WQ0020249_Regional Office Historical File Pre 2018

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D.
Acting Director
Division of Water Quality
-NiC DEPT. OF ENVIRCNTAE?'4'
August 28, 2001
Honorable Darrell AImond, Mayor
Town of Norwood
P. O. Box 697
Norwood, North Carolina 27128-0697
AtfU 1NJ:1k
kiCO FIESVi;.t. . F1C.
AUG 2 9 2001
gA rER ULTY SECTION
SUBJECT: Town of Norwood
Outfall Line Replacements
Approval of the
Plans and Specifications
Project No. E-SRG-T-01-0114
uva2 O 49
Dear Mayor Almond:
The review for completeness and adequacy of the project construction plans and
specifications has been concluded by the Construction Grants & Loans Section of the North
Carolina Division of Water Quality.
Therefore, said plan documents are hereby approved with eligibility for State grant
funding determined as follows:
Eligible
The replacement of approximately 9,5701.f. of 18-inch gravity sewer, and 1,0601.E of 18-inch
plant discharge outfall, and all associated appurtenances to serve the Town of Norwood.
Issuance of this approval letter does not imply availability of funding. You are
encouraged not to advertise for bids until you have received the funding offer. In the event that
received bids exceed the amount established through the funding offer, and local funds are not
adequate to award contract(s), it will be necessary to consider all alternatives including redesign,
re -advertising, and rebidding.
Neither the State or Federal Government, nor any of its departments, agencies or
employees is or will be a party to the invitation to bids, addenda, any resulting contracts or
contract negotiations/changes.
In accordance with the Federal Regulations, the Recipient is required to assure
compliance with the OSHA safety regulations on the subject project. In complying with this
regulatory responsibility, the Recipient should, by letter, invite the Training Officer, Standards
Analysis and Publications Unit, NC OSHA Division, 4 W. Edenton Street, Raleigh, North
AA
.NCDENR.
Construction Grants & Loans Section 1633 Mail Service Center Raleigh, NC 27699-1633 [phone] Customer Service
Fax [phone] Internet Address: www. nccgl.net 1 800 623-7748

Michael F. Easley, Govemor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
August 28, 2001
Honorable Darrell Almond, Mayor
Town of Norwood
P. O. Box 697
Norwood, North Carolina 27128-0697
Gregory J. Thorpe,,Ph.b.
Acting Director
WC DEPT.
.v EWVfRON EWT
AND NATURAL RESOURCES
"Jr72SvI ,Lt a.' ;;'s; h f OFFICE
AEG 2 9 2611
SUBJECT: Town of Norwood
Outfall Line Replacements
Approval of the
Plans and Specifications
Project No. E-SRG-T-01-0114
Dear Mayor Almond:
The review for completeness and adequacy of the project construction plans and
specifications has been concluded by the Construction Grants & Loans Section of the North
Carolina Division of Water Quality.
Therefore, said plan documents are hereby approved with eligibility for State grant
funding determined as follows:
Eligible
The replacement of approximately 9,570 1.f. of 18-inch gravity sewer, and 1,060 I.f. of 18-inch
plant discharge outfall, and all associated appurtenances to serve the Town of Norwood.
Issuance of this approval letter does not imply availability of funding. You are
encouraged not to advertise for bids until you have received the funding offer. In the event that
received bids exceed the amount established through the funding offer, and local funds are not
adequate to award contract(s), it will be necessary to consider all alternatives including redesign,
re -advertising, and rebidding.
Neither the State or Federal Government, nor any of its departments, agencies or
employees is or will be a party to the invitation to bids, addenda, any resulting contracts or
contract negotiations/changes.
In accordance with the Federal Regulations; the Recipient is required to assure
compliance with the OSHA safety regulations on the subject project. In complying with this
regulatory responsibility, the Recipient should, by letter, invite the Training Officer, Standards
Analysis and Publications Unit, NC OSHA Division, 4 W. Edenton Street, Raleigh, North
NCDENR
Construction Grants & Loans Section 1633 Mail Service Center Raleigh, NC 27699-1633 [phone] Customer Service
Fax [phone] Internet Address: www. nccgl.net 1 800 623-7748

A 7F9 Michael F. Easley, Governor
William G. Ross Jr., Secretary
QG North Carolina Department of Environment and Natural Resources
rGregory J. Thorpe. Ph.D.
—I Acting Director
0 Y Division of water Quality
Honorable Darrell Almond, Mayor
Town of Norwood
P. O. Box 697
Norwood, North Carolina 27128-0697
Dear Mayor Almond:
August 28, 2001
NC DEPT. OF ENVIRONMENT
AND Tilr;AL Kt_sOURCES
MOORESVILLE REGIONAL OFFICE
n
I_r
AUG 3 0 2001
VIA rn
lc 1Y
SUBJECT: Town of Norwood
Outfall Line Replacements
Approval of the
Plans and Specifications
Project No. E-SRG-T-01-0114
The review for completeness and adequacy of the project construction plans and
specifications has been concluded by the Construction Grants & Loans Section of the North
Carolina Division of Water Quality.
Therefore, said plan documents are hereby approved with eligibility for State grant
funding determined as follows:
Eligible
The replacement of approximately 9,570 I.f. of 18-inch gravity sewer, and 1,0601.f. of 18-inch
plant discharge outfall, and all associated appurtenances to serve the Town of Norwood.
Issuance of this approval letter does not imply availability of funding. You are
encouraged not to advertise for bids until you have received the funding offer. In the event that
received bids exceed the amount established through the funding offer, and local funds are not
adequate to award contract(s), it will be necessary to consider all alternatives including redesign,
re -advertising, and rebidding.
Neither the State or Federal Government, nor any of its departments, agencies or
employees is or will be a party to the invitation to bids, addenda, any resulting contracts or
contract negotiations/changes.
In accordance with the Federal Regulations, the Recipient is required to assure
compliance with the OSHA safety regulations on the subject project. In complying with this
regulatory responsibility, the Recipient should, by letter, invite the Training Officer, Standards
Analysis and Publications Unit, NC OSHA Division, 4 W. Edenton Street, Raleigh, North
ATATA
NCDEM:
Construction Grants & Loans Section 1633 Mail Service Center Raleigh, NC 27699-1633 [phone] Customer Service
Fax [phone] Internet Address: www. nccgl.net 1 800 623-7748

Michael F. Easley
Governor
William G. Ross, Jr.,Secretary
North Carolina Department of Environment and Natural Resources
Y Gregory J Thorpe, PhD,,Acting Director
Division of Water Quality
August 20, 2001
Sam R. Noble, Jr., P.E.
Koonce, Noble, & Associates, Inc.
208 E. Fifth Street
P.O. Box 1027
Lumberton, N.C. 28359
Subject: Town of Norwood
Sewer Line Outfall Replacement/Abandonment
Stanly County, NC
Dear Mr. Noble:
This office has received your request for an acceptable method to abandoning the 12-inch sanitary
sewer outfall serving the Town of Norwood. Special Provision 32 of your specifications requires the
contractor to fill the line with grout after the new sewer line is placed into service. The sewer line should
also be flushed prior to filling with grout and the ends need to be sealed to prevent any odors from the
line. Water from the flushing operation should be discharged to the Town ofNorwood's WWTP. Special
provision 36 of your specifications is acceptable for manhole abandonment.
Should you have any questions concerning this matter, please do not hesitate to contact Mr. Don
Price or me at [phone].
Sincerely,
D. Rex Gleason, P.E.
Water Quality Regional Supervisor
cc: Construction Grants & Loans
Ronnie Yarbough, Norwood Public Works Director
DP
web am
Customer Service
1 800 623-7748
Mooresville Regional Office, 919 North Main Street, Mooresville, NC 28115 PHONE [phone]
FAX [phone]

Koonce, Noble & A,ssociaes, Inc.
Consulting Engineers
August 8, 2001
WAT
Mr. Don Price
Division of Water Quality'
North Carolina. Department ofI° nviron► ent
and Natural Resources
Mooresville Regional Office
919 North Main Street
Mooresville, NC 28115
RE: TOWN OF NORWOOD
OUTFALL LINE REPLACEMENT
PROJECT NO. E-SR.G-7-01-0114
Bear Mr. Price:
AUG 1 2 01
C)ur office has prepared plans and specifications to replace the existing outfall to the Town of
Norwood's Wastewater Treatment Plant. Construction Grants and Loans has requested that we
have the regional office confirm the acceptable method of abandoning the existing 12" Sanitary
Sewer.
W have enclosed a copy of the Special Provisions. Special Provisions 32 and 36 provide for the
abandonment of the existing mains and manholes. Special Provisions 33 and 34 provide the
sequence of construction.
Please advise if this naeth.od of abandonment is acceptable.
Sincerely,
KOONCE, NOIIL.E & ASSOCIATES, INC.
R. Noble, Jr.,
SRNjr/asb
enclosure
20 EAST FIFTH STREET .
TELEPHONE [phone]
P. O. BOX 1027 . LUMBERTON, NC 28359
1 AX [phone] . E MAIL: KNA @ Carolina.net

SPECIAL PROVISIONS
01. GENERAL: In the event of a conflict between the General Conditions and these
Special Provisions, the Special Provisions will govern.
02. COMPLETION TIME: Work shall be commenced with adequate forces on the date
stipulated in the Notice to Proceed, and the Project shall be fully completed within 210
consecutive calendar days.
03. LIQUIDATED DAMAGES: If the project remains incomplete after the established time
of completion, the liquidated damages sustained by the Owner shall be $200.00 per day. The
Contractor shall also be liable for additional construction observation costs incurred by the
Engineer for the time by which contract time is exceeded.
04. SILTATION AND SOIL EROSION: The Contractor shall minimize siltation and soil
erosion as specified under the Erosion and Sedimentation Control Section of the Detailed
Specifications and as shown on the contract drawings.
05. DISTURBED AREAS: The Contractor shall restore all disturbed areas to original, or
better, condition.
06. SAFETY AND HEALTH REGULATIONS: The Contractor shall comply with the
Department of Labor Safety and Health Regulations for construction promulgated under the
Occupational Safety and Health Act of 1970 (PL-596) and under Section 107 of the Contract
Work Hours and Safety Standards Act (PI. 91-54).
07. TEMPORARY TOILETS: The Contractor shall provide temporary toilet facilities for
use of all workmen. Temporary toilet facilities shall comply with local and state sanitation laws
and regulations.
08. CHEMICALS: All chemicals used during project construction or furnished for project
operation, whether herbicide, pesticide, disinfectant, polymer, reactant, or other classification,
must show approval of either EPA or USDA. Use of all such chemicals and disposal of residues
shall be in strict accordance with applicable instructions.
09. LAWS AND ORDINANCES: The Contractor shall abide by all local and state laws or
ordinances to the extent that such requirements do not conflict with federal laws or regulations.
10. RIGHTS OF INSPECTION: The Contractor, for any Section of this project, shall make
the project available to the representatives of the Owner, the Division of Water Quality, Division
of Environmental Health, North Carolina Department of Environment and Natural Resources,
SP-1

rand the Engineers for ready access to any portion of the project at any stage of its construction
for the purpose of making such inspection as they deem necessary. This shall be construed to
include access to inspection of materials and equipment in the manufacturing or construction
stage, all materials, payrolls, personnel records, invoices and other relevant data and records if
so requested by representatives of the above enumerated persons and/or organizations.
11. UNSATISFACTORY EQUIPMENT INSTALLATION: Any equipment manufacturer
with an unsatisfactory, uncorrected equipment installation that is attributable to the manufacturer
will not be allowed to supply materials for the job.
12. SHOP DRAWINGS: Contractor will be required to submit at least six copies of shop
drawings on all materials and equipment. Three copies will be returned to the Contractor after
review by the Engineer, and three copies will be retained by the Engineer. Should the Contractor
require additional copies of shop drawings, equivalent additional copies must be submitted for
approval.
13. PAYMENT FOR MATERIALS STORED ON SITE: If the Contractor elects to submit a
request for payment based on materials stored on site, he shall include invoices for all materials
stored on site and a cumulative monthly summary of all materials stored on -site in the periodical
pay estimate.
14. NORTH CAROLINA SALES TAX: The Contractor shall comply with the procedures
for reporting North Carolina Sales Tax payments as specified on Page 27 .
15. UNILATERAL CHANGE ORDERS: If during the project it is determined that changes
to the scope of work bid are necessary, and an agreement cannot be reached between the
Contractor and the Owner regarding the price for the work change, the Engineer shall be able to
direct the Contractor to proceed with the work change as necessary to keep the project on
schedule prior to an agreement being made on the price.
16. In addition to the requirements set forth in the Earthwork Section of these specifications,
the Contractor shall also obtain a letter from the District Engineer for the North Carolina
Department of Transportation, addressed to Koonce, Noble & Associates, Inc., Lumberton,
North Carolina, stating that all cleanup work along the pipeline route, within D.O.T. rights -of -
way, is acceptable to the D.O.T. The letter shall also contain a statement of approval of all
pavement replacement sections within the D.O.T. rights -of -way.

Department of Transportation
Division of Highways
District Engineer
615 Concord Road
Albemarle, North Carolina 28001
704-982-0104
17. A copy of the Encroachment Agreement with the North Carolina Department of
Transportation is enclosed with these specifications.
The District Engineer's Office is to be notified prior to any work
and notified in writing upon completion of the encroachment.
All work within the North Carolina Department of Transportation right-of-way shall be
accomplished in accordance with North Carolina Department of Transportation's latest Policies
and Procedures for Accommodating Utilities on Highway Rights -of -Way. Work shall also be in
compliance with Department of Transportation's latest Manual on Uniform Traffic Control
Devices for Streets and Highways and The North Carolina Construction and Maintenance
Operations Supplement.
18. ADDENDA: In general, no answer will be given in reply to an oral question if the
question involves an interpretation of the intent or meaning of the drawings or specifications or
the equality or use of products or methods other than those definitely designated or described on
the drawings or in the drawings and Contract Documents. No information will be given to
Bidders other than by means of the drawings and Contract Documents or by addenda as
described below.
To receive consideration, such questions must be submitted in writing to the Engineer,
and to be given consideration, must be received at least ten days before the advertised date for
the opening of bids. Any and all such interpretation and any supplemental instruction will be in
the form of written addenda to the specifications. Failure of any Bidder to receive any such
addendum or interpretation shall not relieve such Bidder from any obligation under his bid as
submitted. All addenda so issued shall be issued at least 7 days prior to bid and shall become
part of the Contract Documents. All addenda shall be submitted to Construction Grants for
approval prior to opening of bids.

Pr
19. PIPE SEPARATION: The following minimum pipe separation will be maintained: 18
inches vertical separation between crossing of sanitary sewer (including force main) and storm
sewers, 18 inches vertical separation between crossing of sanitary sewer (including force main)
and water mains, and 10 feet horizontal separation between sanitary sewer (including force main)
and water mains. If these separations cannot be maintained, ductile iron pipe will be used 10 feet
either side of crossing and along entire length of line less than 10 horizontal feet from water
mains. The Contractor shall receive approval from the Engineer in the field before payment will
be made at ductile iron prices.
20. INFILTRATION: Will be strictly measured by methods prescribed in the detailed
specifications. The pipe will be required to meet the 100 gallon per inch mile/24 hr. of
infiltration when the line is placed in service and be subject to meeting the 100 gallon per inch
mile/24 hr. for the one year warranty period from the date of acceptance by the Town.
21. LAYOUT: The Engineer shall establish a baseline for the Contractor along the pipeline
route and furnish necessary benchmarks. All other staking or layout required for construction
shall be at the Contractor's expense.
22. The Contractor is instructed to control sedimentation run-off by methods approved by the
Engineers, during the course of construction of this project. The Contractor is reminded that all
work shall meet all applicable requirements of the Rules and Regulations for Erosion and
Sediment Control as published by the Department of Environment and Natural Resources,
Division of Water Quality. Erosion control shall also be performed in accordance with the
requirements contained in the current edition of the North Carolina Department of Transportation
Standard Specifications for Roads and Structures.
23. The cost of sedimentation and erosion control, and dust control, shall be considered an
incidental part of construction of this project and shall not be paid for directly but shall be
included in the unit price bid per l.f. of pipe.
24. No PVC pipe shall be delivered to the job more than six months after date of
manufacture. Manufacturer shall supply explanation of code so date of manufacture can be read
from pipe.
25. Shop drawings shall be furnished for but not limited to the following items: Pipe,
fittings, manholes, manhole ring and cover, manhole coating, service material, detection tape and

rany other items necessary for the prosecution of the work. All shop drawings shall be in
conformance with the General Conditions.
26. All permits and licenses required by any City, County or any other unit of local
government necessary for the prosecution of the work shall be paid for by the Contractor unless
otherwise specified. Permits required by the State for operation of the facilities shall be obtained
by the Owner. The Contractor shall give all notices and comply with all laws, ordinances, rules
and regulations bearing on the conduct of the work as drawn and specified. If the Contractor
observes that the contract documents are at variance therewith, he shall promptly notify the
Engineer in writing, and any necessary changes shall be adjusted as provided in Section 13 of the
General Conditions, Changes in the Work.
27. Pipe interior, sealing surfaces and other accessories shall be kept clean and gaskets shall
not be exposed to oil, grease, ozone (produced by electric motors), or excessive heat. PVC pipe
bundles shall be stored on flat surfaces with uniform support and stored PVC pipe shall not be
exposed to sunlight for a period exceeding four (4) months unless provided with a canvas cover,
(or other opaque material approved by the Engineer), with air circulation provided under the
covering.
28. Rock Excavation: The Contractor shall be aware of the possibility of encountering rock
during installation of the sewer line improvements. Boulders measuring '/2 cubic yard or more
and materials that cannot be removed without systematic drilling and blasting, such as rock
material in bedded deposits, Iedges, conglomerate deposits and unstratified masses, shall be
considered rock. If rock is encountered in excavation, rock shall be removed to a depth of eight
(8) inches below the bottom of the pipe. This eight (8) inches shall be refilled with select
material.
Payment for the rock cut shall be paid for at the unit price bid per cubic yard for rock cut.
The yardage of rock cut to be paid for shall be the number of cubic yards in place in the ditch
prior to removal not to exceed a depth of eight inches below the bottom of the pipe or the width
established by Item .07A of the Earthwork Section of the specifications. Select material shall be
paid for as established in the Earthwork Section of the specifications. Payment for Rock
excavation will not be allowed unless it is proven that the Contractor has taken every effort to
remove rock by a reasonable size excavator and that the rock is measured by the Engineer.

r29 . Where existing stone driveways are crossed, the Contractor shall replace stone that is
removed and shall return the driveway to a condition equal to or better than the condition prior to
crossing with the sanitary sewer main. This shall not be a pay item but shall be included in the
price of the pipe.
30. Sanitary sewer mains shall be ductile iron or PVC pipe as called for in the bid item.
31. Gravity mains installed through casing pipe under roads will not be paid for directly but
the cost of the gravity main from manhole to manhole shall be included in the unit price for
casing pipe.
32. After the new sanitary sewer main is placed into service, the Contractor shall abandon the
existing 12" sanitary sewer outfall line by filling with grout the entire length of the line. This
shall be paid for at the unit price bid for abandoning the 12" sewer outfall line.
33. Sequence of Construction for Manhole No. 5:
a. Sheet 1, Manhole No. 5:
Contractor shall install and receive the Engineer's approval of all gravity mains
and manholes between the Rocky River and Manhole #4 prior to beginning construction from
Manhole #4 to Manhole #5 on Sheet 1 of the plans. The Contractor shall also install a bypass
pumping system to pump from the existing chlorine contact basin to the proposed Manhole #4 in
accordance with the specifications prior to installing this section. Bypass pumping shall remain
in place until the Engineer verifies Manhole #5 is ready to be placed into service. The
Contractor shall then remove plugs and release flow from the chlorine contact chamber to
Manhole #5.
34. When installing the gravity mains the following sections and tie-ins shall be left out until
all other sections are complete and accepted by the Engineer to be placed into service.
Section Sheet Manhole Nos.
1 2 MH. 5 — MH. 6
2 2 MH. 6 — MH. 7
3 3 MH. 8 -- MH. 9
4 4 MH. 23 — MH. 24
5 11 MH. E—MH. 39

Tie -In Sheet No. Manhole No.
1 7 ME. #31
2 10 MH. #40
3 10 Existing Manhole
When the project is verified to be ready to be placed into service with the exceptions
listed above the Contractor shall begin installing sections and tie-ins in the sequence as follows.
Section 1
Section 2
Section 3
Section 4
Tie -In 1
Section 5
Tie -In 2
Tie -In 3
The Contractor shall complete each section or tie-in and receive the approval of the
Engineer prior to proceeding to the next section or tie-in. All work will be done in accordance
with the "Temporary Bypass Pumping Systems" section of the specifications.
It is essential to the operation of the existing sewage system that there be no interruption
of sewage throughout the duration of the project.
35. Tree Removal: Any tree with a diameter of six (6) inches or more, determined by the
Engineer to require removal for the installation of the sewer shall be removed by the Contractor.
All roots of such trees shall be removed to a depth of one foot below the grade line of the
proposed pipe. All refuse from the tree removal shall be disposed of as cleared and grubbed
material discussed in paragraph 05 of the "Site Work Section" of the specifications. Size shall
be determined by diameter of the tree trunk five (5) feet above the ground.
Payment for tree removal shall be made based on unit price bid for each tree removed and
shall include removal and disposal of the entire tree and roots. Removal of trees with a diameter
of less than six (inches) shall not be a pay item and shall be included in the unit price bid for
pipe.

r
After the proposed gravity outfall is placed into service and all of the existing outfall has
been removed from service and the mains have been grouted, the Contractor shall abandon the
existing manholes as follows:
Remove the manhole to a depth of one foot below grade and fill the remaining manhole
with compacted fill material to grade.
The Contractor shall be responsible for disposing of all refuse to an approved dump. The
Method of Measurement shall be identical to measurement of proposed manholes and payment
shall be made at the unit price bid for "Existing Sanitary Sewer Manholes to be Abandoned."
37. At any location where the bank of Norwood Creek is disturbed the Contractor shall
reestablish the bank to original grade and line the bank with Class II Rip Rap to a minimum
depth of 19 inches. This shall not be a pay item but shall be included in the unit price bid for
gravity mains.
38. Casing spacers shall be used to install carrier pipe inside encasement pipe. Casing
spacers shall not exceed a span of six feet. The casing shell shall be of T304 or higher grade
stainless steel or high -density polyethylene. The liner shall be PVC or high -density
polyethylene. Runners shall be ultra high molecular weight polymer or high -density
polyethylene. Casing spacers shall not be paid for directly but shall be included in the unit price
bid for steel casing pipe to be installed by boring.
39. The Bidder is notified that he shall bid both the Base Bid and the Alternate Bid. The
Owner reserves the right to award the contract for this project based on either the low Base Bid
or the low Alternate Bid.
40. The section of gravity main crossing under Norwood Creek on Sheet 5 of the plans at
Station 39+00 and the section of gravity main crossing under the gully on Sheet 11 of the plans
at Station 6+20 shall be installed during a dry period when the stream bed is dry or flow is very
low. Installation of these crossings should proceed as quickly as reasonably possible.
Backfilling and lining the banks and bed of the stream with rip rap as described in Special
Provision 37 shall be done immediately after installation. Installation of each crossing shall
begin early in the day and shall continue until installation of the rip rap lining is completed.

lE
9lir?,
QG
r
wuicnaet r. tasrey, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D.
Acting Director
Division of Water Quality
tiErr. OF ENVIRONMENT
`•..r7's=ar ''Sr)URCES
•
• '' Qr F CE
August 28, 2000
Honorable Darrell Almond, Mayor
Town of Norwood
Post Office Box 697
Norwood, North Carolina 27218-0697
SUBJECT: Permit No. WQ0020249
Town of Norwood
Outfall Line Replacement
Stanly County
Project No. E-SRG-T-01-0114
Dear Mayor Almond:
AUG 3 1 2001
In accordance with your application received July 6, 2001, we are forwarding herewith
Permit No. WQ0020249 dated August 28, 2001, to the Town of Norwood for the construction
and operation of the subject outfall.
This permit shall be effective from the date of issuance until rescinded, and shall be
subject to the conditions and limitations as specified therein.
If any parts, requirements, or limitations contained in this permit are unacceptable to you,
you have the right to an adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of North Carolina General Statutes, and filed with the Office of
Administrative Hearings, 6714 Mail Service Center, Raleigh, N. C. 27699-6714. Unless such
demands are made, this permit shall be final and binding.
Upon completion of construction and prior to operation of this permitted facility, a
certification must be received from a professional engineer certifying that the permitted facility
has been installed in accordance with the approved plans and specifications. Mail the
Certification to the Non -Discharge Branch, 1617 Mail Service Center, Raleigh, North Carolina
27699-1617. (Engineer's Certification Form is attached.)
One (1) set of final approved plans and specifications is to be forwarded to you, one (I)
set retained for the Construction Inspection Unit, and one (1) set retained for the SRG file.
Construction Grants & Loans Section 1633 Mail Service Center Raleigh, NC 27699-1633 [phone]
Fax [phone] Internet Address: www. nccgl.net
—14
NC17ENf
Customer Service
1 800 623-7748

2 -
A copy of the approved plans and specifications shall be maintained on file by the Owner
for the life of the project.
If there are any questions concerning this matter, please contact Mr. Cecil G. Madden, Jr.,
P.E. at [phone].
Sincerely,
regory J. Thorpe, h.D.
Acting Director
Attachment to All
JM/nw
cc: Koonce, Noble and Associates, Inc.
Stanly County Health Department
Mooresville Regional Office
Non -Discharge Unit
Dan Blaisdell, P.E.
Joe Martin, Jr., P.E.
Don Evans
Cecil G. Madden, Jr., P.E.
SRG

I
NORTH CAROLINA
ENVIRONMENTAL MANAGEMENT COMMISSION
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
RALEIGH
WASTEWATER COLLECTION PERMIT
In accordance with the provisions of Article 2I of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Town of Norwood
Stanly County
FOR THE
construction and operation of approximately 9,570 linear feet of I8-inch gravity sewer
interceptor, to replace the existing interceptor; and associated appurtenances, pursuant to the
application received July 6, 2001, and in conformity with the project plans, specifications, and
other supporting data subsequently filed and approved by the Department of Environment and
Natural Resources and considered a part of this permit. This permit action authorizes no
additional flow to the Town of Norwood's existing collection system or wastewater treatment
plant.
This Permit shall be effective from the date of issuance until rescinded, and shall be
subject to the following conditions and limitations:
1. This permit shall become voidable unless the facilities are constructed in accordance with
the conditions of this permit, the approved plans and specifications, and other supporting
data.
2. This permit is effective only with respect to the nature and volume of wastes described in
the application and other supporting data.
3. The facilities must be properly maintained and operated at all times.

The sewage and wastewater collected by this system shall be treated in the Town of
Norwood Wastewater Treatment Facility prior to being discharged into the receiving
stream.
5. This permit is not transferable. In the event there is a desire for the facilities to change
ownership, or there is a name change of the Permittee, a formal permit request must be
submitted to the Division of Water Quality (Division) accompanied by an application fee,
documentation from the parties involved, and other supporting materials as may be
appropriate. The approval of this request will be considered on its merits and may or may
not be approved.
6. Construction of the sewers shall be scheduled so as not to interrupt service by the existing
utilities nor result in an overflow or bypass discharge of wastewater to the surface waters
of the State.
7. Upon completion of construction and prior to operation of this permitted facility, a
certification must be received from a professional engineer certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting materials. If this project is to be completed in phases
and partially certified, you shall retain the responsibility to track further construction
approved under the same permit, and shall provide a final certificate of completion once
the entire project has been completed. Mail the Certification to the Non -Discharge Branch,
1617 Mail Service Center, Raleigh, North Carolina 27699-1617. (Engineer's Certification
Form is attached.)
S. A copy of the approved plans and specifications shall be maintained on file by the
Permittee for a minimum of five years from the date of the completion of construction.
9. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to an enforcement action by the Division, in accordance with North Carolina
General Statute 143-215.6A to 143-215.6C.
10. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances which may be imposed by other government
agencies (local, state, and federal) which have jurisdiction.
1 I . In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
wastewater collection facilities.
12. The facilities shall be constructed in accordance with the requirements of the North
Carolina Sedimentation Pollution Control Act.
13. Any abandoning of the existing facilities must be done in accordance with the
requirements of the Division of Water Quality's Mooresville Regional Office.

I
NONCOMPLIANCE NOTIFICATION:
14. The Permittee shall report by telephone to the Mooresville Regional Office, telephone
number [phone], as soon as possible, but in no case more than 24 hours or on the
next working day following the occurrence or first knowledge of the occurrence of either
of the following:
a. Any process unit failure, due to known or unknown reasons, that renders the facility
incapable of adequate wastewater transport, such as mechanical or electrical failures
of pumps, line blockage or breakage, etc.; or
b. Any failure of a pumping station or sewer line resulting in a by-pass directly to
receiving waters without treatment of all or any portion of the influent to such
station or facility.
Persons reporting such occurrences by telephone shall also file a written report in letter
form within five (5) days following first knowledge of the occurrence. This report must
outline the actions taken or proposed to be taken to ensure that the problem does not recur.
Permit issued this the 28th day of August, 2001.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
gory J. Thorpe, Ph.D. Acting Director
ivision of Water Qualit
y Authority of the Environmental Management Commission
Permit No. WQ0020249

Permit No. WQ0020249
Non -Discharge Permit
Town of Norwood
ENGINEER'S CERTIFICATION
I, , as a duly registered Professional Engineer in
the State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the Town of Norwood Outfall Line Replacement serving the Norwood area,
located in Stanly County, hereby state that to the best of my abilities, due care and diligence was
used in the observation of the following construction:
Approximately 9,570 linear feet of 18-inch gravity sewer.
I certify that the construction of the above referenced project was observed to be built within
substantial compliance and intent of the approved plans and specifications.
Signature Registration No.
Date
Mail this Certification to:
DENR/DWQ
Non -Discharge Branch
1617 Mail Service Center
Raleigh, North Carolina 27699-1617.

DIVISION OF WATER QUALITY
May 11, 1999
MEMO TO: Jay Lucas
FROM Rex Gleason
Prepared By: Samar Bou-Ghazale
SUBJECT:
Town of Norwood
Wastewater Treat nt Plant Improvements
And Ou`tfall Line placement
Preliminary Engineering Report
Stanly County, N.C.
As requested by your memo dated April 13, 1999, this Office
has reviewed the preliminary engineering report submitted by
Koonce, Noble and Associates, Inc. for the Town of Norwood.
The Town wishes to replace old sewer lines, repair the North
Main Street sewage pump station and upgrade the existing
wastewater treatment plant in order to address existing
deficiencies and to meet future growth demands.
This Office has no objections to the project as proposed.
If you have any questions regarding this matter, please
advise.

ENVIRONMENTAL ASSESSMENT
FOR
THE TOWN OF NORWOOD, NORTH CAROLINA.
KOONCEE, NOBLE AND ASSOCIATES, INC.
CONSULTING ENGINEERS
LUMBERTON, NORTH CAROLINA
MARCH, 1999

ENVIRONMENTAL ASSESSMENT
FOR
THE TOWN OF NORWOOD, NORTH CAROLINA
KOONCE, NOBLE AND ASSOCIATES, INC.
CONSULTING ENGINEERS
LUMBERTON, NORTH CAROLINA
MARCH, 1999
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ENVIRONMENTAL ASSESSMENT
I. INTRODUCTION:
The Town of Norwood is located in southeastern Stanly County, North Carolina, adjacent to
Lake Tillery, approximately ten miles from Albemarle, the County seat. Stanly County is located in
south central North Carolina and is bounded by Rowan County to the north; Montgomery County to
the east; Cabarrus County to the west; and Anson and Union Counties to the south.
This project will involve the rehabilitation and upgrade of the wastewater treatment plant
and replacing a sanitary sewer outfall line in Norwood, North Carolina. Some of the individual
treatment systems at the wastewater treatment plant are beginning to show signs of wear from
extended use and oxidation from exposure to a corrosive environment. New facilities will be added
to the existing plant to improve the effluent water quality. Currently, the wastewater treatment plant
does not have any sludge digester volume; therefore, an aerobic digester will be added to the
system. Due to the age and condition of the existing clarifiers, they will be rehabilitated with all
mechanical parts being replaced. The influent flow meter and parshalI flume will be reconfigured
for improved accuracy in recording influent flows. The chlorine contact basin will be enlarged to
increase chlorine contact times. A dechlorination system with autopacing will be added to the
system. Additional sludge drying beds will also be added at the plant.
The Norwood Creek sanitary sewer outfall line was constructed in the late 1950s of twelve -
inch vitrified clay pipe. This outfall line will be abandoned and replaced with an eighteen -inch line.
Also included in this project is the rehabilitation of the North Main Street Pumping Station, which is
currently in poor condition.
II. EXISTING ENVIRONMENT:
A. Demographics: According to the 1997 state demographic data from the Office of
State Planning, the Town of Norwood, North Carolina, has a population of 1,943 (55,131 for Stanly
County). However, there are 12 residential customers outside the Town of Norwood. Therefore,
we estimate the total population of the water system to be 1,985. There are also approximately 180
new users that have been annexed but have not been connected. This would bring the total
population to 2,519. The projected population of Stanly County in July, 2019, is 63,715, which is
1

equivalent to a 20-year growth rate of 13.4%. Assuming that the growth rate of Norwood will be
equivalent to that of Stanly County, the 20-year projected population will be 2,965.
B. Topography: Norwood is located in a physiographic region characterized by terrain
that is highly dissected by intermittent streams, gently sloping or undulating ridgetops and hilly to
steep slopes along the streams. Elevations in Norwood and vicinity range from 275 to 430 above
MSL.
C. Land Use:- Primary land use in Norwood includes residential, commercial, industrial
and recreational. There are some forested areas where the outfall line will be located; however, the
line will be constructed in an existing easement.
D. Soils: Four soil associations occupy the project area. The soil in the vicinity of the
wastewater treatment plant consists of Goldston silt loam. This well -drained soil has a rapid surface
runoff rate and a moderately rapid peimeability. The available water capacity is low. Other soils
along the outfall line consist of the following: Badin channery silt loam, a well -drained soil on
narrow ridges that are highly dissected by intermittent drainageways. This soil will erode where
areas are bare. Badin-Urban land complex is well drained with a silt loam surface layer.
Susceptibility to erosion is very severe. In lower areas is the Oakboro silt loam. This soil is nearly
level and moderately well drained. The upper part of this soil is a silty clay loam with yellowish
brown mottles.
E. Surface Waters: The existing and proposed outfall lines mostly run adjacent to
Little Cedar Creek. Great care will need to be taken to prevent sediment from entering the creek.
Effluent from the wastewater treatment plant discharges to the Rocky River. The Rocky River
empties into the Pee Dee River.
F. Groundwater: Groundwater supplies are considered adequate in Norwood.
Although Norwood uses surface water for its water system, there are small communities that use
well water. The project should not affect groundwater quality in these areas.
2

III. PROJECT NEED: The proposed project involves upgrading, refurbishing, and replacing
old systems in the wastewater treatment plant. The project will also involve replacing a sanitary
sewer outfall line. The existing wastewater treatment plant currently does not have an aerobic
digester and enough sludge drying bed capacity needed to digest and de -water the sludge that
accumulates in the system. An aerobic digester and additional sludge drying beds are needed. This
will allow the system to remove more solids and metals from the effluent.
The project also involves the following: modifying the parshall flume; providing new
aerators in the aeration basin; rehabilitating the clarifiers; expanding the chlorine contact tank;
adding a dechlorination system; and replacing the sludge return pumps. The addition of aerobic
digester volume will also assist in the reductions of pathogens contained in the sludge. There have
been NPDES violations for high effluent suspended solids and the effluent has failed chronic
toxicity tests. The dechlorination system will assist with chronic toxicity and the aerobic digester
will assist with removal of suspended solids.
The existing collection system consists of approximately 15 miles of sanitary sewer main
and several sewage pumping stations. Of particular concern is the 12-inch vitrified clay pipe outfall
line along Little Cedar Creek. This line was installed in the late 1950s and is known to have
infiltration and inflow problems. Flow monitoring done on this line during January and February,
1999, indicated infiltration of 163,000 gpd or 6,820 gallons per inch diameter mile (GPDIM).
Infiltration and inflow greater than 3,000 GPDIM is considered excessive. Portions of this line have
been examined with t.v. cameras and the video shows that the line is in very poor condition. This
outfall line will be abandoned and a new 18-inch line will be emplaced parallel to the existing line.
Replacement of this line should eliminate a substantial portion of the infiltration and inflow into the
wastewater system. Heavy infiltration and inflow after a substantial rainfall event has the potential
to create high peak instantaneous flows, which can result in the washout of clarifiers. This will
result in a negative environmental impact of the Rocky River. Norwood has had several violations
of the NPDES permit due to excessive flows.
The North Main Street Pumping Station is in poor condition and will be rehabilitated. This
pump station is in desperate need of repair. It is operating at or near its capacity and has been
known to overflow periodically. There should be no major soil disturbance for this part of the
proj ect,
3

IV. ALTERNATIVE ANALYSIS: There are three alternatives for the outfall line; no action,
rehabilitation and replacement. No action would leave significant amounts of infiltration in the line
and the Town of Norwood would exceed the flow limits in the NPDES Permit. Rehabilitation
would remove a portion of the infiltration and inflow but would not increase the capacity.
Replacing the line with an 18-inch line would remove more infiltration than any other alternative
and would increase capacity.
The alternative to upgrading the wastewater treatment plant is to take no action. If this alternative is
chosen, the Town will continue to violate the NPDES Permit and receive additional fines. The
money spent by the Town to pay these fines could be better spent on maintenance. In addition to
fines, the effluent quality will affect the water quality of the Rocky River and subsequently the Pee
Dee River.
The alternative to upgrading the North Main Street Pumping Station is to take no action,
which will result in future raw sewage overflows.
V. ENVIRONMENTAL CONSEOUENCES:
A. Changes in Land Use: There will be minimal changes in land use with this project.
There will be very little clearing and grubbing required for the new facilities at the wastewater
treatment plant. There is sufficient room for expansion around the existing facility. The new
outfall line will be constructed in an existing, previously disturbed utility easement. There will be
no change in land use for the pump station upgrade.
B. Wetlands and Floodplains: There are a few areas in the proposed outfall line route
that are considered wetlands areas and floodplains. The new outfall line will cross Little Cedar
Creek; however, the crossing will be made perpendicular and at a narrow section of the creek. In
addition, construction in this area will be limited to months where potential impacts of
sedimentation and turbidity from construction on spawning activities of fresh -water species will be
minimal. Prior to any construction of any part of this project, a complete Erosion and
Sedimentation Control Plan will be submitted for State approval.
C. Prime or Unique Agricultural Lands: This project will not involve any impact to
agricultural lands.
4

D. Public Lands: There are no public land areas that will be affected by this project.
E. Scenic and Recreational Areas: This project will not affect any scenic or recreational
areas.
F. Areas of Archeological or Historic Value: There are no known areas within the
project area of archeological or historic value.
G. Air Quality: This project should not have any substantial impact on air quality. The
only changes in air quality will be short term from engine exhaust from construction equipment.
H. Groundwater Quality: Impacts on groundwater related to construction will be
moderate and short term. Some lowering of the water table may be required in a few areas but
should not have any significant adverse impacts.
I. Noise Levels: Impact on noise levels related to construction will be moderate and
short term. The noise level at the pump station will not substantially increase.
J. Water Supplies: This project should have no adverse affects on existing water
supplies. The improvements at the wastewater treatment plant should improve quality of the
effluent. The Town of Norwood receives its water supply from Lake Tillery, which will not be
affected by this project.
K. ShelIfish or Fish and Their Habitat: To the best of our knowledge, no threatened or
endangered aquatic species have been identified in the project area or its immediate vicinity. Any
impact to the aquatic environment will be minimal and short-term in nature. All construction will
take place in existing urban areas or in existing easements previously disturbed.
L. WiIdlife and Their Habitats: No threatened or endangered species both animal and
plant have been identified in the project area. A majority of the project area exists near roads and
5

areas that will not support a substantial amount of wildlife. However, any impacts to wildlife and
their habitat will be short term in nature.
M. Introduction of Toxic or Hazardous Substances: No known toxic or hazardous
substances will be introduced into the environment as a result of this project.
N. Receiving Waters: This project should improve the quality of effluent that is
discharged into Little Cedar Creek. Facilities are being added to remove heavy metals and a
dechlorination system will remove residual chlorine that is toxic to aquatic life in the receiving
stream. Special emphasis will be taken with the installation of the new outfall line to prevent
sedimentation into Little Cedar Creek.
O. Indirect or Secondary Impacts: There should be no indirect or secondary impact to
the environment from this project from construction or effects after project completion.
VI. MITIGATIVE MEASURES: Prior to any construction, a complete erosion and
sedimentation control plan will be submitted to the Division of Land Resources, for approval by the
State. In order to avoid significant adverse impact to the environment from this project, the Erosion
and Sedimentation Control Plan will be strictly followed. The soils in the project area for the
outfall line are susceptible to severe erosion. After construction, seeding and mulching will be
conducted as soon as possible to restore vegetation. Construction in critical areas along Little Cedar
Creek and at the crossing site will be conducted during times that will not affect spawning and at
times when the water level is low. The crossing area will be located at a point where the creek
narrows and the crossing will be parallel to the creek.
6

d
PROPOSED 18" OLTFALL
5P7L

PRELIMINARY ENGINEERING REPORT
STEWATER TREATMENT PLANT IMPROVEMENTS
AND OU'TFALL LINE REPLACEMENT
FOR
THE TOWN OF NOR%% OOD, NORTH CAROLINA
APR 13 1999
KOONCE, NOBLE AND ASSOCIATES, INC.
CONSULTING ENGINEERS
LUMI3ERTON, NORTH CAROLINA
MARCH, 1999

PRELIMINARY ENGINEERING REPORT
WASTEWATER TREATMENT PLANT IMPROVEMENTS
AND OUTFALL LINE REPLACEMENT
FOR
THE TOWN OF NORWOOD, NORTH CAROLINA
KOONCE, NOBLE AND ASSOCIATES, INC.
CONSULTING ENGINEERS
LUMBERTON, NORTH CAROLINA
MARCH,1999
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Table Of Contents
L Summary, Conclusion and Recommendation 1
II. Current Situation 1
III. Future Situation 3
IV. Alternatives 4
V. Detailed Project Description 4
W. Preliminary Opinion Of Probable Cost 6
VII. Present Worth Analysis 9
Appendix A Maps and Flow Schematic
Appendix B Calculations
Appendix C NPDES Permit
Appendix D Monthly Flow Data
Appendix E Climate Data

P €E IMINARY ENGINEERING L EPO
SUMMARY, CONCLUSTI}N AND REECOMMENDAT1ON
The Town of Norwood's Wastewater Treatment Plant needs to be upgraded to reliably meet
discharge limits. The items to be upgraded are as follows.
1, Modify parshall flume,
?. Provide new aerators.
Rehabilitate clarifier..
New digester.
5. Expand chlorine contact tank.
6. Add dechlorin.ation system with autopacing.
7. Replace existing sludge return pumps.
8. New drying beds.
9. Rehabilitate the North Main Pumping Station.
Also, the main outfall to the wastewater treatment plant has excessive infiltration and is to be
replaced with a new 18-inch diameter outfall line.
II. CURRENT SITUATION;
A. Collection System:
1, Description: The Town of Norwood's sanitary sewer sprovides service to
approximately 750 customers. The Town maintains a 750,000 gallons per day Grade II extended
aeration type wastewater treatment plant. The treatment plant is effectively treating the average
wastewater flow of approximately 530,000 gallons per day.
The existing collection system consists of approximately 1.5 miles of sanitary sewer main and
several sewage pumping stations. The majority of the sanitary sewer system is over 30 years old and
may be susceptible to excessive levels of infiltration and inflow, Of particular concern is the 12" VCP
Norwood Creek autfall line, This line was installed in the late 1 y50's and is known to have infiltration
and inflow problems. Replacement of this line should eliminate a substantial portion of the infiltration
and inflow into the wastewater system,
The existing sewage pumping stations, with the exception of the North Main Street sewage pump
forth Main Street sewage
station, are in good condition, and are adequate for continued use.

pumping station, however, is in desperate need of upgrade and repair. This sewage pumping station is
operating at or near its capacity and has been known to overflow periodically.
Infiltration: The Town of Norwood's sewage collection system has excessive
infiltration. Infiltration for the entire system is estimated to be 4,113 gallons per day per inch -mile
(GPDIM) (see calculations), which exceeds the criteria of 3,,000 GPDIM. Also, the 1.2-inch outfall line
to the wastewater treatment plant is definitely subject to excessive infiltration. Flow monitoring done on
this line during January and February, 1999, indicates infiltration of 163,000 GPD or 6,820 GPDIM.
(See calculations). Also, portions of this line have been examined with t.v. cameras and the video shows
the line is in very poor condition,
3. Inflow: The Town of Norwood.'s sewage collection also has excessive inflow.
Inflow for the system is estimated to be 442 GPD/Capita. (See calculations).
B. Wastewater Treatment Plant:
I. Headworks: The headworks consists of a bar screen., grit chamber and parshall
flume. The bar screen and grit chamber are satisfactory but there is a hydraulic, problem with the
parshall flume. The flow makes a 90° turn before entering the parshall flume, which causes turbulence
and prevents accurate how readings. The channel should be extended and the flume relocated.
2. Aeration Basin: The facility ➢ra.s two aeration basins with a capacity of 375,000
gallons each. Each basin has 2-15 hp floating aerators. The aerators are old and need to be replaced.
Clarifiers: The facility
a.
33-foot diameter clarifiers. The capacity of these
clarifiers is adequate but the equipment is old and worn out. All niecha.nica'1 equipment, weirs and
baffles should be replaced.
4. Chlorine Feed System: The chlorine contact tanks are undersized and should be
expanded. Also, the facility needs to have dechlorination with autopacing i nstalled.
5. Aerobic Digestion: The facility does not currently have an aerobic digester;
therefore, a new digester should be included in the project. The facility does have a converted Imhoff
Tank that is used as a sludge holding tank but it is undersized and leaks.
6. Sand Drying Beds: The exiting sand drying beds are adequate but do not have
sufficient capacity.
Sludge Return Pumps: There are three (3) 75 hp sludge return pumps' located in
the control building. 1:hey are old and worn out and should be replaced.

C. PopuIation and Demographics: According to 1997 state demographic data from the
Office of State Planning, the Town of Norwood, North Carolina, has a population of 1,943 (55,131 for
Stanly County). However, there are 12 residential customers outside of the Town of Norwood.
Therefore, we estimate the total population of the water system to be 1,985. There are also
approximately 180 new users that have been annexed but have not yet been connected. This would
bring the total population to 2,519.
D. Existing Flows: The current flows based on billing records, less 10% and adjusted for the
number of sewer customers as opposed to water customers for the month of February, is as follows:
Commercial and Institutional 34,200 gpd
Industrial 125,198 gpd
Residential 89,044 gpd
248,442 gpd
III. FUTURE SITUATION: The projected population for Stanly County in July, 2019, is 63,715,
which is equivalent to a 20-year growth rate of 13.4%. The current sewered population of Norwood is
2,519, including newly annexed areas. Therefore, the 20-year projected population is 2,965.
The 20-year projected flow is as follows:
Residential
2,856 @ 70 gpd/capita 199,920
Commercial
2,965 @ 15 gpd/capita 42,840
Industrial Reserve 24,844
Existing Industrial 125,198
TOTAL PROJECTED FLOW WITHOUT III 392,802
Infiltration Inflow 526,000
Remove I/I from Outfall - 163,000
Future I/I Removal 6,000
TOTAL PROJECTED FLOW 749,802 gpd
Design Flow 750,000 gpd
3

IV. ALTERNATIVES
A. Outfall Line: There are three alternatives for the outfiull Iine; no action, rehabilitation and
replacement.
No action wouldleave significant amounts of infiltration in the line and the Town of Norwood
would exceed the flow limits in the NPDES Permit.
Rehabilitation would remove a portion of the infiltration and inflow but would not increase the
capacity.
Replacing the line with an 18-inch line would remove more infiltration than any other alternative
and would increase capacity,
B. Wastewater Treatment Plant Upgrade: The alternative to upgrading the wastewater
treatment plant is to take no action. If this action is chosen, the Town would probably not continue to
comply with the NPDES Permit and wastewater not properly treated would be discharged to the Rocky
River..
Upgrading the wastewater treatment plant will allow the Town to continue .he NPDES
Permit and protect the water quality of the Rocky River.
C. North Main Street Pumping Station: The alternative to not upgrading this station is to
take no action. Since this station is in such poor condition, this would result in raw sewage overflows.
V. DETAILED PROJECT .DESCRIPTION:
A. Wastewater. Treatment Plant Upgrade:
1. Modify Parshall 'Flume: The existing parshall flume does not provide accurate
readings because a 90° turn immediately in front of the flume causes turbulence. The channel will be
extended so the flume can be located downstream of the turbulence caused by the 90turn,
2. Provide New Aerators: The existing aerators shall be replaced with new aerators.
Two 25 hp floating aerators will be furnished for each basin,
3 Rehabilitate Clarifiers: The existing aerators have adequate capacity hut the
mechanical equipment is worn out. All mechanical equipment. weirs and baffles will be replaced with
new equipment.
4. New Digester: The existing facility does not have a digester so a new one will be
provided with a capacity of 60 days. The new digester will be dual interconnecting basins with a total
volume of 34,400 cubic feet.
4

5. Expand Chlorine Contact Tank: The existing chlorine contact tank will be
expanded to provide a total volume of 2,100 cubic feet. This will provide 30 minutes detention at design
flow.
6. Dechlorination System with Autopacing: A sulfur dioxide feed system will be
furnished. Autopacing will be provided for both the chlorine and sulfur dioxide systems.
7. RepIace Existing Sludge Return Pumps: The existing sludge return pumps shall
be replaced with new pumps. Existing piping will be utilized as much as possible.
8. New Drying Beds: Ten new drying beds will be furnished. This will provide 12
cycles per year at design flow.
9. Rehabilitate North Main Pumping Station: New pumps and controls will be
furnished for the North Main Pumping Station.
B. Outfall Line: The existing outfall line will be replaced with an I8-inch ductile iron line
parallel to the existing route.
5

VI. PRELIMINARY OPINION OF PROBABLE COST
A. Norwood Wastewater Treatment Plant Upgrade:
1. Parshall flume modification $ 10,000.00
2. New aerators $ 50,000.00
3. Rehabilitate clarifiers $130,000.00
4. New digester $205,000.00
5. Modify C12 contact tank $ 25,000.00
6. Dechlorination system with autopacing $ 15,000.00
7. New drying beds $160,000.00
8. Rehabilitate North Main Pumping Station $ 50,000.00
9. Piping $ 80,000.00
10. Sitework $ 50,000.00
11. Electrical $ 25,000.00
12. Replace Sludge Pumps $ 50.000.00
TOTAL CONSTRUCTION COST S850,000.00
Construction Cost $850,000.00
Legal and Administrative $ 7,500.00
Engineering —
Basic $ 68,000.00
Construction Observation $ 43,000.00
Environmental Assessment $ 5,000.00
Preliminary Engineering Report $ 5,000.00
Testing $ 2,500.00
O & M Manual $ 10,000.00
Contingencies $ 85,000.00
TOTAL PROJECT COST S1,076,000.90
6

PRELIMINARY OPINION OF PROBABLE COST
B. Outfall Line Replacement:
1. 18" Ductile Iron Pipe (6-8)
10,500 I.f. @ $61.00 $640,500.00
2. Standard 4' Diameter Precast Manhole (6-8)
35 ea. @ $2,200.00 $ 77,000.00
3. Stone for Bedding
2,000 tons @ $21.00 $ 42,000.00
4. 60' Bore — 36" Steel Casing
601.f. @ $375.00 $ 22,500.00
5. Rock Excavation
3,500 c.y. @ $41.00 $ 143,500.00
6. Select Material (Borrow Sand/Clay)
5,000 c.y. @ $7.00 $ 35,000.00
7. Seeding and Mulching
4.0 ac. ® $2,500.00 $ 10,000.00
TOTAL CONSTRUCTION COST S970,500.00
Construction Cost $970,500.00
Engineering —
Basic $ 78,000.00
Construction Observation $ 50,000.00
Environmental Assessment $ 5,000.00
Preliminary Engineering Report $ 5,000.00
Subsurface Investigation $ 8,500.00
Contingencies $ 97 000.00
Land Acquisition $ 8,000.00
TOTAL PROTECT COST 1,222,000.00
7

TOTAL CONSTRUCTION COST (All Projects)
WWTP Upgrade
Outfall Line Replacement
Legal and Administrative
Engineering —
Basic
Construction Observation
Environmental Assessment
Preliminary Engineering Report
Testing & Subsurface Investigation
O&M Manual
Contingencies
Land Acquisition
TOTAL PROJECT COST
$ 850,000.00
$ 970,500.00
$ 7,500.00
$ 146,000.00
$ 93,000.00
$ 10,000.00
$ 10,000.00
$ 11,000.00
$ 10,000.00
$ 182,000.00
$ 8,000.00
$ 2,298,000.00
8

VII. PRESENT WORTH ANALYSIS:
Wastewater Treatment Plant:
Capital Cost $1,076,000.00
Annual 0 & M $ 200,000.00
Salvage Value (20 years) $ 500,000.00
Discount Rate $ 6.875%
Present Worth = Project Cost + Annual Cost x (10.7035) — Salvage Value x (0.2667)
Present Worth= $1,076,000.00 + $2,140,700.00 - $133,350.00
Present Worth = $3,083,350.00
Outfall Line:
Replace Outfall
Capital Cost
Annual O & M
Salvage Value
Discount Rate
$1,222,000.00
$ 5,000.00
$ 611,000.00
6.875%
Present Worth = Project Cost + Annual Cost x (10.7035) -- Salvage Value x (0.2667)
Present Worth = $1,222,000.00 + $53,517.50 - $162,953.70
Present Worth = $1,112,563.80
No Action
Capital Cost $ 611,250.00
Annual O & M $ 58,467.00
Salvage Value 0
Discount Rate 6.875%
Present Worth = Project Cost + Annual Cost x (10.7035) — Salvage Value x (0.2667)
Present Worth = $611,250.00 + $625,801.53 - $ 0
Present Worth = $1,237,051.53
9

APPENDIX A
MAPS
AND
FLOW SCHEMATIC

APPENDIX B
CALCULATIONS

1
1
1
1
1
1
INFILTRATION
Month
Water
Sold
(Gallons)
Adjust. No.
Water Gusts.*
(Gallons)
Adjust 10%
Loss
(Gallons)
Expected
Daily Flow
(GPD)
Avg. Metered
Daily Flow
(GPD)
Infiltration
(GPD)
2/98
9,121,585
6,244,586
5,620,127
200,719
740,000
539,281
3/98
9,960,190
6,818,690
6,136,821
197,962
773,000
575,038
4/98
11,685,960
8,000,142
7,200,128
240,004
705,000
464,996
Total 1,579,315
*There are 1,097 water customers and 751 sewer customers
Avg. Infiltration - 526,438 gpd
App. System = 128 Inch Diameter Miles
Infiltration = 4,113 gpd

Inflow:
Metered Calculated
Rainfall Flow Flow*
Date (Inches) (MGD) (MGD)
1/19/99 0 .807 .775
1/20/99 0 .776 .685
1/21/99 0 .733 .600
1/22/99 0 .638 .560
1/23/99 1.21 1.089 0.985
*Flow has been adjusted for turbulence (See B.2.a)
Q = 0.985 MGD * (Calculated)
Expected Flow = 0.248 MGD
Infiltration = 0.526 MGD
Inflow = 0.278 MGD
Inflow/Inch Rain = 0.230 MGD
Total Flow After 1-Inch Rain = 1.004 MGD
Existing Service Population = 1,985
Industrial Flow = 0.125 MGD
Flow/Capita = 442 gpd/capita
Excessive
12" Outfall Line:
Average Infiltration = 163,000 gpd
(See attached flow monitoring records)
D=12"
L = 10,500 1.f.
23.9 inch diameter mils
Infiltration = 6,820 GPDIM

OTJTFALL LINE - FLOW MONITORING
Date WWTP --1--- r�
Flow Charted ^:Calculated Anson Turner Aeroquip ;Total IPercer-d ;Percent
Meter Flow Fiow Flow Flow_ F_lo_w F_lo_w Infiltration flhlration
118/99 i 1•Catcuiated Charted
119199 _0.589 0,491 0.471 r 0.168274 0.075095 0.098369 0.341738' 0.2744421 0.302576
1/10/99 0.5581 0.429r---0.4011 0.149285 0.060611 074228 0.284324 0.290963 0.331002
1/11199 0.606! ' 0751 ^ 0.4481 0,146493 0,05257 0,1328041 0.331854 0.259254 0.349306
1/12/99 . 0694 0.605 ---0.541 0.151872 6.634162 0.135707 0.3227411 0.403436 0.486544
1/13199 _ 0,548 0.44 0.429 0.162936 0.039767 6.129799 0.332502 0,224937 0.244314
1/54199 �0.642 0.55 0.482 0.171341 0.036822 0.118726 _0.328889 0.321807 0.405858
µ 1/15/99 _ 0.998 0.95 `0.918 07273524 0.169291�0.221126 0.66394_ 01 276753�0.301115
1/16/99 0,738 0.85 0.588 0.188995 0,107172 0.096574 0.393041, 0.331563' 0.3953.22
1/17/99 1--
_ 0.807 0.74 0.629 0.18278 0.105336 0.102941 0.391057 0.378288 0.471545
1/18199 1,07 D.985 0.964 0.271149 0.218201 0.214834 0.704184 0.?84366 0.285092
1/19/99 0.807 0.775 0,678 0.199279 0.125273 0.148025 0.472577 0.302984 0.390223
1/20/99 0.778 0.885 0.621 0.175593 0.093568 0,131544 0,400705 07354742 0.415029
1121/99 ___ 0,733 0.6 0.586 0.154109 0.05794 0.124539 0.336588 0.425618. 0,43902
1/22/99 y0.638 0.56 0.479 0.166934 0.060597 O'107928 0.335459 0.299658 0.400968
1/23/99 _-11.089 0.985 �1.001 0.489996 0.157942 0.198127 0.846065 0.15478 0.141051
1/24/99 1.092 0.99 ' jA0•5 1.141883 0_278274 1068472 2.488629-1.47625 -1.51377
1/25/99 1.062 0.975 0.977 0.8222 0.157664 0,543173 1.323037-0.35418 -0.3569E
1/26/99 1.005 0.95 0.925 0.382846 0.116187 0.311203 0,790235 0.145691 0.168173
1/27/99 0.94 0.875 0.855 0.298659 0.069081 0.232773 0.600513 07297648 0.313599
1/28/99 0.817.. 0.71 0.854 0.219503 0.047865 '0.1947591- 0.462127 0,293364 • 0.349117
__ 1/29/99 ._ 0.711 0.625 0.569 0.188169 0.059668 0,155784 0.403821 0.290649 0.354208
_ .____. _ 0,576 0.475 0.432 0.154583 0,089343 0.071111 0.315037 0.270748 0.338764
1/31/99 0.552 0.43 0.414 0.121665� 0.100453 0.043464 0.265582 0,358498 0.382367
211/99 1.07 1 0.984 0.300548 0.217146' 0.2591362 0.776756 0.210814 0.223244
2/2/99 1.211 1.19 1.114 0.583285 0.354187 ;; 07391428 1.3289 -0.19291 -0.11672
2/3/99 1.184 1.1 1.071 0.415274 0.252306' 0.213389 0.880969 0.177433 0.199119
2/4/99 1.002 0.95 0.952 0.304119 0.193402 0.200222 0.697743 0.267077 0.255534
.2/5/99 0.887 0.76 0.684 0.234765 0.125683 0.165752 _ 0.5256 D 231579 0.326154
2/6/99 0.783 0.688 0.603 0.201849 0.119059 0.103768 0.424678 0.295728 0.382738
2/7199 0.717 0.845 0,538 0.178597 0.110644 0.84557 1.134811 -1,10931 -0.7594
2/8/99 0.721 0.848 0.541 0.147914 0.109836 0.134044 0.391794 D.275797 0.39538
2/9/99 0.693 0.59 0.52 0.127393 0,077204 0,1213268 0.324865 0.37526 -0.449361
_ _2/10/99 0.664 0.56 0.498 0.106547 0.075798 0.117808 0.303153 0.391259 0.458655
2/11/99 0.642 0.55 0.482 0.095788 0.079254 0.105734 0.280806 0.417415 0.489444
2/12/99 0.658 0,555 0.494 0.075925 0.093338 0.114534 0.283797 0.425512 0.488664
2113/99 0.604 0,51 0,453 0.078444 0.079169 0.04585 0.203463 0.550854 0.601053
2/14/99� 0.581 0.55 0.438 0.075764 0.072716 0.026238 0.174418 06017850.682876
_2/15/99• 0,626 0.53 0.47 0.166873 0.072195 0,091181 0.270249 0.425002 0.490096
2118199 -0.605 0.525 0.454 0.121371 0.070285 0,89005 1.081705-1.36261 1.08039
-2/17/99 0.62 0.518 0.465 0.123895 0.057773 0.90101 �'1.082678 -1.32834 -1.09011
2/18/89 0.806 0.725 0.605 0.165112 0.139243 0.166319 0.470674 0.222026 0.350794
2/19/99 0,873 0.78 0.681 0208949 6.180833 0.192135 0.561917 0.174865 0.279594
_._ /20/99 8.21 0.72 0.64 0.237631 0.154912 0.183413 0.575956 0.100069 0.200061
2121/99 0.719 0,71 0.539 0.190148 0.10495 0,061586 0.356654 0.338249 0.497828
_21221990.75 0.85 0.583 0.157972 0.088705 0.132263 0.37894 0.326927 0.417015
_ 2/23/99 O,70q 0,64 0.528 0.050717 0:025852 0.058937 0.133506 0.7471481 D.791397
2/24/90 - - 0,676 0.595 0.507 - - -
2/25/99 0,664 0.558 0.498
2/26/99 0.61 0.5280.458
. _.__ ----- ---
.��
0.151113 0.224664

Sheetl
Town of Norwood - Outfall Line
Date :WWTP
(Flow
Charted
Calculated
Anson
Turner
Aeroquip
Total
Infiltration
Meter
Flow
Flow
Flow
Flow
Flow
Flow
1/9/991
0.471
0.342
0.129
1/10/99!
0.401
0.284
0.117
1/11/99!
0.448
0.331
0.117
1/12/991
0.541
0.322
0.219
1 /13/991
0.429
0.332
0.097
1/14/99
0.482
0.327
0.155
1/15/99
0.918
0.664
0.254
1/16/99
0.588
0.393
0.195
1/17/99
0.629
0.391
0.238
1/18/99
0.984
0.704
0.28
1/19/99
0.678
0.472
0.206
1/20/99
0.621
0.4
0.221
1 /21 /99
0.586
0.337
0.249
1/22/99
0.479
0.335
0.144
1/23/99
1.001
0.846
0.155
1/24/99
1.005
2.489
0
1/25/99
0.977
1.323
0
1/26/99
0.925
0.79
0.135
1/27/99
0.855
0.601
0.254
1/28/99
0.654
0.462
0.192
1/29/99
0.569
0.404
0.165
1/30/99
0.432
0.315
0.117
1/31/99
0.414
0.265
0.149
2/1/99
0.984
0.777
0.207
2/2/99
1.114
1.33
0
2/3/99
1.071
0.881
0.19
2/4/99
0.952
0.698
0.254
2/5/991
0.684
0.526
0.158
2/6/99!
0.603
0.427
0.176
2/7/99j
0.538
1.135
0
2/8/99 1
0.541
. 0.392
0.149
2/9/99!
0.52
0.325
0.195
2/10/99:
0.498
0.303! 0.195
2/11/99€
0.482
0.2811 0.201
2/12/99 !
0.494
0.284 'I 0.21
2/13/99 `
0.453 ,
0.203 ` 0.25
2/14/99
0.438
0.174 0.264
2/15/99
0.471
0.27, 0.2
2/16/99
0.454 ;
1.082 0
2/17/99
0.4651 1
1.083 0
2/18/99
0.605; i
0.471 0.134
2/19/99
0.681 ; 1 0.562, 0.119
2/20/99
0.64 , i 0.576 0.064

Sheetl
2/21/991
I 0.539
I
0.357I 0.182
2/22/99
1 0.563j
I
0.379
0.184
2/23/99
f 0.5281
0.133
0.395
2/24/99
2/25/99
Total
7.515
2/26/99
'Avg.
0.16337
2/27/99
2/28/99
3/1/99
3/2/99
1
1
1
1
1
1

Variables used in Calculations
Town of Norwood
Variable
Value
Units Description
QcI
0.53
mgd
Current influent flow
QdI
0.750
mgd
Design influent flow
MLVSSab
2100
mg/L
Mixed liquor volatile suspended
MLVSSdab
2100
mg/L
Mixed liquor volatile suspended
VOLUMEab
0.375
mg
Volume of each aeration basin
NUMBERab
2
each
Number of aeration basins
Current influent BOD5
Design influent BOD5
Mixed liquor suspended solids ir
Mixed liquor suspended solids ir
SIudge wasted per day to drying
Solids concentration out of secor
Current effluent suspended solid;
Settleability of sludge solids
Solids concentration out of secor
Current influent suspended solid;
Design influent suspended solids
Current influent ammonia
Design influent ammonia
Current influent flow, gal
Design influent flow, gal
Volume of each aeration basin in
Number of secondary clarifiers
Volume of secondary clarifier
Length of weir on secondary clay
Surface area of secondary clarifie
Return sludge flow at current flo'
Return sludge flow at design floe
Current solids concentration of d
Design solids concentration of di
Number of digesters
Volume of aerobic digester
Volume of chlorine contact cham
Number of chlorine contact chary.
Chlorine feed rate
Current average solids concentral
Depth of sludge placed in the dry
Number of sludge drying beds
Area of sludge drying beds
BODcI
242
mg/L
BODdI
220
mg/L
MLSSab
2000
mg/L
MLSSdab
3000
mg/L
SLUDGEwst
1440
gpd
SOLIDScI
0.006
0.6%
SSce
14
mg/L
SETTLE
500
mg/L
SOLIDSras
5900
mg/L
SScI
510
mg/L
SSdI
220
mg/L
NH3cI
20
mg/L
NH3d1
20
mg/L
Qclg
530000
gal
Qdlg
750000
gal
VOLUMEabcf
50134
ft3
NUMBERc1
2
each
VOLUMEccfl
8700
ft3
LENGTHcw1
104
ft
AREAcI
855 _
ft2
Qras
0.35
mgd
Qdras
0.75
mgd
SOLIDScdc
0.02
2.0%
SOLIDSdpc
0.025
2.5%
NUMBERd
0
each
VOLUMEd
0
ft3
VOLUMEccc
1252
ft3
NUMBERccc
1
each
CHLORINE
25
lbs/day
SOLIDScdb
0.025
2.50%
DEPTHdb
0.75
ft
NUMBERdb
2
each
AREAdb
2000
ft2
solids in aeration basin @ current
solids in aeration basin @ design
aeration basin ® current
aeration basin ® design
beds
dary clarifier in percent
dary clarifier
cubic feet
ifier
r
gested sludge
vested sludge
ber
bers
ion of sludge placed in drying beds
ing beds

NORWOOD WWTP
SLUDGE PRODUCTION (S) - THEORETICAL
QcI = 0.5 mgd Qdl = 0.75 mgd
BODcI = 242 mg/L BODdI = 220 mg/L
Aeration Sludge Production = (flow,mgd)(influent BOD, mg/I)(8.34)(0.65)
ScI = QcI*BODcI*8.34*0.65
ScI = 695 lbs/day @ current
Sc = ScI*365/2000
Sc = 126.9 tons/year @ current
SdI = QdI*BODdI*8.34*0.65
Shc = 894 lbs/day @ dcsigm
Sd= SdI*365/2000
Sd = 163.2 tons/year @ design
Page 1 of 10

NORWOOD WWTP
1
1
1
Existing Influent Data
QcI = 0.5 mg/L QdI = 0.75 mgd
BODcI = 242 mg/L BODdI = 220 mg/L
SScI = 510 mg/L SSdI = 220 mg/L
NH3cI = 20 mg/L NH3dI = 20 mg/L
BOD5 Influent = (Existing influent flow, mgd)(Influent BOD, mg/L)(8.34 lb/gal)
BOD5 Influent = QcI*BODcI*8.34
BOD5 Influent = 1070 lbs
SS Influent = (Existing influent flow, mgd)(Influent SS, mg/L)(8.34 lb/gal)
SS Influent= QcI*SScI*8.34
SS Influent= 2254 lbs
NH3N Influent = (Existing influent flow, mgd)(Influent NH3N, mg/L)(8.34 lb/gal)
NH3N Influent -= QcI*NH3cI*8.34
NH3N Influent = 88 Ibs
Design influent Data
BOD5 Influent =
BOD5 Influent =
(Design flow, mgd)(Design BOD, mg/L)(8.34 Ib/ga1)
QdI*BODdI*8.34
BOD5 Influent = 1376 lbs
SS Influent =
SS Influent =
(Design flow, mgd)(Design SS, mg/L)(8.34 lb/gal)
QdI*SSdI*8.34
SS Influent = 1376 lbs
NH3N Influent = (Design flow, mgd)(Design NH3N, mg/L)(8.34 lb/gal)
NH3N Influent = QdI*NH3dI*8.34
NH3N Influent = 125 lbs
Page 2 of 10

NORWOOD WNW
AERATION BASIN
Detention
Qclg = 530000 gal NUMBERab = 2 ea
Qdlg = 750000 gal VOLUMEab = 0.375 mg
Detention = (number of basins)(mg)(24 hr/day)(1000000)
Avg Daily F1ow,gpd
DETabc =
DETabc =
DETabd =
DETabd =
NUMBERab*VOLUMEab*24* 1000000
Qclg
34.0 hrs @ current
NUMBERab*VOLUMEab*24* 1000000
Qdlg
24.0 hrs @ design
Suggested detention time is 18-36 hours for an oxidation ditch.
Page 3 of 10

NORWOOD WWTP
Volumetric Loading
QcI =
BODel =
BODdI =
0.5 mgd
242 mg/L
220 mg/L
NUMBERab = 2 ea
VOLUMEabcf= 50134 ft3
Qdl = 0.75 mgd
Volumetric Loading = (Avg Daily flow, mgd)(BOD, mg/I)(8.34)
1000 ft3 of basin
QcI*BODcI*8.34
VLabc
((NUMBERab* VOLUMEabcf)/I 000)
VLabc =
10.7 Ib BOD5/1000ft3 @ current
VLabd = QdI*BODdI*8.34
((NUMBERab* VOLUMEabcf)/ 1000)
VLabd =
13.7 Ib BOD5/1000ft3 @ design
Suggested loading is 10 - 25 Ibs BOD5/1000ft3 for extended aeration.
Oxygen Requirements
see parameters above plus
NH3cI =
NH3dI =
Oxygen Required=
20 mg/L
20 mg/L
(1.5 lb 03/1b BOD5)(ADF, gpd)(Aeration BOD5, mg/1)(8.34 Ib/gal) +
(4.5 Ib 02/lb NH3N)(ADF, gpd)(Aeration NH3N)(8.34 Ib/gaI)
AORabc=
AORabc =
AORabd=
AORabd =
1.5*QcI*BODcI*8.34 +4.5*QcI*NH3cI*8.34
2002 lb 02/day @ current
1.5*QdI*BODd1*8.34 + 4.5*QdI*NH3d1*8.34
2627 Ib 0,/day @ design
Page 4 of 10

Aerator hp Required
Current
02 Demand
AOR abc = 2002 lbs. 02/day
= 83.4 Ibs. O2/hr
Aerator = 1.5 lbs. O2/hr/hp
hp required (current) = 55.6 hp
hp available (current) = 60 hp
Current conditions for 02 demand is o.k.
Mixing
Vol=0.75MG
hp required = 125 hp/mg
hp required (current) = 93.8 hp
hp available (current) = 60 hp
Current hp for mixing is not sufficient
Design Conditions
02 Demand
AOR abd = 2627 lbs. 02/day
= 109 lbs. O2/hr
Aerator = 1.5 lbs. 02/h /hp
hp required (design) = 72.7 hp
Existing aerators not sufficient for 02 demand
Mixing
Vol = 0.75 MG
hp required = 125 hp/mg
hp required (design) = 93.8 hp
.'. Mixing controls, provide 4-25 hp floating aerators — 2 per basin

NORWOOD WWTP
SECONDARY CLARIFIERS
Detention
Qclg = 530000 gal
Qdlg = 750000 gal
NUMBERc1= 2 ea
VOLUMEccfl = 8700 cubic feet
Detention = (cubic feet of clarifier)(7.48 gal/cubic feet)(24 hr/day)
ADF, gpd
DETcc1= VOLUMEccfl*NUMBERcI*7.48*24
Qclg
DETccI= 5.9 hrs @ current
DETdc1= VOLUMEccfl*NUMBERc1*24*7.48
Qdlg
DETdc1= 4.2 hrs @ design
Suggested detention time for secondary clarifiers is 2 to 4 hours.
Weir Rate
Qclg = 530000 gal LENGTHcwI = 104 ft
Qdlg = 750000 gal NUMBERcI = 2 each
Weir Rate = ADF, gpd / Length of weir, ft
WEIRrc1 = Qclg / LENGTHcwI*NUMBERcI
WEIRrc1 = 2548 gpd/lf@ current
WEIRrdI = Qdlg / LENGTHcw1*NUMBERcI
WEIRrd1= 3606 gpd/1f @ design
Suggested weir rate for secondary clarifiers should be less than 10,000 gpd/lf.
Page 5 of 10

•
NORWOOD WWTP
Overflow Rate
Qclg = 530000 gal Areacl = 855 ft2
Qdlg = 750000 gal NUMBERc1=
Overflow Rate = ADF,gpd / Total Clarifier area, sq ft.
OVERFLOWcc1 = QcTg / AREAcI*NUMBERc1
OVERFLOWcc1= 310 gpd / ft2 @ current
OVERFLOWcdI = Qdlg / AREAc1*NUMBERcI
OVERFLOWcd1= 439 gpd / ft2 @ design
2 ea
Suggested overflow rates for secondary clarifiers are 400 to 700 gpd/sq ft. (As per p. 592 Design
of Municipal Wastewater Treatment Plants)
Average Solids Loading Rate
QcI = 0.53 mgd MLSSab = 2000 mg/L
Qras = 0.35 mgd MLSSdab = 3000 mg/L
Qdi = 0.75 mgd NUMBERc1 = 2 each
AREAc1 855 ft2 Qdras = 0.5 mgd
ASLR = (ADF,mgd + Recir, mgd)(MLSS,mg/L)(8.34 lb/gal)
(Clarifier area, ft2)(24 hr/day)
ASLRcl = (QcI+Qras)*MLSSab*8.34
NUMBERc1*AREAc1*24
ASLRc1 = 0.36 lb/ft2/hr @ current
ASLRd = (QdI+Qdras)*MLSSdab*8.34
NUMBERcI*AREAc1*24
ASLRd = 0.76 lb/ft2/hr @ design
Typical solids loading values for activated sludge vary from 1.25 Ib/ft2/hr for peak conditions to
0.5 lb/ft2/hr for average conditions.
Page 6 of 10

ME NM ME
Estimated Sludge Production @ current
ScI = 695 lb/day from previous calculations
Sc1*365= 253784 lb/year
Estimated Sludge Production @ design
SdI = 894 lb/day from previous calculations
SdI*365= 326480 Ib/year
Solids Detention = (ft3 digester)(62.4 lb/cu ft)
lb solids/day / solids conc
SOLIDScpc = 0.02 % ScI =
SOLIDSdpc = 0.025 % SdI
695 Ib/day
894 lb/day
Suggested aerobic detention time is 30 - 60 days.
Calculations below will be based on a detention time of 60 days. (DET = 60)
VOLUMEd = VoIume needed to meet required detention time.
VOLUMEdc =
VOLUMEdc =
VOLUMEdd —
VOLUMEdc
DET*ScI
SOLDIDScpc*62.4
33428 ft3
DET*SdI
SOLDIDSdpc*62.4
34403 ft3

NORWOOD WWTP
Prying Beds
ScI = 695 lbs/day AREAdb = 2000 ft2
SdI = 894 lbs/day NUMBERdb = 2 ea
SOLIDScdb = 0.025 1.80% DEPTHdb = 0.75 ft
SOLIDSdpc = 0.025 2.50%
Drying Cycles Required Per Year = (lbs solids/day)(365 days/yr)
(% solids)(62.4 lb/ft3)(loading depth, ft)(area, ft2)(# beds)
DCc = ScI*365
(SOLIDScdb*62.4*DEPTHdb*AREAdb*NUMBERdb)
DCc = 54 cycles/year rr current
DCd = SdI*365
SOLIDSdpc *62.4 *DEPTHdb*AREAdb*NUMBERdb
DCd = 70 cycles/year @ design
The suggested number of cycles for drying beds is 8-12. Additional drying beds are needed.
Sludge Disposal / Reuse
Sc = 126.9 tons/yr Sd = 163.2 tons/yr
Land application of sludge: Assume 5 dry tons/acre/yr
Land area required =
Tonslyr sludge produced
5 dry tons/acre/yr
At current:
LANDc= Sc/5
LANDc= 25.4 acres
At design:
LANDd= Sd/5
LANDd= 32.648 acres
Page 9 of 10

NORWOOD WWTP
Buffer Requirements:
Assume a 100 foot buffer requirement
At current:
BUFFERc = ((SQRT(LANDc*43560)+200)^2)* 1/43560 - LANDc
BUFFERc = 11 acres
BUFFERd = ((SQRT(LANDd*43560)+200)^2)* 1/43560 - LANDd
BUFFERd = 12 acres
Total Estimated Area Needed:
At Current:
TOTALc = LANDc+BUFFERc
TOTALc = 36 acres
TOTALd = LANDc+BUFFERd
TOTALd = 45 acres
Page 10 of 10

APPENDIX C
NPDES PERMIT

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
Mr. Ken Thomas
P. O. Box 697
Norwood, NC 28128
Dear Mr. Thomas:
IF TA
1E)EHN1F1
November 15, 1994
Subject: Permit No. NC0021628
Town ofNorwood WWTP
Stanly County
In accordance with your application for discharge permit received on April 13, 1994, we
are forwarding herewith the subject state - NPDES permit. This permit is issued pursuant to
the requirements of North Carolina General Statute 143-215 .1 and the Memorandum of
Agreement between North Carolina and the US Environmental Protection agency dated
December 6, 1983.
If any parts, measurement frequencies or sampling requirements contained in this permit
are unacceptable to you, you have the right to an adjudicatory hearing upon written request
within thirty (30) days following receipt of this letter. This request must be in the form of a
written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, Post Office Drawer 27447, Raleigh, North
Carolina 27611 -7447. Unless such demand is made, this decision shall be final and binding.
Please take notice this permit is not transferable. Part II, E.4. addresses the requirements
to be followed in case of change in ownership or control of this discharge.
This permit does not affect the legal requirements to obtain other permits which may be
required by the Division of Environmental Management or permits required by the Division of
Land Resources, Coastal Area Management Act or any other Federal or Local governmental
permit that may be required.
If you have any questions concerning this permit, please contact Jay Lucas at telephone
number 919/733-5083.
Sipcerely,
•
A —A. Preston Howard, Jr.
cc: Mr. Jim Patrick, EPA
Mooresville Regional Office
P.D. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/ 10% post -consumer paper

Permit No. NC0021628
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH, AND NATURAL RESOURCES -
DIVISION OF ENVIRONMENTAL MANAGEMENT
PERMIT
TO DISCHARGE WASTEWATER UNDER THE
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1,
other lawful standards and regulations promulgated and adopted by the North Carolina Environmental
Management Commission, and the Federal Water Pollution Control Act, as amended,
Town of Norwood
is hereby authorized to discharge wastewater from a facility Located at
Norwood Wastewater Treatment Plant
U.S. Highway 52
south of Norwood
Stanly County
to receiving waters designated as Rocky River in the YadIain-Pee Dee River Basin
in accordance with effluent limitations, monitoring requirements, and other conditions set forth in
Parts I, II, and III hereof.
This permit shall become effective December 1, 1994
This permit and the authorization to discharge shall expire at midnight on November 30, 1999
Signed this day November 15, 1994
y-A, A. Preston Howard, Jr., P.E., Director
Division of Environmental Management
By Authority of the Environmental Management Commission

Permit No. NC0021628
SUPPLEMENT TO PERMIT COVER SHEET
Town of Norwood
is hereby authorized to:
1. Continue to operate a 0.75 MGD wastewater treatment facility consisting of a flow splitter box,
dual bar screens (one mechanical and one manual), a grit chamber, a parshall flume, a flow
recorder with totalizer, dual aeration basins with floating surface aerators, dual secondary
clarifiers, a chlorine contact basin with gaseous disinfection facilities, two sludge drying beds
and a stand-by power generator located at Norwood Wastewater Treatment Plant, U.S.
Highway 52, south of Norwood, Stanly County (See Part III of this Permit), and
2. Discharge from said treatment works at the location specified on the attached map into Rocky
River which is classified Class C waters in the Yadkin -Pee Dee River Basin.

904
a 1\
—
(11 c--,=0Wr,
.
r330
Hydroelectric
Plant
t
L_
ccl
gigtik
0/

MN MEI
MINN MN
A. (). EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS FINAL Permit No. NCO
During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to discharge from
outfall(s) serial number 001. Such discharges shall be limited and monitored by the permittee as specified below:
Effluent Characteristics
Flow
BOD, 5 day, 20°C**
Total Suspended Residue"
NH3 as N
Fecal Coliform (geometric mean)
Total Residual Chlorine
Temperature, °C
Total Nitrogen (NO2 + NO3 + TKN)
Total Phosphorus
Copper
Zinc
Discharge Limitations
Monthly Ava. Weekly Avg. Daily Max
0.75 MGD
30.0 mg/I 45.0 mg/I
30.0 mg/I 45.0 mg/I
200.0 /100 ml 400.0 /100 ml
Monitoring
Measurement
Frequency
Continuous
Weekly
Weekly
2/Month
Weekly
2/Week
Weekly
Quarterly
Quarterly
Monthly
Monthly
Requirements
Sample
Type
Recording
Composite
Composite
Composite
Grab
Grab
Grab
Composite
Composite
Composite
Composite
'Sample
Location
lorE
E, 1
E, I
E
E
E
E
E
E
E
E
* Sample locations: E - Effluent, 1- Influent
** The monthly average effluent BOD5 and Total Suspended Residue concentrations shall not exceed 15 % of the respective influent value (85
% removal).
*** Chronic Toxicity (Ceriodaphnia) P/F at 2.7%; March, June, September, and December; See Part III, Condition E.
The pH shall not be less than 6.0 standard units nor greater than 9.0 standard units and shall be monitored weekly at the effluent by grab
sample.
There shall be no discharge of floating solids or visible foam in other than trace amounts.

INN MI Eli
A. (). EFFLUENT LIMITATIONS AND MONITORING REQUIREMENTS FINAL Permit No. NC002,._
During the period beginning on the effective date of the permit and lasting until expiration, the Permittee is authorized to discharge from '
outfall(s) serial number 001. (Continued)
Effluent Characteristics
Lead
Chronic Toxicity"*
Discharge Limitations
Units (specify)
Mon lily Avg. Weekly Avg.
t
Daily Max
Monitoring
Measurement
Frequency
Monthly
Quarterly
Requirements
Sample
Type
Composite
Composite
*Sample
Location
E

APPENDIX D
MONTHLY FLOW DATA
1

A n Pall ye--;.,
I Month
'Finished Water
Water Sold
Water
Water Plan
'i er'cent Sold
Sewer
Sewer
Sewer Plant
Sewer Pia
Pump to Town
Day Avg.
Capacity
Water
Peak Flow
Avg. Flow
Cap. Percent
Capacity
Jan-94
14436550
10827420
465695
2000000
0.75000052
572000
432000
0.576
750000
FFeb-94
12334850
8790700
440530
2000000
0.71267182
588000
471000
0.628
750000
1 Mar-94
13586180
9512920
438263
2000000
0.700190929
542000
444000
0.592
750000
Apr-94
13418410
10063810
447280
2000000
0.750000186
441000
367000
0.489333333
750000
May-94
13938810
10454110
449639
2000000
0.750000179
412000
342000
0.456
750000
IJun-94
14933790
12820110
497793
2000000
0.858463257
459000
336000
0.448
750000
JuI-94
15150470
11384302
488724
2000000
0.751415765
652000
483000
0.644
750000
Aug-94
14922870
9681469
481382
2000000
0.648767228
615000
564000
0.752
750000
Sep-94
14010490
9780320
467016
2000000
0.698071231
658000
398000
0.530666667
750000
1 Oct-94
12980050
9395990
418711
2000000
0.723879338
557000
353000
0.470666667
750000
Nov-94
12405920
10066944
413530
2000000
0.811462914
536000
345000
0.46
750000
Dec-94
12915880
8127846
416641
2000000
0.629290919
829000
385000
0.513333333
750000
1Jan-95
12406770
8784620
400218
2000000
0.708050524
903000
477000
0.636
750000
Feb-95
11498280
8492079
410652
2000000
0.738552114
596000
472000
0.629333333
750000
Mar-95
12790020
11812011
412581
2000000
0.923533427
631000
465000
0.62
750000
Apr-95
13619110
9848914
453970
2000000
0.723168695
398000
361000
0.481333333
750000
May-95
14607490
12178926
471209
2000000
0.833745291
526000
344000
0.458666667
750000
Jun-95
13928547
12001530
464284
2000000
0.861649819
830000
562000
0.749333333
750000
Jul-95
14024570
11133703
452405
2000000
0.793871256
892000
485000
0.646666667
750000
IAug-95
15615820
13290052
503736
2000000
0.851063345
972000
436000
0.581333333
750000
Sep-95
13474000
10953149
449133
2000000
0.812909975
693000
438000
0.584
750000
Oct-95
13355050
10021310
430808
2000000
0.750376075
1064000
747000
0.996
750000
Nov-95
11695000
9561260
389833
2000000
0.81755109
1047000
739000
0.985333333
750000
1 Dec-95
11860000
8877390
382580
2000000
0.748515177
922000
579000
0.772
750000
Jan-96
12699999
10399080
409677
2000000
0.818825261
1089000
746000
0.994666667
750000
Feb-96
11663000
8655583
416535
2000000
0.742140358
728000
496000
0.661333333
750000
Mar-96
I
11823000
8633337
381387
2000000
0.730215428
1136000
601000
0.801333333
750000
Apr-96
12577000
10446200
419233
2000000
0.830579629
730000
566000
0.754666667
750000
May-96
14753000
12852000
475903
2000000
0.871144852
658000
461000
0.614666667
750000
}Jun-96
15200000
12978190
506666
2000000
0.853828289
577000
384000
0.512
750000
I JuI-96
16398000
13305820
528967
2000000
0.811429443
553000
368000
0.490666667
750000
Aug-96
15809000
14613699
509967
2000000
0.924391106
718000
414000
0.552
750000
Sep-96
16220000
13261796
540666
2000000
0.817619975
915000
549000
0.732
750000
1 Oct-96
13171000
13261796
424870
2000000
1.00689363
1043000
529000
0.705333333
750000
Nov-96
11739000
9668862
391300
2000000
0.823652952
655000
460000
0.613333333
750000
Dec-96
12261000
10265568
395516
2000000
0.837253731
800000
555000
0.74
750000
Jan-97
11574000
10191354
373354
2000000
0.880538621
972000
560000
0.746666667
750000
1 Feb-97
10203000
10330266
364392
2000000
1.01247339
822000
555000
0.74
750000
Mar-97
12572000
9631634
405548
2000000
0.766117881
828000
581000
0.774666667
750000
Apr-97
May-97
12010000
11346976
400333
2000000
0.944794005
967000
572000
0.762666667
750000
13699000
12977601
441903
2000000
0.947339295
789000
506000
0.674666667
750000
Jun-97
14199000
12669820
473300
2000000
0.892303683
509000
403000
0.537333333
750000
JuI-97
15375000
13047169
495967
2000000
0.848596358
951000
437000
0.582666667
750000
Aug-97
15083000
13571670
486548
2000000
0.899799112
622000
408000
0.544
750000
Sep-97
14337000
11939850
477900
2000000
0.832799749
585000
416000
0.554666667
750000
Oct-97
13627000
12554000
439580
2000000
0.921259265
780000
444000
0.592
750000
Nov-97
12088000
9531560
402933
2000000
0.788514229
814000
611000
0.814666667
750000
I Dec-97
IJan-98
12539000
12324265
404483
2000000
0.982874631
853000
647000
0.862666667
750000
12227000
8913470
394419
2000000
0.728998937
850000
692000
0.922666667
750000
Feb-98
11084000
9121585
395857
2000000
0.82295065
1253000
740000
0.986666667
750000
IMar-98
11895000
9960190
396500
2000000
0.837342581
1472000
773000
1.030666667
750000
Apr-98
12819000
11685960
427300
2000000
0.91161245
1089000
705000
0.94
750000
Vlay-98
13675000
12023219
441129
2000000
0.879211627
1168000
640000
0.853333333
750000
Jun-98
14932000
14174581
497733
2000000
0.949275449
526000
373000
0.497333333
750000
JuI-98
15249000
14021136
491903
2000000
0.919479048
610000
381000 -
0.508
750000
Aug-98
15088000
13865689
583484
2000000
0.918987871
372000
331000
0.441333333
750000
Sep-98
14084000
11669040
469467
2000000
0.828531667
487000
383000
0.510666667
750000
L Oct-98
13868000
11320930
377364
2000000
0.816334727
723000
363000
0.484
750000
;Nov-98
11998000
9910630
330354
2000000
0.826023504
701000
427000
0.569333333
750000
Dec-98
12193000
11364070
393323
2000000
0.932015911
1213000
567000
0.756
750000
Jan-99
11637000
8597860
375387
2000000
0.738838189
1236000
720000
0.96
750000

APPENDIX E
CLIMATE DATA

SCO AgNet: SALI
Page 1 of 1
1
1
e
1
March 1999
Piedmont Research Station,
Salisbury
Weather
& Climate Network
Date
Air
Max
(°F)
Air
Min
(°F)
Total
Rain
(inch)
Soil
Max
(°F)
Soil
Min
(°F)
Ave
RH
(%)
Ave
Wind
(mis)
Max
Wind
(Pm
Ave
Wind
(deg)
Total
Solar
(MJlm2)
Ave
Baro
(mb)
PAR
2
(day)
day)
ID
3 1
56.1
30.6
0.00
45.6
38.7
59
2.0
5.6
268
[13.1
1006
24.8
618
3 2
67.3
24.0
0.00
46.9
36.4
61
1.4
5.4
183
15.3
1012
28.8
618
61.6
36.4
0.33
45.3
40.0
73
3.7
10.8
223
2.4
1004
4.9
618
3 4
49.8
27.9
0.00
43.6
36.5
51
2.3
5.8
[268
15.9
1015
29.5
618
3 5
54.8
22.0
0.00
44.0
35.6
64
1.1
5.3
185
13.7
1024
25.9
1618
3 6
68.5
41.9
0.01
49.6
39.1
72
3.3
8.1
238
14.2
1017
27.6
.618
3 7
49.2
31.9
0.00
46.5
38.9
43
3.5
9.5
1132
16.4
1025
30.6
:618
3 8
44.7
17.5
0.00
43.5
35.5
48
1.0
;4.2
110
12.0
1030
22.3
618
3 9
38.4
29.5
0.20
40.4
36.9
83
1.1
:3.2
102
12.2
1019
4.7
618
3 10
52.4
30.1
0.01
43.8
35.8
79
1.9
7.1
254
12.1
1012
23.2
618
3 11
53.7
25.8
0.00
44.5
35.7
54
2.3
5.9
220
16.6
1015
31.2
618
312
58.4
29.1
0.00
45.4
35.7
38
2.5
7.5
131
17.0
1017
31.3 1618
3 13
42.4
30.1
0.06
39.9
36.3
67
1.1
4.8
1124
4.0
1020
8.1
618
3 14
39.4
34.8
0.34
39.2
37.2
100
3.0
7.1
53
1.0
1009
2.4
618
3 15
53.2
30.5
0.03
45.7
37.4
79
2.5
7.3
156
12.2
1008
23.5
618
3 16
63.8
24.7
0.00
46.7
35.7
66
1.8
6.9
229
16.9
1018
32.3
618
317;78.5
31.1
0.00
51.8
37.3
55
1.7
5.4
233
16.8
1016
31.7
618
3 18
78.8
38.4
0.00
55.5
41.8
50
2.0
6.1
264
17.0
1014
32.7
618
3 19
65.3
34.2
0.00
53.9
42.5
57
1.1
4.5
151
14.8
1020
27.7
618
3 20
66.2
34.1
0.00
55.0
41.8
61
1.4
5.1
112
17.3
1021
32.9 1
618
3 21
56.0
43.7
0.59
50.3
45.4
96
1.7
4.5
163
3.0
1010
6.2
618
3 22
60.9
35.0
0.00
52.1
40.6
54
®
4.8
261
17.6
1015
32.9
618
3 23
70.2
31.5
0.00
53.8
40.8
69
1.5
7.8
166
17.3
1018
32.6
618
1
http:l/www.nc-climate.ncsu.edu/sco/agnet/sali/SALI0399.h.tml 3/24/99

SCO AgNet: SALI
Page 1 of 1
Febuary 1999
Piedmont Research Station,
Salisbury
NCARS Weather
& Climate Network
Date
Air
Max
°F
( )
; Air
Min
(°F),inch
Total
I Rain
(inch)
Soil
Max
(°F)(°F)%
Soil
Min
Ave
RH
( )
Ave
Wind
speed
(m/s)
Max
Wind
speed
(m/s)
Ave
Wind
Dir
(deg)
Total
Solar
2
(MJ/m)
AVe
Baro
(mh)
PAR
(mole/m 2
day)
ID
2 1
36.8
31.4
' 0.63
40.4
37.5
96
2.7
5.2
56
1.4
+1026
3.1
6181
2 2
48.1
35.3
t0.03
45.0
38.2
99
1.1
5.2
185
3.1
1014
6.1
618
2 3
59.7
32.7
0.01
50.5
'39.4
91
1.2
4.8
190
9.5
1015
17.5
r618
2 4
66.3
36.2
0.00
51.7
42.3
69
2.7
7 6
263
9.4
f 1015
17.5
618
2 5
64.3
26.7
1
.
36.9
60
0.7
3.0
198
10.2
1023
18.7
618
2 6
70.3
35.7
0.00
5Q.3
66
1.3
5.7
244
8.1
1017
16.1
618
2 7
72.8
40.8
0.00
53.2
83
3.1
10.8
211
6.6
1010
13.0
618
2 8
63.4
37.3
0.00
52.1
43.3
62
1.7
5.4
135
10.5
1014
19.6
618
2 9
63.8
30.9
0.08
50.0
39.7
90
0.9
4.9
176
7.3
1019
14.3
618
2 10
70.9
39.6
0.00
53.5
42.5
74
0.6
3.0
141
10.4
1020
19.7
618
211
72.1
35.6
0.00
53.1
41.6
83
1.3
5.9
177
9.6
1022
19.0
618
2 12
73.6
31.1
0.05
57.4
44.0
85
3.7
12.0
241
6.5
1016
12.9
618
146.7
41.2
24.5
0.00
45.2
37.1
63
2.4
8.2
235
10.3
1021
19.4
618
2 14
15.4
0.00
39.7
33.7
59
1.0
3.8
2I0
11.9
1026
21.9
618
215
59.6
19.7
0.00
41.3
33.5
60
1.2
5.7
221
11.2
1024
21.2
618
2 16
66.1
26.2
0.00
44.5
57
1.5
5.6
232
11.4
1019
21.1
618
217
61.8
41.4
0.11
46.9
39.4
86
1.6
4.8
207
3.0
1013
6.2
618
2 18
60.9
40.5
0.40
52.2
44.5
91
1.2
4.3
113
7.4
1010
14.3
618
219
45.7
32.0
0.50
45.6
36.8
99
2.6
6.2
67
1.1
1010
2.3
618
2 20
55.0
30.1
0.30
45.0
35.3
78
1.0
4.5
219
12.8
1014
24.1
618
2 21
42.4
27.3
0.00
42.3
36.7 y60
3.3
7.4
107
9.5
1017
18.3
618
2 22
19.9
0.00
37.3
34.8
52
2.0
6.6
152
13.8
1022
25.3
618
2 23
33.1
19.7
0.00
35.7
34.3
74
1.2
4.1
80
5.1
1026 ;9.8
618
2 24
38.6
23.4
0.06
36.1
34.0
89
90
1.3
1.2
4.6
119
9.9
1024
19.0
618
2 25
46.5
22.9
0.00
38.2
33.8
6.1
207
5.2
1019
10.0
618
2 26
56.2
25.0
0.00
42.3
34.0
68
1.0 4.8
142
14.1
1019
26.1
618
2 27
68.8
30.4
0.00
47.5
35.3
80
1.9 18.1
191
11.6
1015
22.2
618
2 28
63.1
43.8
0.01
50.8
43.0
72
3.5 6.7
261
8.3
1003
15.6
618
http://www.nc-climate.ncsu.edu/sco/agnet/sali/SALI0299.html
3/24/99

SCO AgNet: SALT
Page 1 of 1
January 1999
Piedmont Research Station,
Salisbury
NCARS Weather
& Climate Network
Date
1 1
Air
Max
(°F)
47.5
Air
Min
(°F)
.18.9
Total
Rain
(inch)
0.00
Soil
Max
(°F)
41.2
Soil
Min
(°F)
35.2
Ave
RI-{
(%)
Ave
Wind
need
speed
Max
Wind
speed
(mis)
5.0
Ave
Wind
Dir
(deg
80
Total
Solar
2
(MJ/in )
7.9
Ave
Bar°
(mb)
1023
PAR
(mole/m2
day)
14.9
ID
618
72
1.6
1 2
32.8
27.6
0.01 -
38.1
34.6
177
2.7
6.3
68
1.1
1021
2.2
618
1 3
36.2
28.2
0.88.
38.9
34.5
'98
1.1
4.8
261
2.8
1010
5.6
618
1 4
32.0
18.8
0.00
37.1
34.5
67
1.2
4.8
269
8.1
1021
14.7
618
1 5
30.0
11.9
0.00
35.0
32.9
71
0.8
4.6
184
8.4
1026
15.1
618
1 6
43.1
11.8
0.00
33.5
31.7
172
2.2
6.6
228
7.7
1024
14.3
618
1 7
58.0
33.9
0.00
39.5
31.9
74
1.5
4.9
210
8.1
1023
15.3
618
1 8
48.2
34.0
0.18
41.6
35.8
98
I
0.8
3.1
106
2.3
1022
4.7
618
1 9
55.1
29.3
0.01
44.4
38.4
88
2.0
8.1
215
1.8
1012
3.6
618
1 10
39.7
20.2
0.00
38.8
35.4
58
2.1
4.9
159
8.4
1020
15.3
618
1 11
50.8 -2.1.9
0.00
39.0
34.4
!61
1.8
5.6
233 -18.1
1022
15.2
618
1 12
61.1
38.9
0.00
43.8
36.1
57
,
3.1
7.3
231
8.4
1020
15.7
618
1 13
61.6
31.9
0.00
44.6
36.7
73
2.2
16.7
,226
6.0
1020
11.5
618
1 14
69.0
43.3
0.08
50.1
41.5
'86
1.6
5.8
163
6.1
1019
12.0
618
1 15
51.3
27.1
0.33
47.7
40.1
71
1.8
6.6
237
8.6
1015
15.6
618
1 16
60.4
23.5
0.00
43.5
37.5
70
1.7
7.4
205
I8.5
1019
15.8
618
1 17
60.7
27.3
0.27
44.5
36.5
83
0.6
3.3
190
5.7
1020
11.1
618
1 18
64.2
35.4
0.23
49.5
41.9
77
1.9
7.3
221
5.9
1013
11.2
618
1 19
61.1
28.4
0.00
46.1
38.1
61
1.1
3.8
238
8.4
1019
15.9
618
1 20
65.9
32.9
0.00
48.0
38.5
77
0.7
3.4
177
8.2
1017
15.6
618
1 21
55.9
35.4
0.00
47.8
40.4
94
0.5
2.1
163
4.0
1017
7.9
M
618
1 22
71.0
43.9
0.00
53.4
43.9
96
1.0
4.7
171
4.9
1019
9.8
1 23
71.4
57.3
1.21,
57.4
49.4
98
2.7
7.9
176
3.3
1016
6.8
618
1 24
61.9
37.1
0.78
56.8
46.0
84
2.1
6.3
182
5.7
1015
10.3
618
1 25
66.7
30.1
0.00
51.7
40.4
73
1.4
5.0
193
8.5
1022
15.8
6181
1 26
54.3
33.6
0.00
49.5
40.2
78
1.3
4.6
142
8.6
1028
16.2
618
MN
70.5
29.3
0.00
51.6
37.8
85
2.0
6.9
183
8.3
1021
15.7
618
1 28
76.2
39.4
0.00
54.3
41.7
79
1.3
4.6
225
8.7
1018
16.8
618:
1 29
68.3
41.9
0.00
55.3
44.2
79
1.1
4.6
116
7.4
1022
14.3
618:
1 30
56.7
41.4
0.01
53.1
46.8
84
1.0
3.6
103
6.2
1027
12.0
618
1 31
44.3
35.5
0.00
47.3
39.8
66
3.4
7.1
67
3.8
1033
6181
http://www.ne-climate.hosu.edu/seo/agnet/sali/SALI0199.html
3/24/99

SCO AgNet: SALI
Page 1 of 2
December 1998
Piedmont Research Station,
Salisbury
NCARS Weather
& Climate Network
Date
Air
Max
(°F}
�
Air
Min
(°F}
Total
Rain
(inch)
Soil
Max
(°F)
Soil
Min
(°F)
Ave
RH
(%)
Ave
Wind
speed
(m/s)
Max
Wind
speed
(m/s)
Ave
Wind
Dir
(deg)
Total
Solar(mole/m2
Jlm2 )
Ave
Barom
(nib)
PAR
day)
; ID
12
1
72.7
3 8.7
0.00
59.5
49.9
73
1.2
6.7
194
8.0
1022
15.0
618
12
2
69.7
29.2
0.00
56.2
46.3
74
} 0.7
4.8
206
8.1
1023
+ 14.9
618
12
3
73.3
35.4
0.00
58.1
47.1
82
1.0
4.0
246
7.2
1019
13.7
'618
12
4
76.1
39.0
0.00
59.2
48.5
82
0.8
3.6
237
7.3
1020
13.9
618
12
5
73.8
40.6
}46.9
0.00
59.4
'49.6
90
1.4
6.8
220
4.5
1019
9.1
618
12
6
78.6
0.00
63.0
52.8
88
1.7
5.7
235
7.3
1017
14.2
618
12
7
78.1
57.1
0.00
64.5
55.4
88
3.1
8.7
229
7.5
1017
14.9
618
12
8
78.3
58.3
0.17
65.4
56.8
91
3.1
9.0
212
6.0
1016
12.1
618
12
9
59.5
37.1
0.03
61.8
51.8
82
2.3
7.7
79
8.1
1022
14.9
618
12
IO
56.8
28.5
0.00
54.4
45.9
84
0.4
2.3
153
8.0
1026
14.8
618
12
11
54.5
42.1
0.00
52.9
49.2
48.1
59
71
1.7
4.9
80
4.5
3.I
1025
1026
8.7
618
618
50.6
38.5
0.27
52.6
1.7
4.5
68
6.1
46.2
38.1
0.89
49.2
46.6
100
1.9
4.5
67
1.5
1015
3.2
618
12
14
52.3
28.8
0.00
51.2
43.7
78
2.4
6.6
51
8.0
1020
I4.6
618
12
IS
44.7
24.8
0.38
44.0
39.9
80
1.5
4.7
93
3.5
1024
6.9
618
I6
62.9
34.3
0.16
50.4
42.0
66
1.4
4.4
237
8.2
1015
14.7
618
17
49.8
30.5
0.00
46.4
40.6
69
1.7
5.9
259
5.5 -
1013
10.1
618
12
18
48.9
21.8
0.00
44.5
37.9
68
1.2
4.9
204
r
7.9
1023
14.7
618,
12
19
53.0
35.5
0.05
47.0
40.1
81
0.8
3.0
155
4.1
1025
8.1
618
12
20
61.4
38.6
0.00
52.5
44.2
97
0.4
2.9
172
5.5
1025
10.5
618
12
21
66.5
47.4
0.00
56.0
47.7
96
Q.9
3.8
171
5.4
1023
10.6
618
12
22
67.0
34.8
0.00
56.8
46.4
70
3.9
8.2
175
5.2
1020
9.8
618
2?
35.1
28.4
0.09
46.9
39.9
76
1.5
5.2
48
1.3
1028
2.8
618
http://www.nc-climate.ncsu.edulsco/agnet/sali/SALI1298.html
3/24/99

SCO AgNet: SALT
Page 2 of 2
12
24
33.5
28.6
0.71
41.1
39.0
100
0.0
1 1
51
1.1
1025
2.5
618
12
2s
33.5
26.3
0.16
41.4
37.7
95
0.0
1 1
60
5.0
1028
10.9
618
26
40.5
24.6
0.08
41.4
36.4
95
0.2
2.0
143
5.7
1023
10.4
618
12
27
45.8
19.9
0.00
41.7
35.7
90
, 0.5
3.2
102
7.3
1024
13.6
618
12
28
47.9
24.9
0.01
42.8
36.4
90
0.6
3.0
211
5.6
1018
10.5
618
12
29
41.8
i 37 .3
0.01
42.7
40.6
99
1.3
3.6
160
1.2
1010
2.3
618
12
30
42.3
24.8
0.00
42.4
37.8
62
2.2
7.8
237
8.4
1013
14.9
618
12
31
45.8
24.5
0.00
41.8
36.6
63
1.0
4.7
158
7.3
1019
13.1
618
http://www.nc-climate.ncsu.edu/sco/agnet/sali/SALI1298.html 3/24/99

SCO AgNet: SALI
Page 1 of 2
November 1998
Piedmont Research Station,
Salisbury
CAfl:S Weather
& Cliinate Network
Date
Air
Max
(°F)
t72.9
Air
Min
(°F)
Total
Rain
(inch)
Soil
Max
(°F)
Soil
Min
(°F)
}56.9
Ave
RH
(%)
Ave
Wind
(m/s)
Max
Wind
(m/s)
Ave
Wind
(deg)
r Total
Solar
�/m2)
Ave
Baro
(nib)
PAR
2
mole/m
( day)
ID
11 1
42.4
0.00
64.9
74
0.5
3.2
113
8.0
1016
15.6
618
112
67.5
43.6
0.02
64.3
56.6
82
0.8
2.9
t77
5.3
1015
10.4
618
113
56.0
45.8
0.17
61.8
56.0
99
2.4
.4.2
48
1.3
1012
2.5
618
114
51.9
43.5
0.00
58.3
55.0
96
1.9
3.8
54
3.1
1012
6.0
618
11 5
52.7
40.9
0.00
57.8
53.0
78
2.2
5.2
54
8.8
1014
16.6
618
11 6
52.3
30.4
0.00
57.0
50.1
63
2.1
6.3
128
8.3
1018
15.5
618
11 7
55.0
24.2
0.00
54.4
145.8
78
0.4
4.2
}4.7
139
7.9
1026
14.9
618
11 8
51.4
29.0
0.00
53.3
47.2
88
0.7
175
3.4
1024
.6.7
618
11 9
60.5447.4
0.00
59.3
51.8
93
0.8
3.1
168
4.8
1023
19.2
618
11
10
74.2
-71.0
53.1
0.05
63.6
55.9
90
2.5
8.5
192
4.7
1020
9.2
618
11
11
t38.2
0.12
65.3
55.0
80
1.7
10.2
236
5.7
1020
10.9
618
11
t
12
62.6
32.4
0.00
57.7
49.5
70
0.8
4.6
104
8.0
1026
14.9
618
11
13
62.3
40.5
0.01
58.4
52.2
80
0.7
3.8
187
5.4
1023
10.4
618
11
14
57.8
44.9
0.54
58.0
53.0
97
1.7
5.5
214
3.3
1016
6.7
618
11
15
71.6
43.8
0.00
63.7
55.1
86
0.8
3.3
232
7.8
1012
14.7
618
11
16
62.6
38.1
0.27
58.4
51.3
97
0.6
3.9
168
4.3
1013
8.6
618
11
17
71.2
49.9
0.00
63.9
55.5
76
1.2
3.8
209
7.9
.
1014
14.8
618
11
18
61.2
35.9
0.00
58.2
50.6
80
0.9
5.8
75
7.6
1024
14.3
618
11
t
+
=�
19
66.5
34.5
0.00
59.3
49.9
88
0.6
3.1
161
7.3
1021
13.9
618
11
20
68.8
52.0
0.00
62.5
56.1
85
2.3
5.9
236
6.0
1015
11.5
618
121
56.6
37.7
0.00
58.7
51.3
62
1.2
4.9
169
7.5
1022
13.8
618
22
59.3
26.2
0.00
55.0
46.5
79
0.5
3.1
162
8.1
1027
14.9
618
11
23
70.9
27.6
0.00
56.1
44.8
84
1.5
5.6
221
7.2
1023
14.1
618
http://www.nc-climate.ncsu.edu/sco/agnet/sali/SALT 1198.html
3/24/99

SCO AgNet: SALT
Page 2 of 2
11
24
72.1
.30.00
61.1
51.6
78
1.1
5.4
138
8.0
1019
15.3
618
11
25
57.1
34.4
0.06
54.6
.49.7
81
0.6
2.3
140
2.8
1019
5.6
618
11
26
67.2
39.7
0.09
55.9
49.2
68
1.4
5.0
251
7.7
1015
14.4
618
11
27
69.7
32.8
0.00
55.3
46.3
69
0.9
3.7
245
8.0
1018
15.1
618
11
28
71.9
30.8
0.00
55.8
45.4
75
0.7
4.3
229
8.2
1021
15.4
618
11
29
73.7
31.5
0.00
56.7
45.6
76
0.9
5.7
212
8.1
1021
15.2
618
11
30
72.8
36.1
0.00
58.6 '47.3
84
1.7
7.3
224
8.0
1021
15.2
618
http://www.nc-climate.ncsu.edu/sco/agnet/sali/SALI1198.html 3/24/99

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Honorable Darrell Almond
Town of Norwood.
Post Office Box 697
Norwood, North Carolina 2
Dear Mayor Almond:
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
April 23,
28-0697
SUBJECT:
DIVISION OF WATER QUALITY
999
Town. of Norwood
Wastewater Treatment Improvements
And Outfall Replacement
Preliminary Engineering Report
The Construction Grants & Loans Section has completed its review of the subject
Preliminary Engineering Report and has the attached comments. Responses to these
comments should be submitted for our review and approval as soon as possible..
If you have any questions conceming this matter, please contact Mr. Cecil G.
adden, Jr., P.E. at [phone],
Sincerely,
T. Allen Wahab, P.E.,
Assistant Chief for Engineering Branch
CGM:pe
Attach'
ent (a
cc: Dwight Smith, Town Administrator
Koonce, Noble and Associates
Mooresville Regional Office
Allen Wahab
DMU/FEUISRG
CONSTRUCTION GRANT* & LOANN SECTION
Pp, Box 29579, RALEIGH, NORTH CAROLINA 27626.0579
PHONE [phone] FAX [phone]
AN EQUAL OPPORTUNITY / AFFIRMATIVE" ACTION EMPLOYER - 50% RECYCLED/10% POST•CONSUMER PAPER

Review Comments
for
Town of Norwood
Preliminary Engineering Report
Wastewater Treatment Plant Upgrade
And Outfall Line Replacement
April 23,1999
1. An environmental assessment (EA) must be included as a part of the PER. Attached is a
typical outline of what is covered in an EA. The project appears to meet minimum
criteria; therefore, only 4 copies will be required.
2. It appears that excessive infiltration is being addressed by replacing the 18 inch outfall.
Advise how excessive inflow is being addressed.
3. A detailed sludge management plan will be required during the review of plans and
specifications. As a part of the PER, advise how the facility will comply with the 40
CFR Part 503 sludge regulations. Provide supporting calculations. Regulations require a
minimum of 30 days of sludge storage over and above the volume required for
stabilization. We would suggest providing 60 days of sludge storage. This could be
accomplished by increasing the digester size.
4. Typically we expect to accomplish no more than eight cycles per year on the sludge
drying beds. The PER does not indicate the amount of additional beds required or
provide a basis for the cost estimate used in that line item. Sludge drying beds are labor
intensive. Confirm the town is committed to this method of handling sludge
disposal/reuse.
5. Aeration calculations were provided for the aeration basin but omitted for the digester.

Environmental Assessment (EA)
An EA must be included as a separate section of the PER.
Contact the Army Corps of Engineers regarding 404 permit requirements if necessary. An
environmental assessment is a concise but accurate document which describes the
following items:
1. Existing Environment - Describe in concise terms the demographics, topography,
land use, soils, geology, surface waters, and groundwater in the project area.
2. Need - Describe the need for the proposed project.
3. Alternative Analysis - Discuss alternatives to the proposed action including the
alternative of doing nothing to meet the need.
4. Environmental Consequences - State clearly but concisely the environmental
impacts of the selected alternative on the project service area. Impacts to be
addressed should include at least a brief discussion of the following categories:
a) Changes in land use
b) Wetlands and floodplains
c) Prime or unique agricultural Lands
d) Public lands such as parks (state, federal, or Iocal)
e) Scenic and recreational areas
f) Areas of archeological or historical value
g) Air quality
h) Groundwater quality
i) Nuisance conditions (i.e., odor, noise, etc.)
j) Water supplies
k) Shellfish or fish and their habitats
1) Wildlife and their habitats (identify any threatened or endangered species)
m) Introduction of toxic or hazardous substances
n) Receiving waters
o) Indirect or secondary impacts
5. Mitigative Measures - Describe methods proposed to mitigate or avoid significant
adverse environmental impacts.
6. Map - Provide a reproducible 8 V2" x 11" site location map showing the site of the
proposed project, and any significant features such as wetlands, parks, historic
sites, etc.