSI B16.1-125/150 pound standard with face-to-face
dimensions of standard plug valves. Valves smaller than 4-inches in diameter shall have
screwed ends, unless otherwise noted.
E. Valves 8-inches in diameter and larger shall be handwheel or floorstand operated where
required or indicated on the Drawings through totally enclosed worm gear actuators, unless
otherwise specified or shown on the Drawings. Valves 6-inches in diameter and smaller
shall have lever operators, unless otherwise specified or noted on the Drawings.
F. The manufacturer shall certify that the plug valves are capable of operating in continuous
duty service under these pressures and flow conditions.
G. Each valve shall by hydrostatically tested and tested for bubble tightness after the operator
has been mounted and adjusted. Copies of the hydrostatic and leakage test certification and
certification of conformance shall be submitted to the Engineer prior to shipment.
H. All internal and external ferrous components and surfaces of the valves, with the exception
of stainless steel and finished or bearing surfaces, shall be shop painted with two coats
(10 mils min. dry film thickness) of the manufacturers premium epoxy for corrosion
resistance. Damaged surfaces shall be repaired in accordance with the manufacturer's
recommendations. Surface preparation shall be in accordance with the recommendation of
the paint system manufacturer.
PART 3 —EXECUTION
3.01 INSTALLATION
A. Reference Section 15095 - Valves, General.
- END OF SECTION -
30005115109:07-31-97 15109-2 MONROE VWVTP

GEOTECHNICAL INVESTIGATION REPORT

e
•
LAW
ENGINEERING AND ENVIRONMENTAL SERVICES. INC.
REPORT OF GEOTECHNLCAL EXPLORATION
EQUALIZATION BASIN ADDITION
MONROE WASTE WATER TRATMENT FACILITY
MONROE, NORTH CAROLINA
Prepared for:
HAZEN AND SAWYER ENVIRONMENTAL
ENGINEERS AND SCIENTIST
Raleigh, North Carolina
Prepared by:
LAW ENGINEERING & ENVIRONMENTAL SERVICES, INC.
Charlotte, North Carolina
July 31,1997
LAW Project 30100-7-2749

•
•
July 31, 1997
LAW
ENGINEERING AND ENVIRONMENTAL SERVICES, INC.
Mr. Ben Roach
Hazen and Sawyer Environmental Engineers and Scientist
4011 Westchase Boulevard, Suite 500
Raleigh, North Carolina 27607
Subjecr.
Report of Geotechnical Exploration
Equalization Basin Addition
Monroe Waste Water Treatment Facility
Monroe, North Carolina
LAW Job 30100-7-2749
As verbally authorized by you and confirmed by our Proposal No. 2285, LAW Engineering and
Environmental Services, Inc. (LAW) has completed a subsurface exploration for the subject project.
The purpose of this exploration was to develop information about the site and subsurface conditions
and to provide geotechnical recommendations for the proposed construction. This report describes
the work performed and presents the results obtained, along with our geotechnical
recommendations for foundation design and site preparation.
Site and Project Information
The proposed construction is located at the existing waste water treatment facility in Monroe,
North Carolina_ Proposed additions to the existing facility include increasing the capacity of the
equalization basin by extending the containment to the east
The site is currently partially wooded and sloping down toward the north. The construction of
the earth containment walls will require cut on the south side and fill along the north side. The
basin area will also require up to 14 feet of cut. Up to 10 ft of fill will be required to construct
the earthen embankments. A liner is proposed in the basin consisting of a geosynthetic clay liner
with 18 inches of overlying soil.
The above project information was obtained from provided site plans dated July 1997 by Hazen and
Sawyer and telephone discussions between our Mr. Collin Franceschi and Mr. Mel Browning with
Mr. John Bove, Mr. Jim Struve, and Mr. Ben Roach of Hazen and Sawyer.
2801 YORKMONT ROAD • CHARLOTTE NC 28208
[phone] • FAX {7041357-8638

Report of Geotechnical Exploration - Equalization Basin Addition
Monroe Waste Water Treatment Facility
L-1 W Project 30100-7-2749 ,
July 31, 1997
Field Exploration
Four soil test borings were made at the site at the approximate locations shown on the attached
Boring Location Plan (Figure 1). The boring locations were selected by Hazen and Sawyer and
were established in the field by our drill crew drilling supervisor from map -scaled distances, by
measuring from site landmarks and estimating right angles. The ground -surface elevations on the
Test Boring Records were estimated from the furnished topographic site plan.
The borings were made by mechanically twisting a continuous flight steel auger into the soil. Soil
sampling and penetration testing were performed in general accordance with ASTM D 1586. At
regular intervals, soil samples were obtained with a standard 1.4-inch I. D., 2-inch O. D., split=tube
sampler. The sampler was first seated 6 inches to penetrate any loose cuttings, and then driven an
additional 12 inches with blows of a I40-pound hammer falling 30 inches. The number of hammer
blows required to drive the sampler the final 12 inches was recorded and is designated the.
"penetration resistance". The penetration resistance, when properly evaluated, is an index to the
soil's strength and foundation supporting capability.
1 Representative portions of the soil samples, thus obtained, were placed in glass jars and transported
'i
to the laboratory. In the laboratory, the samples were examined by a geotechnical engineer to verify
the driller's field classifications. Test Boring Records are attached, showing the soil descriptions
1
and penetration resistances.
1
Area Geology
The site is located in the Carolina SIate Belt section of the Piedmont Physiographic Province of
North Carolina. The Slate Belt is a band of rock stretching from Georgia through the Carolinas into
Virginia. The rocks are primarily volcanic and sedimentary in origin, and have been subjected to
heat and pressure (metamorphism) over geologic time since their formation. The major rock type of
the belt is not slate, but includes a variety of metavolcanic and metasedimentary rocks. The
metavolcanics include tuffs, rhyolitic, dacitic and andesitic flows and breccias; the metasediments
include slate and argiliite.

Report of Geotechnicai Exploration - Equalization Basin ,4 ddition
Monroe Waste Water Treatment Facility
L-1W Project 30100-7-2749
July 31. 1997
J
The typical residual soil profile consists of clayey soils near the surface, where soil weathering is
more advanced, underlain by sandy silts and silty sands. The boundary between soil and rock is not
sharply defined. A transitional zone termed "partially weathered rock" is normally found overlying
the parent bedrock. Partially weathered rock is defined, for engineering purposes, as residual
material with standard penetration resistances in excess of 100 blows per foot. Weathering is
facilitated by fractures, joints and by the presence of less resistant rock types. Consequently, the
profile of the partially weathered rock and hard rock is quite irregular and erratic, even over short
horizontal distances. AIso, it is not unusual to find lenses and boulders of hard rock and zones of
partially weathered rock within the soil mantle, well above the general bedrock level.
Subsurface Conditions
Borings B-2 and B-3 encountered possible residuum to a depth of 3 feet below the ground surface.
This material consisted of firm clayey sandy silt or hard sandy silt and contained small rounded
gravel.
Boring B-4 encountered probable fill at the ground surface consisting of sandy silt to a depth of
8 feet. This material was likely placed during previous grading activities.
Below the possible residuum and probable fill and at the ground surface at boring B-1, residual soil
was encountered The residuum consisted of very stiff or hard sandy clayey silt and sandy silt.
Partially weathered rock was encountered beneath the residuum at borings B-1, B-2, and B-4 at
respective depths of 4, 9, and 9 feet. The partially weathered rock was sampled as sandy silt with
some rock fragments.
Boring B-4 encountered 'auger refusal at 11 feet below the ground surface. Rock outcrops were
} observed in the vicinity of boring B-9. Refusal may result from boulders, lenses, ledges or
layers of relatively hard rock underlain by partially weathered rock or residual soil; refusal may
also represent the surface of relatively continuous bedrock. Core drilling procedures are required,
J
to penetrate refusal materials and determine their character and continuity. Core drilling was
beyond the scope of this preliminary exploration.
3

Report of Geotechnical Exploration - Equalization Basin Addition
,Monroe Waste Water Treatment Facility
L-I W Project 30100-; -2749
July 31, 1997
Groundwater was not encountered in the borings at the time of drilling within the borehole depths.
The boreholes were caved -in and dry within 5 feet of the termination depth several hours after
drilling. Cave-in depths in boreholes is often indicative of groundwater at or slightly below the
cave-in depth. The cave-in experienced at this site most likely occurred while removing the drilling
tools form the borehole.
Ground -water levels may fluctuate several feet with seasonal and rainfall variations and with
changes in the water level in adjacent drainage features. Normally, the highest ground -water
Ievels occur in late winter and spring and the Iowest levels occur in late summcir and fall.
Perched water, trapped over more impermeable clayey layers, may occur in this area, particularly
after rainy weather. At the time of this exploration, water levels are probably intermediate
between their seasonal extremes and lower than "normal" due to the relatively dry winter and
early spring experienced in the area_
The above descriptions provide a general summary of the subsurface conditions encountered. The
attached Test Boring Records contain detailed information recorded at each boring location. These
Test Boring Records represent our interpretation of the field Iogs based on engineering examination
of the field samples. The lines designating the interfaces between various strata represent
approximate boundaries and the transition between strata may be gradual.
Foundation Evaluation and Recommendations
Foundation Support for Embankments
Based on the boring data and our past experience with similar soils, the residual soils at the borings
should provide adequate support for the proposed earth embankments for the proposed basin
structure, subject to the criteria and site preparation recommendations that follow.
We recommend removal of the probable fill material encountered at boring B-4 prior to
construction of the earth embankment due to the unknown quality and compaction of this material.
Such questionable fill should also be removed from within the interior of the basins. We
recommend the new structural fill placed on the site be compacted to 95 percent of the standard
4

Report of Geotechnical Exploration - Equalization Basin Addition
Monroe Waste Water Treatment Facility
LAW Project 30100-7-2749
July 31, 1997
j
Proctor maximum dry density. We recommend that side slopes of 3:1 (H:V) be used for both the
inside and outside portions of the earthen embankments.
Site Preparation and Grading
1
J
i All existing topsoil, vegetation, man-made fill, disturbed soils and surface soils containing organic
{ matter or other deleterious materials should be stripped from within the construction areas. After
stripping and rough excavation grading, we recommend that areas to provide support for the new
,:l structural fill be carefully inspected far soft surftcial soils and proofrolled with a 25 to 35-ton, four-
wheeled. rubber -tired roller or similar approved equipment. The proofroller should make at least
four passes over each location, with the last two passes perpendicular to the first two_ Any areas
4
which wave, rut or deflect excessively and continue to do so after several passes of the proofroller
4 should be undercut to firmer soils. The undercut areas should be backfilled in thin lifts with
suitable compacted fill materials. The proofrolling and undercutting operations should be carefully
monitored by an experienced engineering technician working under the direct supervision of the
geotechnical engineer.
The borings did not encounter ground water within the expected construction depths. However,
ithe contractor should be prepared to promptly remove any surface water or ground water from
the construction area. This has been done effectively on past jobs by means of gravity ditches
and pumping from filtered sumps.
}
.J
ry
Permeability Considerations
The scope of our work did not include laboratory permeability testing. We understand that a
permeability of 1 x 10"6 or possibly 1 x I O 1cm/sec is required for the sides and bottom of the
basin. Based on our experience, the permeability of compacted fill comprised of the on -site
soils would likely be on the order of 1 x 10 cm/sec. Higher permeabilities would be likely in
the cut areas (and particularly in partially weathered rock) due to the relict cracks in this material
which will govern the permeability of the soil mass.
A bentonite amended natural soil liner (5 to 8% bentonite) at least I2 inches thick or a
geosynthetic clay or membrane liner would thus be required. As discussed with Hazen and

Report of Geotechnical Exploration - Equalization Basin Addition
Monroe Waste Water Treatment Facility
LA Project 30100-7-2749,
July 31. 1997
Sawyer, our previous experience indicates that the intensive labor required to properly mix
bentonite with the soil probably makes a GCL liner (geosynthetic clay liner) more feasible. We
understand that Hazen and Sawyer has elected to use such a GCL liner, covered by 18 inches of
compacted natural soil from the site. This soil material should be compacted to at least 95
percent of standard Proctor maximum dry density. Because this fine-grained will be relatively
weak when saturated, we recommend that the water level in the basin not be allowed to drop over
1 ft per day to minimize the potential for shallow slope circle failures.
Excavatabilitv
Generally, the residual site soils should be excavatable with conventional excavation equipment.
Partially weathered rock will present difficulty in excavating during construction in. some areas. At
boring B-2, about 6 ft of partially weathered rock wiII have to be removed. Heavy excavating
equipment with ripping tools will likely be required to remove much of this material. Confined
excavations (footings, utility trenches, etc.) in partially weathered rock may require ripping tools
and pneumatic hammers. In addition, some Tight blasting may be necessary to efficiently remove
harder partially weathered rock that could be present within the excavation depths.
Borrow Material
Although we have not performed any laboratory classification or compaction testing, based on our
visual examination and experience with similar type soils, the on -site, non -plastic residual soil
appears to be suitable for use as structural fill after moisture adjustment as required. Existing site
fill probably is not suitable for use as structural fill. In general, soils containing more than 5
percent (by weight) fibrous organic materials or having a PIasticity Index (PI) greater than 30 (less
than 15 is preferable) should not be used for fill. Compaction of the embankment fill should be
performed in a direction of equipment travel parallel with the crest of the embankment. The fill
should be compacted with a moisture content of I to 3 percent wet of optimum moisture, to 95
percent standard Proctor. Partially weathered rock material may be used for structural fill provided
it can be broken down by the excavation and compaction equipment into particles with a maximum
dimension of 4 inches.
6

Reporr of Geotechnical Erplaration - Equalization Basin Addition
Monroe Waste Water Treatment Facility
LAW Project 30190- -2749
July 31, 1997
•
:4
Before filling operations begin, representative samples of each proposed fill material should be
collected and tested to determine the compaction and classification characteristics. The maximum
dry density and optimum moisture content should be determined. Once compaction begins, a
sufficient number of density tests should be performed by an experienced engineering technician
working under the direct supervision of the geotechnical engineer to measure the degree of
compaction being obtained.
Qualification of Report
Our evaluation of foundation support conditions has been based on our understanding of the site
and project information and the data obtained in our exploration. The general subsurface conditions
utilized in our foundation evaluation have been based on interpolation of subsurface data between
the borings. In evaluating the boring data, we have examined previous correlations between
penetration resistances and foundation bearing pressures observed in soil conditions similar to those
at your site. If the project information is incorrect or if the structure Iocation (horizontal or vertical)
and/or dimensions are changed, please contact us so that our recommendations can be reviewed.
The discovery of any site or subsurface conditions during construction which deviate from the data
outlined in this exploration should be reported to us for our evaluation. The assessment of site
environmental conditions or the presence of pollutants in the soil, rock and ground water of the site
was beyond the scope of this exploration.

Report of Geotechnical Eplorarion - Equalization Basin Addition
Monroe Waste Water Treatment Facility
LAW Project 30100-7-2749
July 31, 1997
•1
a
1
J
3
Closing
Thank you for the opportunity to provide our professional geotechnical services during this phase of
your project. Please contact us when we can be of further service or if you have any questions
concerning this report.
Sincerely,
LAW ENGINEERING AND ENVIRONMENTAL SERVICES, INC.
G. CoIlin Franceschi, E.I.T.
Staff Engineer
,e/2
Mel Y. Browning, P.E.
Principal Geotechnical Engineer
Registered, NC #8696
GCF/MYB:adh
Attachments
8

J
'�r� ,r •E r, iL-;;: -r'"..."'',':ix�l'E '.rrtrS' :a. � '; i.., s,'+.,f,�.S.'.,_ `.;. ;t`2^r."ir5:: ;:j..r""r'�7'u5, z;.. ^!e_s: .ET► FJ •-.,4.�,: t ^t, _ :.i.i.. _ - _ ,
_J ., r ., " i^I7^i.s�; � cl, r=--'
��: _.K ,. .<. hT�...t .� ...:-r-, .�.. .. r.Jr _.. ....•� _. _ ,f. ... _ .. _ _ _.. l'�.'-'.4 �• _Ya :�.� 4'_-ice",-y :[.`.� _ ..^�'�
6
a

KEY TO CLAs6i.biLAiik_p..
CORRELATION OF PENETRATION RF-SISTANa Vilna
RECATIYE DENSTrY AND CONSISTENCY
\Caling Sit Si= Whisi Yield Cam al Vasa= 1-7/18, 1-1.1111',
1-7/11. 2-5/12. 2-1/1— ini 3-11f1.1 lachei. Rzscpceively
The Stmitiard Pcriesration Resbsram= is Tie Number of Blows of a 1.40-?ouaclEammacr Falling 30
irtaes To Drive a. 2-Incit 1.44.na. LD. Spiit-Tube Sa=pi= Coe Foot.
• Tc==inology may be ait=i if7-sv...= of ravel. =bbies or boulders inicferes vritb. ate2surt- of
12enserridon resist:

TE51 tiUt111VU CSCt, J LJ
534.0 FL
B.EVA11ON DEPTH
WFEETI [FEET)
- m
n
ti
z
0
to
a
K
't 0
0
0
. r
0
4
;:a
YA
534.0
529.0-
524.0-
519.0^
514.0
4.0
8.0
DESCRIPTION
RESIDUUM - Hard Red Orange Clayey Fine Sandy Silt with
Weathered Rock Fragments
PARTIALLY WEATHERED ROCK - Sampled As Orange Red Fine
Sandy Silt
10.0-
509.0-
504.0-
499.0
494.0
Hard Tan Orange Fine Sandy Silt
Boring Terminated at 10.0 Ft. •
- Ground Water Not Encountered at Time of Baring.
REMARKS:
WATER
£NATION:
PENETRATION -BLOWS PER FOOT
5 10
15
_0 w av nu w
1
1
•.
•?
1
i
r
1
DRILLED BY LARRY BORING NUMBER
LOGGED BY GCF DATE DRILLED
CHECKED BY MYB JOB NAME
JOB NUMBER
3
01T 5-
0I5-
4.
B-1
7/14/97
MONROE
30100-7-274!
PAGE 1 OF 1
LAW ENGINEERING and
.ENVIRONMENTAL SERVICES,LI`

ELEVATION DEPTH
(FEET] WEED
DESCRIPTION
WATER
ELEVATION: 523 Ft.
PENETRATION -BLOWS PER FOOT
5 10 15 70 a0 60
90 100
523.0
518.0—
513.0—
508.0—
503.0—
498.0—
493.0—
488.0—
483.0
-
POSSIBLE RESIDUUM- Hard Orange Red Fine Sandy Silt with
Small Stones
C-
3.0
-
—
RESIDUUM - Hard Orange Red Clayey Fine Sandy Silt
L
1
L4
8.0
Hard Green Gray Fine Sandy as Silt with Rock Fragments
9.0
—
—
18.9-
—
-
—
—
—
PARTIALLY WEATHERED ROCK - Sampled As Green Gray Fine
Sandy Silt with Rock Fragments
4
Boring Terminated at 18.9 Ft.
Ground Water Not Encountered at Time of Boring.
Borehole Caved and Dry at 14.8 Ft After Several Hours.
REMARKS:
DRILLED BY LARRY BORING NUMBER
LOGGED BY GCF DATE DRILLED
CHECKED BY MYB JOB NAME
JOB NUMBER
37
31
50
18n -
n
50/2.5
5015.5 "
8-2
7/14/97
MONROE
30100-7-2749
PAGE 1 OF 1
LAW ENGINEERING and
ENVIRONMENTAL SERVICES,INC

ELNATION DEPTH
- I GJ 1 01...1711 I•t'. lU .L/11V
WATER
ELEVATION: SI Ft.
PENETRATION -BLOWS PER FCOT
•
DESCRIPTION
--a
' -"' . 0 5 10 15 .70 10 50 10
-
-
POSSIBLE RESIDUUM - Firm Orange Very Stiff Tan Orange
Clayey Fine Sandy Silt with Rounded Stones
L
I
3.0
RESIDUUM - Very Stiff Orange Fine Sandy Silt
8.0
RESIDUUM - Hard Gray Very Stiff Orange Fine Sandy Silt
•
-
C-
12.0
-
Very Stiff Red Tan Gray Rne Sandy Silt with Weathered
Rock Fragments
114
15.0
-
Boring Terminated at 15.0 Ft.
Ground Water Not Encountered at Time of Boring.
Borehole Caved and Dry at 11.8 Ft After Several Hours.
•
REMARKS:
DRILLED BY LARRY
LOGGED BY GCF
CHECKED BY MYB
BORING NUMBER
DATE DRILLED
JOB NAME
JOB NUMBER
26
28
24
33
24
B-3
7/14/97
MONROE
30100-7-2749
PAGE 1 OF 1
LAW ENGINEERING and
ENVIRONMENTAL SERVICES,INC

ELEVATION DEPTH
IFEETI IFEET1
OESCRIPT10N
WATER
0
EL VATION:
ENETRAT1ON•BLOWS PER FOOT
10 15 20 40 50
516.5 Ft.
90 100
516.5
511.5-
9.0
506.5—
.t r 11.0
1;1QBDJ€s
501.5-
496.5 —
491.5-
486.5—
481.5-
-- 476.5
PROBABLE FILL - Gray Fine Sandy Silt with Gray Rack
- Fragments
RESIDUUM - Hard Tan Gray Fine Sandy Silt •
PARTIALLY WEATHERED ROCK - Sampled As Tan Gray Fine
Sandy Silt
Auger Refusal and Boring Terminated at 11.0 Ft.
Ground Water Not Encountered at Time of Boring.
Borehole Caved and Dry at 8.2 Ft After Several Hours.
C-
•
REMARKS:
DRILLED BY LARRY BORING NUMBER
LOGGED BY GCF DATE DRILLED
CHECKED BY MYB JOB NAME
JOB NUMBER
25
9
9
B-4
7/14/97
MONROE
30100-7-2749
PAGE 1 OF 1
LAW ENGINEERING and
ENVIRONMENTAL SERVICES,INC

REFER TO CONTRACT
DRAWING NUMBER
G2
SHEET 1 OF 1
1' �'•�'
•
1
'
�'
504
• I -
, ,N
N5 5'
is
509 �� .
'.
. ;
{ 1 \ , \ 1
, 1
`
` .
1,
H & S JOB
NUMBER
30005
CONTRACT
NUMBER
21
1 , 1 I
`
1 \O\ ,,
. _
•
.
`, `, `I \ \ ``,
•
, •`.
•
'. `
`, .
CITY OF MONROE, NORTH CAROLINA
MONROE WWTP
FLOW EQUALIZATION BASIN
,
B4`'.a� `�� '' ;h'
,
�`, i
�`
•`
•. , X {
. ,11 \
11
1
,
•
`
RESET
'
•l
,
.
- -
E5681, '1
,' 1
1
',t,,, , �,
,111, ` ,
1 ,'{ 1 `
` ,,
, •,
` ,0
PARTIAL
,
-.,
SITE
FENCES
PLAN
-
-
., 5 -
- -_.--
—
1'= 301-a'
BACKFILL 18' DRAIN LINE TRENCH
A MIN DISTANCE OF 101-0', WITH
BENTONITE CEMENT GROUT TO 24'
TOP OF BERM
ABOVE TOP OF PIPE
�_
PLUG
520
INV EL 510.75
BASIN
EL 508.75
A'
VALVE ROX
510
.
18' BURIED PLIJG
510.35
VALVE
r8.
i`
rn
LLI !
d 0
I
03
0
} cn
coZ
ENV EL
ktINJMUM .AF..:.-a'
500
COVER OVER
OF PIPE
TOP
-30
0
30
SECTION
60
90
A
M,J
IINV
120
PLUG
495.50 490
150
ADDENDUM NO.
1
ATTACHMENT NO.
1
1'=301-0' H
1'=10'-0' V

State of North Carolina
'Department of Environment,
Health and Natural Resources
• Mooresville Regional Office
.lames B. Hunt, Jr., Governor
'/lipnathan B. Howes, Secretary
,w
w‘f PA
�EHNR
DIVISION OF WATER QUALITY
July 17, 1997
Mr. Tom Frederick, P. E.
Director of water Resources
City of Monroe
P.O. Box 69
Monroe, N.C. 28111-0069
Subject: Installation of Tertiary Power
Source
Monroe Wastewater Treatment
Plant
NPDES No. NC0024333
Union County, NC
Dear Mr. Frederick:
This is in response to your letter to Mr. David Goodrich dated
July 14, 1997, inquiring whether an Authorization to Construct (A
to C) is needed for installation of a tertiary power source at the
Monroe Wastewater Treatment Plant.
We have discussed this matter with the Permits and Engineering
Unit in Raleigh and have been informed that there is no need for an
A to C for the subject project.
If you should have any questions concerning this matter or
require additional information, please do not hesitate to contact
Mr. Bou-Ghazale or me.
cc: Dave Goodrich
Sincerely,
i 1
D. Rex Gleason, P.E.
Acting Regional Supervisor
919 North Main Street, 10%C FAX [phone]
Mooresville, North Carolina 28115 An Equal Opportunity/Affirmative Action Employer
Voice 704-663-1699 11=2=525721 50% recycled/ 10% post -consumer paper

/10 ,
STY OF MONROE
P.O. SOX 69 • MONROE. NORTH CAROLINA 28111-0069
FAX [phone]
N DRFT„or
13.NVIRONIMPNT, 14CALT14
k NATOkAt 10/101.„{IkrES
JUL 1 6 1997
July 14, 1997
Mr, David Goodrich, P. E:, Supervisor
NCDE.HNR-DWO
NPDES Group
Post Office Box 27687
Raleigh., North Carolina 27611-7687
RE: Purchase and Installation of Prim.e Generator Module as 'Tertiary Power Source
Monroe Wastewater Treatment Plant
NPDES Permit No, NC0024333
Dear Mr, Goodrich:
The City of Monroe is proposing to purchase and install a 1600 KW prime generator in an ISO container
from Carolina Engine of Charlotte, complete with a diesel engine, generator producing 480-volt 3-phase
power, sound attenuation, exhaust system, diesel fuel day tank, battery charger, and instrumentation and
controls including a synchronizer which will allow a "soft" load transfer (without interruption of power
to treatment facility) from the utility power supply to the generator synchronized with the utility supply,
In addition. the City is proposing site work, concrete work, installation of a 2000 KVA 480-volt113 2 KV
pad mounted transformer, a 2000-gallon bulk above ground fuel tank with containment. and a pad -
mounted switching box to transfer power among the three sources which will be available. Attached are
three copies of each of the following governing this installation; (1) technical specifications for the
power module in the ISO container, including the generator; (2) plans for the site work and concrete
work prepared by U S infrastructure; (3) plans and specifications for the bulk fuel storage tank and
containment prepared by LT S Infrastructure, and (4) an existing and proposed one -line diagram showing
the power supply and distribution to the Monroe Wastewater Treatment Plant,
The City of Monroe currently meets the requirements of 15A NCAC 21'1 ,0219(j)(3)(A) at the Monroe
Wastewater Treatment Plant by providing a dual source/dual feed power supply from the City of Monroe
electrical utility system. The proposed improvements go beyond the regulatory requirements. and none
of the proposed work is necessary to maintain compliance with current regulations (we are aware the
General Assembly is considering. changes to the regulations). Further, all of the improvements addressed.
herein are at the electric metering interface between the electric utility and the Wastewater Treatment
Plant; we are not proposing any changes to the electric distribution network within the Wastewater
Treatment Plant, nor are we planning in this project any process or other changes within the Wastewater
Plant.

FirvMr. David Goodrich
'July ILL 1997
Page 2
The transformer, switch box, and all wiring and cable terminations will be performed or coordinated by
the electric utility and will be in compliance with the National Electric Code.
Upon completion of the work, the existing dual feed utility sources will both remain available, however,
in the highly unusual event that both utility sources are lost (which occurred once during Hurricane Hugo
in September 1989), the plant will be able to fully operate under generator load provided there are no
faults within the electric distribution circuits inside the WWTP. The switch box will allow the plant to
operate solely on the generator, disconnected from the dual feeds, during an emergency, and will allow
the generator to run in parallel with either of the dual feeds during periods of peak electric system load
management. The complete system can power the WWTP for up to 20 hours without refueling in an
emergency if the tanks are initially full. We also intend to operate the generator for load management to
gain significant economic advantages, which will also regularly exercise the equipment.
Since this proposal does not relate to any compliance issues, nor are there any process changes to the
Wastewater Treatment Plant, we are asking for a quick review and a response from your office allowing
us to proceed. From our review of 15A NCAC 02H .0204 and NCGS 143-215.1(a)(1) through (10), we
do not believe the proposed activity requires a formal perrnit, however, we will abide by your
interpretation.
If you have any questions duringduringthis review, please call me at [phone],
Torick, P E.
Director o a er Resources
Enclosures - 3 copies each: Specifications for Generator Module
Site Plan
Above Ground Fuel Storage Tank Plans and Specifications
One -Line Electrical Diagrarn
c: Mr. Jerry Cox, w/o enclosures
Mr. Barry Delzell, P. E., w/o enclosures
Mr, D. Rex Gleason, P. E., w/ enclosures (1 copy)
Mr. Kim Hinson, w/ enclosures
Mr. Don Mitchell, P. E., w/ enclosures
iorn.0797 davgir I 4Aocircil
FTLE: WWI? GENERATOR INSTALLATION -SPEC PROJE

v R S JUR.CL76
&.1� : t
JUL1 61991
Technical Specifications for a
Diesel Powered Electric Generator Module with Utility Paralleling
Switchgear for the Monroe V4lastewater Treatment Plant
Provide all equipment for an electrical power generation system in accordance
with these specifications and manufacturer's drawings and installation
instructions. Equipment may be n w or previously used. Bids on used
equipment shall include ail information required by these specifications and are
subject to performance testing prior •io any obligation to purchase.
The generator shall be mounted within an ISO container as specified herein
along with all other required components listed in these specifications to make
up a complete "power module".
The responsibility for performance to this specification shall not be divided
among individual component manufacturers, but must be assumed solely by
the primary manufacturer. This includes generating system design,
manufacture, test, and having a local supplier responsible for service and
parts.
APPROVED MANUFACTURERS
The engine and generator shall be the product of an ISO 9001 certified
manufacturer. Acceptable manufacturers include Caterpillar, Cummings, or an
approved equal.
Substitutions to this specification shall include complete submittal data clearly
identifying all deviations or exceptions and shall be included with the bid. The
City of Monroe reserves the right to reject any nonconforming bids, any
deviations or exceptions, or any bids with incomplete detailed information.
SYSTEM RATING
The electric power generating system shall have a site capability of:
1 600 kW prime
480 Volts AC, Wye connected, 3 Phase, 4 Wire, 60 Hertz
550 Altitude (Feet Above Mean Sea Level)
0-100 Outside ambient temperature range (degrees F)

SUBMITTALS
Submittals to be included with bid shall include the following:
Component List - A breakdown of all components and options.
Technical Data - Manufacturer produced generator set specification or
data sheet identifying make and model of engine and generator, and
including relevant component design and performance data.
Auxiliary Equipment - Specification or data sheets, including
switchgear, transfer switch, vibration isolators, and day tank.
Drawings - General dimensions drawings showing overall generator set
measurements, mounting location, and interconnect points for Toad
leads, fuel, exhaust, cooling and drain lines.
Wiring Diagrams - Wiring diagrams, schematics and control panel
outline drawings published by the manufacturer for controls and
switchgear showing interconnected points and logic diagrams for use by
contractor and owner.
Warranty Statements - See Warranty Section of these Specifications for
Requirements
PERFORMANCE TESTS
The City of Monroe will perform an initial detailed review of all bids and the
submittals accompanying the bids for the purpose of screening the best
proposals. However, prior to making a final decision to purchase, the City may
require a performance test certification applicable as follows: (1) for a
complete set of new equipment, a written certification of factory prototype
performance testing covering all items described below; or (2) for used
equipment, an actual test witnessed by the City of Monroe after the bid
opening at or near the present location of the equipment as shall be arranged
by the bidderto cover all items described below.
Performance tests shall confirm the following through operation at 1/4, 1/2,
and 3/4 load, followed by an uninterrupted 4-hour operation at the full rated
load:
Motor starting kVA
Generator temperature rise in accordance with NEMA MG1-22.40
Governor speed regulation at 1 /4, 1/2, 3/4, and full load; and during
transients
Fuel consumption at hourly intervals during test

Exhaust emissions
Single step load pickup of rated kW
Mechanical and exhaust noise (dB), both inside equipment container and
ambient noise 15 ft outside module
Operation of all alarm and shutdown devices
Voltage regulation at 1 /4, 1 /2, 3/4, and full load; and during transients.
Harmonic analysis, voltage waveform deviation and telephone influence
factor
Generator short circuit capability
Cooling system performance
Torsional analysis
Linear vibration analysis
Sampling and analysis of engine oil and coolant, both before and after
testing, for leakage between seals
Failure to comply with the test provisions of these specifications shall be
sufficient grounds for rejection of the bid.
The cost of performance testing for used equipment shall be included in the
purchase price provided the City of Monroe purchases the equipment. If after
the performance test, the City of Monroe elects not to purchase the
equipment, compensation to the bidder for the cost of the performance test
may or may not be provided, as described as follows: (1) if the performance
tests demonstrates specific non-compliance with any specific provisions of
these specifications, no compensation shall be made by the City of Monroe to
the bidder; or (2) if the performance test complies with all provisions of these
specifications but City of Monroe elects not to purchase equipment after
testing, the City of Monroe shall pay the bidder for performance testing as
provided as part of the bid.
WARRANTY
The bid shall include a firm statement of the manufacturer's and/or supplier's
warranty from date of initial start-up of the system by the City of Monroe. A
minimum of one year on new equipment and six months on used equipment is
required which shall include the cost of all repair parts, labor, reasonable travel
expense necessary for repairs at the job site, and expendables (lubricating oil,
filters, antifreeze, and other service items made unusable by the defect) used
during the course of repair. Applicable deductible costs shall be specified in
the warranty. Running hours shall not be a limiting factor for the system
warranty by either the manufacturer or servicing dealer. Submittals received
without written warranties as specified will be rejected in their entirety; a bid
with an offer of longer than the minimum warranty will be a positive factor in
the review of bids.
3

SERVICE & PRODUCT SUPPORT
The generator set supplier shall have factory trained service representatives
and tooling necessary to install, test, maintain, and repair all provided -
equipment A factory service representative shall be located within 60 miles of
Monroe, NC.
The generator set supplier shall have sufficient parts inventory to maintain over
the counter availability of at least 90% of any required parts and shall
guarantee 100% parts availability within 48 hours from the time an order is
entered with the dealer.
ISO CONTAINER
All equipment shall be located inside of a 40 ft long x 8 ft wide shipping
container. The container shall meet or exceed the following standards:
ISO/TC 104 Requirements for cargo containers
ANSI/MH5.1 Basic requirements for cargo containers
ANSI/MH5.1.1 Requirements for closed van containers
The enclosure for the container shall be raintight and adequate' to protect all
equipment from damage due to outdoor exposure. It is the intent of the City
of Monroe to rest the container on a level concrete pad with no further
enclosure from the weather or outdoor ambient environment.
The container shall include a standard walk-in door for gaining access to
controls and operation indicating equipment. The container shall include
sufficient clearances or removable panels for servicing the engine, generator,
and all other ancilliary equipment, and sufficient clearances to meet all code
requirements and provide adequate ventilation around equipment.
A three(3) axle chassis shall be included for transportation of unit.
INTERIOR LIGHTING & RECEPTACLES
Adequate and safe lighting shall be provided inside the container for
personnel to work within the container for all appropriate purposes. Power
for light fixtures shall be provided through panels inside the container from
the 480-volt supply, on a separate circuit from control power. A spare
duplex receptacle shall be provided inside the container.
SPACE HEATER
Space heaters with fans shall be located inside the container, not to exceed a
combined power requirement of 7.5 kW, adequate to protect all equipment
within the container at ambient outside temperatures as low as 0 deg F.
4

BOTTOM LOAD CABLE OPENING.
Framed opening in the unit floor beneath the switchgear cubicle. includes
cover and gasket.
SOUND ATTENUATION
Sound attenuation material shall be provided, including doors, louvers, and
wall and ceiling insulation to give a four point logarithmic average of 75 to
90 dB(A) sound pressure level at a distance of 15 m (50 ft) measured
perpendicular to the center of each side of the module at an elevation of 1.5
m (5 ft) above the ground.
MOTORIZED INTAKE LOUVERS
Provide motor -operated intake louvers with blades which shall automatically
open to approximately 45 degrees upon engine startup. Provide louver
guards as necessary for protection against weather or for further sound
attenuation. Louvers shall be adequately sized for cooling the air space
around the equipment and prevent overheating of equipment or a violation of
OSHA safety standards.
VENTILATION
The container shall provide adequate ventilation fans and louvers which can
be manually operated when the engine is not running to provide and maintain
an air space and inside working environment which meets all OSHA safety
stanfards.
ENGINE
The engine shall be a stationary, liquid cooled, 1800 rpm, four-cycle design,
diesel powered, vertical in -line, single block, with dry exhaust manifolds. It
shall have 16 cylinders and be manufactured by Caterpillar, Cummings, or an
approved equal.
ENGINE ACCESSORY EQUIPMENT
The engine shall be cooled by an engine mounted radiator with blower type
fan, using an antifreeze/coolant mixture. The radiator shall properly cool the
engine while the engine is operating at full Toad and 0.25 inch water column
external air restriction. The maximum ambient capability shall be 100 degrees
F . Adequate antifreeze/coolant mixture shall be provided to the radiator before
start-up and included in bid price.
Engine shall have dual starting motors and a control circuit capable of three
complete starting cycles without overheating.
Shall include mechanical, positive displacement lube oil pump with replaceable
full flow filter, oil cooler, and dip stick.
5

Shall include mechanical, positive displacement fuel transfer pump with
replaceable full flow filter. Fuel Filter shall not be located over the batteries.
Equipment shall include manually operated fuel priming pump.
Equipment shall include replaceable dry element air filter.
A thermostatically controlled jacket water heater, engine mounted, electrically
powered, shall be provided sized to ensure proper starting(minimum 6kW).
Shall include isolation valves and adjustable thermostat.
A diesel fired jacket water heater shall also be provided for engine starting
when AC power is not available.
Provide a flexible, stainless steel exhaust connector.
Flexible fuel lines.
Electrically powered battery chargers shall be provided and connected to
engine batteries. The use of charging alternators as the only means of charging
the unit batteries is not acceptable.
Engine shall be shipped with lubrication oil.
Fuel coolers shall be provided.
GENERATOR
The generator shalt be close coupled, drip proof and guarded, constructed to
NEMA 1 and IP 22 standards, single bearing, salient pole, revolving field,
synchronous type with amortisseur windings in the pole faces of the rotating
field and skewed stator windings to produce optimum voltage waveform.
Generator shall meet the following standards: IEC 34-1, NEMA MG 1-22,
BS4999, BS5000, VDE0530, UTE5100, CSA22.2, 1S08528-3.
The generator shall be capable of delivering rated kVA at 60 Hz and 0.8 PF
within +l- 5% of rated voltage.
All insulation systems shall meet NEMA MG-1 standards for Class H systems,
including generator leads. The actual generator temperature shall be limited to
Class F levels (130 C rise by resistance over 40 C ambient). Materials which
support fungus growth shall not be used. Generator shall have six leads for
differential protection.
The revolving field coils shall be precision wet layer wound with epoxy based
material applied to each layer of magnet wire. The revolving field assembly
shall be prototype tested for 2 hours at 2700 rpm (150% overspeed) and 70
6

C, and each production unit shall be tested at 2550 rpm (125% overspeed) at
room temperature. The revolving field assembly shall be balanced to 0.5 mil
peak -peak. The stator shall have two dips and bakes using Class H
impregnating varnish.
A three-phase permanent magnet (PM) generator shall provide the source of
excitation to the exciter to increase immunity to non -linear loads and to
maintain 300% of rated current for 10 seconds during short circuit conditions.
BASE
The engine and generator shall be assembled to a common base by the
engine -generator manufacturer. The generator set base shall be designed
and built by the engine -generator manufacturer to resist deflection, maintain
alignment, and minimize resonant linear vibration.
BATTERY CHARGER
A dual rate 20 ampere battery charger shall be provided which shall accept
120 volt AC input and DC output, incorporate current limiting circuitry, and
include a DC ammeter and voltmeter. The use of a crank disconnect relay to
protect the charger during starting is not acceptable. The charger shall be
housed in a NEMA 1 enclosed suitable for wall mounting. The charger shall
include LED annunciation for low battery voltage, high battery voltage,
battery charger malfunction, and AC failure; and dry contacts for battery
charger malfunction and low battery voltage.
BATTERIES
One(1) set of twenty-four (24) volt starting batteries per module; sized as
recommended by the generator set manufacturer to comply with the starting
and temperature specifications; battery cables, and battery rack shall be
provided. Battery rack shall be located where adequate ventilation is
provided to exhaust battery vapors or separate ventilation provided to meet
OSHA standards.
EXHAUST SILENCER
A critical exhaust type silencer shall be sized and supplied by the engine
supplier. The silencer and associated piping shall not impose more than 27
in H2O restriction.
The silencer shall utilize a high temperature coating system to prevent rusting
and shall be mounted near the engine to minimize noise and condensation. A
provision for draining moisture shall be included.
Silencer shall be wrapped in an insulation blanket.
7

FUEL DAY TANK WITH FUEL TRANSFER MODULE
A diesel fuel day tank (minimum 300 gallon capacity) shall be provided inside
each power module. Day tank shall be equipped with system to transfer fuel
between this tank and an external bulk storage fuel tank. Fuel lines
connecting the day tank to the engine fuel pump shall be included with the
module and designed for adequate fuel supply to the engine during operation.
WIRING AND CONDUIT
Engine and generator control wiring shall be multi -strand annealed copper
conductors encased by cross -linked polyethylene insulation resistant to heat,
abrasion, oil, water, antifreeze, and diesel fuel. Wiring shall be suitable for
continuous use at 120C (250F) with insulation not brittle at -50C (-60F).
Each cable will be heat stamped throughout the entire length to identify the
cable's origin and termination. Cables shall be enclosed in nylon flexible
conduit which is slotted to allow easy access and moisture to escape.
Reusable bulkhead fittings will attach the conduit to generator set mounted
junction box.
UTILITY PARALLELING SWITCHGEAR
Utility grade 600 VAC class EMCP II style switchgear intended for
manual/automatic paralleling with utility power source as a Toad management
system with provisions for standby operation feeding an isolated load
network. Installed in separate switchgear room. Microprocessor based
automatic engine start/stop control module, with cycle crank, cooldown
timer, six engine fault shutdowns with flashing lights or LEDs for overcrank,
overspeed, high coolant temperature, low oil pressure, emergency stop, and
spare shutdown. Includes digital or mechanical display for engine hours, rpm,
battery voltage, oil pressure, and coolant temperature. Engine mode selector
switch for auto/manual/cooldown/off-reset operations. Digital or mechanical
AC meters, 0.5% accuracy, true RMS, generator voltage, amperage, and
frequency. AC Watt meter, 1 % accuracy, true RMS, digital/analog readout,
three-phase, three -wire, W-hr integrator output to provide KYZ pulses. AC PF
meter, 1 % accuracy, true RMS, with digital/ analog readout, three
phase, three -wire. Ampsivolts phase selector switch. Voltage adjust
rheostat. Current and potential transformers. Engine alarm module with LEDs
and horn to warn of high coolant temperature, low lube oil pressure, low
coolant temperature, low battery voltage, engine control switch not in auto,
low fuel level, and two spares. Lamp test pushbutton. Woodward 2301 A or
equal loadsharing electronic governor control with panel mounted speed
adjust rheostat. Woodward SPM-A or equal automatic synchronizer. Manual
permissive paralleling group consisting of synchronizing lamps, line
side potential transformer, synchronizing on/off switch, and permissive sync
check relay for manual paralleling. Automatic load control system based on
programmable logic controller with backup manual load control system.
8

Basler SCP-250 VAR/PF controller. Set of three-phase bus bars, tin plated
aluminum, rated for capacity of generator set, connected off the generator
main circuit breaker and extended to access panel on exterior of container:
Isolated neutral bus bar, tin plated aluminum, rated for half of generator
capacity. Ground bus bar, tin plated aluminum, connected to container frame.
Generator main circuit breaker, three -pole, drawout mounted insulated
case with stored energy close mechanism. Provided with electric operation,
automatic solid state trip unit for overcurrent protection with adjustable
ampere instantaneous setting for overload/high fault current protection, two
sets of auxiliary switch contacts, and 24 VDC shunt trip, breaker control
transformer, and breaker control switch with open/close position indicating
lamps. Breaker rated for generator set capacity, with 100kA
interrupting capacity minimum. Set of 600VAC class lightning arrestors
connected off load side of generator circuit breaker.
Protective relays, solid state, drawout switchboard class, causing main
circuit breaker trip and engine shutdown when a fault is detected:
Reverse power relay, single phase, 32 device.
Reverse VARS relay, single phase, 40 device.
Negative phase sequence time overcurrent relay, three-phase746Q device.
Ground fault time overcurrent relay, device 51 G.
Differential current relay, three-phase, 87M device, with six current
transformers.
Lockout relay, 86 device.
Utility protective protection:
Over/under frequency relay, 81 OIU device.
Undervoltage relay, three-phase, 27 device.
Overvoltage relay, three-phase, 59 device.
Utility line side metering consisting of two metering potential transformers,
and digital AC meters, 0.5% accuracy, true RMS, with backlit LCD for
voltage and frequency.
Power module motorized louver control switch.
Power supply distribution group provides low voltage for container module
interior lights, generator space heater, engine jacket water heater, battery
charger, jacket water heaters, fuel transfer pump, interior space heater,
ventilation fan and louvers, and interior optional equipment.
Engine jacket water heater circuit includes service disconnect switch.
Systems include power transformer to provide 120 VAC from generator
output voltage. Battery charger is mounted inside switchgear.
9

SERVICE MANUALS AND PARTS BOOKS
The system manufacturer's authorized local dealer shall furnish three (3)
copies each of the manuals and books listed below for each unit under this
contract prior to start-up:
OPERATING INSTRUCTIONS - with description and illustration of all
switchgear controls and indicators; and engine and generator controls
and indicators.
PARTS BOOKS - that illustrate and list all assemblies, subassemblies
and components, except standard fastening hardware (nuts, bolts,
washers, etc.).
PREVENTATIVE MAINTENANCE INSTRUCTIONS - on the complete
system that cover daily, weekly, monthly, biannual, and annual
maintenance requirements and include a complete lubrication chart.
ROUTINE TEST PROCEDURES - for all electronic and electrical circuits
and for the main AC generator.
TROUBLESHOOTING CHART - covering the complete generator set
showing description of trouble, probable cause, and suggested
remedy.
WIRING DIAGRAMS AND SCHEMATICS - showing function of all
electrical components.
DELIVERY, INSTALLATION, AND START-UP
Following the issuance of a purchase order from the City of Monroe and prior
to delivery of equipment, provide to the City of Monroe complete drawings
and details for a reinforced concrete pad on which to install the power
module, including dimensions, reinforced steel bar sizes, spacing, and
embedment, locations and sizes of all conduits for electrical and fuel lines to
be connected external to the power module, all anchor bolt sizes and
locations, soil faundation bearing requirements, and other details necessary
for the City of Monroe to construct a pad suitable for receiving and
supporting the permanent installation of the complete power module. Such
drawings shall be sealed by a professional structural engineer.
Upon receiving notification from the City of Monroe that the pad is ready,
deliver power module to the Monroe Wastewater Treatment Plant site and
secure to concrete pad. Delivery shall be included in the bid price.
The City of Monroe will furnish separately a bulk diesel fuel storage tank with
containment, a 480-volt/13.2 kV 3-phase transformer, and 13.2 kV
10

switchgear. The Wastewater Treatment Plant power distribution network is
at 13.2 kV. The City of Monroe Will also furnish conduit and cable to
connect to the 480-volt bus bar terminals in the power module and run to
the City -supplied transformer, switchgear, and final connections to the
Plants power distribution grid.
Upon completion of the work required above by the City of Monroe, provide
an authorized service representative to review all equipment and installation
of the power module and assist with the initial start-up of the equipment.
Provide written certification that all equipment within the power module is
properly installed, meets all OSHA requirements and building and electrical
code requirements, and all requirements to activate the warranty. Provide
operation training to the City of Monroe personnel. Allow two eight hour
days at Monroe, NC for start-up and training as part of the bid.
END OF SECTION

TECHNICAL SPECIFICATIONS
EMERGENCY GENERATOR
ABOVEGROUND STORAGE TANK SYSTEM
1.0 GENERAL
1.1 Scope of Work
A. The work under this contract includes the installation of a double -walled, aboveground
storage tank (AST) system at the City of Monroe wastewater treatment plant, hereinafter
referred to as the "Site". The work consists of the following:
1. Installation of a new, UL listed, 2,000 gallon, double -walled AST with all necessary
interconnecting piping, valving, and appurtenances.
2. Installation of a new leak detection system including interstitial tank and pipe sump
sensors, overfill sensor and alarm, control panel, electric meter, and electrical work
at the locations shown on the drawings.
3. Connection of fuel lines to existing generator to make a complete and operable fuel
storage and supply system.
4. Restoration of existing site improvements, disturbed by the construction, to their
original condition or as indicated on the construction drawings.
1.2 General Requirements
A. Unless otherwise specified, equipment furnished under this section shall be fabricated
and installed in compliance with the instructions of the manufacturer.
B. The Contractor shall ensure that all equipment, accessories, and installation materials
comply with the specifications and that adequate provision is made in the tank design
and fabrication for mounting the specified system equipment and accessories.
C. The Contractor is solely responsible for construction means, methods, techniques,
sequences and procedures and for safety precautions and programs.
TS-1

D. All electrical work shall conform with the national electric code NFPA 70 as well as
other state and Local requirements.
E. The Contractor shall provide all labor, equipment and material required to provide a
complete and functional system.
F. The Contractor shall coordinate his work with other work being performed at the
construction site and minimize interference with normal site activities which will
continue during construction.
G. The Contractor shall obtain necessary permits, arrange for inspections, and obtain
approval from the local fire department.
1.3 Standards
A. The manufacture and installation of aboveground storage tank systems described in this
section shall, at a minimum, adhere to the following standards and regulatory
requirements:
1. Underwriter Laboratories - UL-142 and UL-2085 Specifications. American
Petroleum Institute (API) - Specifications 12F- "Specifications for Shop Welded
Tanks for Storage of Petroleum Liquids".
2. Steel Tank Institute (STI) Publication - STI R12-91, "Installation Instructions for
Factory -Fabricated Aboveground Tanks".
3. National Fire Protection Association (NFPA) Publications- NFPA 30 - "Flammable
and Combustible Liquids Code".
4. National Fire Protection Association (NFPA) Publications- NFPA 70 - "National
Electrical Code".
5. National Fire Protection Association (NFPA) Publications- NFPA 385 - "Tank
Vehicles for Flammable and Combustible Liquids".
6. Petroleum Equipment Institute (PEI) Publication - PEI/RP 200-96 - "Recommended
Practices for Installation of Aboveground Storage Systems for Motor Vehicle
Fueling„
TS-2

7. United States Department of Labor,Publications - "Occupational Safety and Health
Standards," (29 CFR Part 1910): " Safety and Health Regulations for Construction,"
(29 CFR Part 1518).
8. State and Local Fire Marshall Regulations.
B. The codes and standards listed are the latest as of this publication. Codes and standards
are continuously updated. The Contractor shall confirm the construction standard edition
enforced by the authority having jurisdiction.
C. The Contractor shall notify the Owner of any local requirements not incorporated in the
system as designed.
D. In case of differences between building codes, state laws, local ordinances, utility
company regulations, and contract documents, the most stringent shall govern.
1.4 SubmittaIs
A. The Contractor shall provide three (3) sets of shop drawings, product data sheets,
descriptive material, and installation instructions for the following system components
for approval before commencing construction.
1. Tank
2. Leak detection system
3. Valves and fittings
4. Pipe sump
5. Tank appurtenances
B. Submittals shall be delivered to the Owner within 10 days of notice to proceed. The
Owner shall review the drawings and return them to the Contractor approved, or with
appropriate comments, within 14 days of receipt.
1.5 Documentation
A. The Contractor shall provide three (3) sets of manufacturers' system component
operation and maintenance manual instructions.
TS-3

B. The Contractor shall provide record ("as -built") drawings and photographs of the
following:
1. All underground system components
2. The completed tank system in place.
C. The Contractor shall provide copies of all testing and inspection reports to the Owner
prior to substantial completion.
D. The Contractor shall provide written certification that the system and work performed
is in accordance with the applicable standards and codes.
E. The Contractor shall provide written certification, including completed manufacturers'
installation checklists, that the equipment is installed in accordance with the
manufacturers' installation requirements and that the system is operating properly, tight,
and free of leaks.
1.6 Quality Assurance
A. Within five (5) working days of the date of the Construction Agreement, the Contractor
will provide a schedule of construction activities to the Owner for review and approval.
B. Each Monday morning for the duration of the project, the Contractor will provide the
Owner with a brief written and verbal summary of the previous week's progress,
activities scheduled for the current week, and issues requiring resolution. The Contractor
will notify the Owner two (2) days in advance of accomplishing milestones so that site
visits can be scheduled.
C. Prior to final acceptance of the leak detection system, the Contractor shall provide a
representative of the manufacturer to confirm that the system has been installed correctly
and is working properly. The Contractor shall provide on -site training for the
maintenance staff on the operation of the system.
TS-4

2.0 EQUIPMENT
2.1 Aboveground Storage Tank
A. The storage tank shall be designed for horizontal installation for aboveground use and
capable of storing petroleum products, with a specific gravity up to 1.1, at near
atmospheric pressure. Tank capacity shall be 2,000 gallons.
1. The primary and secondary tanks shall be manufactured in accordance with UL-142.
2.
The tank shall consist of an inner steel wall, encased by an outer steel wall. The tank
shall be 7 gauge, minimum, plate carbon steel.
3. The outer steel wall shall be capable of providing a minimum 110% containment of
the primary storage tanks content.
4. A legible UL 142 label shall be affixed to the side of the aboveground storage tank.
5. Steel outer wall of the tank and tank saddles shall be protectedfrom corrosion.
6. The fuel storage tank and tank saddles shall be delivered as a complete UL-listed
assembly.
B. The tank shall be equipped with a monitoring tube between the primary and secondary
tank walls to monitor the interstitial space for liquids.
C. Tanks shall be provided with the following warranties:
1. 30-year limited warranty against leakage from the secondary containment tank, and
failure of the primary tank caused by cracking, breakup, or collapse.
2
30-year warranty that the tank was fabricated in accordance with requirements of UL
142, aboveground storage tank manufacturing standards of Underwriters
Laboratories.
3_ One (1) year warranty against failure due to defective materials and workmanship for
one (1) year following the date of delivery of the tank to the job site.
TS-5

2.2 Venting Requirements
A. Provide one (1) 2" pressure/vacuum vent for the primary tank.
1. Vent shall extend a minimum of 2 feet above top of the tank, discharge upward or
laterally, and be protected from intrusion of rain.
2. Vent installation shall comply with applicable sections of the fire and mechanical
codes, including, but not limited to, NFPA 30 (2-3.5).
3. Float vent valve assembly with 1/8" diameter hole shall extend into the primary tank
such that fuel flow into the tank will be restricted when the product level reaches
95% maximum capacity.
4. Primary vent pipe shall be grounded.
B. Provide one (1) emergency primary tank vent per tank.
1. Vent size shall be determined by the manufacturer based on tank configuration, the
primary tank capacity, and the product stored.
2. Emergency venting shall comply with provisions of NFPA 30 (2-3.6).
C. Provide one (1) emergency vent for the secondary containment tank interstice.
1. The venting capacity is determined by the manufacturer based on tank configuration,
secondary tank capacity, and the product stored.
2. Emergency venting shall comply with provisions of NFPA 30 (2-3.6).
3. Vents shall be located as close to the center of the tank as possible.
2.3 Tank Fill and Overfill Prevention
A. Provide a spill container with rain proof enclosure and lockable doors to contain product
spills from the fill hose.
1. Fill pipe spill container shall have a capacity of not less than five gallons.
TS-6

2. Fill port, housed within the spill container, shall be equipped with a 4-inch dry break
fitting and delivery hose adapter.
3. Spill container shall be pad mounted and made of heavy -gauge steel.
B. Provide one (I) 4-inch diameter fill pipe and drop tube.
1. Block valve shall be installed on fill pipe above (and outside of) spill containment
device.
2. The bottom of the fill drop tube shall be cut at a 45 degree angle with the open end
facing the long dimension of the tank.
3. Drop tube shall be terminated four to six inches from the bottom of the tank.
4. 4" fill tube shall be equipped with 1/8" anti -siphon vent hole.
5. Installation shall comply with provisions of NFPA 30 (2-4.6.3 & 2-4.6.4).
C. Provide overfill prevention equipment which complies with the rectuirements of NFPA
30A (2-4.6.1) and which incorporates the following features:
1. An audible alarm, with manual reset, which will sound when the product level in the
tank has reached 90% of tank capacity.
2. A positive shut-off fill limiting device, installed in the drop tube, which will restrict
the flow of fuel into the tank when product level reaches 90% of tank capacity and
stop the flow of fuel when product level reaches 95% of tank capacity.
3. The limiting device shall be rated to accept the fill flow rate and pressure.
2.4 Leak Detection and Gaugint
A. Provide leak detection to continuously monitor for tank and piping leaks and work as an
integral unit with the product level sensor and alarm.
I. A probe shall be installed in the storage tank's interstitial monitoring tube. The
location of the monitoring console and external alarms are noted on the engineering
drawings.
TS-7

2. A sensor shall be installed in the secondary pipe containment sump.
3. Upon detection of a leak, the monitoring system shall activate an audible and visual
alarm with manual reset.
B. Installation of the leak detection/monitoring system shall be in accordance with the
manufacturer's instructions. A representative from the manufacturer shall confirm the
proper operation of the system upon completion of installation. The Owner shall be
informed prior to installation activities.
C. Provide one (1) mechanical tank liquid level sight gauge, installed in a manner such that
accurate, visual gauge measurements may be easily read.
2.5 Piping
A. Aboveground piping shall be Schedule 40 steel pipe with standard (150#) malleable iron
fittings. Galvanized pipe shall not be permitted.
1. Exposed piping shall be corrosion protected.
2. Low melting point materials shall not be used aboveground.
3. All components of the piping system (pipe, fittings and adhesive) shall be designed
for and compatible with diesel fuel.
B. Flexible connectors used to connect underground piping to aboveground piping at the
generator and storage tank shall be listed for use for aboveground fuel systems.
C. Provide a steel or nodular iron block valve on the suction line at the AST and on the fill
pipe above the spill container to allow the tank and piping to be isolated and secured.
D. Return line drop tube extending into the primary tank shall be equipped with a 1/8" anti -
siphon vent hole.
E. Liquid tight containment sump and leak sensor shall be installed to monitor existing
underground, Type K supply and return lines and 4-inch PVC secondary containment
pipe. Sump shall be constructed of a non -corrosive material that is compatible with
diesel fuel and installed at the location shown on the construction drawings.
TS-8

F. Aboveground piping shall be firmly supported by hangers, supports, or brackets and
coated for corrosion protection.
G. All piping shall be Iiquid tight and tested, in accordance with Section 3.3 of these
specifications.
2.6 Concrete Pad
A. A reinforced concrete pad shall be constructed as shown on the construction drawings.
1. Concrete shall meet the requirements for Class A concrete of the NCDOT
specifications, except the concrete shall have a 28-day crushing strength of 4,000 psi.
2. Reinforcing steel shall be deformed bars and shall conform to the requirements of
ASTM A615 for Grade 60. Reinforcing steel handling, placement, and supports shall
conform with the requirements of Section 1070 of the NCDOT specifications.
B. The underground piping system, conduit, secondary containment sump, and other
underground hardware shall be installed prior to installation of concrete pad.
C. Contractor shall notify the Owner prior to pouring concrete pad.
2.7 Pipe Bollards
A. Contractor shall furnish and install steel pipe bollards as shown on the plans.
B. Steel pipe shall have an 8-inch nominal diameter and conform to ASTM A53 Grade B
or A501.
C. Concrete shall have a 28-day crushing strength of 3 000 psi and shall meet all other City
and NCDOT requirements for Class A concrete.
D. Paint shall consist of a universal primer (Kemkromic Enamel or approved equal) and
Sherwin-Williams Industrial Enamel, Safety Yellow with a semi -gloss finish or approved
equal. A minimum of one (1) coat of primer and two (2) top coats shall be applied.
TS-9

2.8 Electrical
A. Electrical equipment associated with the aboveground storage tank distribution system
shall meet the requirements of NFPA 30, 30A and 70 as well as federal, state and local
specifications. Precautions against ignition by static electricity and lightning shall be
provided in accordance with NFPA 30 and 385.
2.9 Signs and Markings
A. All tanks, pump dispensers, and other applicable hardware shall be marked or labeled in
accordance with NFPA 30, 30A, and 70 specifications and federal, state, and local
requirements.
B. Block valves on fill and suction lines shall be identified with tags.
C. The tank shall be identified as containing Diesel Fuel and the area as a No Smoking
Zone.
D. Identification of grounding rod in the concrete tank pad shall be painted on the concrete
pad.
3.0 EXECUTION
3.1 Tank Installation
A. At a minimum, the tank, piping, and all associated accessories shall be handled, tested
and installed in accordance with the fire safety codes, regulations, standards, and
manufacturers' instructions and as specified herein, including:
1. Federal, state and local fire safety, occupational health, and environmental
regulations.
2. The installation instructions of system component manufacturers.
3. The Construction Documents and associated Drawings.
4. The standards referenced in Section 1.3 herein.
TS-10

B. Equipment stored at the site shall be located away from areas of activity where the
coating or structure could be damaged. The tank shall not be delivered to the site until
the concrete pad has been constructed and ready for tank placement. The tank shall not
be temporarily stored on -site.
C. Care shall be taken during transportation, storage, and installation of equipment to
prevent damage to coatings and structure. Tanks shall not be dropped or dragged.
D. Chains, cables, or other lines shall not be placed around the tank to lift or move it. Rope
or strapping that will not damage the coating shall be used to secure the tank during
transit.
E. The tank is to be lifted or moved using the lifting lugs attached to the tank by the
manufacturer. Chains or cables of sufficient length shall be attached to the lugs and the
lifting equipment, so that the angle between the vertical and one side of the chain to the
lifting lug is not greater than 30 degrees. A spreader bar can be used to insure that the
angle does not exceed 30 degrees. Hand -lines shall be attached to the tank to provide a
means of manually controlling its movement and placement. Hand -lines shall consist of
rope or strapping that will not damage the tank coating.
F. Upon delivery at the installation site and just prior to the installation, the tank shall be
carefully inspected to detect any evidence of damage to coatings or structure and to
ensure that the materials are in accordance with the manufacturer's specifications. The
Contractor shall notify the Owner 48 hours prior to delivery of the tank to the site. The
inspection shall be performed by the Owner. Should any damage be noted, the
Contractor shall immediately notify the tank manufacturer and request an inspection by
a factory representative. Field repairs will be permitted if approved by the Owner and
an inspection is performed after repairs are completed.
G. Damaged coatings shall be repaired on -site with manufacturer -supplied material and in
accordance with the manufacturer's instructions. When this is not possible or if damage
is significant, such as denting, puncturing, or cracking, the manufacturer shall be
employed by the Contractor to repair the equipment or coatings and to recertify or
replace the tank as required at no cost to the Owner. Tanks that are badly damaged will
be rejected by the Owner and shall be replaced by the Contractor at no additional cost to
the Owner.
H. Contractor shall advise the Owner of any shipping or handling damage encountered.
TS-11

I . No modifications shall be made to any tank without the prior written approval of the
manufacturer and the Owner. This includes any welding on tank shells, adding
penetrations in the tank structure, or repairing damage which might affect the integrity
of the inner or outer tank.
3.2 Corrosion Protection
A. Aboveground tank, tank saddles, and piping shall be protected from corrosion utilizing
surface coatings, dielectric isolation, and other methods compatible with the materials
used and appropriate for the conditions of exposure.
B. Any portion of the fueling system in contact with the soil shall be protected from
corrosion in accordance with sound engineering practice and in accordance with NFPA
30A (2-4.8).
3.3 Testing
A. The Contractor shall test each component of the system for calibration, tightness, and
proper operation in accordance with the instructions of the component manufacturer.
B. The Contractor shall notify the Owner 48 hours prior to any testing of the tank system.
The Owner will observe all testing.
C. Prior to installing tank equipment and piping, the Contractor shall test the inner steel tank
and the space between the inner and outer steel tanks. The Contractor shall test the inner
tank with 5 psig nitrogen pressure in accordance with the manufacturer's instructions,
local codes, and as specified herein. All openings shall be plugged and nitrogen pressure
applied to the inner tank. After applying pressure to the inner tank, two (2) inches of
mercury vacuum shall be placed on the interstitial space between the inner and outer steel
tanks. Both tests shall be started 24 hours prior to observation by the Owner. The
Contractor shall monitor the inner tank pressure and the outer tank vacuum for leaks
during the tests. If leaks exist, the tank will be rejected for use.
D. Tightness test the piping at 50 psi before it is connected to the tank. Soap and examine
all connections for leakage. The Owner will inspect the piping system for leaks. Any
leaks found will be repaired or the piping replaced by the Contractor.
E. Subsequent to tank and piping installation, the inner steel tank and piping system and
generator day tank shall be pressure tested as an integral system. The tank and piping
TS-12

system shall be nitrogen tested at a pressure of 5 psi for 24 hours. The Contractor shall
inspect the tank and piping system for leaks during the test. Any leaks that are observed
(including connections to the day tank but not including the day tank specifically), shall
be repaired by the Contractor.
F. Testing shall be documented by the Contractor and witnessed by the Owner.
1. Record the date and time of the test, the name of the tester and his affiliation with the
project, and the names of each individual witnessing the test.
2. Record the test method, duration and results.
3. Provide a record of the testing to the Owner at the time of system start-up.
3.4 Equipment Demonstrations
A. Provide one (1) session (up to two hours) for providing physical demonstrations and oral
instructions for the operation of equipment, apparatus, and operational systems furnished
under this contract. Such demonstrations and instructions shall be given to site personnel
and/or others as the Owner may choose.
TS-13

350 KW
480V
C'ty of Monroe Electric Utility System
Normal Utility Feed
35 kV
Emergency Utility Feed
13.2 kV
35 kV/13.2kV
Electric Meter
MONROE WASTEWATER TREATMENT PLANT
ELECTRICAL ONE -LINE DIAGRAM
EXISTING AT JULY 1997
167 KVA
13.2KV/480V
Influent
Pump Sta
No. 1 MCC
250 KVA
13.2KV/480V
Influent
Pump Sta
No. 2 MCC
250 KVA
13.2KV/480V
T
Tertiary
Filter Area
MCC
'Under Construction AC0024333 (2/7/97) Scheduled Completion January 1998.
167 KVA"'
13.2KV/480V
Admin
Bldg Main
Distrib Panel
1500 KVA
13.2KV/480V
Blower
Building
MCC
25 KVA
13.2KV/480V
Flow Eq
Basin
PS Control
Panel
100 KVA
13.2KV/480V
Aerobic
Digester
Area MCC
750 KVA*
13.2KV/480V
Biosolids
Storage/Dewatering
MCC*

350 KW
480V
Normal Utility Feed
35 kV
City of Monroe Electric Utility System
Emergency Utility Feed
13.2 kV
35 kV113.2kV
MONROE WASTEWATER TREATMENT PLANT
ELECTRICAL ONE -LINE DIAGRAM
PROPOSED
Main
Switch
Box
2000 KVA
13.2 kV/480V
1600 KW
480 V
167 KVA
13.2KV/480V
Influent
Pump Sta
No. 1 MCC
250 KVA
13.2KV/480V
Influent
Pump Sta
No. 2 MCC
250 KVA
T
13.2KV/480V
Tertiary
Filter Area
MCC
'Under Construction AC0024333 (2f7197) Scheduled Completion January 1998.
167 KVA
13.2KV/480V
Admin
Bldg Main
Distrib Pan&
1500 KVA
13.2KV/480V
Blower
Building
MCC
25 KVA
13.2KV/480V
Flow Eq
Basin
PS Control
Panel
100 KVA
13.2KV/480V
Aerobic
Digester
Area MCC
750 KVA*
13.2KV/480V
Biosolids
Storage/Dewatering
MCC'

MMINIPPr
CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 THE SWAY
EMERGENCY GENERATOR SYSTEM
CONCRETE PAD CONSTRUCTION
JUNE 27, 1997
INDEX OF SHEETS
SHEET1 —
SHEET 2
SHEET 3
SHEET 4
COVER SHEET
— "SITE PLAN
— TRANSFORMER PAD
— GENERATOR PAD
N.C. DEPT. OF
ENV+.rnf-;;5,,ENT,
& NATURAL RESOURCES
J U L 16 1997
DIVISION Of EL'AL illy
1+ A EeVILLE )��. . l OfR
gE
4•_cFSg
SEAL ,�
77( 7
S
!'
15903 :
.110
p11Aott
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD. SUITE 400

',y,%,i,nII q,, •
.•``0%.; CARpC
15903 SI
,p016•61 t N.k.seS
EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (TYP.)
O
3GENERAT0R
PAD
EDTRANS ER
SWIT H GEAR AND
C RETE PAD TO
B INSTALLED BY
CITY OF MONROE
ELECTRIC UTILITY D T.
-TWO DUCTILE
COPPER LINES
(1& 1 1/4")
WITHIN 4-INCH
VC -S-EOQ-pIDARY
CONT�AI IMFNT PIPE. 95
96
i
95.75
/ /
/
TEMPORARY BENCHMARK
ASSUMED ELEV. = 100.0'
EXISTING
TRANSFORMER
PAD
NOTES:
1. CONTRACTOR TO VERIFY ALL SLOPES AND ELEVATIONS SHOWN ON
THE PLANS.
2. FINISHED SURFACE GRADE SHALL HAVE UNIFORM SLOPE AWAY FROM
CONCRETE PADS TO PROVIDE VERTICAL CLEARANCES SHOWN ON
THE DETAILS AND ALLOW ADEQUATE DRAINAGE FROM THE WORK SITE.
3. 4" SCH. 40 PVC ELECTRICAL CONDUIT SHALL BE INSTALLED WITH
PULL WIRES AND AS SHOWN ON THE SITE PLAN AND DETAILS.
CONTRACTOR NOT RESPONSIBLE FOR INSTALLING ELECTRICAL WIRE.
4. 4" SCH. 40 PVC SECONDARY CONTAINMENT PIPE SHALL BE
INSTALLED AS SHOWN ON THE PLANS & DETAIL. PIPE SHALL BE
SLOPED 1/8" PER FOOT MIN., AWAY FROM CONCRETE PAD.
5. ALL CONDUIT AND SECONDARY CONTAINMENT PIPE STUB -OUT
SHALL EXTEND 4" ABOVE FINISHED GROUND SURFACE AND BE
.TEMPORARILY CAPPED TO PREVENT ENTRY OF WATER OR DEBRIS.
6. PRIOR TO PLACING CONCRETE, CONTRACTOR SHALL COORDINATE
INSPECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT.
7. ELECTRICAL CONDUIT AND SECONDARY CONTAINMENT PIPE MATERIAL
WILL BE PROVIDED BY THE CITY OF MONROE, ELECTRIC UTILITY DEPT.
EXISTING OVERHEAD AND
UNDERGROUND POWER
LINES TO BE DISCONNECTED
AND REMOVED BY CITY OF
MONROE ELECTRIC UTILITY DEPT.
LEGEND
0 EXISTING UTILITY POLE
0 PROPOSED UTILITY POLE BY OTHERS
-OH---- OVERHEAD POWER LINE
UG UNDERGROUND POWER UNE
—96- - APPROX. EXIST. SURFACE CONTOUR
PLANS PREPARED BY:
0 US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
.KB Na
FIE No.
AS BALT
6/97
BATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
1'= 20'
SCALE
SITE PLAN
N/A USI
SJR4E►ED BY PREPARED BY
USi
4 • >rf7
SiEET
OF
aE!!ED BY
APPRQ4iD BY - OAD
2
4

4000 PSI CONCRETE
w/ if4 REBAR
12 O.C.E.W.
(TOP & BOTTOM)
OPENING FOR
PRIMARY AND
SECONDARY
CONDUITS
3/4"
CHAMFER
FINISHED GRADE
7.-8"
4"
O 0 0
O 00
. i 2"
36"
2-4" SCH 40 PVC
CONDUITS.
6'-0"
24"
203
N
SERVICE CONDUITS
TO GENERATOR
4-4" SCH 40 PVC
90" ELBOWS W/
24" RADIUS MIN. (TYP.)
COMPACT SUBGRADE BENEATH PAD TO 95%
STANDARD PROCTOR DENSITY
CONC. TRANSFORMER PAD DIAGRAM
NOT TO SCALE:
�•'•0
•a e
15903
6
L r
O �
//��..... O \
• ey.^ •
Iv
fe FR �5 0••
a7
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
JOB MO.
RENO.
6/97
AS DULY DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
TRANSFORMER PAD DETAIL
N/A USI
SURVEYED BY PRETP.W BY
USI
CHEOCED BY
�d7T
3
4

11"
0_
a
❑
,
0-
❑
..
0_
.
r_r_1,
00
O0
1,_8„
1'-3"
(TYP.)
-
9" (TYP.) 38'-8"
42'-0"
1-- . 12" MIN.
3" CLR (TYP.)
. . , - -
4000 PSI CONCRETE
w/ #8 REBAR ©5" 0.C.E.W.
FINISHED GRADE
5 01po° `b° J
4-4" SCH 40 PVC
ELECTRICAL CONDUITS
9•. o a b o a cOc'ba oacbo cb
\\r/\\,
- 4-4" SCH 40 PVC
90' ELBOWS W/
24" MIN. RADIUS (TYP.)
cbotQtlo4bacocbocbQcb4 a oO. aO. o a 0 a 9 a
-\\'`\\'. fir;/i
AGGREGATE BASE
(6" MIN.)
COMPACTED SUBGRADE
COMPACT TO 95%
STANDARD PROCTOR
DENSITY
z GENERATOR PAD
4 NOT TO SCALE:
pia
F— 3" CLR.
END SECTION
``%%%%� H 1 H N II,I
.se,
�,�'�•FESSIi
.
5903 b�
.,,��.Fiy�IN�. AL off,,
�'y��FR`�r �. w\��r
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
NO.
FRE NO.
AS BIT
CITY OF MONROE
WASTEWATER TREATMENT PLANT
6/97 EMERGENCY POWER GENERATOR
DATE
AS SHOWN
WALE
GENERATOR PAD DETAIL
N/A
SEt5EV D BY
UST
PREPARED BY
UST
OED® BY
APPA01® 8r TE
OF
4

`1,,,,,,, f,,,,
.•`�t��H C
•.p/ •
4a•/ODES ARO(r
Ii
15903
%Z. E. '11\-00
EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (iYP.)
0
1
i
°GENERATOR PAD
CDTRANSEOWER P�A
SWIT
H GEAR AND
C RETE PAD TO
BE INSTALLED BY
CITY OF MONROE
ELECTRIC UTILITY D T.
--TWO DUCTILE
COPPER LINES
(1& 1 1/4")
WITHIN 4-INCH
= VC -S-EGQN DARY
CONTTAA IMENTPIPE. 95
96
98:75
1 f
TEMPORARY BENCHMARK
ASSUMED ELEV. = 100.0'
EXISTING
TRANSFORMER
PAD
NOTES:
1. CONTRACTOR TO VERIFY ALL SLOPES AND ELEVATIONS SHOWN ON
THE PLANS.
2. FINISHED SURFACE GRADE SHALL HAVE UNIFORM SLOPE AWAY FROM
CONCRETE PADS TO PROVIDE VERTICAL CLEARANCES SHOWN ON
THE DETAILS AND ALLOW ADEQUATE DRAINAGE FROM THE WORK SITE.
3. 4" SCH. 40 PVC ELECTRICAL CONDUIT SHALL BE INSTALLED WITH
PULL WIRES AND AS SHOWN ON THE SITE PLAN AND DETAILS.
CONTRACTOR NOT RESPONSIBLE FOR INSTALLING ELECTRICAL WIRE.
4. 4" SCH. 40 PVC SECONDARY CONTAINMENT PIPE SHALL BE
INSTALLED AS SHOWN ON THE PLANS & DETAIL. PIPE SHALL BE
SLOPED 1/8" PER FOOT MIN., AWAY FROM CONCRETE PAD.
5. ALL CONDUIT AND SECONDARY CONTAINMENT PIPE STUB -OUT
SHALL EXTEND 4" ABOVE FINISHED GROUND SURFACE AND BE
TEMPORARILY CAPPED TO PREVENT ENTRY OF WATER OR DEBRIS.
6. PRIOR TO PLACING CONCRETE, CONTRACTOR SHALL COORDINATE
INSPECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT.
7. ELECTRICAL CONDUIT AND SECONDARY CONTAINMENT PIPE MATERIAL
WILL BE PROVIDED BY THE CITY OF MONROE, ELECTRIC UTILITY DEPT.
EXISTING OVERHEAD AND
UNDERGROUND POWER
LINES TO BE DISCONNECTED
AND REMOVED BY CITY OF
MONROE ELECTRIC UTILITY DEPT.
LEGEND
0 EXISTING UTILITY POLE
Of PROPOSED UTILITY POLE BY OTHERS
0OVERHEAD POWER LINE
UG UNDERGROUND POWER LINE
—96— — APPROX. EXIST. SURFACE CONTOUR
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
.103 NO.
FIE Na
6/97
AS EMT DAZE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
1'- 20'
SCALE
SITE PLAN
N/A USI
RIFTED BY PREPARED BY
.Q / >'Vf7
BEET
US]
OtECI M 9Y
APPROVED BY
TE
2
4

4000 PSI CONCRETE
w/ 4 REBAR
012 0.C.E.W.
(TOP & BOTTOM)
OPENING FOR
PRIMARY AND
SECONDARY
CONDUITS
7.-8'
0 0 o
0 0o
L
2-4' SCH 40 PVC
CONDUITS.
36"
6'-0'
24'
Ico
SERVICE CONDUITS
TO GENERATOR
SCH 40 PVC
90' ELBOWS W/
24- RADIUS MIN. (TYP.)
COMPACT SUBGRADE BENEATH PAD TO 95%
STANDARD PROCTOR DENSITY
CONC. TRANSFORMER PAD DIAGRAM
NOT TO SCALE
:`•��IttIP' '' ,
.pF
a
15903 v'E.
1,pcsi............,e4V1 Nti%epsV
PLANS PREPARED BY:
US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
JOS la
FIE MO.
6/97
A; WU DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
SOLE
TRANSFORMER PAD DETAIL
N/A U9
aINE1ia-rr NREPAAFD SY
US
CHECKED BY
rov Ye7f
APPROVED BY 3" 4

11"
--1 1 " (TYP.)
o�
��
;❑
0„
0)00
2'-3"
1-T-1'
1,_8»
❑
❑
11_3„
(TYP:)
" (TYP.) 38'-8"
42'-0"
z
c
3" CLR (TYP.)
4000 PSI CONCRETE
w/ #8 REBAR ©5" 0.C.E.W.
FINISHED GRADE
V0V0
I
4-4" SCH 40 PVC
ELECTRICAL CONDUITS
▪ f. . . . . . a . . . . . . �\\j;`
0 0 a ▪ a ▪ o ▪ o a a a a a a v c)c)a a ▪ a ▪ u u o a a U cF-,a �° a �• L, „ \/
4QQQ Y9 �-,q ��o`�o�o�o�o�o▪ `bo�fl`�o�Q�o`�o�io`ba`� � � � y Yp >, 4
�\y/\/- ,/\ �\\`C`, `\�f �\' pj �� \ \/\\//
AGGREGATE BASE '\\��\\, -`/����•
(6" MIN.)
4-4" SCH 40 PVC
90' ELBOWS W/
24" MIN. RADIUS (TYP.)
COMPACTED SUBGRADE
COMPACT TO 95%
STANDARD PROCTOR
DENSITY
GENERATOR PAD
NOT TO SCALE:
3" CLR.
•
END SECTION
PLANS PREPARED BY:
0 US INFRASTRUCTURE, INC.
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROUNA 28204
JOB NO.
FIE NO.
AS BOLT
6/97 _
DATE
CITY OF MONROE
WASTEWATER TREATMENT PLANT
EMERGENCY POWER GENERATOR
AS SHOWN
GENERATOR PAD DETAIL
SCALE
N/A USI
sumoW BY ma'am BY
USI
CHECKED BY
yawn BY 1E 4

JU
E 27,
7
CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 TREEWAY
EMERGENCY GENERATOR SYSTEM
CONCRETE PAID CONSTRUCTION
NDEX OF SHEETS
SHEET1 -
SHEET 2
SHEET 3
SHEET 4
COVER SHEET
-- SITE PLAN
m- TRANSFORMER PA
- GENERATOR PAD
PLANS PREPARED
US I NFRASTRUC
200 QUEENS ROAD,
Y:

CITY OF MONROE, NORTH CAROLINA
WASTEWATER TREATMENT PLANT
775 TREEWAY
EMERGENCY GENERATOR
ABOVEGROUND STORAGE TANK SYSTEM.
INDEX OF SHEETS
SHEET 1 COVER SHEET
SHEET 2 SITE PLAN
SHEET 3 - DETAILS
SHEET 4 DETAILS
SHEET 5 .. DETAILS
PLANS
PREPAREDUS _ x.
INFRASTRUCTU
JULY 8, 1997

EXISTING OVERHEAD
POWER LINE TO BE
DISCONNECTED AND
REMOVED BY CITY
OF MONROE ELECTRIC
UTILITY DEPT.
EXISTING UTILITY
POLE (TYP.)
EXISTING FENCE
EXISTING
GENERATOR PAD
EXISTING
TRANSFORMER
AND PAD ---
EXISTING SWITCH EAR
AND CONCREI E P D —
x
X
EXISTING CONDUIT (TYP.) X
TWO EXISTING
DUCTILE COPPER
LINES (1 & 1 1/4")
WITHIN 4-NCH
PVC SECONDARY
CONTAINMENT PIPE,
ABOVEGROUND
STORAGE TANK
97 75'
T,e©
REINFORCED PAD
TEMPORARY BENCHMARK
ASSUMED ELEV. = 00.0'
PROPOSED 6' HIGH, CHAIN
LINK SECURITY FENCE
LEG
2 EXISTING UTILITY POLE
0
R��p`" DERGROUND
1,,uGp,Ropospr,
PLANS PREPARED
(HERS
- EX
AI
M
CONTRACTORNOT
SHALL VERIFY
ELEV,ATIQN5 AND UNDERGROUND
1.TR'UCTIALL SONPL M�ITS.
UTILITIES WITHIN THE CON SLOPE AWAY FROM
2. CONCRETE FINISHED SURFACE PADSTO PROVIDE
SHALL HAVE UNIFORM VIDE VERTICAL CLEARANCES STE HOWN O SITE.
C
THE DEi'AILS AND ALLOW ADEQUATE DRAINAGE FR COORDINATE
3. PRIOR TO PLACING CONCRETE,
CONTRACTOR SHALL C
INSP
ECTION WITH CITY OF MONROE, ELECTRIC UTILITY DEPT. 4. CONTRACTORVEL
ED COMPONENTS AND L.Y E
TO PROVIDE LEAK DETECTLM ON MpNITORING/HIGH
E
ALARM SYSTEM, ALL WIRING AND RE CONDUIT FROM PIPE SUMP
INSTALLATION TIQN INCLUDING CONNECTION TO POWER SUPPLY AT
EXISTING EMERGENCY ONTROL PANEL AT AND
AST.
TO MONITOR
OWNER. ERA
CONTRACTOR
OT
5. PROPOSED
ELECTRICAL CONDUIT W
AND PULL WIRE FROM ST EXISTING GENERATOR
AREA WIUIRED WIRING, INSTALLED BY THE OF MONRdI
SHALL INSTALL REQUIRED
6. PROPOSED
SECURITY FENCE TO BE INSTALLED BY THE CITY
ISTING OVERHEAD AND
NDERGROUND POWER
NES TO BE DISCONNECTED
ND REMOVED BY CITY OF
ONROE ELECTRIC UTILITY DEPT.
EXISTING
TRANSFORMER
AND PAD

TO LEAK
MONITORING
CONTROL PANEL
RETURN LINE
SUPPLY LINE
PIPE SUMP
(SEE SHEET 5)
REINFORCED PAD
(SEE SHEET 4)
TOP VIEW
EMERGENCY VENT
(SECONDARY CONTAINMENT)
SUCTION STRAINER
FOOT VALVE
SIDE VIEW
SECONDARY TANK WALL
PRIMARY TANK WALL
2" PRIMARY TANK VENT WITH
PRESSURE/VACUUM VENT CAP
LEVEL
SENSOR
MECHANICAL
FILL LIMITER
DROP TUBE
INTERSTII'TIAL TANK
MONITORING PROBE
FACTORY PROVIDED
TANK SADDLES
w/DIELECTRIC
ISOLATION PADS
CK VALVE
CONTAINMENT
L CAPACITY
ISTED)

1

Mimw'-

1
1

HEAVY OU
(24" MIN.
STEEL MANHOLE
.) AND CONCRETE PAD
ELECTRICAL CONDUIT TO
LEAK DEJECTION CONTROL PANE
4" DIA. SCHEC, 40 PVC
SECONDARY CONTAINMENT
PIPE. 1/8" PER FOOT MIN.
SLOPE FROM GENERATOR
1 1 /4" TYPE K, DUCTILE
COPPER RETURN LINE
1" DIA. TYPE K, DUCTILE
COPPER SUCTION LINE
1" STEEL SUCTION LINE
1 1/4" STEEL RETURN LINE
SECONDARY CONTAINMENT
CAP w/LIQUID TIGHT SEALS
PIPE SUMP
TANK PAD
4' SCHEDULE 40 PVC
SECONDARY CONTAJNMENT PIPE
PEEK LINE CONNECTOR
w/DIELECTRIC UNION (TYP..)
K SENSOR
24" DIA. PIPE SUMP
(SEE TECHNICAL SPECIFICATIONS)
8" NOMINAL DIA.
STEEL PIPE (ASTM
SPECIFICATION A53
GRADE € OR A501)
PAINT STEEL BOLLARD
WITH 1 COAT OF PRIMEF.
TECHNICAL SPECIFICATION
PLANS PREPARED BY:
US INFRASTRUCTURE, INC
200 QUEENS ROAD, SUITE 400
CHARLOTTE, NORTH CAROLINA 28204
CITY OF MONROE
WAS TEyy
TER TREATMENT
EMERGENCY POWER GENoRA�ORT

DIVISION OF WATER QUALITY
July 21, 1997
Memo To: Dave Goodrich n/
From: Rex Gleason .(.-P
Prepared By:
Samar bou-Ghazale 586
Subject: #low E alization Improvements
City o Monroe WWTP
Union County
On January 23, 1997, this Office submitted a reportto.
Raleigh concerning an Authorization to Construct (A to C) un er
permit application No: ACE024333 for the addition of a thee
million-gallon.sludge storage tank and a new sludge pump statiomat
the subject facility.
Today , we - received plans and. specs for expansion of the
existing flow equalization basin from 4.2 MG to 6.3 MG. - ,'
It is pur understanding that the applicant will submitn
addendum to the previo*s (A to C) application to reflect thine
changes,
This Office has reviewed the proposal and offerB'•nc
objections. 4owever, 146 recommend that comments from the Groind
Water Section; a received prior to the approval of the expansipn.
If you have any. questions regarding this matter, please
advise.
cc: Steve Pe11ei-
SBG

EN AND' x 'ER
Environmental Engineers & Scientists
July 14, 1997
Mr. David Goodrich
NPDES Supervisor
Division of Water Quality
P.O. Box 29535
Raleigh, North Carolina 27626-0535
Re: Flow Equalization Improvements
City of Monroe
Dear Mr. Goodrich:
Hazen and Sawyer, P C,
4011 WestChase Blvd,
Raleigh, NC 27607
919 83,3-7152
Fax: [phone]
We are currently designing an expansion of the City of Monroe's existing 4.2 MG
Flow Equalization Basin, The enlarged basin will have a capacity of 6,3 MG. The existing
basin is earthen with a bentonite clay liner. The new addition to the basin will be earthen.
with a geosynthetic clay liner system. The geosynthetic clay liner will consist of powdered
bentonite sandwiched between two mats of geotextile covered by approximately 12 to 18
inches of soil. The proposed liner system, as well as the new liner/old liner intersections, will
meet the State's requirement of a permeability of 1.x1 n-' centimeters per second as
required for excavations with a bottom less than four feet above rock. Note that the existing
and expanded equalization basins are excavated to bedrock.
We have spoken with Steve Pellei and Mark Allen of your department and we
understand that no Authorization to Construct is required. Please do not hesitate to con
Jim Cramer, Jim Struve, Lisa Giroux, or myself with any questions you may have.
Very truly yours,
HAZEN AND SAER, P.C..
Beni 'amin L. Roach, P.E,
Senior Associate
BLRlbpr
Enclosures
cc: Tom Fredrick
ySamar Bou-Ghazale
Jim Cramer
Jim Struve
Lisa Giroux
JAPRNATElWPFILES6CORRESIROAC l LTR
New YoeyYy' • Rmeek, ,W ;'rb(Joaty: My • user C3ik1=t River. NJ • ' trot, Mi • FLmet n. MC • i aA c.'18. NC. • F;1r1?R.%, v: • NRB;Cy"NCi2d, mi. •.�,,w"„ICv�'R FI, • FCn. ,""rerc F.. • ,at "ESr ki fi. • iPA5dbk3• FL • A(Ca m, f L

CITY OF MONROE
P.O. BOX 69 • MONROE, NORTH CAROLINA 28111.0069
FAX [phone]
June 19, 1997
Mr. D. Rex Gleason, Water Quality Supervisor
NCDEHNR DWQ
Mooresville Regional Office
Post Office Box 950
Mooresville, North Carolina 28115
VIA EXPRESS MAIL
Dear Mr. Gleason:
N.C. DEPT. OF
ENVIROTJ TTENT, IM L.TH
NATI,. 'x �T�i ,-Es
JUN 2 0 1997
DWISlON CF Et"r,,
KOORtSYILLI
Upon our inquiry to the Permits & Engineering Unit on the status of a sewer extension permit
application on June 18, 1997, it was brought to our attention that a recommendation from the
regional office had not been received and we were advised to contact Mr. G. T. Chen.
Mr. Chen informed us that his records showed that our Wastewater Treatment Plant flows have
exceeded 80% of our capacity and he was riot aware of any evidence of our compliance with 15A
NCAC 02H .0223.(1) regarding an approvable preliminary engineering report on our next
proposed plant expansion. We appreciate Mr. Chen bringing his concern to our attention and
were then able to discuss with him the steps we have already taken which we believe fully comply
with this rule.
The City of Monroe has had a preliminary engineering report completed by Hazen & Sawyer and
submitted it to the NPDES Group on December 19, 1996. A copy was also mailed to your office
at that time. We are enclosing a separate copy with this letter for your convenience. We
understand Mr. Chen will want to confirm this with you before releasing regional approval.
We inquired with the NPDES Group staff in March 1997 on the status of review of our report
and were advised it was delayed as a result of staffing limitations in the NPDES Group section.
However, we were assured that such delay in review would not affect our ability to obtain sewer
permits as a facility remaining in compliance with this rule.

Mr. D. Rex Gleason
June 19, 1997
Page 2
I am requesting your assistance in clearing this issue promptly. If you need to discuss the report
with Hazen & Sawyer, the Project Manager is Mr. Jim Cramer, P. E., at [phone]. Thank
you for your attention to this matter.
Res
To k, P.
Director of . ter Res urces
c: Mr. Jim Cramer, P. E.
Mr. Jerry Cox
Mr. Duane Wingo, P. E.
TASVom06974rexg0619.doc

CITY OF MONROE
P.O. BOX 89 • MONROE. NORTH CAROUNA 28111-0069
FAX [phone]
December 19, 1996
Mr. David Goodrich, P. E., Supervisor
NCDEHNR-DEM
NPDES Group
Post Office Box 27687
Raleigh, North Carolina 27611-7687
RE: Preliminary Engineering Report for Proposed Expansion of Monroe Wastewater Treatment Plant
from 9 MGD to 11 MGD
NPDES Permit No. NC0024333
Dear Mr. Goodrich:
Pursuant to the requirements of ISA NCAC 02H .0223 (1), please find enclosed for your review three
copies of a preliminary engineering report prepared on behalf of the City of Monroe by Hazen & Sawyer,
P. C. for a proposed expansion of the City's Wastewater Treatment Plant from 9.0 MGD to I I.0 MGD.
We are also providing one copy of this same report with a copy of this letter directly to the Regional
Supervisor. Mr. D. Rex Gleason, P. E., in your Mooresville office.
If you have any questions on this report, please call Mr. Jim Cramer of Hazen & Sawyer at (919) 833-
7152 or call me at [phone].
ectfull
Tom L. Brick, ' . E.
Director of Water Resources
c: Mr. Jerry Cox
Mr. Jim, Cramer, P. E.
Mr. D. Rex Gleason, P. E.
Mr. Kim Hinson
tom I296'.davg1217.dac

SECTION 1
INTRODUCTION
The City of Monroe is served by a single wastewater treatment plant with a design
capacity of 9.0 mgd. An expansion of the Monroe Wastewater Treatment Plant
(WWTP) from 7.0 mgd to 9.0 mgd was completed in January 1995. A study
prepared by Hazen & Sawyer for the City of Monroe in 1992, prior to the most recent
expansion, addressed planning and preliminary engineering for a two-phase expansion
of the plant from 7.0 mgd to 9.0 mgd and then to 11.0 mgd. The current NPDES
Permit (NC002433) for the Monroe Wastewater Treatment Plant reflects the planning
performed at that time and provides effluent limits for 9.0 and 11.0 mgd. Based on
current wastewater flows and flow projections for future growth, the City authorized
this study to evaluate facilities required for the planned second phase expansion to
11.0 mgd and to comply with State requirements for submittal of a Preliminary
Engineering Report when average annual flow at the plant increases to 80% of
permitted capacity. Recommended facilities the proposed expansion are addressed
in this report. The report includes an evaluation of process, hydraulic, site, and
operational considerations and costs for the proposed expansion.
REPO RTS\M O N Ro EPER\S ECti o N.1
1-1
HAZEN AND SAWYER
Environmental Engines & scientism

SECTION 2
EXISTING FACILITIES
The Monroe Wastewater Treatment Plant is located at 775 Treeway Drive, off Walkup
Avenue, in the eastern portion of the City of Monroe. The original plant was
constructed in 1965 with a design capacity of 3.5 mgd. The plant was expanded to
7.0 mgd in 1976 and to 9.0 mgd in 1995. In addition, major improvements were
constructed in 1984, 1989, and 1993 to provide further treatment enhancements and
reliability to meet the increasingly stringent permit requirements which became
effective at those times. Solids handling improvements consisting of new sludge
pumps, rehabilitation of the Centrifuge Building, and a new 3.0 MG sludge storage
tank are currently under design and will be bid and constructed in 1997.
2.1 Existing Facilities
The Monroe Wastewater Treatment Plant is located along Richardson Creek, just
downstream of the confluence of Richardson Creek and Joe's Branch, at the eastern
end of the Monroe City Limits. Richardson Creek is a significant tributary of the
Rocky River, which then flows into the Pee Dee River at the boundary between
Anson, Stanly, Montgomery, and Richmond Counties approximately 4.5 miles
downstream of the Lake Tillery dam. Approximately 4 miles upstream of the
discharge point on Richardson Creek is the Lake Lee dam, operated by the City of
Monroe as a water supply impoundment. A second water supply impoundment, Lake
Monroe, is on the Richardson Creek basin further upstream of Lake Lee.
The City of Monroe operates a sewer collection system which conveys the
wastewater to two Influent Pump Stations on the plant site. The two influent pump
stations operate in parallel to pump flows for the collection system to the plant
headworks. The wastewater from the sewer collection system is conveyed through
REPO RTSWO NROEPEERSECTION.2
2-1
HAVEN AND SAWYER
E wirvrma t.l Engineers & Scientitts

major trunk interceptors along Richardson Creek, Bearskin Creek, and Stewart's Creek
to parallel 54-inch and 30-inch pipelines along Richardson Creek, which then convey
the wastewater to the Influent Pump Stations.
The existing treatment plant provides tertiary treatment for a permitted capacity of
9.0 mgd. Pumped flow from the Influent Pump Stations is conveyed through three
parallel force mains (16-inch, 20-inch and 24-inch diameter) to preliminary screening
facilities. The screens consist of two fine -mesh rotary screens. In addition, a force
main from the Union County East Side sewer collection system pumps flow directly
to the Screening Building. Screenings and grit removed by the screens are dewatered
and disposed of at the Union County Landfill. The screened flow can be diverted to
a 4.15-million gallon flow equalization basin or flow directly to an aeration basin
splitter box. A flow equalization basin pump station pumps flow from the flow
equalization basin to the splitter box during lower flow periods. From the splitter box,
flow is distributed to five aeration basins with fine bubble EPDM membrane diffuses.
The aeration basin effluent is distributed to four secondary clarifiers. Each pair of
clarifiers includes a return activated sludge (RAS) pumping station with three self
priming pumps. Each RAS Pump Station has a single wet well for collecting both
settled solids and scum from the clarifiers. The RAS and scum are returned to the
aeration basin splitter box. The return activated sludge force mains also include
valves for periodically wasting activated sludge to the aerobic digesters. The valves
are manually operated as required to maintain the appropriate mixed liquor suspended
solids concentration. Secondary clarifier effluent flows are combined in a common
filter influent flume and distributed to six dual media tertiary filters. Filtered effluent
is chlorinated and then flows through two chlorine contact tanks. The chlorine
contact tank effluent is dechlorinated with sulfur dioxide, metered in a flow
monitoring basin by a rectangular weir, and discharged through a cascade aeration
flume before discharge to Richardson Creek.
REPORTSIMONRO EPERISECSTON.2
2-2
HAZEN AND SAWYER
Environmental Engineers & Scientists

Existing solids handling facilities at the plant are being upgraded as part of a $1.3
million construction project scheduled for completion in 1997. The project includes
new sludge pumps, rehabilitation of the Centrifuge Building, and construction of a 3.0
MG sludge storage tank. The upgraded solids handling facilities will consist of the
following:
1. Waste activated sludge is pumped from the RAS Pump Station to
Digesters 3 and 4 which are operated as aerobic digesters and
thickeners. Solid concentrations as high as 6 to 8 percent solids are
achieved in Digesters 3 and 4.
2. One of the existing thickened sludge pumps is being replaced as part of
the $1.3 million construction project with a progressing cavity pump for
pumping solids at 6 to 8 percent concentration to the centrifuges or to
other digester/storage tanks.
3. Thickened sludge will be pumped to the centrifuges for additional
thickening as required. Operation of the centrifuges needs to be
modified to provide a wetter cake to allow pumping of thickened sludge
to Digester/Storage Tanks No. 1 and No. 2 and the new 3.0 MG sludge
storage tank using progressing cavity pumps in the existing Centrifuge
Building. The $1.3 million construction project also includes
improvements to electrical enclosures and new walls and roof for the
existing Centrifuge and Polymer Building, respectively, as an Alternate
Bid, i.e., construction of the Centrifuge and Polymer Building
improvements will depend on receiving bids within. the City's budget.
4. Digestion and storage .are provided in existing Digesters No. 1 and No.
2 and in the new 3.0 MG digester/storage tank. Flexibility is being
provided as part of the $1.3 million construction project for transfer of
REPORTs\MaNRoEPEiiWWEC flOiv.2
2-3 HAZErr AND SAWYER
Environmental Engineers m scimcrts

sludge among tanks, for adding lime to the sludge, and for loading
trucks for land application from any one of the three digester/storage
tanks. Lime will be added to liquid sludge to comply with Class B sludge
disposal requirements at times when stabilization criteria is not
otherwise satisfied by aerobic digestion.
Design data for the existing facilities is summarized in Table 2-1. A process flow
schematic for the existing plant is shown in Figure 2-1.
2.1.1 Liquid Treatment Facilities
Influent Pump Stations
Raw wastewater enters the two parallel influent pump stations from the parallel 54-
inch and 30-inch interceptors, which are immediately upstream of the pump stations.
Pump Station No. 1 includes four influent pumps, two variable speed and two
constant speed, each with a capacity of 4.5 mgd. Pump Station No. 2 includes two
variable speed influent pumps, with space for two additional pumps. Each pump has
a capacity of 6.5 mgd. The present firm capacity of the combined stations is 24.5
mgd, including five pumps operating together with one of the larger 6.5 MGD pumps
out of service. Influent flow is measured through four magnetic flow meters, one on
each of the three parallel discharge force mains from the influent pump stations and
the fourth on the County East Side force main carrying flow from an off -site Union
County pump station.
Preliminary Treatment Facilities
Raw wastewater from the three force mains from the Influent Pump Stations and the
County force main is combined before the flow is directed to the Screening Building.
REPO RTSSNE0 NRO EPERASECT70N.2
2-4
HAZE AND SAWYER
Ertvfranmentai Engineers $ Scientists

TABLE 2-1
DESIGN DATA
EXISTING FACILITIES
9 MGD DESIGN CAPACITY
Influent Pump Stations*
Pump Station No. 1
Number of pumps
Type
Capacity of each pump, mgd
Type of drive
Pump Station No. 2
Number of pumps
Type of pumps
Design capacity of each pump, mgd
Type of drive
Total firm capacity, mgd
Influent Flow Measurement
Method of flow measurement
Number
Size, inches
Rotary Screens
Number
Screen openings, inches
Capacity of each screen, mgd
Firm capacity, mgd
Flow Equalization Basin
Number of basins
Dimensions at water surface
Length, ft.
Width, ft.
4
Centrifugal, non -clog
4.5
Constant speed' (2),
variable speed (2)
2
Centrifugal, non -clog
6.5
Variable speed
24.5
Magnetic flow meter
4
1 @ 8 (Union County)
1 @ 14
1 @ 16
1 @ 18
2
0.06
9
9
1
404
190
* The influent pump stations pump the wastewater from the City of Monroe only.
Flow from Union County enters the plant directly upstream of the Screening
Building.
REPO RTS\MONRO EPERISECTION.2
2-5
HAZEN AND SAWYER
Environmental Engine= & Seendsu

TABLE 2-1 (CONTINUED)
Flow Equalization Basin (continued)
Average depth, ft. 9
Side slope, horizontal to vertical 3:1
Volume, mil. gal 4.15
Aeration Basins
Number
Dimensions
Length, ft.
Width, ft.
Sidewater depth, ft.
Volume, each basin, mil. gal.
Total volume, mil. gal.
Detention time at design flow, hours
5
120
4 @ 60
1 @ 90
16
4 @ 0.86
1 @ 1.29
4.74
12.6
Aeration System
Type Fine bubble diffused air
Type of diffusers Membrane
Number of diffusers per basin 4 @ 1,060
1 @ 1,610
Total number of diffusers 5,850
Blowers
Umber 3
Capacity of each blower, scfm 7,885
Secondary Clarifiers
Number 4
Diameter, ft. 85.
Sidewater depth, ft. 12
Total volume, mil. gal. 2.04
Total surface area, ft.2 22,700
Overflow rate at design flow, gpd/ft.2 395
REPORTSUAONRO EPERISECTION.2
2-6
HAZE AND SAWYER
Environmental Enamor, Si Scientists

TABLE 2-1 (CONTINUED)
Return/Waste Activated Sludge Pumping Stations No. 1 and No, 2
Number of pumps, each station 3
Type Horizontal, centrifugal, non -clog,
self priming
Capacity of each pump, gpm (mgd) 1,630 (2.35)
Total firm capacity, mgd 11.75
Type of drive Constant speed motor, adjustable
sheaves
Tertiary Filters
Number 6
Type Dual media, w/ air scour
Dimensions of each filter
Length, ft. 24
Width, ft. 20
Depth of media
Anthracite, in. 24
Sand, in. 12
Gravel, in. 18
Total surface area, ft.2 2,880
Filtration rate at design flow, gpm/ft.2 2.17
Backwash Supply Pumps
Number 2
Capacity of each pump, mgd 14.1
Backwash Waste Pumps (to Flow Equalization Basin)
Number 2
Capacity of each pump, mgd 13.8
Chlorine Feed Facilities
Total ton container inventory capacity
(including containers on manifolds) 10
Number of ton containers on manifolds 4
Normal withdrawal of chlorine Gas
Number of chlorinators 2
Capacity, each, lb./day 500
Sulfur Dioxide Feed Facilities
Total 150-lb cylinder inventory capacity
(including cylinders on manifolds) 12
Number of 150-Ib cylinders on manifolds 8
Number of scales 1
REPO RTSVMONBOEPERISECTIO N.2
2-7
HAZEN AND SAWYER
Environment Engineers & Sc amsts

TABLE 2-1 (CONTINUED)
Sulfur Dioxide Feed Facilities (continued)
Number of cylinders on scale 2
Normal withdrawal of sulfur dioxide Gas
Number of sulfonators 2
Capacity, each, lb./day 100
Chlorine Contact Tanks
Number 2
Total volume, gal. 222,470
Detention time at design flow, min. 36
Post Aeration
Type
Cascade
Aerobic Digesters/Thickeners/Storage Tanks
Number 5
Dimensions of each digester
Diameter, ft. 2 @ 65
1@80
1@115
1@140
Volume of each digester, mil. gal. 2@ 0.25
1@ 0.49
1@ 1.15
1@ 3.00
Total volume, mil. gal 5.14
Aeration and mixing system
Type Mechanical, floating
Digester/Storage Tank No. 1
Aerators 1 @ 40 HP, 2 @ 7.5 HP
Mixers 2@ 7.5 HP
Digester/Storage Tank No. 2
Aerators 3@ 40 HP
Mixers 1 @ 40 HP
Digesters/Thickeners Nos. 3 and 4
Aerators 1 each @ 30 HP
Digester/Storage Tank No. 5
Aerators 3@ 60 HP
REPO RTSWI O N R o EPE R LSEcf to N.2
2-8
HAZEN AND SAWYER
Environmental Ergirams & Scientists

TABLE 2-1 (CONTINUED)
Centrifuge Dewatering Facilities
Number of centrifuges ,
Capacity of each unit, gpm (2% solids)
2
90
Sand Drying SecIs (Backup)
Number 15
Dimensions of each bed
Length, ft. 120
Width, ft. 20
Total surface area, ft.2 36,000
Suspended solids loading, Ib/ft.2-year 15
Solids loading capacity, lb/day 1,480
Vacuum Drying Beds (Not in Service)
Number 2
Dimensions
Length, ft. 40
Width, ft. 20
Total surface area, ft. 2 1,600
REPORTSlMO NROEPERISECTtON.2
2-9
HAZEN AND SAWYER
Environmental Engineers, & Scientsts

PLOT DATE 12/03/9t, . AM PLOT SCALE = 1:t CAD ALE = H:\DRAWINGS\3515-3\O&M\3515-007 by cla XREF F. ; NONE
INFLUENT
PUMPING
STATIONS
COUNTY FLOW
METER
CITY FLOW
METERS
CENTRATE
ROTARY
SCREENS
FLOW
EQUALIZATION
BASIN
1
SUPERNATANT
AEROBIC
DIGESTERS/
THICKENERS
NO 3&4
LIME
AEROBIC
DIGESTER/
STORAGE
TANK NO
AERATION BASINS
SPUTTER BOX
WAS
CENTRIFUGES
AEROBIC
DIGESTER/
STORAGE
TANK NO 1 .
FILTER BACKWASH RETURN n
AERATION
BASINS
L RAS
SECONDARY
CLARIFIERS
1
RAS PUMPING
STATIONS
----_--1
1
I
--y I AEROBIC
DIGESTER/ _
r — _,__ISTORAGE
jTANKNO5
in._
' _ H
T �
L_—..�_--L---
TRUCK LOADING PUMP
LAND APPLICATION
HAZENAND SAwYER
Environmental Engineers & Scientists
RALEIGH, NORTH CAROLINA
LIME
TERTIARY
FILTERS
FILTER
BACKWASH
LEGEND
® PUMPS
WASTEWATER FLOW
— SOLIDS FLOW
CHLORINE
CONTACT
TANKS
CL2
1
FLOW
MEASUREMENT
CASCADE
AERATION
i
EFFLUENT TO
RICHARDSON CREEK
s02
NP.W
MONROE WASTEWATER TREATMENT PLANT
MONROE, NORTH CAROLINA
EXISTING PLANT
PROCESS FLOW SCHEMATIC

Incoming wastewater flows through two rotary screens, which remove solids which
will not pass through the 0.06-inch screen openings. Rotation of the cylindrical
screens directs the captured screenings to screw conveyors which then carry the
solids to the screenings dumpster. Screenings are presently disposed of at the Union
County Landfill.
Flow Equalization Basin
Screened effluent is conveyed by gravity from hoppers under the Screening Building
to the aeration basin splitter box. Piping is also provided to convey excess flow to
a separate splitter box with weir level control to convey the excess flow to flow
equalization basin. The equalization basin may be filled and emptied under several
control strategies, including equalizing diurnal flows, equalizing weekend vs. weekday
flows, equalizing wet weather flows, or equalizing dry weather flows to equalize
diurnal organic demands on the aeration basins. A flow equalization return pump
station on the west end of the equalization basin returns flows to the aeration basin
splitter box during low flow periods. In addition to equalization, the basin receives
filter backwash wastewater from the filter backwash waste pumps at the tertiary
filters.
Aeration Basins
Screened wastewater, including return flows from the flow equalization basin, is
distributed to five aeration basins through the aeration basin splitter box. Aeration
Basin No. 1 through 4 each have a volume of 0.86 million gallons, and Aeration Basin
No. 5 has a volume of 1.29 million gallons. The total aeration basin volume is 4.74
million gallons, which provides a detention time of 12.6 hours at the plant design
capacity of 9.0 mgd. Aeration basin effluent flows into effluent boxes and is then
conveyed into a secondary clarifier splitter box.
RE PO FLT SYMO N RO EPER7S E CTIO N.2
2-10
HAZEN AND SAWYER
Environmental Eminency & Scientists

Airflow to the aeration basins is conveyed in a process air pipeline form the Blower
Building. Two drop legs in each basin convey the airflow to fine bubble diffusers
mounted on the floor of the basins. Aeration Basin No. 1 through 4 have each 1,060
diffusers and Aeration Basin No. 5 has 1,610 diffusers.
Secondary Clarifiers
A total of four secondary clarifiers are provided for settling of the activated sludge.
The four clarifiers are operated in two parallel trains with two clarifiers in each train.
Each clarifier is center feed, peripheral overflow -type, with suction -type solids
collection and removal.
Return Activated Sludge Pumping Stations
Two return activated sludge (RAS) pumping station are provided, one for each pair
of secondary clarifiers. Both pump stations pump return settled solids and scum from
the secondary clarifiers to the aeration basin splitter box. Each station includes three
pumps, and may operated continuously or intermittently based on timers. The
combined RAS pump stations have a firm capacity of 11.75 mgd, or approximately
131 percent of plant design flow. The RAS pump stations are also used for wasting
activated sludge to the aerobic digesters through manually -operated valves on the
RAS and WAS piping.
Tertiary Filters
Six dual media tertiary filters with air scour are provided for final effluent polishing
following the secondary clarifiers. Each filter has a total media depth of 36 inches,
and is 24 feet long by 20 feet long by 20 feet wide. At the plant design flow of 9
mgd, the filters have a hydraulic loading rate of 2.17 gpm/ft2. Filter backwash is
pumped from the influent end of the chlorine contact tanks by two filter backwash
REPO RTS W S O N RO EPERS S ECTI O N.2
2-1 1 HAZEN AND SAWYER
E wironmattd Engineers & Scientists

supply pumps. Two separate vertical turbine filter backwash waste pumps are used
to convey filter backwash wastewater to the flow equalization basin for return at a
controlled rate to the aeration basin splitter box.
Chlorination Facilities
Chlorination facilities consist of a Chlorine Feed Building with two wall -mounted
chlorinators, each with a capacity of 500 pounds per day. Adjacent to the building
is a covered storage area with space for ten chlorine ton containers, four of which
can be connected to a chlorine manifold. A vacuum regulator is provided at the end
of the manifold to control vacuum feed to the chlorinators. No scales are provided
for the ton containers. The duty chlorinator is flow -paced and conveys chlorine gas
at a controlled rate to an injector, where the chlorine is mixed with water and then
conveyed as chlorine solution to the chlorine contact tanks.
Filtered effluent enters the chlorine contact tanks through a 30-inch pipeline to an
influent chamber that also serves as a wet well for the filter backwash supply pumps
and as the chlorine feed point. Chlorinated wastewater flows through the two parallel
contact tanks which have a total volume of approximately 0.22 million gallons. The
detention time is approximately 36 minutes at the plant design flow of 9.0 mgd.
Dechlorination Facilities
Dechlorination facilities consist of a Sulfur Dioxide Feed Building with two roams.
0ne room contains the sulfur dioxide cylinders and two wall -mounted vacuum
regulators. The other room contains two wall -mounted sulfonators, each with a
capacity of 100 pounds per day, and two sulfur dioxide injectors. Space is provided
for eight 150-pound sulfur dioxide containers to be connected to a pair of manifolds,
four connected to each vacuum regulator, and additional storage for empty or full
containers. The regulators are connected by an automatic switchover device.
REPO Ri S1M 0 NRO EPERS SE CT1O N.2
2-12
HAZEN AND SAWYER
Emirorsnentd Engineers & Scientism

Sulfur dioxide solution is mixed with the plant effluent flow at the chlorine contact
tank effluent box. The plant effluent flow is discharged to the effluent box from two
rectangular weirs at the effluent end of the two contact tanks.
Plant Effluent Discharge
The plant effluent flow rate is measured by a rectangular weir and an effluent flow -
proportional composite sample is taken in the effluent pipeline immediately upstream
of the cascade aeration flume. The cascade aeration flume assures that the dissolved
oxygen content in the discharge to Richardson Creek meets or exceeds NPDES
permit requirements.
2.1.2 Solids Handling Facilities
Solids treatment and disposal facilities consist of aerobic digestion for stabilization of
waste activated sludge, centrifuges for solids thickening or dewatering, and storage
of liquid sludge associated with contract land application of liquid sludge on privately -
owned farms.
Sand drying beds are available for backup dewatering and dewatered cake storage.
Aerobic Digesters/Thickeners/Storage Tanks
Five aerobic digesters/thickeners/storage tanks are provided for stabilization,
thickening and storage of waste activated sludge. The aerobic digesters provide
volume reduction by destruction of volatile solids and by decanting to achieve a solids
concentration of approximately 6 to 8 percent. Decant water is conveyed by gravity
to Influent Pump Station No. 1 for return to the liquid treatment process.
REPORTSIMONRO EPERISECT1ON2
2-13
HAZE AND SAWYER
Envirarmentsi Engineer 8 Scientist,

Aerobic Digester/Storage Tank No. 1 has a diameter of 80 feet with a volume of 0.49
million gallons. Digester/Storage Tank No.. 2 has a diameter of 115 feet with a
volume of 1.15 million gallons. Digesters/Thickeners No. 3 and 4 each have a
diameter of 65 feet with a volume of 0.25 million gallons. The new digester/storage
tank (No. 5) has a diameter of 140 feet with a volume of 3.0 MG. The total volume
of all digesters in approximately 5.14 million gallons.
Except for Digester/Storage. Tank No. 5, the aerobic digesters/thickeners/storage
tanks are mixed and aerated using surface mechanical aerators, supplemented in
Digester/Storage Tanks No. 1 and No. 2 by surface mixers. Digester/Storage Tank
No. 1 includes a 40-HP aerator, two 7.5-HP mixers and two 7.5-HP aerators.
Digester/Storage Tank No. 2 includes one 40-HP mixer and three 40-HP aerators.
Digester/Storage Tanks No. 3 and 4 each include one 30-HP aerator. Two 200-HP
blowers and a diffused air aeration system are currently proposed in new
Digester/Storage Tank No. 5.
Piping interconnections allow several treatment schemes. Normally, waste activated
sludge is first conveyed to either Digester/Thickeners No. 3 or No. 4, where most of
the thickening takes place. Solids .are then conveyed to the centrifuges and thickened
sludge stored in Digesters/Storage Tanks No. 1, 2, and 5.
Centrifuges
Two centrifuges are provided for dewatering or thickening of digested solids. The
centrifuges each have a capacity of 90 gpm and, with cationic polymer conditioning,
produce a dewatered cake with a solids concentration of approximately 15 percent.
The dewatered cake is currently trucked to a solids lagoon; however, after completion
of the current $ 1.3 million sludge handling improvements project, thickened sludge
will be pumped from the centrifuges to Digester/Storage Tanks No. 1, No. 2 or No. 5.
Centrate is returned by gravity to Influent Pump Station No. 1. Each centrifuge is fed
REPORTSIMONRO EPERISECTSO N.2
2-14 HAZEN AND SAWYER
Environmental Engineers & Scientists

•
by a new centrifuge feed pump, which is being replaced as part of the $1.3 million
solids handling improvements project. Polymer storage, mixing and aging is provided
for either liquid or dry polymer.
Solids Lagoon
An existing lagoon is currently used to store solids before being removed for land
application. The solids lagoon has a capacity of approximately 4.5 million gallons.
Biosolids are pumped from the lagoon to a tanker truck for land application at a solids
concentration of approximately 8 percent. Dilution is achieved either by rainfall
during storage, or by blending unthickened digested biosolids from Digester No. 1 to
provide a thickened slurry suitable for pumping.
Sand Drying Beds
Fifteen sand drying beds are provided, two for backup dried cake storage and thirteen
for backup dewatering. The sand drying beds are each 120 feet long by 20 feet
wide, for a total area of 4800 ft2 for storage and 31,200 ft2 for dewatering. The sand
drying beds have a design loading rage of 15 Iblft2 per year, for a total of 234 dry
tons per year. Biosolids removed from the drying beds are also removed from the
plant site for beneficial use by land application. Two vacuum drying beds are no
longer in use.
2.2 Influent and Effluent Wastewater Characteristics and Design Data
Wastewater characteristics of significance in the design and operation of wastewater
treatment facilities include flow; conventional parameters , including BOD, ammonia
nitrogen, and total suspended solids; toxic parameters, such as heavy metals,
cyanide, and total toxic organics; and large solids and floating material.
REPORTSIMONRO EPERISECTION.2
2-15 IHAZEN AND SAWYER
Envirorxnerrul Engineers & Sc im

Influent and effluent data for the Monroe Wastewater Treatment Plant from January
1993 through September 1996 is summarized in Tables 2-2 and 2-3. Based on the
data presented in Table 2-2, influent wastewater concentrations for BO05, TSS and
ammonia nitrogen (NH3-N) have increased each year. This is due to increased
wastewater loadings from the industries discharge to the Monroe WWTP. The most
recent 12-month period was evaluated to determine annual average and maximum
month influent wastewater characteristics. Influent data for the 12-month period
from October 1995 through September 1996 is presented in Table 2-4.
From a review of the influent data for October 1995 through September 1996, design
average daily influent BOD5 and TSS concentrations are projected to be 380 influent
and 430 mg/L, respectively. Design average daily TKN and NH3-N concentrations are
estimated at 31.5 and 21 mg/L, respectively. Maximum month influent GODS and
TSS concentrations are 450 and 480 mg/L, respectively. Maximum month TKN and
NH3-N concentrations are 36 and 24 mg/L, respectively.
Maximum month influent BOD concentrations at the Monroe WWTP have increased
from 217 mg/L in 1992 to 450 mg/L in 1996, representing more than double the BOD
loading at the plant over the past 4 years based on increases in concentration alone.
A maximum month to annual average flow ratio of 1.17 was assigned based on data
over the 12-month period. A 2.5 ratio was assigned for peak day flow, except for
the influent pump stations which were assigned a peak day flow ratio of 3.0. From
a review of the three years of data, peak influent flows in excess of 2.5 were all
associated with heavy rainfall events.
RE?ORTS MONR0EPEfSECTION.2
2-16
HAZEN AND SAWYER
Environmental Er+aln om & ScsTUI

m y , 3> K T O Z p m D` t y m O Z p m D` y -n ❑ Z p m D i
a c =s v? n e A m m c O '0 j c a n s '_' m m s 0 0 n 0 2 ro F 0 K
m. o 6 o m m m o m m m m d 6 io iO m 0 0 fO m m o m m 6 0 i0 iD i. m m m m O m ie m m m m m m m io
a m' m O o O m m m N cn a a a a N a 0 a cn (0 ...... A a a a a A w w w w W w w w W w w w
W W w a a a A W W W W N W N W N W W N N N W W W N N N N N W N W N N -.N N N N
W m m P A m W a V N W m m O W O1 m A M A A Y V O O) m V N m P a a m w a N O W
N N a O Nm m N A m 0 0 m O a T m N V) m V a� A a ti m-.m +l N O Cn O W m .+ m V to m NN
O 6 O O 6 O 6 C 0 6 6 A) is 0 6 O O O C) -wC 6 6 -O 6 W v 0 6 66666.66 6 6 id 4 m r + m
W N a a 0 N A V A N N W A 0 A A W a m V W W N N N W m W A a m O O W m m a V m a N m W N .f
a eh] m m b m -A O P O a a N a +f A O— L j r N O m w m A) O m O O W V
m m m m m m O m 0 m m m m m m m m m m m m O m m O m m m m m m co m m m m m m m m m m m m m
m O m.om m m m m m m m m V m m m m m N m m m m m m +) V W m m a m m a m a cT O com m w A a
N N N N N N N N N N N N N N N N
tic V V -z o O O p p a p a a a s a 0 - 0 0 O O O 0 0 0 0 0
W iz w fJ w V 6 b 6 o 6 6 o 6 6 6 6 C G 'O 0 6 0 6 6 0 6 -6 6 o 6 6 O 6 6 6 6 6 6 6 6 6 6 6 6
W m a W W a A a a a W N A A W W a W N N a V m N W N N N W W W N N N N N N N
W m m V N N P N W O m m O uN m A A P N cT O V a V A P A W W w V a P P a m m p)
P m m V O m N O m N W m m V O m W-.m -+ W N O m O M a m m O a N A a N a m N N m m A N m
o O O O O 6 6 6 0 b 0 m a m 0 6 6 6 6 6 6 6 0 0 0 ;! 6 0 6 6 6 6 6 0 6 6 0 6 V O. m i
0
EC
3 m =
✓ 0 0
O
m
m00
O ?
0
m
m 0 c
omm
• -I C
S m
m c
m
a N W a a A V O - O V a m A O - m w A A (0 Cwn W a W w A A m w w a V +1 m 0 o P O O !D o a 4 m a m w C
O w 0 0 0 6 O 0 0 0 a W m 6 6 O O D m o O a O 6 a 6 6 N O 6 6 m m + N P 6. m
m O C m m m m O m m m m m m O m O O m m m m O m m m m O m C m m m 1. m m O m m o m m m m m
m m cJ m m m m V m m V m V 0@ O O m m m m m m m m m V m( m O A 0) A c0 m m
-
a mA i. A 6 N cnth O O@ W O l� W ▪ O= W m m W m P P V V V w m Oy P mA m w@ O O m
e E o g rhAo a ae gg a'gS ae�� WIte.g as e r sae
w W W W W w W c.) w W W W W w w W w w W W W W W W W W w w W W W w w w W W W W W W w w W W W
0 0 0 0 0 0 O O O 0 0 0 0 0 O O O O D O O O O O O O O G O O O P O O O 0 0 0 O 0 O 0 0 O 0
O O 6 0 6 D O D 0 0 0 0 0 0 0 0 6 O 6 0 0 6 C 6 6 0 O 6 0 0 6 O 6 O o 6 O 6 O 6 0 0 0 6 0
J N o m a O m N -+ m O w A-- m 0 O mo +) a W N W ¢ N m m a O Ln N N w A V O a O a
O m O m a a m ti 6 6 P V m O P ) P s W O P 6 m O N O O a 6 6 a 6 a 0 0 0 m.-m N y 6 m
O O O O O D O o p 0 0 p 0 O p p 0 0 0 0 0 O O O O O O O O O W N-.a +1 a N W O W
600oaOOo Om - @ 0O ois:-6 aio000ww000000rno0 od00))-0wmN
m a V m b O 6 m O O A w m m m W m a m a m W
m m m O m O m m O O O m m m m m O O O m m m O 0 m m O m m m s7 m m m m m m m V +) O m a a
m m m m m m m m m.m m m m m m m m O m w W m w O m m W N W cn m W 19 m N O) W N a
6 6 v :! p1 Q) N a ti W M V m A +f V G O a O O O A O O O N m 0 m V P W ..... m m N
m w W w 0 M a W m m N M A O m A N 0 a m O O O w O O O W N m O O m O m m m A V 0 -s w m
aaagaaaeaeaaeaaae*aa aeaeeaaeaaaeaeaaeaeaa:eaaeaaaea a=a,aea ge
..... N N N N N N N A a A O R w w w W W W O m m m P m m p) m m m a m m a o
6 o 6 6 6 6 0 6 6 6 6 6 6 O 0 6 6 6 6 6 6 O O O 6 6 6 0 6 0 0 0 6 6 6 6 O 6 6 6 O O O 6 6
0
Q
M. Z o
m 0 C
m F--'
27- 4
v Z a
_zm
3 Z C
az?
z g
w 0 0
Z m i
z
z m
z
3 r e
% 9.
INFLUENT AND EFFLUENT CHARACTERISTICS FOR CONVENTIONAL POLLUTANTS

TABLE 2-4
MONROE VW JTP
INFLUENT WASTEWATER CHARACTERISTICS
MONTH FLOW
mgd mg/L
OCT 95 8.06 276
NOV 95 7.78 310
DEC 95 6.34 366
JAN 96 9.01 334
FEB 96 8.26 392
MAR 96 8.85 448
APR 96 8.08 416
MAY 96 7.24 412
JUN 96 7.15 469
JUL 96 6.77 395
AUG 96 6.62 382
SEP 96 6.94 332
1995-96
AVG 7.59 378
MAX 9.01 469
MIN 6.34 276
BOD5
lb/day
18,566
20,114
19,352
25,098
27,004
33,066
28,033
24,877
27,967
22,302
21,091
19,216
23,891
33,066
18,566
TSS
mg/L lb/day
297
388
492
439
420
462
526
320
377
588
496
336
428
588
297
19,951
25,175
26,015
32,988
28,933
34,100
35,446
19,322
22,481
33,200
27,385
19,448
27,037
35,446
19,322
NH3-N
mg/L lb/day
20.0
16.8
21.6
12.7
21.8
19.5
20.5
25.6
29.6
26.1
22.9
17.0
21.2
29.6
12.7
1,344
1,090
1,142
954
1,502
1,439
1,381
1,546
1,765
1,474
1,264
984
1,324
1,765
954

t.
2.3 Existing Treatment Plant Performance
Performance data showing conventional parameter influent and effluent
characteristics for the period from January 1993 to September 1996 is summarized
in Table 2-3 above. Effluent characteristics for heavy metals, cyanide, and effluent
toxicity for January 1995 through October 1996 are summarized in Table 2-5.
The Monroe Wastewater Treatment Plant operated under an SOC during the first part
of this review period, from January 1993 through April 1994. Performance data
between May 1994 and December 1994 is for a plant upgraded to meet higher
effluent quality standards at a capacity of 7.0 mgd. Data since January 1995 is for
the expanded plant capacity of 9.0 mgd.
The effluent data from May 1994 reveals consistently good performance of the
treatment plant. There have been no violations of the ammonia nitrogen limit since
the plant upgrade was completed in 1994. Since May 1994, there has been only one
BOD excursion, a 5.17 mg/L monthly average concentration in August 1995 (the limit
was then 5 mg/L). However, when combined with the ammonia nitrogen effluent
concentration, the combined oxygen demand of the effluent was less than the total
allowed (the plant NPDES permit has since been revised to summer limits of 7.3 mg/L
for BOD and 1.0 mg/L for ammonia nitrogen). The only other excursions during this
period was for total suspended solids in February 1995, when a washout of the
secondary clarifiers occurred during an intense storm event; one failed chronic
toxicity test in December 1995, which was resampled the following week and
passed; and two months of heavy rainfall when the monthly average flow exceeded
9.0 mgd. The plant has consistently met all permit limits for pH, fecal coliforms,
dissolved oxygen, heavy metals and cyanide. Since dechlorination facilities were
placed on line in January 1995, the plant effluent has met the stringent residual
chlorine effluent limit, allowing the first 30 days for start-up and "debugging" the new
equipment.
REP0RTS\M0 HR0EPERISECT1ON.2
2-20
HAZEN AND SAWYER
Environmental Emil -men & Selz/Ilan

EFFLUENT CHARACTERISTICS'
cu
J
en
to m ro CO (0m m �a
N
" C7 (1) 0) U) ti 4) V V' N N O N N CO CD 47 c+) V [*) C)
V V V
00 0 0 U) CO CO COO O to p M 1— U7 O - N
CO r N r r N a0 *'- CO r ▪ CO r CO U)
V V V V V V V
� 0 U) O N 0) to 0 U7 r U7 (0
N r (D i- T T (') NNNN CO r N N N (1) N U) in 0) 0)
V V V V V V V V V V V
0)
ti
r N r N N N N N N N N N C)
V • V V V V V V V V
V V V V V
Z 0) 4) 47 4) to U) 0) 0) 47 47 t1) 47 CO CD CD (D (D CO (D (D (D CO
C 0) 0) ) Cr) O) 0) 0) 0) 0) 0) 0) 0) 0) (�) 61 O) 0) 0) Q) O) 0) 0)
2 o N W Cl N?- 7� d o W ( N N Q- (4 7 _) 7) w
�Li. 2< ¢(n0Z❑ )u.2 ¢gam acoo
*Daily maximum value in each month

2.4 Future Effluent Limits
As referenced above, the- plant effluent limits were amended in March 1996 based
on an accepted formula for total ultimate oxygen demand from carbonaceous BOD
(BOD5) and nitrogenous BOD (ammonia nitrogen). The BOD5 limit is now 7.3 mg/L
during the summer months and 14.6 mg/L during the winter months. The
ammonia nitrogen limit is 1.0 mg/L in the summer and 2.0 mg/L in the winter.
Other present limits include a monthly average of 30 mg/L for total suspended
solids, a pH between 6.0 and 9.0, a minimum dissolved oxygen of 6.0 mg/L,
residual chlorine of 17 ug/L, a fecal coliform monthly geometric mean of 200
colonies per 100 mg/L, and metal and cyanide limits as follows: 2 ug/L cadmium,
25 ug/L for lead, 88 ug/L for nickel, 5 ug/L for cyanide.
The existing permit includes the same effluent limits for 11.0 mgd as are presently
in effect at 9.0 mgd. The existing permit expires November 1, 1999. The N.C.
Division of Water Quality is presently sampling and analyzing the Yadkin -Pee Dee
River Basin under the basinwide management program and does not expect to
have tentative conclusions from this study before 1997. While it cannot be
determined at this time if any effluent limits will be changed when the permit is
issued, one possible area of concern is total nitrogen and phosphorus. Since this
decision is unknown at this time, this report recommends a plan for the plant
expansion to 11 mgd based on the limits in the present permit.
REPO RTS\MO N RO EPERISECT1 O N.2
2-22
HAZE AND SAWYER
Erwiranmmtd Enpirrors l& Seientiarta

SECTION 3
EVALUATION OF ALTERNATIVES FOR TREATMENT PLANT EXPANSION
3.1 Future Wastewater Flows
Wastewater flow projections for the Monroe WWTP are shown in Table 3-1. The
projections are based on growth projections provided by the City of Monroe Water
Resources Department for the City of Monroe and for Union County's East Side
collection system. These projections indicate that the Monroe Wastewater Treatment
Plant annual average flow will exceed 80 percent of the current 9.0 mgd permitted
capacity in 1996, 90 percent of the current capacity in 2000, and 100 percent of the
current capacity by 2005.
The projections in Table 3-1 assume that Union County will expand the capacity of
its East Side collection system to accommodate its growth and will continue to
discharge all flows from this service area to the Monroe Wastewater Treatment Plant.
Based on this assumption, plant flows (maximum month) are expected to reach 11.0
mgd by the year 2007 and 14 mgd by the year 2020.
However, Union County has not made a commitment at this time to expand its
collection system and increase its flow to the Monroe Wastewater Treatment Plant.
Union County has initiated discussion with the City of Monroe but no agreement has
been completed. If the County does not expand the capacity of its collection system
to the Monroe Plant, it is projected that County discharge to the Monroe Plant would
never exceed an annual average flow of 1.5 mgd (based on an existing contract for
a maximum month flow of 1.95 mgd and a maximum month to average annual ratio
of 1.3).
REPORTSSMONROEPEFOSECT1O N.S
3-1 Environmental .r SAWYER

Actual Data:
TABLE 3-1
MONROE WASTEWATER TREATMENT PLANT FLOW PROJECTIONS
ANNUAL AVERAGE FLOWS
YEAR CITY OF MONROE
COLLECTION
SYSTEM (MGD)
UNION COUNTY
EAST SIDE
COLLECTION
SYSTEM (MGD)
TOTAL
ANNUAL
AVERAGE
FLOW (MGD)
TOTAL
MAXIMUM
MONTH
FLOW (MGD)
1993 4.97 1.37 6.34 9.16
1994 5.27 1.37 6.64 8.23
1995 5.69 1.42 7.11 9.16
Projected Data:
1996
1997
1998
1999
2000
2001
2002
2003
2004
2005
2006
2007
2008
2009
2010
2011
2012
2013
2014
2015
2016
2017
2018
2019
2020
5.98 1.45 7.42 8.65
6.28 1.48 7.75 9.03
6.40 1.50 7.91 9.22
6.53 1.53 8.06 9.40
6.66 1.57 8.23 9.59
6.79 1.60 8.39 9.78
6.93 1.63 8.56 9.98
7.07 1.66 8.73 10.18
7.21 1.69 8.90 10.38
7.35 1.73 9.08 10.59
7.50 1.76 9.26 10.80
7.65 1.80 9.45 11.02
7.80 1.83 9.64 11.24
7.96 1.87 9.83 11.46
8.12 1.91 10.03 11.69
8.28 1.95 10.23 11.93
8.45 1.99 10.43 12.16
8.61 2.03 10.64 12.40
8.79 2.07 10.85 12.65
8.96 2.11 11.07 12.91
9.14 2.15 11.29 13.16
9.32 2.19 11.52 13.43
9.51 2.24 11.75 13.70
9.70 2.28 11.98 13.97
9.90 2.33 12.22 14.25
Assumptions:
1. Assumes City growth in flow at 5% for 1996 and 1997; 2% per year from 1998-2020
2. Assumes County growth at 2% per year; also assumes County will expand
capacity of collection system to continue to use Monroe WWTP for all treatment.
3. It is noted that Union County has recently completed a sewer master plan study
which has a more aggressive growth scenario than shown above_ Projected County
flow in 2015 is 2.83 MGD average annual flow and 5.84 MGD peak flow. City and
County have not negotiated a contract for this more aggressive growth scenario at this
time.
4. Maximum month to annual average flow ratio is approximately 1.17.

This planning study assumes a plant expansion by the City of Monroe to 11.0 mgd,
which would be adequate until 2009 based on the City's current flow projections and
no increase in the County's contract.
3.2 1992 Planning Study
In 1992, Hazen & Sawyer prepared a planning study for the City of Monroe which
provided for a two-phase expansion of the Monroe Wastewater Treatment Plant to
9.0 mgd and 11.0 mgd, of which the first phase of construction is completed. Many
of the facilities constructed in this first phase, and all piping and electrical
modifications, were intended to accommodate the future second phase expansion.
Recommendations from the 1992 study for the second phase expansion included the
following: (1) the addition of a sixth aeration basin with piping to connect to the
existing aeration basin influent splitter box and secondary clarifier influent splitter box,
(2) addition of a fourth centrifugal blower with piping connections, space and
electrical connections provided to accommodate the fourth blower, (3) the addition
of a pump in the new influent raw wastewater pump station (No. 2), (4) the addition
of a third rotary screen, and (5) modifications to the chlorination facilities to increase
chlorine feed capacity.
Since the 1992 study, increases in BOD loading to the wastewater treatment plant
from area industries, increases in wet weather flows, additional wear on equipment,
and changing regulations require a revision of the second phase expansion facilities
originally recommended. The following areas have been addressed in updating the
City's previous plan for expansion to 11.0 mgd:
(1) Recent records have shown that the peak day flows to the wastewater treatment
plant during intense but infrequent rainfall events can exceed the 2.5 ratio to plant
design average annual flow assumed in the 1992 study.
REPO RTSIMO NROEPERISECTION.3
3-3
HAZEN AND SAWYER
Environmental Engineers & Scientists

(2) Recent records have shown that the maximum month to average month flow ratio
of 1.3 assumed in 1992 has decreased and current design criteria should be based
on a ratio of 1.17.
(3) Influent concentrations for BOD5, NH3-N, and TSS have increased significantly
since 1992, resulting in revised design criteria for these parameters for the proposed
plant expansion.
(4) Improvements are needed to insure reliability of equipment.
The following sections of this report discuss the evaluations of the required expansion
facilities for 11 mgd with consideration of the above issues.
3.3 Evaluation of Alternatives and Recommendations
Influent Pumping Stations
In order to pump wastewater from the City of Monroe collection system to the
treatment plant processes or to the flow equalization basin, sufficient capacity will be
required to meet a firm pumping capacity of 3.0 times the maximum month flow.
Assuming a maximum month flow of 1.95 mgd continues to be reserved for the
County East Side collection system under the existing contract, the maximum month
influent pumping rate from the City collection system is 9.05 mgd. With a peak flow
rate of 3.0 times 9.05 mgd, the influent pump stations must have a firm capacity of
approximately 27 mgd. Since the present firm capacity is 24.5 mgd, one additional
pump with a capacity of 6.5 mgd should be added for the plant expansion. The
.existing parallel 16-inch, 20-inch, and 24-inch force mains have been evaluated and
have been determined to have adequate capacity for conveying the increased firm
pumping capacity.
REPO RT SIM O NRO EPERI SECTSO N.3
3-4
HAZEN AND SAWYER
Environmental Engineers 8 Scientists

Preliminary Screenina
The two existing rotary screens each have a capacity of 9.0 mgd. As part of the
plant expansion, a third screen of the same capacity as the existing screens should
be added. The new screen will be a fine screen and will be located in a separate
structure near the Blower Building. This will provide a screening capacity of
27.0 mgd, or a firm capacity of 18.0 mgd. A diversion box already exists to allow
the operators to divert peak flow around the existing screens. it will remain in service
after the plant expansion to allow the plant to handle the highest peak flows
expected.
Flow Equalization Basin
The existing flow equalization basin is a clay -lined unaerated lagoon on the east side
of the treatment plant, with a storage capacity of 4.15 million gallons. Operating
experience indicates that additional equalization volume is required to accommodate
current peak wet weather flows. In addition, increased BOD loadings have reduced
the safety factor for nitrification from 2.0 to 1.0 at 9.0 mgd permitted capacity.
Diurnal and wet weather flow equalization is required at a safety factor for
nitrification of 1.0 to consistently meet NPDES permit requirements.
An evaluation of wet weather flow data for the 21-month period from January 1995
through September 1996 was conducted to determine flow equalization basin
capacity for proposed plant expansion. Hourly peak flows for the ten wettest days
over this period were evaluated. A maximum peak flow of 15 mgd after flow
equalization was assumed based on operating experience for the existing secondary
clarifiers. Based on this evaluation, a total flow equalization basin capacity of
5.0 million gallons is recommended for the proposed plant expansion to 11 mgd.
RE PO RT S1M O N RO EPER\ S E CTIO N.3
3-5
HAZEN AND SAWYER
Envuonmattal Engineers & Scientists

The increased flow equalization basin capacity will provide other advantages besides
equalization of peak flows. It may also be used to equalize blower electrical loads,
or improve "peak shaving", by lowering the oxygen demand on the plant during peak
electrical demand periods.
Aeration Basins
Two new aeration basins will be required to provide nitrification at 11.0 mgd. The
additional basins will be located south of Secondary Clarifiers No. 1 and No. 2. The
two new aeration basins will each be the same size as the existing Aeration Basin
No. 5. The two basins, in combination with the existing basins, will provide a total
aeration basin capacity of 7.33 million gallons and a detention time of 16.0 hours at
the plant design flow of 11.0 mgd. The existing and new aeration basins will provide
complete nitrification at maximum month design loadings at a temperature of 14°C,
a pH of 6.8, and a DO of 2.0 mg/L, with a safety factor of approximately 1.0. The
need for two aeration basins for 11 mgd instead of one, as proposed in the 1992
study, is due to the increased loadings to the Monroe Plant from industrial sources.
The activated sludge influent BODS concentration has more than doubled since the
time of the 1992 study.
The existing aeration basin splitter box will be modified to distribute flow evenly to
all basins based on equal detention time. The effluent box at the end of Aeration
Basins No. 1 through 4 will be modified, as necessary, to receive the effluent from
the new aeration basins and convey the flow to the secondary clarifier splitter box.
New piping will be constructed from the aeration basin influent splitter box and the
aeration basin effluent box to the new aeration basins.
REPORTSIMONRO EPERSSECT[ON.3
3-6 HAZEN AND SAWYER
Erxirorme,tal Engineers 6 Scientists

Aeration Blowers
The Blower Building presently includes three centrifugal blowers, each with a capacity
of 7,885 scfm, for a firm capacity of 15,770 scfm. The present building also has
space for a fourth blower. The airflow requirements for an 11.0 mgd plant based
upon design loading conditions discussed above is approximately 32,000 scfm. Two
new 7,885-scfm blowers will ultimately be required to meet this need. For the
purpose of this study, the price for one new blower is included as part of the
expansion, assuming that the fifth blower is deferred until the time it is actually
needed.
Only a minor amount of air piping within and immediately outside of the Blower
Building will be required to add the fourth blower. The suction and discharge piping
are already sized for this additional blower and the manifolds designed to
accommodate the additional connection. A new blower building or a blower building
extension would be required for a fifth blower.
Secondary Clarifiers
The four existing secondary clarifiers have adequate capacity for the proposed plant
expansion to 11 mgd. The four clarifiers will have surface overflow rate of
480 gpd/ft.2 at the expanded flow capacity of 11 mgd.
RAS Pump Stations
The existing RAS pumps provide a firm pumping capacity of 11.75 mgd. A firm
pumping capacity of 100 percent of plant design flow, or 11 mgd, is recommended
for nitrification activated sludge facilities.
REPORTS MONROEPERSSECTION.3
3-7
HAEEN AND SAWYER
Environmental &gnaws $ seiendsd

Tertiary Filters
The six existing tertiary filters are performing satisfactorily and have adequate
capacity for the expanded plant flow of 11 mgd. The existing filters will have a
hydraulic loading rate of 2.65 gpm/ft.2 at the design flow of 11 mgd.
Chlorina.ion/Dechlorination Facilities
The existing chlorine contact tanks will have a detention time of 29.1 minutes at the
expanded plant flow of 11 mgd.. A contact time of 30 minutes is required at
permitted flow by State regulations. Methods of increasing contact time by
approximately 1 minute will be investigated. It is assumed for the cost estimate that
construction of an additional contact tank will not be required.
It is recommended that the capacity of the chlorine and sulfur dioxide feed facilities
be increased for the expanded plant flow. It is recommended that the existing
500 lb/day chlorinators be replaced with 2,000 lb/day chlorinators. Each of the new
chlorinators would have capacity for a chlorine feed dosage of 8.7 mg/L at the peak
design flow of 27.5 mgd. One chlorinator would be a duty chlorinator, with the other
on standby. It is recommended that an additional manifold and automatic switchover
unit be provided to allow automatic switchover from one manifold to the other, with
four containers on each manifold. Addition of ton container scales is also
recommended to monitor available chlorine remaining in the duty ton containers.
It is recommended that the existing 100 lb/day sulfonators be modified to provide a
sulfur dioxide feed rate of 200 lb/day for each sulfonator. Each of the modified
sulfonators would provide a sulfur dioxide feed rate of 0.9 mg/L at the peak design
flow of 27.5 mgd. The construction cost estimate assumes addition of scrubbing
facilities to contain and neutralize chlorine and sulfur dioxide leaks.
REPORTS1MONROEPERSSECTIO N.3
3-8
HAZEN AND SAWYER
Environmental Engineers & Scientists

Aerobic Dige ers/Thickeners/Solids Storage Tanks
Solids handling facility requirements for the expanded plant capacity of 11 mgd were
evaluated based on solids production projections for annual average and maximum
month conditions. Solids production estimates are based on the influent wastewater
characteristics presented above and are as follows:
Projected WAS
Production. lb/day
Annual Average 21,870
Maximum Month 31,710
It is assumed that Aerobic Digesters No. 3 and 4 will continue to be used as
thickeners for the expanded plant. Existing tanks provide 120 days storage at
8 percent solids for the design annual average sludge production.
Centrifuges
The existing centrifuges are currently used to thicken the digested solids from
Digesters No. 1 and 2 to provide a solids concentration of 6 to 8 percent to
Digester/Storage Tanks Nos. 3, 4, and 5. Because of the limited useful life remaining
for the centrifuges, it is recommended that one of the existing centrifuges be replaced
with a new centrifuge for the proposed plant expansion to 11 mgd. The new
centrifuge would have slightly higher capacity than the existing centrifuges and the
thickened solids from the centrifuges would be blended with solids which bypass the
centrifuges to achieve a blended solids concentration of 6 to 8 percent.
REPO FIT S4M0 N RO EPERIS ECT1O N.3
3-9 HAZEN AND SAWYER
Etmromirntd Eripxmaa & SdcittIst

SECTION 4
RECOMMENDED FACILITIES
4.1 Recommended Facilities and Estimated Cost
Recommended facilities for the proposed expansion of the Monroe WWTP to 11 mgd
are based on the evaluations discussed in Section 3 and include the following:
One (1) additional pump in Influent Pump Station No. 2 to increase total
firm pumping capacity to 31 mgd.
One (1) additional fine screen to increase capacity of the screening
facilities.
Expansion and upgrade of the existing flow equalization basin to a
volume of 5.0 million gallons and flow equalization pump station
modifications.
Two (2) new aeration basins to provide adequate capacity for BOD
removal and nitrification for the expanded plant flow and increased
wastewater loadings from industrial sources.
• One (1) new blower in the existing blower building to provide aeration
for the expanded plant flow and increased wastewater loadings.
Modifications to the Aeration Basin Splitter Box and piping to the
Secondary Clarifier Splitter Box to accommodate the two additional
aeration basins.
REPORTS1M0 NAOEPER1SEC71ON.4
4-1
HAZEN AND SAWYER
E1wiraamarul Emblem. & Seierrdne

Two (2) new chlorinators and suifonator modifications to provide
increased chlorine and sulfur dioxide feed capacities for the expanded
plant.
• One (1) new centrifuge to replace one of the existing centrifuges which
are reaching the end of their useful life.
Design data for the existing and recommended facilities for the expanded plant are
presented in Table 4-1. A plant layout showing the recommended facilities is shown
on Figure 4-1. The estimated cost.for the recommended facilities is summarized in
Table 4-2.
The schedule for design and construction of the recommended facilities is based upon
the time of need demonstrated by the flow projections in Table 3-1. The final design
schedule also attempts to accommodate as much as possible the schedule for
renewing the Monroe Plant NPDES Permit in 1999. The tentative design and
construction schedule is as follows:
Update Preliminary Engineering Report July -December 1998
Final Design January -October 1999
Prepare NPDES Permit Renewal Application November 1999-January 2000
Bidding February -April 2000
Begin Construction May 2000
Complete Construction September 2001
The above schedule is subject to change based on actual wastewater flow increases
and other factors.
REPO RT SWM O N RO EPERS S ECT1 O N.4
4-2
HAZEN AND SAWYER
Emrircnmcrtni Erpirrcm & Sdendsts

TABLE 4-1
Design Data
Recommended Facilities
1.1 MGD Design Capacity
Design Basis
Average Daily Flow, mgd
Maximum Month Flow, mgd
Peak Flow, mgd
Influent Characteristics
Annual Average Conditions:
BOD5, mg/L
Total Suspended Solids, mg/L
Total Kjeldahl Nitrogen, mg/L
Ammonia Nitrogen, mg/L
Maximum Month Conditions:
BOD5, mg/L
Total Suspended Solids, mg/L
Total Kjeldahl Nitrogen, mg/L
Ammonia Nitrogen, mglL
Design Basis for NPDES Effluent Limits
Monthly Average, Summer (Winter)
BOD5, mg/L
Ammonia Nitrogen, mglL
Total Suspended Solids, mg/L
Dissolved Oxygen, mg/L
Fecal Coliforms, No./100 mL
Total Residual Chlorine, ug/L
Influent Pump Stations (City of Monroe wastewater only)
Pump Station No. 1
Number of pumps
Type
Capacity of each pump, mgd
Type of drive
Pump Station No. 2
Number .of pumps
Type of pumps
Design capacity of each pump, mgd
Type of drive
Total firm capacity, mgd
9.44
11.0
27.5
380
430
31.5
21.0
450
480
36.0
24.0
7.3(14.6)
1.0(2.0)
30
6
200.
17
4
Centrifugal, non -clog
4.5
Constant speed (2),
variable speed (2)
3
Centrifugal, non -clog
6.5
Variable speed
31.0
REPO RT SSMO N RO EPERIS ECTI O N.4
4-3
HAZEN AND SAWYER
Environmental Engineers & Scientists

TABLE 4-1 (Continued)
Influent Flow Measurement
Method of flow measurement Magnetic flow meter
Number 4
Size, inches 1 @ 8 (Union County)
1 @ 14
1 @ 16
1 @18
Fine Screens
Number 3
Screen openings, inches 2 @ 0.06, 1 @ 0.25
Capacity of each screen, mgd 9
Firm capacity, mgd 18
Row E,alization Basin
Number
Volume, mil. gal.
Aeration Basins
Number
Dimensions
Length, ft.
Width, ft.
Sidewater depth, ft.
Volume, each basin, mil. gal.
Total volume, mil. gal.
Detention time at design flow, hours
1
5.0
7
120
4 @ 60
3 © 90
16
4 @ 0.86
3@1.29
7.33
16.0
Aeration System
Type Fine bubble diffused air
Type of diffusers Membrane
Number of diffusers per basin 4 © 1,286
3 @ 1,929
Total number of diffusers 10,931
Blowers
Number 4
Capacity of each blower, scfm 7,885
REPO RTSW 0 N RO EPER1S ECTI O N.4
4-4
HAZEN AND SAWYER
Errirorrnmrtal Engineers Z. Soi ntld

TABLE 4-1 (Continued)
Secondary Clarifiers
Number 4
Diameter, ft. 85
Sidewater depth, ft. 12
Total volume, mil. gal. 2.04
Total surface area, ft.2 22,700
Overflow rate at design flow, gpd/ft.2 480
Return/Waste Activated Sludge Pumping Stations No. 1 and No. 2
Number of pumps, each station 3
Type Horizontal, centrifugal, non -clog,
self priming
Capacity of each pump, gpm (mgd) 1,630 (2.35)
Total firm capacity, mgd 11.75
Type of drive VFD
Tertiary Filters
Number 6
Type Dual media', w/ air scour
Dimensions of each filter
Length, ft. 24
Width, ft. 20
Depth of media
Anthracite, in. 24
Sand, in. 12
Gravel, in. 18
Total surface area, ft.2 2,880
Filtration rate at design flow, gpm/ft.2 2.65
Backwash Supply Pumps
Number 2
Capacity of each pump, mgd 14.1
Backwash Waste Pumps (to Flow Equalization Basin)
Number 2
Capacity of each pump, mgd 13.8
REPO RTSIMO N RO EPER4SECTIO N.0
4-5
HAZEN AND SAWYER
Environmental Engineers & SBermss

TABLE 4-1 (Continued)
Chlorine Feed Facilities
Total ton container inventory capacity
(including containers on manifolds) 10
Number of ton containers on manifolds 8
Normal withdrawal of chlorine Gas
Number of chlorinators 2
Capacity, each, lb./day 2,000
Sulfur Dioxide Feed Facilities
Total 150-lb cylinder inventory capacity
(including cylinders on manifolds) 12
Number of 150-Ib cylinders on manifolds 8
Number of scales 1
Number of cylinders on scale 2
Normal withdrawal of sulfur dioxide Gas
Number of sulfonators 2
Capacity, each, lb./day 200
Chlorine Contact Tanks
Number 2
Total volume, gal. 222,470
Detention time at 11 mgd, min. 29.1
Post Aeration
Type Cascade
Aerobic Digesters/Thickeners/Storage Tanks
Number 5
Dimensions of each digester
Diameter, ft. 2 @ 65
1 @80
1 @ 115
1 @ 140
Volume of each digester, mil. gal.. 2 @ 0.25
1@ 0.49
1@ 1.15
1@ 3.00
Total volume, mil. gal 5.14
Aeration and mixing system
Type Mechanical, floating
REPORTS MoNRO EPERSSECTSON.4 4-6
HAZEN AND SAWYER
Erndrarnattal Engine= & Sciastivcs

TABLE 4-1 (Continued)
Aerobic Digesters/Thickeners/Storage Tanks (Continued)
Digester/Storage Tank No. 1
Aerators 1@ 40 HP, 2 @ 7.5 HP
Mixers 2@ 7.5 HP
Digester/Storage Tank No. 2
Aerators 3@ 40 HP
Mixers 1@ 40 HP
Digesters/Thickeners Nos. 3 and 4
Aerators 1 @ 30 HP
Digester/Storage Tank No. 5
Aerators (2) - 200 Hp Blowers
Diffused Air
CQntrifuge De_watering Facilities
Number of centrifuges 2
Capacity of each unit, gpm (2% solids) 1 @ 90
1 @ 105
Sand Drying Beds (Backup)
Number 15
Dimensions of each bed
Length, ft. 120
Width, ft. 20
Total surface area, ft.2 36,000
Suspended solids loading, lb/ft.2-year 15
Solids loading capacity, lb/day 1,480
Vacuum Drying Beds (Not in Service)
Number 2
Dimensions
Length, ft. 40
Width, ft. 20
Total surface area, ft. 2 1,600
REPORTSIMO NROEPERISECTION.4
4-7
HAAZEIv AND SAWYER
Enrirarmmtal Enaineers & Sdctdirb

64,
LEGEND
❑SOLIDS HANDLING IMPROVEMENT PROJECT
SCHEDULED FOR BID IN EARLY 1997
®FACILITIES REQUIRED FOR EXPANSION
TO 11 MGD CAPACITY
•
{ i
•
MONROE WASTEWATER TREATMENT PLANT
MONROE, NORTH CAROLINA
FACILITIES FOR EXPANSION
TO 11 MGD CAPACITY
4s�

4 . L 1
VWVIPEXP.XLS
MONROE WASTEWATER TREATMENT PLANT
ESTIMATED CONSTRUCTION COSTS FOR EXPANSION
TO 11 MGD
Based on Existing
Pollutant Loading
Rate of Facility
Based on Domestic
Strength Pollutant
Loading Rate
Biochemical Oxygen Demand 380 250
Total Suspended Solids 430 200
Total Ammonia -Nitrogen 21 18
Construction Costs Construction Costs
Influent Pump $200,000 $200,000
Fine Screen 250,000 250,000
Flow Equalization Basin Expansion/PS 400,000 400,000
Aeration Basin 2,550,000 0
Aeration Splitter Box Modifications 100,000 0
Additional Blower 200,000 0
Aeration Effluent Piping Modifications 100,000 0
Chlorination/Dechlorination Expansion 25,000 25,000
Replace One Centrifuge 300,000 300,000
Subtotal $4,125,000 $1,175,000
Engineering & Contingencies @ 20% 825,000 235,000
Total Capital Cost
$4,950,000I $1,410,000I
NOTE: The recommended improvements total $4,950,000 and are designed to
continue to treat wastewater at the same total pollutant strength as has been
received over the past three years. The right column indicates the cost of the
plant expansion could be reduced to $1,410,000 if all present and future
industrial customers "pretreated" their wastewater to domestic strength.
Prepared by: Jim Cramer, P. E., Hazen & Sawyer, P. C.
Tom Frederick, P. E., City of Monroe
February 20, 1997

11.
TABLE 4-2
MONROE W1NTP
Estimated Construction Costs
For Expansion to 11 MGD Capacity
Ilem Estimated Cost
Influent Pump $200,000
Fine Screen 250,000
Flow Equalization Tank and Pump Station 400,000
Aeration Basins 2,550,000
Aeration Basin Splitter Box Modifications 100,000
Additional Blower 200,000
Aeration Basin Effluent Piping/Modifications 100,000
Chlorination/Dechlorination Facilities Expansion 25,000
Replace One Centrifuge 300,000
Subtotal $4,125,000
Engineering and Contingencies @ 20% 825,000
Total Capital Cost $4,950,000
REPO RT$' MC NRO EPERYSECT10N.4
4-8
HazEN AND SAWYER
Ernrirommentai Erpinerss & Swab

CE 'T ICATE OF COMPLETION
Cameron Woods Phase IV Subdivision
City of Monroe, North Carolina
N.C. DEPT. 0?
EN I$OKMEr. ', f3 r ? F.Tri
& NATURAL RnUr:c'ES
WCI41f997
w.z.:. ��. �� i•
I, Duane S. Wingo, as a duly registered Professional Engineer in the State `o-N6rth Miff
Carolina, do hereby certify that to the best of my knowledge and belief that the gravity sewer
main extension in the Cameron Woods Subdivision authorized under NCDEM Permit Number
WQ0011719 has been constructed and completed substantially in accordance with the approved
plans and specifications, and that all specified testing has been successfully completed. The date of
completion is July 2, 1997.
(SEAL)
01111UUrr01..
aQ-
SEAL
021752
M.
MP
0.
The Division of Water Quality hereby
acknowledges receipt and acceptance of this Engineers
Certification
Atc
Sa5
C�U1� % ZS 9
Duane S. Wingo Date
Registration Number 21752

LQC. D 7:77`. o !' L
OCT 0 1997
Pine Forest Subdivision, Phase V
Sewer Extension
Permit # WQ0012902
Dated September 24, 1996
Loa vm F EiiV;,iu"u:pp11
sLE :Mj QF$i;u
Engineers' Certification
I, Frederick Gore, as a duly registered Professional Engineer in the State of North
Carolina, having been authorized to design and observe periodically the construction of
the project: Pine Forest Subdivision, Phase V Sewers, in the City of Monroe, hereby state
that, to the best of my knowledge, due care and diligence was used by the City of Monroe
Water Resources Department and Civiltek Associates in the observation of the project
construction such that the construction was built within substantial compliance and intent
of the approved plans and permit.
The Division of Water Quality hereby
edges receipt and acceptance of this Engineers
Ccr'f:cation
IAI A.11f
S'f
erick Gore, NC PE Registration No. 12976
ember 20, 1997
1318-E8 Central Avenue Charlotte, North Carolina 28205 [phone] [phone] FAX •

Magnolia Ridge Subdivision
Sewer Extension
Permit # WQ0012905
Dated September 25, 1996
Engineers' Certification
N.C. DiaFr. OLT
EN IE.ONMFEN'r, rr. ALP14
p' NATURAL RESOURCES
SEP 1 1997
121S19,1 (IF ENYi.il +3PRI.
DOMES ILE FFiCE
I, Frederick Gore, as a duly registered Professional Engineer in the State of North
Carolina, having been authorized to design and observe periodically the construction of
the project: Magnolia Ridge Subdivision Sewers, in the City of Monroe, hereby state that,
to the best of my knowledge, due care and diligence was used by the City of Monroe
Water Resources Department and Civiltek Associates in the observation of the project
construction such that the construction was built within substantial compliance and intent
of the approved plans and permit.
erick Gore, NC PE Registration No. 12976
gust 20, 1997
RECEIVED
WATER QUALITY SP It ON
SE' 3 ig47
Non -Discharge Permitting
The Division a
acknowledges receipt a
Cc
A'ater Qiatity hereby
i acceptance of this Engineers
if Cation
1318-E8 Central Avenue p Charlotte, North Carolina 28205
[phone] • [phone] FAX

HAZEN AND SAWYER
Environmental Engineers & Scientists
November 12, 1997
Mr. David Goodrich, P.E.
NPDES Supervisor
Division of Water Quality
Post Office Box 29535
Raleigh, North Carolina 27626
Re: Certificate of Completion
Monroe Wastewater Treatment Plant
Flow Equalization Basin Expansion
Contract Nor 21
Permit No. NC0024333
H&S No. 30005
Dear Mr. Goodrich:
Hazen and Sawyer„ P C,
4011 WestChase phrd.
Rate10, NC 27607
919 833.7152
Fax: [phone]
Attached is the Engineers Certification for the above referenced project. If there are
any questions or comments, please advise.
BLRlsdr
Attach
cc:
. Tom Frederick, P.E.
im Cramer, P.E.
Very truly yours,
HAZEN AND SAWYER, P.C.
Bamin L. Roach, P.E.
Senior Associate
Il RMATErwPFAiSec©RREs1Rt04cN, ."rF
New York, NY • Armonk, NY • Wood:cry, NY • l!
N _ • Fatrr , Orr • Hoi
Fat P•erce, FL . GauuesviUUe, FL • Sarasn6a, Ft • Man, FL

Permit No. NC0024333
Flow Equalization Basin Expansion
Contract No. 21
Monroe, North Carolina
Engineers Certification
I, Benjamin L. Roach, as a duly registered Professional Engineer in the State of North
Carolina, having been authorized to observe periodically the construction of the project, Monroe
Wastewater Treatment Plant Flow Equalization Basin Expansion, Monroe. North Carolina for
the Permittee hereby state that, to the best of my knowledge, due care and diligence was used
in the observation of the construction such that the construction was observed to be built within
substantial compliance and intent of the approved plans and specifications.
Signature
L— 'tic [ J Registration No. 10449
Date'(1 t .)1P7
JAPRNATEMPFILESTARRES NOACH.LTR