SW8960424_HISTORICAL FILE_19960716

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
\0\qko U1 1u
YYYYMMDD

State of North Carolina
Department of Environment,
Health and Natural Resources
Division of Water Quality
James B. Hunt, -Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
July 16, 1996
Mr. Alvin T. Rhue, Director of Operations
Carteret Community College
3505 Arendell Street
Morehead City, North Carolina 28557
Subject: Permit No. SW8 960424
Carteret Community College Expansion
High Density Commercial Stormwater Project
Carteret County
Dear Mr. Rhue:
The Wilmington Regional Office received the Stormwater Management Permit Application for Carteret Community
College Expansion on April 25, 1996, with final information on June 24, 1996. Staff review of the plans and
specifications has determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title
15A NCAC 2H.1000. We are forwarding Permit No. SW8 960424 dated July 16, 1996, to Carteret Community College.
This permit shall be effective from the date of issuance until July 16, 2006, and shall be subject to the conditions and
I imitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater management system will result
in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
ajudicatory 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 the North Carolina General Statutes, and filed with the
Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this mattei, please contact Linda Lewis, or me at
[phone].
Sincerely,
Dave Adkins
Regional Water Quality Supervisor
DA/arl: S:\WQS\STORMWAT\PERMIT\960424.JUL
cc: Ron Cullipher, P.E.
Garry Yeomans, Carteret County Inspections
Linda Lewis
Wier Imington-RegionaI:Office:)
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No. SWS 960424
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY ALTERNATIVE DESIGN DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended,
and other applicable Laws, Rules, and Regulations
PEIMSSION IS HEREBY GRANTED TO
Carteret Community College
Carteret Community College Expansion
Carteret County
FOR THE
construction, operation and maintenance of an Alternative Design consisting of three Wet Detention Ponds used
for pre-treatment of 1.5" of runoff prior to final polishing in Infiltration Ponds, and a fourth infiltration system
alone, in compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stonnwater
rules') and the approved stormwater management plans and specifications and other supporting data as attached
and on file with and approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until July 16, 2006 and shall be subject to the following
specified conditions and limitations: ,
I. DESIGN STANDARDS
This pennit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stonnwater system has been approved for the management of stormwater runoff as described on
pages 3-6 of this permit, the :Project Data Sheets. The stormwater controls have been designed to handle
the runoff from a total of 121,100 square feet of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable
parts of the permit.

State Stormwater Management Systems
Permit No. SW8 960424
:DIVISION OF WATER QUALITY
PROJECT DATA
Project Name: Carteret Community College Expansion System #1
Pennit Number: 960424
Water Body Receiving Stonnwater Runoff: Bogue Sound
Classification of Water Body: "SA"
Total Impervious Surfaces Allowed: 17,581 square feet
Depth:
Required Surface Area:
Provided Surface Area:
Pernianent Pool Elevation:
Bottom Elevation:
Design Pool Elevation:
Required Volume:
Provided Volume:
Type of Soil:
Expected Infiltration Rate:
Drawdown:
Depth to Seasonal High Water Table:
WET POND
4.5'
1,424 square feet
2,331 square feet
9.2 MSL
4.7 MSL
10.05 MSL
2,088 cubic feet
2,195 cubic feet
N/A
N/A
.75" pipe
N/A
INFILTRATION
.7'
N/A
5,747 square feet
N/A
14 MSL
14.7 MSL
2,088 cubic feet
4,295 cubic feet
Sand fill
.52" per hour
17.2 hours
< 2'
3

State Stormwater Management Systems
Permit No. SW8 960424
DIVISION OF WATER QUALITY
PROJECT DATA
Project Name: Carteret Community College Expansion System #2
Permit Number: 960424
Water Body Receiving Stormwater Runoff: Bogue Sound
Classification of Water Body: "SA"
Total Impervious Surfaces Allowed: 72,558 square feet
Depth:
Required Surface Area:
Provided Surface Area:
Permanent Pool Elevation:
Bottom Elevation:
Design Pool Elevation:
Required Volume:
Provided Volume:
Type of Soil:
Expected Infiltration Rate:
Drawdown:
Depth to Seasonal High Water Table:
WET POND
4.5'
5,831 square feet
6,031 square feet
13 MSL
8.5 MSL
14.39 MSL
8,648 cubic feet
9,630 cubic feet
N/A
N/A
1.25" pipe
N/A
INFILTRATION
1.95'
N/A
4,174 square feet
N/A
18 MSL
19.95 MSL
8,648 cubic feet,
9,656 cubic feet
Sand fill
.52" per hour
53.4 hours
,<2.
4

State Stormwater Management Systems
Permit No. SW8 960424
DIVISION OF WATER QUALITY
PROJECT DATA
Project Name: Carteret Community College Expansion System #3
Permit Number: 960424
Water Body Receiving Stonnwater Runoff: Bogue Sound
Classification of Water Body: "SA"
Total Impervious Surfaces Allowed: 19,900 square feet
Depth:
Required Surface Area:
Provided Surface Area:
Pernianent Pool Elevation:
Bottom Elevation:
Design Pool Elevation:
Required Volume:
Provided Volume:
Type of Soil:
Expected Infiltration Rate:
Drawdown:
Elevation of Seasonal High Water Table:
WET POND
4.5'
1,592 square feet
2,084 square feet
3 MSL
-1.5 MSL
4.22 MSL
2,389 cubic feet
3,000 cubic feet
N/A
N/A
.75" pipe
N/A
INFILTRATION
1.36'
N/A
5,581 square feet
N/A
12 MSL
13.36 MSL
8,544 cubic feet
8,899 cubic feet
Sand
6" per hour
3.2 hours
-3.5 MSL
Note: The infiltration basin for System #3 has been permitted under #SW8 940419. This project provides for
the expansion of the existing basin to accomodate the additional runoff from the wet pond.
5

State Stormwater Management Systems
Permit No. SW8 960424
DIVISION OF WATER QUALITY
PROJECT DATA
Project Name:
Permit Number:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
Total Impervious Surfaces Allowed:
Pond Depth:
Bottom Elevation:
Design Pool Elevation:
Required Volume:
Provided Volume:
Type of Soil:
Expected Infiltration Rate:
Drawdown:
Elevation of Seasonal High Water Table:
Carteret Community College Expansion System #4
960424
Bogue Sound
"SA"
11,061 square feet
1'
16 MSL
17 MSL
1,383 cubic feet
1,506 cubic feet
Sand fill
.52" per hour
24.8 hours
15 MSL
G

State Stormwater Management Systems
Permit No. SW8 960424
4. The tract will be limited to the amount of built -upon area indicated on'pages 3-6 of this permit, and per
the approved plans.
5. The permittee is responsible for verifying that' the proposed built -upon area does not exceed the
allowable built -upon area.
6. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
In addition, the Director may determine that other revisions to the project should require a modification
to the permit. `
7. The Director may notify the; permittee when the permitted site does not meet one or more of the
minimum requirements of the permit. Within the time frame specified in the notice, the permittee shall
submit a written time schedule to the Director for modifying the site to meet minimum requirements.
The permittee shall provide copies of revised plans and certification in writing to the Director that the
changes have been made.
II. SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for construction and maintenance of the
stormwater management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and
operational for it's intended use prior to the construction of any built -upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will
be repaired immediately.
C. All connections into the permitted system from future areas shall be made such that short-
circuiting of the system does not occur.
7

State Stormwater Management Systems
Permit No. SW8 960424
2. The permittee shall at all times provide the operation and maintenance necessary to assure the pennitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in it's entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled. inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
h. Check the ability of the infiltration systems to drawdown within 5 days.
3. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DEHNR. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
4. 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.
5. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and prior to operation
of this permitted facility, a certification must be received from an appropriate designer for the system
installed certifying that the permitted facility has been installed in accordance with this permit, the
approved plans and specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
6. A copy of the recorded deed restrictions must be submitted to the Division within 30 days of the date
of the recording. The recorded copy must be signed by the permittee, dated, stamped with the deed
book number and page, and bear the stamp of the Register of Deeds.
7. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a
minimum of ten years from the date of the completion of construction.
M. GENERAL CONDITIONS
1. 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 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.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6(a) to 143-215.6(c).
�i

State Stormwater Management Systems
Permit No. S W 8 960424
3. 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.
4. 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 stormwater management systems.
5. The permittee grants DEHI� R Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for
a permit modification, revocation and reissuance or termination does not stay any permit condition.
Pennit issued this the 16th day of July, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Pre n Howard, Jr., P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 960424
M

State Stormwater Management Systems
Permit No. SW8 960424
Carteret Community College Expansion
Stormwater Permit No. SW8 960424
Carteret County
Engineer's Certification
1, , 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
project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities, due
care and diligence was used in the observation of the project construction such that the construction was
observed to be built within substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date

POND MAINTENANCE REQUHMAENTS
Project Name: Carteret Community
College
Project No.
Responsible Party: Alvin T. Rhue
IoerAh -75
Phone No. (919)
247-6000 Ext.198
Address: 3505 Arendell Street, Morehead City, N.C. 28557
I. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair/replace if it is not functioning.
B. Inspect and clear the orifice of any obstructions. If a pump is used as the drawdown
mechanism, pump operation will be checked. A log of test runs of the pump will be kept
on site and made available to DEM personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair eroded
areas before the next rainfall event:
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, trash accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
H. Quarterly:
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, and
piping will be checked for obstructions and cleared as required.
B. Pond inlet pipes will be checked for undercutting, riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75 % of original
design depth or 3 feet whichever is greater, sediment will be removed to at least the
original design depth.
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary. ����iCi , �NIWATER
JUUN 2 41996 D
D E.M
PROJ # Iia__ L�� i-

I•
POND MAINTENANCE REQUIRIDAENTS
PAGE 2
IV. General:
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond.
C. The orifice/pump is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that itime, the system will be checked for clogging. The source of the
clogging will be found and eliminated.
D. All components of the detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements:
I, Alvin T. Rhue , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will perform the maintenance as outlined
above, as part of the Certification of Compliance with Stormwater Regulations received for this project.
Signature: � Date: -2 --2�—
I,allotaryPublicfortheStateof
County of do hereby certify that
personally appeared before me this day of �gGre/— 19 q4 , and acknowledge the
due execution of the foregoing instrument. Witness my hand and official seal,
expires
.-2eev
+•- -p
••d�VY b. ;v.�i� SEAL
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MOTAny•�EAt
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DA/arl: SAWQS\STORMWAT\FORMS\O&M

W1U111.11 U,I f.LUlUl1L UI Ia:. Jiu-.»U'-:.VU=1 jw' tV JV 1V VJ Vc
UMLTRATION POND MAINTENANCE
Project'Name: Carteret Community College:,
Responsible Party Name: Alvin T. Rhue
Address: 3505 Arendell St., Morehead.City, N.C. 28557 ph=No: [phone]
Extension 198
After every runoff producing rainfall event, or at least monthly, whichever comes first:
1. Inspect the infiltration pond(s) for erosion, trash accumulation, grass coverage, and general
condition of the facility.
2. Repair eroded areas immediately, re -send as necessary, keep side slopes and bottom
mowed, and remove trash.
3. Check any inlet piping, swales and catch basins. Repair broken piping, reseed swales, and
remove trash.
4. Inspect the bypass/overflow structure for blockage and deterioration. Remove blockage
and repair structure to originally approved design specifications.
5. Check the depth of the pond(s) every six .months. If siltation has occurred to the point that
only 75 % of the original design depth is provided, remove the excess silt to the original
depth. Do not over -excavate, as this may cause the required water table separation to be
reduced, and may affect the ability of the system to perform as designed.
I, Alvin T. Rhue agree to be responsible for perfuming
the maintenance items as listed above for this project: I agree to notify NCDEM of any problems with
the system, or changes in the name of the
project, name of the responsible party, or address.
Signature
STORMWATER
D
E C E I V E
JUN 2 41996 D
D E M .

LI V iaiwv yr EN VIRUNIV1LN'TAL 1VIANAGEMENI'
NORTH. CAROLINA STORMWATERMANAGEMENT PERMIT APPLICATION
* I. GENERAL INFORMATION
1. Project Name Carteret Community College.•'.:.:...__,'..
2. Location, directions to project (Include Cointy;;Address; State Road) Attach map Carteret County, 3505
Arendell Street.(U.S. oHwy.,.JO), Morehead City
3.Owner's ,Name Carteret Community College Phone [phone] �
'4 .,,
4.Owner's Mailine Address'3505 Are
City Morehead City State N.C. Zip 28557
5. Application`date" March 22, 1995 re5kbin�{6d (D-24j%Fee enclosed $ 3185.W
6. Nearest Receiving Stream Bogue Sound Class SA
.7.Projeetdescription' Redevelopment includin 'parking improvements and new building constructi,
II. PERMIT INFORMATION
1.PermitNo.(roberiledtdvyDEi) SW8''960424
2.Permit Type X New 'Ikenewal Modification(existing Permit No.)
3. Project Type _Low'Density _x Detention X Infiltration Other: X Redevelop _General Dir Cert
4. Other State/Federal Per mits/A rovals`ke uired (Clmcka
pP tl PPropriate blanks)
CAMA Major. X " Sedira8ntation/Erosion Control X 404 Permit
M. BUILT UPON AREA (Please see NCAC211.1005'thra 1007for applicable density limitr) '
Drainage Drainage Breakdown of Impervious Area
Basin;Basin (Please indicate below the design imperviota area)
Basin 1 2 :: 3 4
Classification SA SA SA SA Buildings' (See back.)
Allowable Impervious AreLd u1}� 0. lAC 0.4AC O. lAC 0: lA Streets
Total Project Area, 0.4AC L78AC 0.55AC, 0.25AC Parking/SW
Proposed Impervious Area 0.4AC 1.67AC (146AG 025AC Other
% Impervious Area 1007 93:47 82: 97 1007, Totals
rIV. STORMWATER TREATMENT yescribe how, the ranof'will be treated)
Innovative.design including wet detentionand`infiltration.,Wet detention volume
pumped to infiltration for final polishing.

Basin
1
2
3
4
Buildings
0
0
0.37 AC
0.25 AC
Streets-' .u,0,t,
0.0
.Parking/SW,.
__ .0.40 AC
.'_i` 1.67 AC'
' " 0.09. AC
0
Other
F 0' ;
0
0
0
Totals
0.40 AC
1 1.67 AC
1 0.46 AC
0.25 AC
0
JJ
1
,.I.
i.

V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
I, Alvin T. Rhue certify that the information included on this permit
(Please print or type name clearly)
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I authorize the below named personoror firm to submit stormwater plans on my behalf.
(�GI&-Yt ®/KL2u—�- 1/1teG�:Yof(�:Lf��IC'i$
Owner/Authorized Agent Signature and Title ' Date
VII. AGENT AUTHORIZATION (M usT aE COMPLETED)'
Person or firm name Stroud Engineering, P.A.
Mailing Address Hestron Plaza One. Suite 102
City Morehead City State NC Zip 28557 Phone [phone]
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/R'iRO//Central Files
Office use only
MM IWATER
j�ECEIVED
Iluunnuujj JUN 2 41996 D
PROJ

JUN 2 4 1996
STROUD ENGINEERING, P.A.
HESTRON PLAZA ONE
SUITE 102 June 21, 1996
MOREHEAD CITY, NORTH CAROLINA 28557
[phone]
Ms. Linda Lewis
N.C.D.E.H.N.R. Water Quality Section
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
RE: Carteret Community College Expansion
Stormwater Project No. SW8 960424
Dear Ms. Lewis,
STORM VVA� �R
D E C E I V E
JUN 241996 D
D E M
PROJ #
With regards to your letter dated May 21, 1996 and our recent telephone conference
concerning the above referenced project, the following items have been addressed:
Administrative
1) The application has been revised in order to show the breakdown of drainage
areas and their appropriate impervious percentages as requested.
2) The Operation and Maintenance Plan has been upgraded to include infiltration
basins along with the wet detention ponds.
al alatians
1) The wet detention and infiltration ponds have been redesigned to account for
1.5" of volume as per our discussions.
2) The minimum infiltration rate of 0.52 in./hr. has been met and revised
specifically for system #2 as directed.
3) All parts of the drainage area are accounted for in the enclosed revised
calculations, likewise, the plans have been revised to reflect this increase.
4) Pump control modifications for system #4 have been added to the technical
specifications providing for the 24 hour storm event interval utilizing a timer
reset as requested.
5) Orifice calculations were previously provided for pond #3. However, they have
been revised in the enclosed package to reflect the changes above.
Plans
1) Sheet #8 has been revised to show a 3" diameter PVC orifice pipe with the
appropriate size orifice holes drilled into the cap as suggested. I concur with
your assumption that this method will reduce chance of clogging problems.
107 COMMERCE ST. HESTRON PLAZA ONE
SUITE B SUITE 102
GREENVILLE, NC 27858 MOREHEAD CITY, NC 28557
[phone] [phone]

Stroud Engineering, P.A.
June 21, 1996
Page 2
2) All three wet detention systems are now designed to remove 90% total
suspended solids, eliminating the need for 50' vegetative filters at the overflow
locations. Infiltration system #4 has been revised to show a 50' vegetative
filter at the overflow location. The calculations have been included to support
this addition.
3) The forebays have been revised to provide a shallower bottom elevation than
the main pond as requested.
4) The pond sections have been revised to show the 6:1 vegetative perimeter shelf
on systems #1 and #3 as directed.
5) Please see sheet #5 of S for the tilling note on infiltration basin #2 as
recommended by Mr. Vincent Lewis.
Please find enclosed two copies of the revised plans and technical specifications along
with one copy of the revised calculations and Operation and Maintenance Plan as required by
your office for your approval. If there are any questions or if I can provide any additional
information please let me know.
Sincerely,
Dion J. Viventi, E.I.T.
DJV/kw
Fi1eA7/Lewis3.mt

Technical Specifications
Erosion & Sedimentation Control Plan
Stormwater Management Plan
Carteret "Community College
Morehead City, Carteret Co., N.C.
April 1, 1996
Revised June'21, 1996
Owner:
Carteret Community College
3505 Arendell Street
Morehead City, North.Carolina 28557
[phone]
'STUBW TY
D E C E I V E
JUN 2 41996 D
D E M
PROJ N 5 I-'C? IZ4-
Engineer:
Stroud Engineering, P.A.
E[estron Plaza One, Suite 102
Morehead City, North Carolina 28557
[phone] pa11""11n,
CARO'��.
.......... Z
r•� ��'oFEssio,. Z29
Ronald D. Cullipher, P.E. Date
L:
"' FileA7/CCCSpec.txt
SEAL
13343

Division 1
General Specifications
Summary of Project
Carteret Community College is an existing 34.24 acre campus located on the south
side of U.S. Hwy. 70 in Morehead City. The property is bordered by U.S. Hwy. 70 to the
north, Bogue Sound to the south, N.C. Marinc Fisheries to the east, and N.C. CMAST to the
west. The campus consists of existing administrative, civic, and classroom buildings, research
facilities, a library, and training centers served by paved parking and concrete sidewalk
facilities.
Presently, the site primarily drains the stormwater runoff via sheet flow southwest
where existing drainage facilities.: collect and transport the water directly to Bogue Sound by
conventional subsurface piping. Proposed redevelopment of the project calls for construction
of new buildings, parking facilities, and sidewalks within the campus boundaries. All new
impervious surfaces are required to provide stormwater treatment of the first 1 %z" of rainfall
for innovative design systems.
The stormwater master plan shall consist of the following:
1) Demolition of approximately 2.88 acres of existing buildings and parking
facilities outlined on the demolition plan Sheet 3 of 9.
2) Installation of four stormwater treatment facilities designed to handle a ten year
storm frequency flow consisting of standard and innovative design techniques
comprising wet detention and infiltration treatment measures.
3) Construction of approximately 2.59 acres of redevelopment and approximately
2.76 acres of new impervious area comprised of buildings, parking facilities,
and sidewalks.
4) The project will be owned by Carteret Community College which shall be
responsible for maintaining the stormwater facilities in accordance with the
Maintenance Plan.
5) The contractor will be responsible for removal and disposal of all demolished
materials, installation of the stormwater management facilities, construction of
parking and sidewalk facilities, including associated stormwater improvements
as detailed in the plans. All construction shall be complete and ready for
inspection and operation.
Fi1eA7/CCCSpec.W

Division 2
Private Drives and
Parking Lots
A. General
1. Description of Work
Fumish all tools, labor,material and equipment as required to construct
all paved areas.
2. Quality Assurance Testing Requirements
When the subgrade has been prepared and prior to placing any base
course material, notify the Engineer. The Engineer will check the subgrade for
compliance with planned profile and cross-section. Density tests may be
required at the discretion of the Engineer. The initial test will be paid for by
the Owner. Any areas which fail to meet compaction requirements as set forth
in Division 2, "Earthwork", shall be further densified and retested. Any
retesting required shall be done at the expense of the Contractor.
3. Notification
Notify the Engineer prior to placing any base course material and again
prior to paving.
B. Products
1. Base Course Material
Shall be crushed aggregate base course (CABC) meeting the
requirements of NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES, Section 910.
2. Bituminous Concrete
Shall comply with NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES, Section 645. Type and thickness shall be shown on plans.
Fi1e:47/CCCSpec.txt

C. Execution
1. Preparation of Subgrade
When all excavated areas have been brought to grade and all
embankment areas have been graded and compacted, the subgradc surface shall
be checked by means of levels and templates for cross-section. If found
correct, the entire subgrade shall then be rolled with a power roller weighing
not less than ten (10) tons after which the cross-section shall again be checked
by template and all inequalities remedied. Subgrade areas which yield under
pressure shall be removed and replaced with suitable material. Whcn rolling,
checking, and re -rolling have been completed, the subgrade shall be considered
ready to receive the base course.
No base material shall be placed unless the subgrade is dry and firm.
Before beginning construction of the base course, the subgrade shall
have been prepared as directed above. Any settlement evident after base
course has been placed shall be corrected as directed by the Engineer and at
the Contractor's expense. .
2. Placing CABC
Spread the CABC on the subgrade with a mechanical spreader capable
of placing the materials to a uniform loose depth and without segregation,
except that for areas in accessible to mechanical spreader, the CABC may be
placed by other methods approved by the Engineer.
No base material shall be placed on frozen subgrade or base. Hauling
equipment shall not be operated on a previously completed layer of base
material soft enough to rut or weave beneath the equipment.
The Contractor shall utilize methods of handling, hauling, and placing
which will minimize segregation and contamination. If segregation occurs, the
Engineer may require that changes be made in the Contractors method to
minimize segregation and may also require mixing on the road which may be
necessary to correct any segregated material. No additional compensation will
be allowed for the work of road mixing as may be required under this
provision.Aggregate which is contaminated with foreign materials to the extent
the base course will not adequately serve its intended use, shall be removed
and replaced by the Contractor at the direction of the Engineer at no additional
cost to the Owner.
Fi1e:47/CCCSpec.txt

The base shall be compacted to a density equal to at least one hundred
percent (100) of that obtained by compacting a sample of the material in
accordance with AASHTO T 180.
The base material shall be compacted at a moisture content which is
approximately that required to project the maximum density indicated by the
above test method. The Contractor shall dry or add moisture to the material
when required to provide a uniformity compacted and acceptable base.
The base material shall be shaped to conform to the lines, grades and
typical sections shown on the plans or established by the Engineer. When
completed, the base course shall be smooth, hard, dense, unyielding and well
bonded. A broom drag shall be used in connection with the final finishing and
conditioning of the surface of the base course.
3. Reconditioning Compacted Areas
Where completed compaction areas are disturbed by subsequent
construction operations or adverse weather; scarify surface, reshape and
compact to required density prior to further construction.
4. Maintenance of CABC
�, .. The Contractor shall maintain the surface of the base by watering,
machining and rolling or dragging when necessary to prevent damage to the
base by weather or traffic.
Where the base or subgrade is damaged, the Contractor shall repair the
damaged area, reshape the base to the required lines, grade and sections and
recompact the base to the required density.
5. Bituminous Concrete Paving
The paving operation shall comply in all respects with NORTH
CAROLINA DEPARTMENT OF TRANSPORTATION STANDARD
SPECIFICATIONS FOR ROADS AND STRUCTURES, latest edition.
The thickness tolerance for the in -place compacted bituminous concrete
shall be plus or minus 1/4 inch.,
l"' Fi1e:47/CCCS pec.oct

6. Surface Smoothness
Test finished surface of each asphalt concrete course for smoothness,
using 10' straight edge applied parallel and at right angles to centerline of
paved area. Surfaces will not be acceptable if exceeding the 3/16" tolerance
for smoothness.
A Guarantee
The Contractor shall guarantee the pavement structure for a period of one year
following final acceptance by the Engineer. Any areas which crack, settle or
otherwise fail during that period shall be replaced by the Contractor at no expense to
the Owner.
File:47/CCCSpec.1xt

Division 3
Site Grading
A. Description of Work
The work includes:
Stripping topsoil and stockpiling for later use.
2. Excavation and fill for parking lots and building pad.
B. Material
1. Fill Material
Use only select materialmeeting the approval of the Engineer. Where
material excavated from on site cut areas is determined by the Engineer to be
suitable, it shall be used as fill. -.Suitable fill material shall generally consist of
materials classified as A -I -a, A-1-6, A-2-4 or A-2-5 and not containing
excessive moisture. Where suitable materials are not available on site, borrow
material shall be furnished. Borrow shall generally meet the same requirements
as specified above.
i
2. Base Material for Floor Slab
The final four inches of fill below the floor slab shall be clean, coarse
and sharp sand consisting of hard particles free from silt, salt or organic matter.
C. Execution
1. Erosion and Sedimentation Control
Prior to beginning any earth -disturbing activity the Contractor shall
construct all silt fences, straw bale barriers and/or other erosion and
sedimentation control devices as shown on the plans or as directed by the
Engineer.
2. Stripping
Shall consist of removing organic soils and root mats from the surface
of all areas to receive special surface treatment including both asphalt and
concrete surfaces. Depth of stripping shall be determined based on site
conditions but the minimum depth shall generally be four inches. All material
from stripping operations shall'be stockpiled in designated area.
�_.
File:47/CCCSpec.txt

3. Rough Grading
Generally site grading shall conform to the grades and contours shown
on the plans. Tolerance for rough grades shall be +0.1 feet. Grade will be
staked by the Engineer.
4. Proof Rolling
After all portions of the site have been graded to finish grade the entire
area shall be proof rolled in the presence of the Engineer. A fully loaded
triaxle or tandem dump truck or a motor grader may be used for the proof
rolling. Areas which yield under the roller pressure shall be undercut, filled
with suitable material and compacted.
5. Building Area Subgrade Compaction
After the building area has been stripped, roll the entire building area
with a vibrating roller having a minimum static weight of 22,000 lbs. Make a
total of eight passes, four in each direction at 90 degrees to each other.
6. Embankment Construction
Embankments shall be constructed using only suitable fill material as
defined in paragraph B-1 above.
Embankments shall be built up in fill width from the bottom in
successive layers not exceeding 12 inches thickness, loose depth with sides
slightly higher than the centers. Each layer shall be compacted with a vibrating
roller, eight passes as specified in five above.
7. Different Site Conditions
Should the: Engineer determine that construction methods other than
those specified herein are required to obtain the required compaction, then the
price for such work shall be negotiated.
8. Density Testing
Subgrades shall be compacted the following densities:
Pavement Subgrades 95% Modified Proctor
Building Footings . 95% Modified Proctor
Floor Slab 90% Modified Proctor
Density test if required will be paid for by the Owner. Any retesting
required due to improper compaction techniques will be paid for by the
Contractor.
File:49/=Speoxt

Division 4
Storm Drainage & Erosion Control
A. Scope of Work
1. The work to be performed consists of furnishing all tools, labor, materials,
equipment, supplies and other things necessary to complete the construction of
all storm drainage systems including incidental structures.
2. Underground Utilities and Structures
Utilities and other existing underground structures shown on the
drawings are shown for the purpose of indicating the existence of such utility
or structure and no guarantee is given as to the exact location or the
completeness of the information shown. It shall be responsibility of the
Contractor to locate all such utilities and structures and to maintain service or
promptly restore service, at his own expense, in the event interruption is caused
by his operation.
All utilities and structures that are uncovered by the excavation process
and left in the trench shall be carefully supported and protected from injury by
the contractor's operation.
At least 48 hours prior to beginning construction the Contractor shall
notify Utilities Locating Company, Inc. (ULOCO) 1-800-632-4949 in order that
existing utilities in the area may be flagged and staked.
B. Materials
1. Concrete Pipe
Concrete pipe shall be reinforced concrete pipe, Class III or better,
meeting all requirements of ASTM C-76, latest edition.
Joints for concrete pipe shall be Ram-Nek type.
2. Drainage Structures
Comply with NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES, Section 840-2.
3. Silt Fence
Comply with typical detail on the plans.
Fi1e:47/CCCSpec.txt

4. Stone Construction Entrance
Comply with typical detail on plans.
5. Pump Tank
The 12,000 gallon pump tank shall be precast concrete and constructed
according to State standards. Any substitutes must be specifically approved by
the Engineer. The pump tanks shall be similar to STA RIGHT Tank Company
Model PT-186.
6. Simplex Pumps
Pumps shall be Myers Model ME40 or approved equal, 4/10 HP single
phase, 110 volt capable of delivering the flow and total dynamic heads as
required in detail on the plans.
7. Pump Controls
A complete, fully enclosed control package shall be provided to fully
automate the discharge of effluent with manual override and alarm systems.
The enclosure shall be NEMA 4X. All controls shall be UL listed.
The pumps shall be famished with automatic controls according to the
following sequence:
An off float shall be provided that will turn off the pump with the float
reaches a predetermined level as shown on the plans.
When the water level in the dosing tank rises to a predetermined level
above the off float, the pump shall come on. If the water level continues to
rise, then an alarm (audio and visual) shall be activated. The alarm must only
be silenced by manually resetting.
The pump control system shall be equipped with a timer control system
that allows each pump to run an adjustable amount each day. The adjustments
shall be capable of setting a specific maximum run time of hours, minutes, and
seconds each day. The timer controls shall be capable of overriding the float
signal should the pump time set be reached.
Each pump shall have H-O-A switches, run light, elapsed time counters,
timer controls, short-circuit protection, and independent disconnects.
The alarm circuit shall be on a separate circuit from the pump.
A duplex l 10v GFl convenience outlet shall be provided.
Fi1e:47/CCCSpec.txt

Level controls shall consist of mercury switches encapsulated in a
watertight, impact resistant, corrosion resistant float. The float shall be
adjusted to various pumping stages. The alarm shall be wired to a separate
circuit to activate an audible and visual alarm when the water rises above
pumping level. Float switches shall be similar to Zoeller No. 10-0225,
Hydromatic No. 3900 or Sta-Right No. PW 217-313.
The 12,001) gallon pump tank pump control system shall be equipped
with a timer control unit that is capable of resetting every 24 hours and
overriding the on float signal. The system shall be set to come on every 24
hours. If a large storm event occurs, the pump shall be activated and the 24
hour timer reset when the overlow weir is used.
8. PVC Pipe
PVC pipe shall be schedule 40 or 90 as shown and shall comply with
ASTM D-1765 and ASTM D-2774. Joints shall be chemically welded.
9. Gate Valves
All valves shall be corrosion resistant and effluent rated. Valve sizes
shall be as shown on plans with hand wheels provided for adjustments. All
valves shall be iron body, fully bonze mounted, double disk, parallel seat with
�- mechanical joints. Valves shall be non -rising stem with hand wheel. Valves
shall open counterclockwise and be equipped with "0" ring seals in accordance
with most recent revision of AWWA Standards.
L
10. Manhole Frames and Covers
Manhole flames and covers shall be Dewey Brothers MH-RCR-2001.
11. Access Covers
Aluminum covers and frames shall be by Halliday Products, Inc. The
covers shall be the series WIR 2442 and WIR 3636.
12. Gravel
Fi1e;47/CCCSpec.eet
stone.
Gravel shall be size three -fourths inch to one and one-half inch washed

C. Workmanship
1. Excavation
Excavation in all cases shall conform to the line, depth, and grade as
shown on the plans or as directed by the Engineer. A firm full length support
shall be formed for all pipe and 'structures.
2. Shoring
The Contractor shall furnish, put in place, and maintain such sheeting,
bracing, etc. required to support the sides of the excavation and to prevent any
movement which can in any way injure the masonry, diminish the necessary
width of the excavation or otherwise injure or delay the work of endanger
adjacent buildings or other structures or create undue hazard to workmen
employed therein. if the Engineering is of the opinion that at any point
sufficient or proper supports have not been provided, he may order additional
supports put in at the expense of the Contractor and the compliance with such
orders shall not release the Contractor from his responsibility for the
sufficiency of such support.
Care shall be taken to prevent voids outside of the sheeting, but if voids
are formed, they shall be immediately filled and rammed to the satisfaction of
the Engineer. All sheeting and bracing that is removed from the backfill shall
be removed -in such a manner as not to endanger the constructed sewer or other
structures, utilities or property, whether public or private. All voids left or
caused by the withdrawal of sheeting shall be immediately refilled with earth
as directed by the Engineer.
3. Dewatering
The contractor shall remove by pumping, bailing or otherwise any water
which may accumulate or be found in the trenches and other excavations made
under this Contract and shall form all, dames, flumes, or other works necessary
to keep them entirely clear of water while the water lines, sewers, foundations,
and structures are being constructed. , Water from the trenches and excavations
shall be disposed of in such a manner as will not cause injury to the work
completed or in progress, to the public health, to public or private property, nor
cause any interference with the use of the same by the public. Well point
system, if required, shall be installed and operated at the expense of the
contractor.
4. Backfilling
All backfilling shall be compacted to the density of the adjoining
File;47/CMpeuxt

undisturbed soils. Granular materials may be backfilled by flooding with
water.
5. Pump Tank
The excavation for the tank shall be kept free of water at all times
during the process of setting. The tank shall be set on a prepared firm level
bed of granular material. Granular material may consist of course grained sand
or crushed stone. A level or transit shall be used to determine if the tank bed
is level and at the correct elevation. A tolerance of +%2 inch will be allowed in
elevation. The tank may be set only after the bed has been properly prepared
and accepted. Tank joints shall be scaled with an approved joint scaling
material. After the tank has been set, the inside shall be scaled with V2 inch
cement plaster or by other means subject to approval of the Engineer.
6. Leakage Testing
If multi -piece tanks are used, the joints shall be sealed with an approved
joint scaling material. After the tanks have been set, the inside of each tank
shall be sealed with '/2 inch cement plaster or by other means subject to
approval of the Engineer. Prior to backfilling the tank, fill the tank with water
and allow it to remain full of water for 24 hours. if the water level drops more
than y2 inch in a 24 hour period, then additional plastering shall be provided
until the tank passes this requirement.
7. Finishing Grading
Grading shall be accomplished by using only light weight equipment
and by hand as necessary to prevent damage to the system.
A Inspection
The Contractor shall not cover any work until it has been inspection by the
Engineer.
2. Setting of controls shall be done in the presence of the Engineer. The
Contractor shall give the Engineer at least two days notice prior to schedule of
such settings and adjustments. The Contractor shall furnish flow measuring
devices as required by the Engineer at the time of setting the controls
Fi1eA7/CCCSpec.txt

E. Execution
1. Pipe Installation
Comply with NORTH CAROLINA DEPARTMENT OF
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROADS AND
STRUCTURES, Section 300.
2. Ditch Excavation
Excavate to line and grade as staked by the Engineer. Dispose of waste
on site in areas designated by the Engineer. Grade and compact waste disposal
areas to 90% standard density.
3. Erosion Control
Place rip -rap and silt fence as soon as possible. Contractor will be
responsible for implementing erosion control measures as designated on plans.
Fi1e:47/CCCSpec.txl

BY .................................DATE.................... SUBJECT ..... 12,O,L).O.:.Ga....1.OT1...PUmP.._Ta nk.............:... SHEET N
CHKO. BY................DATE........................... ..................................... :.................................................................... JOB NO..
I I
I
I.
g,l 24' JV
i
I 1
t i
I ,
I
8"6 Knockout PLAN. VIEW
Imprint on Tank:.
SRTC
2,0086
21000 Gal "
8116 10,-011
91
Knockout Iktails 24" 6 Cast Iron Ring and
Cover Brought to Grade by
Contractor „ Square MinimLn Opening'
(Sized as per Job Requirements
8'11 I pill 2 11
l
1.511 6 Butyl Rubber Sealant
in Joints with 6 Band of
Nonshrink Grout 54" 81-0"
SECTION VIEW
CONCRETE:
4000 PSI at 28 Days
Pre -Cast Concrete:aroducts REINFORCING:
H-20 Bridge Loading
P.O. Box 58659
Raleigh, NC 27658_
Phnnr (91Q1 R7r,-2000

THE MYERS RW20 LIFT' -OUT RAM SYSTEM MAKES
INSTALLATION AND SERVICE OF SEWAGE AND
EFFLUENT PUMPS SAFER AND EASIER. The RW20 adapts
to any 2" vertical discharge wastewater pump. It can.be
installed in 24 to 48 inch diameter basins with the proper
brackets. Support brackets are available in corrosion .
resistant painted steel or stainless steel for sewage,
dewatering or effluent pumping applications. For more
information on safer, easier pump installation and
service call your Myers distributor today, or the Myers
�`.., Ashland sales office at 419/289-1144.
RW20
2" Lift -out Rail Systems
for Sewage and Effluent Pumps
ADVANTAGES BY DESIGN
LIFT -OUT RAIL SYSTEM OFFERS EASE OF
SERVICE AND REINSTALLATION.
m Eliminates need to disassemble piping to
remove pump.
■ No need for personnel to enter basin when
service is required.
n Dual rails guide pump to automatic leak -proof
connection and to the surface.
CORROSION RESISTANT CONSTRUCTION FOR
LONG LIFE AND EASE OF SERVICE.
■ Brass stationary and movable disconnect
pieces.
■ Choice of painted or stainless steel brackets for
sewage or effluent service ensures parts will
not corrode together
PRODUCT CAPABILITIES
Solids Handling
2'sphere
Discharge Size
2' NPT
Guide Rail Size
+/: pipe
construction Materials
Stationary and Movable
Disconnect. Mounting Foot
brass
Top Rail Mounting Bracket.
Pump Guide Bracket
steel or stainless steel
Base Mounting Plate
stainless steel
Fasteners
stainless steel
O-Ring
BUNA-N
Valve Handle Extension
stainless steel
Gate Volvo
brass
WHERE INNOVATION MEETS TRADITION

AS
VERTICAL DIMENSIONS AND TYPICAL VIEWS
OF KITS SHOWN IN SIMPLEX 36" & 48" DIAMETER BASINS
FIG. 6
"A"
PUMP
CATALOG NUMBERS
.SINGLE d
SINGLE d
`ADD 3/8" IF
THREE PHASE
DOUBLE SEAL
_.,.
CRUTCH TIPS
UNITS
UNITS
ARE USED
18 15/32
ME33 - ME50 SERIES
18 1/4
ME40 SERIES
18 3/8
ME75 - ME100 - ME150 SERIES
18 1/8
PSI - P52 - P102 SERIES
21 5/32
WHIR SERIES
19 5/16
WHRE SERIES
19 I5/16
WHRH SERIES
IN
ITS,

VALVE HANDLE
EXTENSION '
Allows valve to be turned seal
on and off from surface. q
InJ
D
i
GATE VALVE �
2' brass. '
DISCHARGE PIPE AND
CHECK VALVE
PVC, galvanized or
stainless steel as required
(by others).
GUIDE BRACKET
Stainless or Alkyd enamel
painted steel.
K3350 1/92
Printed in U.S.A.
RW20 :
2" Lift -out Rail Systems
for Sewage and Effluent Pumps
'MOUNTING BRACKET
'Allows system to be
Installed in 24.30. 36 or 48'7_�
..basins. Stainless Stainless or Alkyd OI
enamel painted steel. o '�
i
!P _
TOP RAIL SUPPORT
Accepts "/i galvanized or
stainless guide rails.
DISCHARGE FLANGE
2' curved to fit basin wall.
DISCONNECT
C� .
Brass stationary and
movable parts with o-ring.
BRASS MOUNTING FOOT
Anchors 3/: guide rails to
basin floor.
BASE MOUNTING PLATE
Bolls to basin floor with
studs for mounting loot,
® F. E. Myers, A Pentair Company
1101 Myers Parkway
Ashland, Ohio 44805-1923
419/289-1144
FAX: [phone], TLX: 98-7443

UL
a
ISSPMEI
T1
HE MYERS ME40 SERIES EFFLUENT PUMPS ARE
ONE OF THE MOST EFFICIENT 4,110 HP EFFLUENT
PUMPS ON THE MARKET TODAY. The enclosed two
vane impeller provides the flow and head required
for today's dosing systems and the many tough
drainage applications. The ME40 is constructed of -
only the highest quality corrosion resistant materials
— like cast iron, stainless steel and thermoplastics —
for many years of service in the harsh effluent
environment. The ME40 is available in automatic .
models with built-in mechanical float switch or.
manual models for use with external controls for
precise dosing. For more information, call your
Myers distributor today or the Myers Ashland, Ohio
sales office at 419/289-1144.
ADVANTAGES BY DESIGN
TWO VANE IMPELLER DESIGN PROVIDES
MAXIMUM DOSING EFFICIENCY
n Enclosed design for high efficiency pumping..:
e Eliminates possibility of jamming between impeller
and volute.
s Passes a full'/a inch solid.
■ Original performance can be restored if wear
occurs by replacing volute seal ring.
DURABLE MOTOR WILL DELIVER MANY YEARS
OF RELIABLE SERVICE
e Oil -filled motor for maximum heat dissipation
and continuous bearing lubrication.
to Overload protected, shaded pole motor
eliminates starting switches and relays which
are prone to fail.
THE ME40 IS DESIGNED FOR MANY YEARS OF
MAINTENANCE FREE OPERATION
to Positive sealing, quick connect float and
switch cords make replacement simple if
service is ever necessary.
■ Field tested, wide angle, mercury -free
mechanical float switch provides maximum
draw down. (Automatic models only.)
PRODUCT CAPABILITIES
Capacities To
60 GPM
227 LPM
Heads To
32 It.
9.75 m
Max. Spherical Solids
`!4 in.
19 mm
Liquids Handling
domestic effluent & drain water
Intermittent Liquid Temp.
up to 140° F I up to 60° C
Motor Electrical Data
4/10 hp. 1600 rpm
shaded pole, oil -filled
I IS volts, 11,5 amps, 1 ph. 60 Hz
230 volts, 5.8 amps, 1 ph. 60 Hz
Third Party Approvals
UL and CSA
Acceptable pH Range
6-9
Specific Gravity
.9-1.1
Viscosity
28-35 SSU
Discharge. NPT
I ii in.
38.1 mm
Min. Sump Dia. Simplex
Duplex
24 in.
36 in.
61 cm
91.4 cm
Construction Materials
Motor Housing
cast iron. Class 30, ASTM A48-76
Impeller
enclosed, engineered
thermoplastic
Impeller Wear Ring
304 SST
Volute
thermoplastic
Volute Sealing Ring
Buna-N .
Power Cord
10 or 20 ft. 16/3 SIrW/SITW-A
Mechanical Shall Seals
carbon & ceramic
Fasteners
300 Series SST
WHERE INNOVATION MEETS TRADITION
Aiv

ME40 EFFLUENT PUMP
SPECIFICATIONS
EFFLUENT PUMPS - Pump(s) shall be F
dance with the following design criteria:
Number of Pumps:
Primary Design Flow:
E. Myers ME40 series effluent pumps selected in accor-
Primary Design Head:
Minimum Shut-off Head: 32'
Motor Horsepower: 4/10
Motor Speed: 1600 RPM
Electrical: 115 Volts, 1 PH, 60 Hz or
�l 230 Volts, 1 PH, 60 Hz
PUMP - The pump shall be designed to handle septic tank effluent and be capable of passing 3/4 inch
spherical. solids. The pump shall be capable of handling liquids with temperatures to 140 °F intermit-
tent.
MOTOR - The pump motor shall be of the submersible type rated 4/10 hp at 1600 RPM and shall be
for 115 volts or 230 volts single phase, 60 cycles. Single phase motor shall be of the
shaded pole type with no relays or starting switches. Stator winding shall be of the open type with
Class A insulation rated for 105' C maximum operating temperature. The winding housing shall be
filled with clean dielectric oil to lubricate bearings.and seals, and transfer heat from the windings to the
outer shell. The motor winding assembly shall be pressed into the stator housing for best alignment
and heat transfer.
The motor shatre capable of operating over the full range of the performance curve without overload-
ing the motor and causing any objectionable noise or vibration. The motor shall have two bearings to
support the rotor; an upper sleeve bearing to accommodate radial loads and a lower sleeve bearing to
take thrust and radial loads.
A heat sensor thermostat and overload shall be attached to the top end of the motor windings and
shall be wired in series with the windings to stop the motor if the motor winding temperature reaches
221' F. The overload thermostat shall reset automatically when the motor cools to a safe operating
temperature.
POWER AND SWITCH CORDS - The motor power cord shall be 10 or 20 feet SJOW/
SJOWA OR SJTW/SJTWA type. The power and switch cords shall be of the positive sealing, quick -
disconnect type. The power and switch cable connections shall be sealed at the. motor entrance by
means of a compression nut which serves to make a positive electrical connection and prevent water
from entering the cable jacket and motor housing.
OPTIONAL CONTROL SWITCH -The effluent pump shall be controlled by an optional intregal float
switch. The float switch shall be of the mechanical, non -mercury type and be capable of directly
controlling the pump motor without the need for an external control panel.

SHAFT SEAL - The motor shall be protected by'a rotating mechanical shaft seal. The seals shall
have carbon and ceramic seal faces lapped to a tolerance of one light band. Metal parts and springs
for seals shall be 300 series stainless steel.
PUMP IMPELLER - The pump impeller shall be of the two vane enclosed type. The impeller shall be
constructed of engineered thermoplastic. A stainless steel wear ring shall be molded into the neck of
the impeller to provide a sealing surface. A replaceable Buna-N sealing cup shall effect.a seal be-
tween the volute and impeller in order to maintain high efficiency and prevent recirculation.
MOTOR CASTINGS - The motor housing castings shall be of high tensile strength Class 30 gray cast
iron. Castings shall be treated with phosphate and chromate rinse and painted with a high quality air
dry alkyd enamel for corrosion protection.
PUMP CASE - The pump case shall be a high efficiency volute design capable of passing 3/4 inch
spherical solids. The pump volute shall be constructed of corrosion resistant, high impact, engineered
thermoplastic.
FASTENERS - All exposed•fasteners shall be of 300 series stainless steel.
THIRD PARTY APPROVALS -:The pump shall be UL and CSA listed.
�u:.;' K3337 3/93"^

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PERFORMANCE CURVE
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Printed In U.S.A. rnlxreo wnn 1101 Myers Parkway
�$OYINK,- Ashland, Ohio 44805-1969
419/289-1144
FAX [phone], TLX 98-7443

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PAGE 20-21 1
_
PAGE 11
PAGE 12
PAGE 13
PAGE 16-1748 11
PAGE 16-17-18.. 11
PAGE 16-17.18
- I I ''TYPE•NGM
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TRENCH
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TYPE PGM
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TYPE KGM
TYPE KGM
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TYPE-TGAB
TYPE-TGMB'
TYPE•TGHB
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TYPE JGM
TYPE JGM
W L
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W L
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W L
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TYPE•TGM
TRENCH WIDTH
TRENCH WIDTH
TRENCH WIDTH
ladTYPE•TGM
I% 22!j 1 DIA. I G.P.M.11 DIA. G.P.M. "C" G.P.W. "C" G.P.M. "C" G.P.M.
8x 8
66
ex 8
37
8x 8
—
231/1 26i !'
120 10 138 WIDTH P.L.FT. WIDTH P.L.FT. WIDTH P.L.FT.
254r 29A 2 10, 120
10x 10
87
10x 10
—
10x10
—
371/} 2 1Yd 130 12 228 6 64 6 120 5 122
12 x 12
123
12 x 12
190
12 x 12
180
71'/1 351h
3 13 ; 291 15 278 8 72 6 133 8 164
12 x 18
240
12 x 18
286
12 x 18
468
351/2 391
371 411 31 11 { 455 18 — 10 90 10 152 -. 10 185
12 x 24
337
12 x 24
485
12 x 24
596
-;z 20i 481 20 718 12 98 12 173 - 12 223
12 x 36
480
12 x 36
571
12 x 36
936
22, $12 22 — 14 113 14 229 14 181
12 x 48
674
12 x 48
974
12 x 46
1191
PRESSU 24; 720 24 1151 16 134 16 185 16 207
14x14
222
14x 14
286
14x 14
221
211 991 26 1042 18 149 18 226.. 18 163
16 x 16
242
16 x 16
364
16 x 16
—
t17,? 1599 27 1095 20 15E 20 248 20 274
18 x 18
476
18 x 18
428
18 x 18
600
relanUI
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18 x 24
374
18 x 24
1028
18 x 24
844
1" imme.d 30?" Y250 30 1662 24'• 193 24 308 24 '696
18 x 30
1221
18 x 30
714
18 x 30
1 D09
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18 x 36
899
18 x 36
1 D71
18 x 36
1251
to watetp 34 — 34 — 36 304 28 407 36 444
18 x 48
748
1 B x 48
2056
18 x 48
1688
ar mantiole 31.L 2123 36 2962 42 — 30 440 42 504
20 x 20
524
20 x 20
549
20 x 20
656
311:. 1925 38 3160 48 57.1 36 424 48 592
20 x 24
592
20 x 24
846
20 x 24
944
.YESI'=;
421 -4112 42 3897 42 563
20 x 30
1159
20 x 30
1047
20 x 30
956
SSG 41 4308 48 4341 48 607
20 x 36
1282
20 x 36
1487
20 x 36
1679
JES 'd; 64'' 7709
20 x 48
1185
20 x 48
1693
20 x 48
1608
IROW TABLES ARE FOR ONE INCH (I-) OF WATER HEAD- FOR TWO INCH (r)
24 x24
774
24&24
1058
24 x24
1111
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24 x 30
1078
4 x 7
0-4M
71
24 x 30
1174
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24 x 36
1048
24
M
24 x 36
2058
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24 x 4B
1547
24 x 4B
2116
24.48
2221
!WATER FLOW THROUGH GRATES BY ACTUAL TEST AND BY EMPIRICAL -
24 x 60
2155
24 x 60
2851
24 x 60
2349
sl I'OI -
§ COMPUTATION.
24 x 72
.30 x 30
2097
837
24.72
30 x 30
3507
2685
24 x 72
30 x 30
4160
.1524
sl Ilai�.l ;TOU MAY NOTICE IRREGULAR PROGRESSION OF THE G.P.M. ACCORDING TO THE
30 x 36
2650
30 x 36
1309
30 x 36
—
irs In.F2 SIZE OF THE GRATE. THERE IS A REASON FOR THIS. I.E. THE-TGHB-24, WHERE
30x48
2155
30x 48
2851
30.48
2349
el I�31. IWE REDESIGNED THIS GRATE TO CARRY THE LARGE JET AIR CRAFT AT THE
30 x 60
1674
30 x 60
5370
30.60
3047
Irs Irs'Q IBAINT LOUIS AIR PORT BUT AT THE SAME; TIME CARRY LARGE AMOUNT OF
4)
30 x 72
3974
30 x 72
2619
30 x 72
—
ATER OFF.
76 x 36
1973
36 x 36
1702
76 x 36
1702
,E
ur
36 x 48
2097
36 x 48
3507
36 x 48
4116
ATBS %GPM = LPM
36 x 60
5319
36 x 60
2619
36 x 60
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76 x 72
3945
76 x 72
3404
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3404
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42 x42
2158
42x42
3498
42x42
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3491
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"' (NATIONAL 800 433 2303 TEXAS 800-792-2273 • FAX [phone]

134

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SECT,- L L SECT.- M N
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MATERIAL
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DEWEY BROS., INC. 'DT"`WE'°NT
MUNICIPAL & CONSTRUCTION CASTINGS
.. - GOLDSBORO, N.C. OATASNEETNO.
TITLE '
CODE NO.
CATCH BRS/n/ CEI-BA/-200,
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LOCKING
BAR
3 3/4
S.ST.B ALUM.
POSITIVE LOCKING
HOLD OPEN ARM
Cln
PLAN
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PRIMER REWIRED _
�--- A OPENING
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SECTION A
-A
STAINLESS STEEL
HINGES W/ TAMPER
PROOF FASTENERS
(COVER SHOWN IN
OPEN POSITION)
CONT. CONCRETE
ANCHOR
AF
HALUDAY PRODUCTS
SERIES W1R ACCESS DOOR
(WATERTIGHT REGULAR)
STANDARD FEATURES
• AUTO -LOCK STAINLESS STEEL HOLD OPEN ARM
WITH RELEASE HANDLE
• STAINLESS STEEL HINGES AND ATTACHING HARDWARE
• NON -CORROSIVE LOCKING BAR AND HANDLE
• CHANNEL FRAME
• SINGLE LEAF CONSTRUCTION
• 300 LBS. PER SO. FT. LOAD RATING
• 10 YEAR GUARANTEE
INTSCAT 11/23/94
PAGE 5
SPECIFICATIONS
.THE WIR SERIES (SINGLE LEAF) ACCESS FRAMESANDCOVERS AS M ANUFACTURED.
BY HALLIDAY PRODUCTS, INC. OF ORLANDO, FLORIDA SHALL HAVE A 1/4- THICK
ONE-PIECE. MILL FINISH, EXTRUDED ALUMINUM CHANNEL FRAME, INCORPORATING
A CONTINUOUS CONCRETE ANCHOR. A 1 1/2- DRAINAGE COUPUNG SHALL BE
LOCATED IN THE FRONT LEFT CORNER OF THE CHANNEL FRAME. DOOR PANEL
SHALL BE 1/4' ALUMINUM DIAMOND PLATE, REINFORCED TO 1PTHSTAND A LIVE
LOAD OF 3DO LBS. PST. DOOR SHALL OPEN TO 90' AND AUTOMATICALLY LOCK
WITH A STAINLESS STEEL .HOLD OPEN ARM WITH AN ALUMINUM RELEASE HANDLE.
DOOR SHALL CLOSE FLUSH NTH THE FRAME. HINGES AND ALL FASTENING
HARDWARE SHALL' FF STAINLESS STEEL UNIT SHALL LOCK • • ION-CONROSIVE
LOCKING BAR AND HAVE A NON -CORROSIVE HANDLE. UNIT SHALL BE GUARANTEED
AGAINST DEFECTS IN MATERIAL AND/OR WORKMANSHIP FOR A PERIOD OF 10 YEARS.
-7. S
--7 S
1/l" THICK
EXTRUDED
ALUM. FRAME
1 1/2- ALUM.
:OUPLING
z9X 3�
z9xtz
d!
MODEL -
NO.
-
DIMENSIONS
UNIT
WT.
A
B
C
0
W1R2424
24"
31
1/2"
24"
31
1/2"
60 LEIS.
WIR3030
30-
37
1/2"
30"
37
1/2"
71 LBS.
WIR3636
.36"
43
1/2"
36"
43
1/2"
87 LBS.
1
W1R3048
30"
37
1/2-
48"-
55
1/2".94
LEIS.j
W1R3648
36"
43
1/2"
48"
55
1/2"
106 LBS.
SECTION B-B SECTION C-C

STROUD ENGINEERING, P.A. JOB ccc
Hestron Plaza One SHEET NO.
Suite 102
MOREHEAD CITY, NORTH CAROLINA 28.557 CALCULATED
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MOREHEAD CITY, NORTH CAROLINA 28557 CALCULAT
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STROUD ENGINEERING, P.A.
Hestron Plaza One SHEET NO.' ---
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MOREHEAD CITY, NORTH CAROLINA 28557 CALCULATE431
[phone] CHECKED BL
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STROUD ENGINEERING, P.A. JOB
Hestron Plaza One SHEETNO. NKU•••'••• ,C*I�
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MOREHEAD CITY, NORTH CAROLINA 28557 CALCULATEDO �✓ N9 • �t DATE
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Outlet Control DeviceCd= 0.72
D(ft.)= 0.0625
A:= 0.00307
Inc.
Sum
Time
h
Vol.
(min.)
(min)
(hrs.)
(:Et.)
(cf)
30
30
0.5
0.850
2198
30
60
1
0.850
2198
30
90
1.5
0.839
2169
30
120
2
0.827
2139
30
150
2.5
0.816
2110
30
180
3
0.805
2082
30
210
3.5
0.794
2053
30
240
4
0.783
2025
30
270
4.5
0.772
1996
30
300
5
0.76V
1968
30
330
5.5
0.750
1940
30
360
6
0.740
1913
30
390
6.5
0.729
1885
30
420
7
0.719
1858
30
450
7.5
0.708
1831
30
480
8
0.698
1804
30
510
8.5
0.687
1778
30
540
9
0.677
1751
30
570
9.5
0.667
1725
30
600
10
0.657
1699
30
.630
10.5
0.647
1673
30
660
11
0.637
1647
30
690
11.5
0.627
1622
30
720
12
0.617
1597
30
750
12.5
0.608
1572
30
780
13
0.598
1547
30
810
13.5
0.589
1522
V=
Inc.=
h=
Q Vout
(cfs) (cf)
0.0163
0.0163 29.40
0.0162 29.21
0.0161 29.01
0.0160 28.81
0.0.159 28.61
0.0158 28.42
0.0157 28.22
0.0156 28.02
0.0155 27.82
0.0153 27.63
0.0152 27.43
0.0151 27.23
0.0150 27.03
0.0149 26.84
0.0148 26.64
0.0147 26.44
0.0146 26.24
0.0145 26.05
0.0144 25.85
0.0143 25.65
0.0141 25.46
0.0140 25.26
0.0139 25.06
0.0138 24.86
0.0137 24.67
0.0136 24.47
- 1 -
2198
30
0.85
Vnew Q avg
(cf) (cfs)
2198.0 0.0163
2168.6 0.0163
2139.4 0.0163
2110.4 0.0163
2081.6 0.0162
2053.0 0.0162
2024.5 0.0161
1996.3 0.0160
1968.3 0.0160
1940.5 0.0159
1912.9 0.0159
1885.4 0.0158
1858.2 0.0158
1831.2 0.0157
1804.3 0.0157
1777.7 0.0156
1751.2 0.0156
1725.0 0.0155
1698.9 0.0155
1673.1 0.0154
1647.4 0.0153
1622.0 0.0153
1596.7 0.0152
1571.7 0.0152
1546.8 0.0151
1522.1 0.0151
1497.7 0.0150

C:\PBWORKS\DOC\OUTLET.PSS
6/19/96 9:07:0
30
840
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870
14.5
0.570
1473
0.0134
24.07
1449.3;0.0149
30
900
15
0.560
1449
0.0133
23.88
1425.5
0.0149
30
930
15.5
0.551
1425
0.0132
23.68
1401.8
0.0148
30
960
16
0.542
1402
0.0130
23.48
1378.3
0.0147
30
990
16.5
0.533
1378
0.0129
23.28
1355.0
0.0147
30
1020
17
0.524
1355
0.0128
23.09
1331.9
0.0146
30
1050
17.5
0.515
1332
0.0127
22.89
1309.0
0.0146
30
1080
18
0.506
1309
0.0126
22.69
1286.3
0.0145
30
1110
18.5
0.497
1286,
0.0125
22.49
1263.9
0.0145
30
1140
19
0.489
1264
0.0124
22.30
1241.6
0.0144
30
1170
19.5
0.480
1242
0.0123
22.10
1219.5
0.0144
30
1200
20
0.472
1219
0.0122
21.90
11973
0.0143
30
1230
20.5
0.463
1198
0.0121
21.70
1175.9
0.0142
30
1260
21
0..455
1176
0.0119
21.51
1154.3
0.0142
30
1290
21.5
0„446
1154
0.0118
21.31
1133.0
0.0141
' 30
1320
22
0..438
1133
0.0117
21.11
1111.9
0.0141
30
1350
22.5
0.430
1112
0.0116
20.91
1091.0
0.0140
30
1380
23
0.422
1091
0.0115
20.72
1070.3
0.0140
30
1410
23.5
0.414
1070
0.0114
20.52
1049.8
0.0139
30
1440
24
0.406
1050
0.0113
20.32
1029.5
0.0139
30
1470
24.5
0.398
1029
A .0112
20.12
1009.3
0.0138
30
1500
25
0.390
1009
0.0111
19.92
989.4
0.0138
30
1530
25.5
0.383
989
0.0110
19.73
969.7
0.0137
30
1560
26
0.375
970
0.0108
19.53
950.2
0.0136
30
1590
26.5
0.367
950..
0.0107
19.33
930.8
0.0136
30
1620
27
0.360
931
0.0106
19.13
911.7
0.0135
30
1650
27.5
0.353
912
0.0105
18.94
892.8
0.0135
30
1680
28
0.345
893
0.0104
18.74
874.0
0.0134
30
1710
28.5
0.338
874
0.0103
18.54
855.5
0.0134
30
1740
29
0.331
855
0.0102
18.34
837.1
0.0133
30
1770
29.5
0.324
837:.
0.0101
18.15
819.0
0.0133
30
1800
30
0.317
819
0.0100
17.95
801.0
0.0132
2

C:\PBWORKS\DOC\OUTLET.E'SS
6/19/96 9:07:5
30
1830
30.5
0.310
801
0.0099
17.75
783.3
0.0132
30
1860
31
0.303
783
0.0098
17.55
765.7
0.0131
30
1890
31.5
0.296
766
0.0096
17.35
748.4
0.0130
30
1920
32
0.289
748
0.0095
17.16
731.2
0.0130
30
1950
32.5
0.283
731.
0.0094
16.96
714.3
0.0129
30
1980
33
0.276
714
0.0093
16.76
697.5
0.0129
30
2010
33.5
0.270
698'
0.0092
16.56
680.9
0.0128
30
2040
34
0.263
681
0.0091
16.37
664.6
0.0128
30
2070
34.5
0.257
665,
0.0090
16.17
648.4
0.0127
30
2100
35
0.251
648
0.0089
15.97
632.4
0.0127
30
2130
35.5
0.245
632
0.0088
15.77
616.7
0.0126
30
2160
36
0.238
617
0.0087
15.57
601.1
0.0125
30
2190
36.5
0.232
601
0.0085
15.38
585.7
0.0125
30
2220
37
0.227
586
0.0084
15.18
570.5
0.0124
30
2250
37.5
0.221
571
0.0083
14.98
555.6
0.0124
30
2280
38
0.215
556
0.0082
14.78
540.8
0.0123
30
2310
38.5
0.209
541
0.0081
14.58
526.2
0.0123
30
2340
39
0.203
526
0.0080
14.39
511.8
0.0122
30
2370
39.5
0.198
512
0.0079
14.19
497.6
0.0122
30
2400
40
0.192
498
0.0078
13.99
483.6
0.0121
30
2430
40.5
0.187
484
0.0077
13.79
469.8
0.0121
30
2460
41
0.182
470
0.0076
13.59
456.2
0.0120
30
2490
41.5
0.176
456
0.0074
13.40
442.8
0.0119
30
2520
42
0.171
443
0.0073
13.20
429.7
0.0119
30
2550
42.5
0.166
430
0.0072
13.00
416.7
0.0118
30
2580
43
0.161
417
0.0071
12.80
403.9
0.0118
30
2610
43.5
0.156
404
0.0070
12.60
391.2
0.0117
30
2640
44
0.151
391
0.0069
12.41
378.8
0.0117
30
2670
44.5
0.147
379
0.0068
12.21
366.6
0.0116
30
2700
45
0.142
367
0.0067
12.01
354.6
0.0116
30
2730
45.5
0.137
355
0.0066
11.81
342.8
0.0115
30
2760
46
0.133
343
0.0065
11.61
331.2
0.0115
30
2790
46.5
0.128
331
0.0063
11.41
319.8
0.0114
- 3 -

C:\PBWORKS\DOC\OUTLET.PSS 6/19/96 9:09:5
30
2820
47
0.124
320
0.6062
11.22
308.6
0.0113
30
2850
47.5
0.119
309
0.0061
11.02
297.6
0.0113
30
2880
48
0.115
298
0.0060
10.82
286.7
0.0112
30
2910
48.5
0.111
287
0.0059
10.62
276.1
0.0112
30
2940
49
0.107
276
0.0058
10.42
265.7
0.0111
30
2970
49.5
0.103
266
0.0057
10.22
255.5
0.0111
30
3000
50
0.099
255
0.0056
10.02
245.5
0.0110
30
3030
50.5
0.095
245
0.0055
9.83
235.6
0.0110
30
3060
51
0.091
236
0.0053
9.63
226.0
0.0109
30
3090
51.5
0.087
226
0.0052
9.43
216.6
0.6108
30
3120
52
0.084
217
0.0051
9.23
207.3
0.0108
30
3150
52.5
0.080
207
0.0050
9.03
198.3
0.0107
30
3180
53
0.077
198
0.0049
8.83
189.5
0.0107
30
3210
53.5
0.073
189
0.0048
8.63
180.8
0.0106
30
3240
54
0.070
181
0.0047
8.43
172.4
0.0106
30
3270
54.5
0.067
172
0.0046
8.23
164.2
0.0105
30
3300
55
0.063
164
0.0045
8.04
156.1
0.0105
30
3330
55.5
0.060
156
0.0044
7.84
148.3
0.0104
30
3360
56
0.057
148
0.0042
7.64
140.7
0.0104
30
3390
56.5
0..054
141.
0.0041
7.44
133.2
0.0103
30
3420
57
0.052
133
0.0040
7.24
126.0
0.0102
30
3450
57.5
0.,049
126
0.0039
7.04
119.0
0.0102
30
3480
58
0„046
119
0.0038
6.84
112.1
0.0101
30
3510
"58.5
0,.043
112
0.0037
6.64
105.5
0.0101
30
3540
59
0..041
105
0.0036
6.44
99.0
0.0100
30
3570
59.5
0.038
99
0.0035
6.24
92.8
0.0100
30
3600
60
0.036
93
0.0034
6.04
86.7
0.0099
30
3630
60.5
0.034
87
0.0032
5.84
80.9
0.0099
30
3660
61
0.031
81
0.0031
5.64
75.3
0.0098
30
3690
61.5
0.029
75
0.0030
5.44
69.8
0.0097
30
3720
62
0.027
70
0.0029
5.24
64.6
0.0097
30
3750
62.5
0.025
65
0.0028
5.04
59.5
0.0096
30
3780
63
0.023
60
0.0027
4.84
54.7
0.0096
4 -

C:\PBWORKS\DOC\OUTLET.PSS 6/19/96 9:10:3
30
3810
63.5
0.021 55
0.0026
4.64 50.1 0.0095
30
3840
64
0.019 50
0.0025
4.44 45.6 0.0095
30
3870
64.5
0.018 46
0.0024
4.24 41.4 0.0094
30
3900
65
0.016 41
0.0022
4.03 37.4 0.0094
30
3930
65.5
0.014 37
0.0021
3.83 33.5 0.0093
30
3960
66
0.013 34
0.0020
3.63 29.9 0.0092
30
3990
66.5
0.012 30
0.0019
3.43 26.5 0.0092
30
4020
67
0.010 26
0.0018
3.23 23.2 0.0091
30
4050
67.5
0.009 23
0.0017
3.02 20.2 0.0091
30
4080
68
0.008 20
0.0016
2.82 17.4 0.0090
30
4110
68.5
0.007 17
0.0015
2.62 14.8 0.0090
30
4140
69
0.006 15
0.0013
2.41 12.4 0.0089
30
4170
69.5
0.005 12
0.0012
2.21 10.2 0.0089
30
4200
70
0.004 10
0.0011
2.00 8.2 0.0088
30
4230
70.5
0.003 8
0.0010
1.79 6.4 0.0088
30
4260
71
0.002 6
0.0009
1.58 4.8 0.0087
30
4290
71.5
0.002 5
0.0008
1.37 3.4 0.0086
30
4320
72
0.001 3
0.0006
1.16 2.3 0.0086
30
4350
72.5
0.001 2
0.0005
0.94 1.3 0.0085
30
4380
73
0.001 1
0.0004
0.72 0.6 0.0085
30
4410
73.5
0.000 1
0.0003
0.48 0.1 0.0084
30
4440
74
0.000 0
0.0001
0.21 -0.1 0.0084
30
4470
74.5
-0.000 -0
#NUM!
#VALUE!#VALUE!#VALUE!
30
4500
75
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4530
75.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4560
76
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4590
76.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4620
77
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4650
77.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4680
78
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4710
78.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4740
79
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
4770
79.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
- 5 -

MOMTM I a MT.UOIon, LQn 0I11I.lo ONee NOW TaL FPR 1 Wn5 M

M."TnI(l "119T%llPonn.y/1-717-Jm, fmiw ,ary 0IA?T Tft NOW mi i FRU 1 A' 1M

ME40 Series Myers
4/10 HP Effluent
and Drain Waiter Pumps
Performance Curve ;
MODEL ME40 EFFLUENT PUMP
CAPACITY LITERS PER MINUTE
0 50 100 150 200 250 300
40
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CAPACITY GALLONS PER MINUTE
F.E. Myers, A Pentair Company 1101-Myers Parkway, Ashland, Ohio 44805-1923
419/289-1144 FAX [phone] Telex 98-7443
K3326 7/91
Printed in U.S.A.

STROUD ENGINEERING, IP.A.
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C:\PBWORKS\DOC\766S2.Pc;S
6/19/96 14:14:3
Outlet
Control
DeviceCd=
0.72
V=
9714
D(ft.)=
0.10417
Inc.=
30
A=
0.00852
h=
1.39
Inc.
Sum
Time
h
Vol.
Q
Vout
Vnew
Q avg
(min.)
(min)
(hrs.)
(ft.)
(cf)
(cfs)
(cf)
(cf)
(cfs)
30
30
0.5
1.390
9714
0.0580
9714.0
0.0580
30
60
1
1.390
9714
0.0580
104.44
9609.6
0.0580
30
90
1.5
1.375
9610
0.0577
103.88
9505.7
0.0579
30
120
2
1.360
9506
0.0574
103.32
9402.4
0.0578
30
150
2.5
1.345
9402
0.0571
102.75
9299.6
0.0576
30
180
3
1.331
9300
0.0568
102.19
9197.4
0.0575
30
210
3.5
1.316
9197
0.0565
101.63
9095.8
0.0574
30
240
4
1.302
9096
0.0561
101.07
8994.7
0.0572
30
270
4.5
1.287
8995
0.0558
100.50
8894.2
0.0571
30
300
5
1.273
8894
0.0555
99.94
8794.3
0.0569
30
330
5.5
1.258
8794
0.0552
99.38
8694.9
0.0567
30
360
6
1..244
8695.
0.0549
98.81
8596.1
0.0566
30
390
6.5
1..230
8596
0.0546
98.25
8497.8
0.0564
30
420
7
1..216
8498
0.0543
97.69
8400.1
0.0563
30
450
7.5
1..202
8400
0.0540
97.12
8303.0
0.0561
30
480
8
1..188
8303
0.0536
96.56
8206.5
0.0560
30
510
8.5
1..174
8206
0.0533
96.00
8110.5
0.0558
30
540
9
1.161
8110
0.0530
95.43
8015.0
0.0557
30
570
9.5
1.147
8015
0.0527
94.87
7920.2
0.0555
30
600
10
:1.133
7920
0.0524
94.31
7825.9
0.0553
30
630
10.5
1.120
7826
0.0521
93.75
7732.1
0.0552
30
660
11
1.106
7732
0.0518
93.18
7638.9
0.0550
30
690
11.5
1.093
7639
0.0515
92.62
7546.3
0.0549
30
720
12
1.080
7546
0.0511
92.06
7454.3
0.0547
30
750
12.5
1.067
7454
0.0508
91.49
7362.8
0.0546
30
780
13
1.054
7363
0.0505
90.93
7271.8
0.0544
30
810
13.5
1.041
7272
0.0502
90.37
7181.5
0.0543
- 1 -

C:\PBWORKS\DOC\766S2.PSS 6/19/96 14:15:4
30
840
14
1.028
7181
0.0499
89.80
30
870
14.5
1.015
7092
0.0496
89.24
30
900
15
1.002
7002
0.0493
88.68
30
930
15.5
0.989
6914
0.0490
88.11
30
960
16
0.977
6826
0.0486
87.55
30
990
16.5
0.964
6738
0.0483
86.99
30
1020
17
0.952
6651
0.0480
86.42
30
1050
17.5
0..939
6565
0.0477
85.86
30
1080
18
0.927
6479
0.0474
85.30
30
1110
18.5
0.915
6394
0.0471
84.73
30
1140
19
0.903
6309
0.0468
84.17
30
1170
19.5
0.891
6225
0.0464
83.61
30
1200
20
0.879
6141.
0.0461
83.04.
30
1230
20.5
0.867
6058
0.0458
82.48
30
1260
21
0.855
5975
0.0455
81.92
30
1290
21.5
0.843
5894.
0.0452
81.35
30
1320
22
0.832
5812
0.0449
80.79
30
1350
22.5
0.820
5731
0.0446
80.23„
30
1380
23
0.809
5651
0.0443
79.66
30
1410
23.5
0.797
5572
0.0439
79.10
30
1440
24
0.786
5492
0.0436
78.54
30
1470
24.5
0.775
5414
0.0433
77.97
30
1500
25
0.764
5336
0.0430
77.41
30
1530
25.5
0.752
5259
0.0427
76.84
30
1560
26
0.741
5182
0.0424
76.28
30
1590
26.5
0.731
5105.
0.0421
75.72
30
1620
27
0.720
5030
0.0418
75.15
30
1650
27.5
0.709
4955
0.0414
74.59
30
1680
28
0.698
4880
0.0411
74.03
30
1710
28.5
0.688
4806
0.0408
73.46
30
1740
29
0.677
4732
0.0405
72.90
30
1770
29.5
•3.667
4660
0.0402
72.34
30
1800
30
0.656
4587
0.0399
71.77
2
7091.7 0.0541
7002.4 0.0539
6913.7 0.0538
6825.6 0.0536
6738.1 0.0535
6651.1 0.0533
6564.7 0.0532
6478.8 0.0530
6393.5 0.0529
6308.8 0.0527
6224.6 0.0525
6141.0 0.0524
6058.0 0.0522
5975.5 0.0521
5893.6 0.0519
5812.2 0.0518
5731.4 0.0516
5651.2 0.0514
5571.5 0.0513
5492.4 0.0511
5413.9 0.0510
5335.9 0.0508
5258.5 0.0507
5181.7 0.0505
5105.4 0.0504
5029.7 0.0502
4954.5 0.0500
4879.9 0.0499
4805.9 0.0497
4732.4 0.0496
4659.5 0.0494
4587.2 0.0493
4515.4 0.0491

C:\PBWORKS\DOC\766S2.PSS
30
1830
30.5
0.646
4515
0.0396
71.21
30
1860
31 _
0.636
4444
0.0392
70.64
30
1890
31.5
0.626
4374,
0.0389
70.08
30
1920
32
0.616
4304
0.0386
69.52
30
1950
32.5
0..606
4234
0.0383
68.95
30
1980
33
0.,596
4165
0.0380
68.39
30
2010
33.5
0..586
4097
0.0377
67.83
30
2040
34
0..576
4029
0.0374
67.26
30
2070
34.5
0..567
3962
0.0371
66.70
30
2100
35
0.557
3895
0.0367
66.13
30
2130
35.5
0.548
3829
0.0364
65.57
30
2160
36
0.538
3763
0.0361
65.01
30
2190
36.5
0.529
3698
0.0358
64.44
30
2220
37
0.520
3634
0.0355
63.88
30
2250
37.5
0.511
3570
0.0352
63.31
30
2280
38
0.502
3507
0.0349
62.75
30
2310
38.5
0.493
3444
0.0345
62.19
30
2340
39
0.484
3382
0.0342
61.62
30
2370
39.5
0.475
3320
0.0339
61.06
30
2400
40
0.466
3259
0.0336
60.49
30
2430
40.5
0.458
3198
0.0333
59.93
30
2460
41
0.449
3138
0.0330
59.37
30
2490
41.5
0.441
3079
0.0327
58.80
30
2520
42
0.432
3020
0.0324.58.24
30
2550
42.5
0.424
2962
0.0320
57.67
30
2580
43
0.416
2904
0.0317
57.11
30
2610
43.5
0.407
2847
0.0314
56.55
30
2640
44
0.399
2791
0.0311
55.98
30
2670
44.5
0..391
2735
0.0308
55.42
30
2700
45
0.383
2679
0.0305
54.85
30
2730
45.5
0.376
2624
0.0302
54.29
30
2760
46
0.368
2576
0.0298
53.72
30
2790
46.5
0.360
2516
0.0295
53.16
- 3
6/19/96 14:15:5
4444.2 0.0489
4373.6 0.0488
4303.5 0.0486
4234.0 0.0485
4165.0 0.0483
4096.6 0.0482
4028.8 0.0480
3961.6 0.0479
3894.9 0.0477
3828.7 0.0475
3763.1 0.0474
3698.1 0.0472
3633.7 0.0471
3569.8 0.0469
3506.5 0.0468
3443.8 0.0466
3381.6 0.0464
3319.9 0.0463
3258.9 0.0461
3198.4 0.0460
3138.5 0.0458
3079.1 0.0457
3020.3 0.0455
2962.1 0.0453
2904.4 0.0452
2847.3 0.0450
2790.7 0.0449
2734.7 0.0447
2679.3 0.0446
2624.5 0.0444
2570.2 0.0443
2516.5 0.0441
2463.3 0.0439

C:\PBWORKS\DOC\766S2.PSS
30
2820
47
0.352
30
2850
47.5
0.345
30
2880
48
0.338
30
2910
48.5
0.330
30
2940
49
0.323
30
2970
49.5
0.316
30
3000
50
0.309
30
3030
50.5
0.301
30
3060
51
0.295
30
3090
51.5
0.288
30
3120
52
0.281
30
3150
52.5
0.274
30
3180
53
0.268
30
3210
53.5
0.261
30
3240
54
0.254
30
3270
54.5
0.248
30
3300
55
0.242
30
3330
55.5
0.236
30
3360
56
0.229
30
3390
56.5
0.223
30
3420
57
0.217
30
3450
57.5
0.211
30
3480
58
0.206
30
3510
58.5
0.200
30
3540
59
0.194
30
3570
59.5
0.189
30
3600
60
0.183
30
3630
60.5
0.178
30
3660
61
0.172
30
3690
61.5
0.167
30
3720
62
0.162
30
3750
62.5
0.157
30
3780
63
0.152
2463
2411
2359
2307
2256
2206
2156
2107
2058
2010
1963,
1916
1869
1824
1778
1734
1690
1646
1603
1561,
1519
1477
1437
1397
135T
1318
1279
1242
1204
1167
1131
1096
1060
0.0292 52.59
0.0289 52.03
0.0286 51.47
0.0283 50.90
0.0280 50.34
0.0277 49.77
0.0273 49.21
0.0270 48.64
0.0267 48.08
0.0264 47.51
0.0261 46.95
0.0258 46.38
0.0255 45.82
0.0251 45.25
0.0248 44.69
0.0245 44.12
0.0242 43.56
0.0239 42.99
0.0236 42.43
0.0233 41.86
0.0229 41.30
0.0226 40.73
0.0223 40.17
0.0220 39.60
0.0217 39.04
0.0214 38.47
0.0211 37.90
0.0207 37.34
0.0204 36.77
0.0201 36.21
0.0198 35.64
0.0195 35.08
0.0192 34.51
- 4 -
6/19/96 14:16:0
2410.7 0.0438
2358.7 0.0436
2307.2 0.0435
2256.3 0.0433
2206.0 0.0432
2156.2 0.0430
2107.0 0.0428
2058.4 0.0427
2010.3 0.0425
1962.8 0.0424
1915.8 0.0422
1869.4 0.0421
1823.6 0.0419
1778.4 0.0417
1733.7 0.0416
1689.6 0.0414
1646.0 0.0413
1603.0 0.0411
1560.6 0.0410
1518.7 0.0408
1477.4 0.0406
1436.7 0.0405
1396.5 0.0403
1356.9 0.0402
1317.9 0.0400
1279.4 0.0399
1241.5 0.0397
1204.2 0.0396
1167.4 0.0394
1131.2 0.0392
1095.5 0.0391
1060.5 0.0389
1026.0 0.0388

C:\PBWORKS\DOC\766S2.PSS
6/19/96 14:16:2
30
3810
63.5
0.147
1026
0.0189
33.94
.992.0
0.0386
30
3840
64
0.142
992
0.0185
33.38
958.6
0.0385
30
3870
64.5
0.137
959
0.0182
32.81
925.8
0.0383
30
3900
65
0.132
926
0.0179
32.24
893.6
0.0381
30
3930
65.5
0.128
894
0.0176
31.68
861.9
0.0380
30
3960
66
0.123
862
0.0173
31.11
830.8
0.0378
30
3990
66.5
0.119
831
0.0170
30.54
800.3
0.0377
30
4020
67
0.115
800
0.0167
29.98
770.3
0.0375
30
4050
67.5
0.110
770
0.0163
29.41
740.9
0.0374
30
4080
68
0.106
741
0.0160
28.84
712.0
0.0372
30
4110
68.5
0.102
712
0.0157
28.28
683.7
0.0370
30
4140
69
0.098
684
0.0154
27.71
656.0
0.0369
30
4170
69.5
0.094
656
0.0151
27.14
628.9
0.0367
30
4200
70
0.090
629
0.0148
26.57
602.3
0.0366
30
4230
70.5
0.086
602
0.0144
26.01
576.3
0.0364
30
4260
71
0.082
576
0.0141
25.44
550.9
0.0363
30
4290
71.5
0.079
551
0.0138
24.87
526.0
0.0361
30
4320
72
0.075
526
0.0135
24.30
501.7
0.0359
30
4350
72.5
0.072
502
0.0132
23.74
478.0
0.0358
30
4380
73
0.068
478
0.0129
23.17
454.8
0.0356
30
4410
73.5
0.065
455
0.0126
22.60
432.2
0.0355
30
4440
74
0.062
432
0.0122
22.03
410.2
0.0353
30
4470
74.5
0.059
416
0.0119
21.46
388.7
0.0352
30
4500
75
0.056
389
0.0116
20.89
367.8
0.0350
30
4530
75.5
0.053
368
0.0113
20.32
347.5
0.0348
30
4560
76
0.050
347
0.0110
19.75
327.7
0.0347
30
4590
76.5
0.047
328
0.0107
19.18
308.5
0.0345
30
4620
77
0.044
309
0.0103
18.61
289.9
0.0344
30
4650
77.5
0.041
290
0.0100
18.04
271.9
0.0342
30
4680
78
0.039
272
0.0097
17.47
254.4
0.0341
30
4710
78.5
0.036
254
0.0094
16.90
237.5
0.0339
30
4740
79
0.034
238
0.0091
16.33
221.2
0.0337
30
4770
79.5
0.032
221
0.0088
15.76
205.4
0.0336
- 5 -

C:\PBWORKS\DOC\766S2.PSS
6/19/96 14:17:0
30
4800
80
0.029
205
0.0084
15.19
190.2
0.0334
30
4830
80.5
0.027
190
0.0081
14.62
175.6
0.0333
30
4860
81
0.025
176
0.0078
14.04
161.6
0.0331
30
4890
81.5
0.023
162
0.0075
13.47
148.1
0.0330
30
4920
82
0.021
1481
0.0072
12.90
135.2
0.0328
30
4950
82.5
0.019
135
0.0068
12.32
122.9
0.0326
30
4980
83
0.018
123
0.0065
11.75
111.1
0.0325
30
5010
83.5
0.016
111
0.0062
11.17
100.0
0.0323
30
5040
84
0.014
100
0.0059
10.60
89.4
0.0322
30
5070
84.5
0.013
89
0.0056
10.02
79.4
0.0320
30
5100
85
0.011
79
0.0052
9.44
69.9
0.0319
30
5130
85.5
0.010
70
0.0049
8.86
61.1
0.0317
30
5160
86
0.009
61
0.0046
8.28
52.8
0.0315
30
5190
86.5
0.008
53
0.0043
7.70
45.1
0.0314
30
5220
87
0.006
45
0.0040
7.11
38.0
0.0312
30
5250
87.5
0.005
38
0.0036
6.53
31.4
0.0311
30
5280
88
0.004
31
0.0033
5.94
25.5
0.0309
30
5310
88.5
0.004
25
0.0030
5.35
20.1
0.0308
30
5340
89
0.003
20
0.0026
4.76
15.4
0.0306
30
5370
89.5
0.002
15
0.0023
4.16
11.2
0.0304
30
5400
90
0.002
11
0.0020
3.55
7.7
0.0303
30
5430
90.5
0.001
8
0.0016
2.94
4.7
0.0301
30
5460
91
0.001
5
0.0013
2.31
2.4
0.0300
30
5490
91.5
0.000
2
0.0009
1.65
0.8
0.0298
30
5520
92
0.000
1
0.0005
0.94
-0.2
0.0296
30
5550
92.5
-0.000
-0
#NUM!
#VALUE!#VALUE!#VALUE!
30
5580
93
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5610
93.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5640
94
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30
5670
94.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5700
95
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5730
95.5
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30
5760
96
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- 6 -

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C:\PBWORKS\Doc\76653.]?SS
Outlet.Control DeviceCd= 0.72
D(ft.)= 0.0625
A= 0.00307
Inc.
Sum
Time
h
Vol.
(min.)
(min)
(hrs.)
(ft.)
(cf)
30
30
0.5
1.220
3003'
30
60
1
1.220
3003
30
90
1.5
1.206
2968
30
120
2
1.191
2933
30
150
2.5
1.177
2898
30
180
3
1.163
2863
30
210
3.5
1.149
2829
30
240
4
1.135
2795
30
270
4.5
1.122
2761
30
300
5
1.108
2727
30
330
5.5,
1.094
2693
30
360
6
1.081
2660
30
390
6.5
1.067
2627
30
420
7
1.054
2594
30
450
7.5
1.041
2561.
30
480
8
1.027
2529
30
510
8.5
1.014
2496
30
540
9
1.001
2464
30
570
9.5
0.988
2432
30
600
10
0.975
2401
30
630
10.5
0.962
2369
30
660
11
0.950
2338
30
690
11.5
0.937
2307
30
720
12
0.925
2276
30
750
12.5
0.912
2245
30
780
13
0,900
2215
30
810
13.5
0.887
2185
M
Inc.=
h=
Q Vout
(cfs) (cf)
0.0196
0.0196 35.23
0.0195 35.02
0.0193 34.81
0.0192 34.60
0.0191 34.40
0.0190 34.19
0.0189 33.98
0.0188 33.77
0.0186 33.57
0.0185 33.36
0.0184 33.15
0.0183 32.95
0.0182 32.74
0.0181 32.53
0.0180 32.32
0.0178 32.12
0.0177 31.91
0.0176 31.70
0.0175 31.50
0.0174 31.29
0.0173 31.08
0.0172 30.87
0.0170 30.67
0.0169 30.46
0.0168 30.25
0.0.167 30.04
- 1 -
6/19/96 11:19:1
3003
30
1.22
Vnew Q avg
(cf) (cfs).
3003.0 0.0196
2967.8 0.0196
2932.8 0.0195
2897.9 0.0195
2863.3 0.0194
2828.9 0.0194
2794.8 0.0193
2760.8 0.0193'
2727.0 0.0192
2693.4 0.0192
2660.1 0.0191
2626.9 0.0190
2594.0 0.0190
2561.2 0.0189
2528.7 0.0189
2496.4 0.0188
2464.3 0.0188
2432�3 0.0187
2400.6 0.0186
2369.2 0.0186
2337.9 0.0185
2306.8 0.0185
2275.9 0.0184
2245.2 0.0184
2214.8 0.0183
2184.5 0.0182
2154.5 0.0182

C:\PBWORKS\DOC\766S3.1)SS
30
840
14
0.875
2154
30
870
14.5
D.863
2125
30
900
15
D.851
2095
30
930
15.5
0.839
2066
30
960
16
0.827
2036
30
990
16.5
0.816
2007
30
1020
17
0.804
1979,
30.
1050
17.5
0.792
1950
30
1080
18
0.781
1922
30
1110
18.5
0.769
1893
30
1140
19
0.758
1865
30
1170
19.5
0.747
1838
30
1200
20
0.735
1810
30
1230
20.5
0.724
1783
30
1260
21
0.713
1756
30
1290
21.5
0.702
1729
30
1320
22
0.691
1702
30
1350
22.5
0.681
1675
30
1380
23
0.670
1649
30
1410
23.5
0.659
1623
30
1440
24
0.649
1597
30
1470
24.5
0.638
1571
30
1500
25
0.628
1546
30
1530
25.5
0.618
1521
30
1560
26
0.608
1496
30
1590
26.5
0.598
1471
30
1620
27
0.588
144,6
30
1650
27.5
0.578
1422
30
1680
28
0.568
1397
30
1710
28.5
0.558
1373
30
1740
29
0.548
1350
30
1770
29.5
0.539
1326
30
1800
30
0.529
1303
0.0166 29.84
0.0165 29.63
0.0163 29.42
0.0162 29.21
0.0161 29.01
0.0160 28.80
0.0159 28.59
0.0158 28.39
0.0157 28.18
0.0155 27.97
0.0154 27.76
0.0153 27.56
0.0152 27.35
0.0151 27.14
0.0150 26.93
0.0148 26.73
0.0147 26.52
0.0146 26.31
0.0145 26.10
0.0144 25.90
0.0143 25.69
0.0142 25.48
0.0140 25.27
0.0139 25.07
0.0138 24.86
0.0137 24.65
0.0136 24.44
0.0135 24.24
0.0133 24.03
0.0132 23.82
0.0131 23.61
0.0130 23.41
0.0129 23.20
- 2 -
6/19/96 11:23:2
2124.7 0.0181
2095.0 0.0181
2065.6 0.0180
2036.4 0.0180
2007.4 0.0179
1978.6 0.0178
1950.0 0.0178
1921.6 0.0177
1893.4 0.0177
1865.5 0.0176
1837.7 0.0176
1810.1 0.0175
1782.8 0.0174
1755.6 0.0174
1728.7 0.0173
1702.0 0.0173
1675.5 0.0172
1649.2 0.0171
1623.0 0.0171
1597.2 0.0170
1571.5 0.0170
1546.0 0.0169
1520.7 0.0169
1495.6 0.0168
1470.8 0.0167
1446.1 0.0167
1421.7 0.0166
1397.4 0.0166
1373.4 0.0165
1349.6 0.0165
1326.0 0.0164
1302.6 0.0163
1279.4 0.0163

C:\PBWORKS\DOC\766S3.I?SS
30
1830
30.5
0.520
1279
0.0128
22.99
30
1860
31
0.510
1256
0.0127
22.78
30
1890
31.5
0.501
1234
0.0125
22.58
30
1920
32
0.492
1211
0.0124
22.37
30
1950
32.5
0.483
1189
0.0123
22.16
30
1980
33
0.474
1166
0.0122
21.95
30
2010
33.5
0.465
1145
0.0121
21.75
30
2040
34
0.456
1123
0.0120
21.54
30
2070
34.5
0.447
1101
0.0119
21.33
30
2100
35
0.439
1080
0.0117
21.12
30
2130
35.5
0.430
1059
0.0116
20.92
30
2160
36
0.422
1038
0.0115
20.71
30
2190
36.5
0.413
1011
0.0114
20.50
30
2220
37
0.405
997,
0.0113
20.29
30
2250
37.5
0.397
976
0.0112
20.09
30
2280
38
0.389
956.
0.0110
19.88
30
2310
38.5
0.380
936
0.0109
19.67
30
2340
39
0.372
917
0.0108
19.46
30
2370
39.5
0.365
897
0.0107
19.25
30
2400
40
0.357
878
0.0106
19.05
30
2430
40.5
0.349
859
0.0105
18.84
30
2460
41
0.341
840
0.0104
18.63
30
2490
41.5
0.334
822
0.0102
18.42
30
2520
42
0.326
803
0.0101
18.22
30
2550
42.5
0.319
785
0.0100
18.01
30
2580
43
0.312
767
0.0099
17.80
30
2610
43.5
0.304
749
0.0098
17.59
30
2640
44
0.297
731
0.6097
17.39
30
2670
44.5
0.290
714
0.0095
17.18
30
2700
45
0.283
697
0.0094
16.97
30
2730
45.5
0.276
680
0.0093
16.76
30
2760
46
0.269
663
0.0092
16.55
30
2790
46.5
0.263
647
0.0091
16.35
6/19/96 11:25:2
1256.4 0.0162
1233.6 0.0162
1211.0 0.0161
1188.6 0.0161
1166.5 0.0160
1144.5 0.0159
1122.8 0.0159
1101.2 0.0158
1079.9 0.0158
1058.8 0.0157
1037.9 0.0157
1017.2 0.0156
996.7 0.0155
976.4 0.0155
956.3 0.0154
936.4 0.0154
916.7 0.0153
897.3 0.0152
878.0 0.0152
859.0 0.0151
840.1 0.0151
821.5 0.0150
803.1 0.0150
784.9 0.0149
766.9 0.0148
749.1 0.0148
731.5 0.0147
714.1 0.0147
696.9 0.0146
679.9 0.0146
663.2 0.0145
646.6 0.0144
630.3 0.0144

C:\PBWORKS\DOC\76653.]PSS 6/19/96 11:26:0
30
2820
47
0.256
630
0.0090
16.14
614.1
0.0143
30
2850
47.5
0.249
614
0.0088
15.93
598.2
0.0143
30
2880
48
0.243
598
0.0087
15.72
582.5
0.0142
30
2910
48.5
0.237
582
0.0086
15.51
567.0
0.0142
30
2940
49 1
0.230
_567
0.0085
15.31
551.7
0.0141
30
2970
49.5
0.224
552
0.0084
15.10
536.6
0.0140
30
3000
50
0.218
537
0.0083
14.89
521.7
0.0140
30
3030
50.5
0.212
522
0.0082
14.68
507.0
0.0139
30
3060
51
0.206
507
0.0080
14.47
492.5
0.0139
30
3090
51.5
0.200
493
0.0079
14.27
478.2
0.0138
30
3120
52
0.194
478
0.0078
14.06
464.2
0.0138
30
3150
52.5
0.189
464
0.0077
13.85
450.3
0.0137
30
3180
53
0.183
450
0.0076
13.64
436.7
0.0136
30
3210
53.5
0.177
437
0.0075
13.43
423.3
0.0136
30
3240
54
0.172
423
0.0073
13.22
410.0
0.0135
30
3270
54.5
0.167
410
0.0072
13.02
397.0
0.0135
30
3300
55
0.161
397
0.0071
12.81
384.2
0.0134
30
3330
55.5
0.156
384
0.0070
12.60
371.6
0.0133
30
3360
56
0.151
372'
0.0069
12.39
359.2
0.0133
30
3390
56.5
0.146
359
0.0068
12.18
347.0
0.0132
30
3420
57
0.141
347
0.0067
11.97
335.1
0.0132
30
3450
57.5
0.136
335
0.0065
11.77
323.3
0.0131
30
3480
58
0.131
323
0.0064
11.56
311.7
0.0131
30
3510
58.5
0.127
312
0.0063
11.35
300.4
0.0130
30
3540
59
0.122
300
0.0062
11.14
289.3
0.0129
30
3570
59.5
0.118
289
0.0061
10.93
278.3
0.0129
30
3600
60
0.113
278
0.0060
10.72
267.6
0.0128
30
3630
60.5
0.109
268
0.0058
10.52
257.1
0.0128
30
3660
61
0.104
257
0.0057
10.31
246.8
0.0127
30
3690
61.5
0.100
247
0.0056
10.10=-236.7
0.0127
30
3720
62
0.096
237
0.0055
9.89
226.8
0.0126
30
3750
62.5
0.092
227
0.0054
9.68
217.1
0.0125
30
3780
63
0.088
217
0.0053
9.47
207.6
0.0125
1 ` - 4 -

C:\PBWORKS\DOC\76653.]?SS
6/19/96 11:26:5
30
3810
63.5
0.084
208
0.0051
9.26
198.4
0.0124
30
3840
64
0.081
198
0.0050
9.05
189.3
0.0124
30
3870
64.5
0.077
189
0.0049
8.84
180.5
0.0123
30
3900
65
0.073
180
0.0048
8.64
171.8
0.0122
30
3930
65.5
0.070
172
0.0047
8.43
163.4
0.0122
30
3960
66
0.066
163
0.0046
8.22
155.2
0.0121
30
3990
66.5
0.063
155
0.0044
8.01
147.2
0.0121
30
4020
67
0.060
147
0.0043
7.80
139.4
0.0120
30
4050
67.5
0.057
139
0.0042
7.59
131.8
0.0120
30
4080
68
0.054
132
0.0041
7.38
124.4
0.0119
30
4110
68.5
0.051
124
0.0040
7.17
117.3
0.0118
30
4140
69
0.048
117
0.0039
6.96
110.3
0.0118
30
4170
69.5
0.045
110.
0.0038
6.75
103.5
0.0117
30
4200
70
0.042
104
0.0036
6.54
97.0
0.0117
30
4230
70.5
0.039
97
0.0035
6.33
90.7
0.0116
30
4260
71
0.037
91
0.0034
6.12
84.5
0.0116
30
4290
71.5
0.034
85
0.0033
5.91
78.6
0.0115
30
4320
72
0.032
79
0.0032
5.70
72.9
0.0114
30
4350
72.5
0.030
73
0.0030
5.49
67.4
0.0114
30
4380
73
0.027
67
0.0029
5.28
62.2
0.0113
30
4410
73.5
0.025
62
0.6028
5.07
57.1
0.0113
30
4440
74
0.023
57
0.0027
4.86
52.2
0.0112
30
4470
74.5
0.021
52
0.0026
4.65
47.6
0.0112
30
4500
75
0.019
48
0.0025
4.43
43.2
0.0111
30
4530
75.5
0.018
43
0.0023
4.22
38.9
0.0110
30
4560
76
0.016
39
0.0022
4.01
34.9
0.0110
30
4590
76.5
0.014
35
0.0021
3.80
31.1
0.0109
30
4620
77
0.013
31
0.0020
3.59
27.5
0.0109
30
4650
77.5
0.011
28
0.0019
3.37
24.2
0.0108
30
4680
78
0.010
24
0.0018
3.16
21.0
0.0107
30
4710
78.5
0.009
21
0.0016
2.95
18.1
0.0107
30
4740
79
0.007
18
0.0015
2.73
15.3
0.0106
30
4770
79.5
0.006
15
0.0014
2.52
12.8
0.0106
5

C:\PBWORKS\DOC\76653.]?SS
6/19/96 11:27:3
30
4800
80
0.005 13 0.0013 2.30 10.5 0.0105
30
4830
80.5
0.004 11. 0.0012 2.08 8.4 0.0105
30
4860
81
0.003 8 0.0010 1.87 6.6 0.0104
30
4890
81.5
0.003 7 0.0009 1.65 4.9 0.0103
30
4920
82
0.002 5 0.0008 1.43 3.5 0.0103
30
4950
82.5
0.001 3 0.0007 1.20 2.3 0.0102
30
4980
83
0.001 2 0.0005 0.97 1.3 0.0102
30
5010
83.5
0.001 .1 0.0004 0.74, 0.6 0.0101
30
5040
84
0.000 1 0.0003 0.49 0.1 0.0100
30
5070
84.5
0.000 0 0.0001 0.19 -0.1 0.0100
30
5100
85
-0.000 -0 #NUM! #VALUE!#VALUE!#VALUE!
30
5130
85.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5160
86
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5190
86.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5220
87
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5250
87.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5280
88
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5310
88.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5340
89
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5370
89.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5400
90
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5430
90.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5460
91
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5490
91.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5520
92
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5550
92.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5580
93
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5610
93.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5640
94
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5670
94.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5700
95
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5730
95.5
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
30
5760
96
#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!#VALUE!
z 6

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419/289-1144 FAX [phone] Telex 98-7443
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C117-e-'
f
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DATE
DATE
Miss 01471 TopC MOWMLFREIMMDM

STROUD ENGINEERING, P.A. JOB cclf 11
Hestron Plaza One SHEET NO. ---!L
Suite 102
MOREHEAD CITY, NORTH CAROLINA 28557 CALCULATED BY
[phone] CHECKED BY
:�5
SCALE
r
3
11-511V631
OUST; Co.
3
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a
DATE ��// /
DATE-41JA(I.—
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pJ=T NJ IS49* $Mv) M-s IK, Gmtw. W01411, To "r MME FREE I MY[SStIO

ME40 Series Myers
4/10 HP Effluent
and Drain Waiter Pumps
Performance Curve
MODEL ME4O:EFFL PUMP
CAPACITY LITERS MINUTE
0 50 100 150 200—i'250
. 300. 350
40
12:'
35
10
F-
W
30
N
W
w
F
W
H
25
8
E
Z
=
20
6
J
=
1a.,
15
O
4
~o
~
10
2
5
0
0
0 10 20 9,1,53O 40 50 60 70 80 ., 90 100
CAPACITY GALLONS PER MINUTE
F.E. Myers, A Pentair Company 1101 Myers Parkway, Ashland, Ohio 44805-1923
419/289-1144 FAX [phone] Telex 98-7443
K3326 7/91
Printed in U.S.A.

I JOB
STROUD ENGINEERING, P.A.
Hestron Plaza One SHEET OF
Suite 102 %*-
MOREHEAD CITY, NORTH CAROLINA 28557 CA.-'UILAAT -4. DATE /Z
[phone] CHECKE DATE
V, sc
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(lac 96 31 39.
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6
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STROUD ENGINEERING, P.A. JOB cc,
Hestron Plaza One SHEET NO. ar
Suite 102
MOREHEAD CITY, NORTH CAROLINA 28557 CALCULATED By.
[phone]
CHECKED"Ay-
SCALE
I
OF
DATE
DATE
Z-

STROUD ENGINEERING, P.A. JOB
Hestron Plaza One SHEET NO.
Suite 102
MOREHEAD CITY, NORTH CAROLINA 28557 CALCULATED
[phone]
1CHECKED BY.
SCALE
I.........
0
.... ........ ............
to 1.4
........ .. .......... . s7�
. ........ .. . ..............
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OF
DATE 6r
WRA
PROCIET 2t4 I SMIs Sh,eloss, T05-1 fFadded) � �.ns on Inc G natto Mass 0 147 1, To Ordet WAN[ TOLL FRF Id W

_ _.. 85%. TSS REMOVAL
30 FOOT VEGETATED FILTER REQUIRED
DEPTH
3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
19P %
10%
.9
.8
7
.6
.5
0
0
0
0
0
20 %
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
30 %
2.5
2.2
L9
1.8
1.6
1.5
1.3
1.2
1.0
.9
40 %
3.4
3.0
2.6
2.4
12.1
1.9
1.6
1.4
1.1
1.0
50 %
4.2
3.7
3.3
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60 %
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70 %
6.0
5.2
4.5
4.1
`3.7
3.1
2.9
2.5
2.1
1.8
80 %'
6.8
6.0
5.2.
4.7
4.2
3.7
3.2 .
2.7.
2.2
2.0
90 %
7.5
6.5
5.8
5.3
4.8
4.3
3.8
3.3
2.8
1.3
100 %
8.2
7.4
6.8
6.2
5.6
5.0
4.4
3.8
3.2
2.6
90% TSS.REMOVAL-
NO VEGETATED FILTER RE,QUI RED
DEPTH
- 3'
3.5'
4.0'
4.5'
5.0'
5.5'
6.0'
6.5'
7.0'
7.5'
IMP %
10 %
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
20 %
2.4
2.0
1.8
1.7
1.5
1.4
1.2
1.0
.9
.6
30%
3.5
3.0
2..7
2.5
`2.2
1.9
1.6
1.3
1.1
.8
40 %
4.5
4.0
3.5
3.1
2.8
2.5
2.1
IS
1.4
1.1
50 %
5.6
5.0
4.3
3.9
3.5
3.1
2.7
2.3
1.9
1.5
60 %
7.0
6.0
S.3
4.8
4.3
3.9
3.4
2.9
2.4
1.9
70 %
8.1
7.0
6.0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80 %
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90 %
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100 %.
12.0
10.0
8.8
8.1
7.3
6:6
5.8
5.1
4.3
3.6

DEPTH-DURAl4GN-FREQUENCY TABLE
by
H.R. Malcom, P.E.
C.E.Dept,
NCSU
LOCATION: --------
>Charlotte,
NC
Raleigh,
NC
Return
Period -->
DURATION
2-yr
5-yr
10-yr
25-yr
50-yr
100-yr
[in]
[in]
[in)
[in]
[in)
[in]
5
min
0.47
0.54
0.60
0.69
0.75
0.82
10
min
0.76
0.89
0.99
1.14
1.25
1.36
15
min
0.97
1.14
1.26
1.45
1.59
1.74
30
min
1.31
1.61
1.82
2.13
2.37
2.61
60
min
1.67
2.10
2.41
2.84
3.18
3.52
2
hr
1.87
2.35
2.68
3.16
3.53
3.90
3
hr
2.07
2.59
2.95
3.47.
3.88
4.29
6
hr
2.59
3.20
3.64
4.28
4.77
5.26
12
hr
3.04
3.75
4.26
, 4.99
5.56
6.13
24
hr
3.50
4.31
4.88
5.71
6.36
7.00
INTENSITY -DURATION -FREQUENCY TABLE
LOCATION:
-------- >Charlotte,
--------------------
NC
Return
Period -->'
DURATION
2-yr
5-yr
--
-10-yr
25-yr.-
507yr
100-yr,.
------------
[in/hrl
[in/hrl
Cin/hrY
Cin/hrl `-Cin/h�].
Cin/hrl
------
5
--------------------------------------------------------
min
5.64
6.54
7.22
-------------------------
8.24
9.04
9.84
10
min
4.59
5.37
5.95
6.82
7.50
8.18
15
min
3.88
4.55
5.05
5.79
6.38
6.96
30
min
2.63
3.22
3.65
4.26
4.75
5.22
60
min
1.67
2.10
2.41
2.84
3.18
3.52
2
hr
0.94
1.17
1.34
1.58
1.77
1.95
3
hr
0.69
0.86
0.98
1.16
1.29
1.43
6
hr
0.43
0.53
0.61
0.71
0.79
0.88
12
hr
0.25
0.31
0.36
0.42
0.46
0.51
24
hr
0.15
0.18
01.20
0.24
0.26
0.29
INPUT DATA:
LOCATION: -------- >Charlotte, NC
Duration
2-yr P
100-yr P
Source
[in]
[in]
5 min
0.47
0.82
NOAA HYDRO-35
15 min
0.97
1.74
NOAA HYDRO-35
60 min
1.67
3.52
NOAA HYDRO-35
24-hr
3.50
7.00
USWS TP-40
I<---- DATA ---->1
IDF Equations -
I = 9/(h+T)
for 5<T<120 min
- 2 =_=
130
18
5
166
21
10
191
22
25
228
23
50
256
24
100
284
24
DEPTH -DURATION -FREQUENCY TABLE
by
N.R. Malcom, P.E.
C.E.Dept,
NCSU
LOCATION:
-------- >Wilmington,
NC
Raleigh,
NC
Return
Period -->
DURATION
2=yr
5-yr
10-yr
25-yr
50-yr
100-yr
[in]
[in]
[in]
Cin]
- [in]
[in]
5
min
0.49
0.55
0.60
0.68
0.74
0.80
10
min
0.84
0.96
1.05
1.19
1.30
1.41
15
min
1.09
1.24
1.36
1.54
1.69
1.83
30
min
1.58
1.90
2.12
2.46
2.72
2.98
60
min
2.10
2.58
2.92
3.41
3.80
4.18
2
hr
2.36
2.93
3.34
3.92
4.37
4.82
3
hr
2.63
3.29
3.76
4.42
4.94
5.46
6
hr
3.30
4.20
4.82
5.71
6.40
7.09
12
hr
3.96
5.00
5.77
6.86
7.70
8.55
24
hr
4.50
5.81
--------------------
6.72
- 8.01
9.01
10.00
INTENSITY-DURATION-FREQUENCY
TABLE
LOCATION:--
------ >Wilmington,
NC
-
Return
Period -->
.DURATION-
-27yr
5 yr
10-yr
25 yr-
� 50-yr
100-yr_ -
-[in/hrl
[in/hr]-- Cin/Fir]
[in/hrl
[in/hr]"Cin/hrl
-----------------------------------------------------------
---------------------------------------------------------------
5
min
5.88
6.63
®2
8.15
8.87
9.60
.10
min
_
5.06
5.76
6.30
7.13
7.79
8.45
15
min
4.36
4.97
5.45
6.17
6.75
7.32
30
min
3.17
3.79
4.25
4.92
5.44
5.96
60
min
2.10
2.58
2.92
3.41
3.80
4.18
2
hr
1.18
1.47
1.67
1.96
2.19
2.41
3
hr
0.88
1.10
1.25
1.47
1.65
1.82
6
hr
0.55
0.70
0.80
0.95
1.07
1.18
12
hr
0.33
0.42
0.48
0.57
0.64
0.71
24
hr
0.19
---------------------
0.24
0.28
0.33
0.38
0.42
INPUT DATA:
IDF Equations:
I = g/(h+T)
-------------------------------------------=
-------------------------------------------
for 5<T<120
min
LOCATION:
-------- >Wilmington,
NC
R
9
h
Duration
2-yr P 100-yr P
Source
[in]
[in]
2
171
24
5
219
28
5
min
0.49
0.80 NOAA HYDRO-35
10
252
(CO
15
min
1.09
1.83 NOAA HYDRO-35
25
300
32
60
min
2.10
4.18 NOAA HYDRO-35
50
338
33
24-hr
4.50
10.00 USWB TP-40
100
376
34
I<---- DATA
---->1 .

sy 32� 9S
INTENSITY--DURATION-FREQUENCY FUNCTIONS
10 Cherlotte,- NC
9
e
n
Z 8
Z
v
>, 5
u
m 4
3
2
0
0 2040 60 ' an ". 100' 120
Time of, 0lrntlon Cmin) : i _
a 2 +' 5 0. 10 - e 25"' x 50. o 100't
INTENSITY-DURATION-FREOUENCY'FUNCTIONS"
10 Wl lmington, NC'
0
B
^ 2
= 8
v
r
m S
c
m
— 4
3
I--t
2
1
0 20 40 60 00 100 120
Time of 0lretlon Cmin)
p 2 + 5 0 10 p 25 x 50 O 100

Exhibit 7
Minimum slopes for pipe
selection.
t
Minimum slope
required to maintain stated minimum
velocity at full flow.
Material
Concrete Concrete
Corr Mtl
Corr Mtl
Application
Storm Sanitary
Storm
Sanitary
Manning n
0.013 0.013.
0.024
0.024
Min V (ft/sec) b T?
3 2
3
; 2
Pipe Diameter (in)
Minimum Slope
15
0.00325 0.00144
0.01107
0.00492
j
18
0.00255 0.00113
0.00868
0.00386
21 *
0.00207 0.000§2
0.00707
0.00314 _..
24
0.00174 0.00077
0.00592 -
0.00263
27 *`
0.00148 0.00066::
0.00506,
0.00225::.:.
30.
0.00129,.. 0:0005T
0.004391::.
0.00195.:
33`. *
0.00 114; 0:00050! ..
0.00387 -"
0.00172 '
36`
0.0010'1" ' 0.00045'':
- 0.00345
: 0.00153
42'
0'.00082 : 0 00037 "
0.0029
0.00125
48
0.00069 0.00031
0.00235
0.00104
54
0.00059 0.00026
0.00201
0.00089
60
0.00051 0.00023
0.00174
0.00077
66
0.00045 0.00020
0.00154
0.00068
-:= 72
0.00040 0.00018:
0.00137
0.00061
* Non-standard in some markets.
�13
Exhibit 8
Abbreviated Table of Values of Manning Roughness Coefficients.
Description of Lining
n
Reinforced concrete pipe.
0.013 �-
Corrugated metal pipe `:
0.024.
Concrete, trowelled finish
0.013
Concrete, float finish
0.015
Street gutter or paved channel
0.015E--
Earth, straight and _uniform
0.022
Grass -lined swales'
0.030 E-
--
Unmaintained brushy channel
0.080
Stone -lined channel (4-inch)
0.028
Stone -lined channel (6-in),''
0.030 _F
Stone -lined channel (9-in)
0.032
Stone -lined channel.(12-in)
0.034
Stone -lined channel (15-in)
0.035
Stone -lined channel (18-in)
0.036
VI-8

J-/ '�7'IF
Exhibit 9
Best Hydraulic Section Coefficients
M Cm I k Comment
0 /1
0.790 .
2.000
Vertical sides
0.511
0.833
1.236
0.577 /1
0.833
1.155
60-degree sides
I /1
0.1317
0.828
45-degree sides
1.511
0.775
0.606
2 /1
0329
0.472
2.5./1
0.688
0.385
0.653,
0.325
Steepest to mow,:
3.511
0.622.
0.280
4/1
0.595.,,
0'246<
5 /1'
0.552
0.198, ' .
6/1
0.518..
0166r
7 /1
0.490.
0:142
8 /1
0.467
0.125
9 /1
0.447
0:ill
10 /1
0.430
0.100
11 /1
0.415
0.091
12 /1
0.402
0.083
VI-9

Exhibit 10
Suggested Maximum Velocities for Various Channel Linings
Description
Allowable
Velocity (ft/sec)
Native linings
Fine sand
2.5
Sandy loam
2.5
Silt loam
3.0
Ordinary firm loam
3.5
Fine gravel
5.0
Stiff clay
5.0 ,
Grass
Uncertain maintenance
4.0 "
Good cover, proper maintenance
5.0 �...
Quarry. Stone:
Equivalent
Allowable Velocity (ft/sec)
Spherical
for stated sideslope
Diameter
(inches)
1/1
1.511,: 2/1
3/1
4/1
12/1
6
6.0
7.1 7.7
8.0
8.4
9.0
9
7.2
8.9." 9.4
9.8
10.2
10.8
12
8.5
10.2. 10.7
11.2
11.8
12.5
15
9.5
11.5 . '. 12.0
12.7
13.3
14.0
18
10.7
12.6 13.2
14.0 .
14.4
15.3
24
12.5
14.3 15.1
16.2
16.7
17.6
30
14.0
15.9 17.0
18.2
18.7
19.7.,
36
15.4 -
17.4 18.7.
20.0
20.5
21.5
VI-10

11?
';. Exhibit 11
180 10,0clo i
168 a 000 EXAMPLE (I) (2) (3)
158 D•411lie.w ISs every G. . j
6 0006.
lk:i ...5:000 O.ttoch 5. '
i 144
..� 4,000 a N• 6.: 5.i
132
3OC10.9.5 3told
4 '
2,CH10 —120
a) 2.1 7.4
� 106 (7) f.! 7.7 4• 3.
t[r!;
eDIs test 3' .
j 96 - 3.
1,03,0 if
600 I`
64Y-
00
300 ; r)7 1.5
Z N "!
_ 60. V' YOO: / 1.5if
54
¢ to 100
V 0 66 W I I 1.0 1.0
n G
+' 4Y
LL to 5C HW ENTRAN
40 0. CA TYP Ir L0
Cr � . o, vS 9. 9 ]t
� 36 30 t I ' 54...ILIE 4 .ne a' is
33 3 u.iu o .9 ;l
a a i
so n..e.dl e 6
e
(3 OfN.I .04
—27 Pf.).ellet
7 .7
4 �z .7
a "To Not sells 2 .r (s)� Oct
Y 1 tl.rl.entellyt. u. M(1), them
o ve�.l L1Mne4 not tlr Nee,
s as; w reverse N .6 .6
rf
3 IYelr e..:
c
15 i.
'5
1.0 .6
S
Y HEADWATER DEPTH FOR
NeAowATen scALes 253. CONCRETE PIPE CULVERTS
�r REVISED. MAY 1964 WITH INLET CONTROL
Gua[w Of PliaLIC ROAM JAIL "M
V1-11

DRAINAGE&SEWERAGE-HYDRAULIC COMPUTATIONS-4
1000
900
Boo
700 EXomple, Given o'ischerge = 4.4 c, f. 5.
600 fricfion fccfor n= 0.015
500 s lope ' of-:0, 0060'per foof
Find diomefcr'. /S inches one
400 ve to ci fy' of 3-5 ft per second,
by fo//owiny dashed /ir/e.
300
200 .0001
100
90
N 80
70
1� 60
u 50
40
Z
30
�
W
U
N
0
120
.0001
106
.0002
go-0003
.0002
90
84
.0004
.0003
7e -
N
72`
N
0006
.0004
W
66-
=
60-
O
.0008
.0006
U
o
.0010
7.000s
Z
54 -
C
.0010
4B
II
Z
42
.0020
39
p
0020/�
.0030
36.
..
ILL.0640
i
0
Z
33
030
R
30
W
.0060
0040
4
O
27
0
24
O% I00
.008.0
w
J
.0080
0_
21
/,..
.0100
:O_
O
/
le
/
.0200
N
0200
10 W I5
.0360
9 W/
.0400
•0300
e
12
0600
0400 .
7
Q
6 -
.
.0600
.0600
13
5
.1000
0800
.1000
4 6
1 S//�Sv
5
Z
}
H
cil
9
10
II
12
13
3 6 14
IS
2.3
NOMOGRAPH FOR
_%COMPUTING ;REQUIRED. SIZE OF
CIRCULAR DRAIN, FLOWING FULL
1 n=0.013 OR 0015
0.9
0.8
Ad e pfe cl {rom Engineering Manual, Wor Depporfinenf� Corps of Engineers]
Por/%Y 070PI. /, June 1955.

S// � si 18-73
DRAINAGE &SEWERAGE -HYDRAULIC COMPUTATIONS-5I
- _ a= 0r0e5.- sectional _ _ For pipes full
woy _ area of wa}eror half - full
-- --p= wetted . perimeter R = 4
4 = P = Hydraulic radius.
SECTION OF ANY OPEN CNANNEL SECTION OF CIRCULAR PIPE
V=Averoge or mean veloci/y in feet per second.
Q = a V =Discharge of Pipe or channel iri cubic feef per second (c. f.s.).
n = Coefficient of roughness wpipe .or channel surfoce , see Table A-,P 68.
S = Slope of Hydraulic Giaa'ient (wefer surface in open channels or pipes not
under,oressure, Same as ;slooe of chorine/ orpipe invert only When flow'
is uniform in eonatont section.
FIG.A—HYDRAULIC ELEMENTS OF CHANNEL SECTIONS.
too
90
so
r
Z 70
w
U'
d
w 60
o_
v
3 50
0
J
IL 4o
LL
0
z
n�.
w
0
30
20
Io
0
2
a Qe tip Thor e
\0
aa��5
G
J Joy'
O 10 20 30 40 .50 . 60. 70 s0 90 too 110 120
HYDRAULIC ELEMENT5
PER CENT OF VALUE FOR FULL SECTION (APPROXIMATE)
EXAMPLE.' Given: Discharge =/2 e. f.'s. through o pipe which has eapoci/y f/owing full
of /S C. /. S. o/ o ve/o ci/y of 7.0 /f per sec. Requi�of to 11i7ol V for Q = /2 e. f..5.
.'. Percentage of fu// discharge = 7�s� _ 80% En/er cfior/ of 80% ' of value
/or fu//Sec/ion of Hydraulic E/e177e1;,/s, Ai o' V=1/2.5%x7=7.9 ff per sec.
FIG.6-VALUES OF HYDRAULIC ELEMENTS OF CIRCULAR SECTION
FOR VARIOUS DEPTHS OF FLOW.

RUNOFF Q,
-FFICIENTS
LAWNS SANDY SOILS
FLAT
< 20/ . ..................................
0.10
AVERAGE 2 1/6 - 7 */ . ...........................
0.15
STEEP
> 7% ...................................
0.20
(2)HEAVY SOILS
FLAT
< 2% ..................................
0.15
AVERAGE 2%-7% ...........................
0.20
STEEP>
7% ..................................
0.30
-WOODS, ,CEMETERIES, PARKS
0.20
UNIMPROVED -AREAS
--0.25
PLAYGROUNDS
0.30
RESIDENTIAL (I) APARTMENTS
AND TOWNHOUSES ..... .............................
0.70
02 LOT
SIZE< 1/4
ACRE
R-6. R-9) ................................
0.60
3) LOT -
SIZE< 1/3
ACRE.
(R=15) . . . . . . . . ...
(4) LOT,
SIZE < 1/2
ACRE
(R-20) .....................................
0.50
(5) LOT
SIZE< 1.0
ACRE ............................
......... ............
0.40
(6) LOT
SIZE> 1.0
ACRE .................................................
0.35
INDUSTRIAL: I ) LIGHT ...... a ....... ........... ............................
0,70,;'
(2) HEAVY; ............... ............................................... 0. so
COMMERCIAL: (I ) DOWNTOWN, STRIP, MALL, PAVEMENT AREAS ....................... 0.95
(2)CENTER ................... ....... ................. I ................ 0.90
(3) NEIGHBORHOOD .......................................................... 0.85
REVISIONS
DATE DESCRIPTION
CHART SD-3
APPROVED: DATE May 8
RUNOFF COEFFICIENTS
rST—D7N—O
CITY OF GREENVILLE, N. C.- ENGINEERING DEPT. 11514

� 150
CHART SD-2
- 100
80
I
100 _
10,000 60
w
50
J F— 40
50 51000 g 30
=O 40 w
25
. w 30 � 3,000 F- 20
O F-co^
Q 20 USE NOMOGRAPH Tp FOR NATURAL 0O 2,0101-
15
Z BASINS WITH WELL DEFINED CHANNELS = 1,500 F
FOROVERLANDFLOW ON BARE EARTH, .F- Q
CL AND FOR MOWED GRASS ROADSIDE. CD� " 10
CHANNELS. Z 1,000 W
- 0 1 " FOR.OVERLAND FLOW, GRASSED SURFACES, J Z- 8
W MULTIPLY T� BY 2 �. O. 6
FOR OVERLAND FLOW CONCRETE OR 500 u- 5
5 ASPHALT SURFACES, MULTIPLY Tc Q O
0 4 BY 0.4 2 4
300
} LL- 3 FOR CONCRETE CHANNELS, MULTIPLY Tc ~ 3
i 0 BY 0.2 2001 .
15 0 2
w
T _ \ \0.385 100
I - � J
c
REVISIONS 1 12$ I
R0. DATE DESCRIPTION
l
1APPROVED:DATE mff8,1980
r
S .NO. REV.
rirrV nF CAR RFNVll .T ,F,_ N. C.-ENGINEERING DEPT. ,�

State of North Carolina
Department of Environment, Health, and Natural
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT
Governor 'WATER QUALITY SECTION
May 21, 1996
Mr. Ron Cullipher, P.E.
Stroud Engineering
Hestron Plaza One, Suite 102
Morehead City, North Carolina 28557
Resources
Jonathan B. Howes
Secretary
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960424
Carteret Community College Expansion
Carteret County
Dear Mr. Cullipher:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Carteret Community College Expansion on April 25, 1996. A preliminary review of that information has
determined that the application is not complete. The following information is needed to continue the
stormwater review:
ADMINISTRATIVE
1. Please split out the impervious area breakdown by drainage area on the application form.
2. The application form indicates that all the drainage areas are 100% impervious, but the
calculations do not support that. See comment k3 in Calculations on the next page.
3. A signed Operation and Maintenance Plan for the infiltration basins, or add to the wet pond
0&M.
CALCULATIONS
1. The wet ponds were supposed to be designed for 1.5" of volume, however, I cannot find
where this has been done. See your letter of October 31, 1995.
2. The minimum infiltration rate is .52"/ hour, not .5"/ hour. If a range of infiltration rates
is presented, this Office will always default to the lowest, ie., the most conservative,
however, the minimum must be met.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Cullipher
May 21, 1996
Stormwater Project No. SW8 960424
3. All parts of the drainage area must be accounted for in the volume. A drainage area implies
that runoff within that area will be directed to a wet pond. The calculations indicate that
Pond 2 has a drainage area that includes 5157 ft2 of grass that is not accounted for in the
volume. You cannot use a larger drainage area in order to lower the percent impervious of
the site, then turn around and exclude a portion of the drainage area in the volume
calculation. It's either in the drainage area or it's not, and if it's in, account for it.
4. The pump for Pond 4 should be set to come on every 24 hours which assumes that the next
storm event will occur after the end of that 24 hours. If a large storm event occurs, the
pump should be activated and the 24 hour timer reset when the overflow weir is used.
5. Provide orifice sizing calculation's for Pond 3.
PL,-kNS
1. May I suggest that rather than providing a long length of small diameter orifice piping from
the pond into the flow control boxes, that you use a 6" PVC with an appropriately sized
hole drilled in an end cap? This will alleviate clogging problems, and make any clogs that
do occur easier to get rid of.
2. All overflows from the flow control boxes must go through 50' vegetated filters. Please
label the filter locations on the plans and detail.
3. In order to function properly, forebays must be shallower than the main pond body. You
show them at the same elevation as the main pond. Please revise.
4. The pond section for N1 and N3 does not show the required 6:1 vegetated perimeter shelf.
Please revise.
5. Vincent Lewis has recommended that the current surface of Basin 2 (elevation 16) be turned
over and broken up prior to placing the sand fill to elevation 18. This will help the
infiltration of the rnnoff into the ground.
,V1-
F 2 /
2

Mr. Cullipher
May 21, 1996
Stormwater Application No. SW8 960424
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to June 21, 1996, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\960424.MAY
cc: (Linda_Lewi-s-�
Central Files
3

DIVISION OF ENVIRON\IEN'I'AL, MANAGEMENT.
NORTH CAROLIN'A STORMArATER i14ANAGEMENT PERMIT APPLICATION ,
I. GENERAL INFORMATION
I. Project Name Carteret Communitv College
2. Location, directions to project (include County, Address, State Road) Attach map. Carteret County, 3505
Arendell Street (U.S. Hwy.,70), Morehead Cit
3.Owner'sName_Carteret Community College Phone[phone]
4.Owner's MailingAddress 3505 Arendell Steet
City Morehead Citv State N.C. _Zip 28557
5. Application date March 22, 1995 Fee enclosed $ 385.00
6.Nearest ReceivingStream Bogue Sound
SA
7.Projectdescription Redevelopment including parkin, im rovements and new building construction.
H. PERiMIT INTORMATION
1.Permit No. (I'obefilledinln'DEM) 5w % ((7d4 Z-
2.Permit Type % New Renewal X Modification(existingPermitNo
.).Project Type: _Low Density ___I_Detention x Infiltration Other: X Redevelop _General _Dir Cert
4. Other State/Federal Permits/Approvals Required (cheek appropriate blanks)
CAMA Major x Sedimentation/Er
osioii Control x 404 Permit
M. BUILT UPON AREA (Please see NCAC 2H.1005 thru .i007 for applicable denriry limits)
Drainage Drainage Breakdown of Impervious Area
Basin Basin (Please indicate below the design impervious -area)
Classification SA SA I SA jSA Buildings 26, 991 sf
Allowable Impervious Area 0. 1AC 0. 4AC 0. lAC 0. lAC Streets 0
Total Project Area 0. 4AC 1. 6AC 0.5AC 0. 3AC Parking/SW_ 93, 034 sf
Proposed Impervious Area 0.4AC 1.6AC 0.5AC 0.3AC Other 0
% Impervious Area 1007 F1007 1007 1007 Totals 120,025 sf
IV. STORMWATER TREATMENT (Describe how the runoff will be treated) Innovative design including wet detention and infiltration. Ijef defenACo yp/pd&p—
fU' n.'l al m�h'Sln.ni

Sw 07 ?(:�;o q Zl
FINANCIAL: RESPONSIBILITY/OWNERSHIPFORM'
SEDIMENITATION'POLLUTION CONTROL ACT
No person may initiate any land -disturbing activity on one or more contiguous acres as covered 6y the Act
before this form and an acceptable erosion and sedimentation control plan have been completed and approved
- by the Land Quality Section, N.C. Department of Environment, Health, and Natural Resources. (Please type or
print and, If question is not q applicable(-place`N/A in.theMank.)
Part A.
Carteret Coin16nityColle e
1. Project Name g .•�
2. Location o1 lar"isturbing activity: County :_ Carteret City
or Township Morehead City and Highway / Street U. S. Hwy. 70.
3. Approximate date land -disturbing activitywill be commenced: June 1st '1996
4. Purpose of development (residential, commercial, industrial, etc.) Commercial
5. Total acreage disturbed or uncovered (including off -site borrow and, waste areas.),: 3.75 acres
6. Amount of fee enclosed $ $90- 00
7. Has an erosion and sedimentation Control plan been filed .' Yes R No
8. Person to contact should sediment control Issues arise.during larxi-dlsturbing activity. .
Name Alvin T. Rhue Telephone_(919) 247-6000 ext.198
9. Landowners o1 Record Use blank a e to list additional wners
Carteret Community 'Col lege• , .+' -
Name (s). : r.
3505 Arendell Street,.
Current Mailing Address Current Street Address'
Morehead City, IN.C. 28557
Cily State .::::.Zip _.
..City ._. ... ; - .State ;
10.Recordedin Deed Book No.464,369,710;720,740 Page No.87,25,910,500,18,117,238,624
Part B. 667,522,737,respectively
1:Person (s) orfirms (s) who are financially responslble'forthis land-disturbing'activity, (Use the blank page to list
additional persons or tirtns):'
Carteret Community College,
Name of Person (s)or Finn (s) ,
3505 Arendell Street _"Y{uni11110a•.
Mailing Address �- y9lre' "fiddress
?`'yy e s
Morehead City ;`N C:' 28557 Z J
City State Zip x ity State Zip
Telephone (919)` 247 60 :
r
00 Tlep�{o'rieu`� :Y T
t% M /
Y•, "} W .fit.

2. (a) If the Financially Responsible Party. is not a resident of.North Carolina give name and street address of
a North Carolina Agent.
Name, .
Mailing Address Street Address
CRY .: State.... Zip ":.'City- State Zip
Telephone Telephone
(b) It the Financially Responsible Party is a Partnership, or other person engaging in business under an'
assumed name, attach a copy of the 'certffir:ate of assumed name. If the Financially Responsible Party Is a
Corporation give name and street address of the Registered Agent.
Name of Registered Agent
Mailing Address'
CRY State Zip
Street Address
City State
Telephone =:Telephone
The above information is true and correct to the best of my knowledge and belief and was provided.by me
under oath. ( This form must be signed by the financially .responsible person it an individual or his attomey-in-
fact or if not an individual by an officer, director, partner, or registered agent with authority to execute Instru-
ments for the finanacially responsible person ). I agree to provide corrected information should there be any
change in the information provided herein.
Alvin T.'R"
hue Director of-Ovarations
Type or print name, Title or Authority
Signature n` �/J' Date,...
I, Dion Sohn Viventi a Notary Public of the County of _Carteret
State of North Carolina, hereby cenity that Alvin T. Rhue
appeared personally before me this day and being duly sworn acknowledged that the above form was exe-
cuted by him.
,aamwuuuu�ti `.
Witnes s^,I��dfljr�iS6farial sear, this 3C) day of
Sia° NOTARY -Notary �.
B $
3 n V ? My commission expires May 5th 1998
w.nso _7 PUBLIC i ...
� �.12 s

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i' .5(o 8 960424
2
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SA-
- `I _ `I = Z 67 sf
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s 157
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f

LAND &SOILS MAP OF USABLE SITES FOR STORMWATER INFILTRATION TREATME. T E
OF SECONDARILY TREATED STORMWATER DISCHARGE ; �y�?` r-. F%
WITHIN THE CARTERET COUNTY COMMUNITY COLLEGE CAMPUS
Morehead City West Area - Carteret County - North Carolina
NOTE: Non -Colored soil areas have "" t F,rr 1" s�iosat
unsuitable soil materials, high amounts of
. .:... .... , .,` fj
.., S..,..drIST/
debis, <12" water table depths, too small 1 I. r---, 1�` �--->> _ ;.:. P-i I ansSIRrx
for usage, are currently developed, or
planned for development. This map
shows all future planned buildings and LJ
parking.
OT1 --
r
SCALE: 1 Inch = 200 Feet
(Soil Lines Paced & Approx)
JANUARY - 1996
LAND MANAGEMENT GROUP, INC
a
x
J
ATER
E-CEIVE
APR 2 51996 D
ati_M _PFS1J # E_-
oresre,�s L;.
ftfttd�!
Natural soils suitable for infiltration. Est water table +48 - 80".
`+ Est permeability 6->12 In/hr. Wando and Baymeade soils.
I +.�
'' Natural soils provisioanlly suitablefor infiltration with shallow basins. Est water table +24 - 48".
ti �•' " Est permeability 6 ->10In/hr. Wando. Seabrook, Conetoe, and Pactolus soils.
®Natural soils provisionally suitable for infiltration with shallow basin or berm basins. Est water table +12 - W.
Est permeability 0.5 - 5 in/hr. Pactolus, Leon -Dry, Conetoe, and Mandarin soils.
Historic sandy fill material suitable for Infiltration. Est water table+48 - 80". Est permeability 6 - >12 In/hr. Soils areclef
to medium sand historic fill with no debris or rubble.
Historic sandy fill materials provisonally suitable for Infiltration. Est water fable +24 - 48". Est permeabtlity 3 - 6 inthr. Soils are Iles
.t Ydl P;a: to medium sand historic fill, with none to minor amounts of surficial debris. Historic sand fit I is +40 - 70" thick.

(7IL7WO-runenALG van�
,%d 6)g2w J66. 2522
il4cGmmWtmc, ✓Yath Wa"� ssaos �j�� c��
.% 990-452-0009 4®�
D E C E I V E P 9.4i& 14
s�.,Y sAid... � APR 2 51996 -qq%/. 9'.A
f9' (/ &a,✓. ,4touioon y^yA•/'l,/ �/y 3805 90TA&v & .;A.
2840.7
PROJ #
DATE: December 31, 1995
SUBJECT: Preliminary land & soils evaluation of portions of the Carteret Community
College Campus (-30acres) to determine potential sites for final on -site
stormwater infiltration of secondarily treated stormwater. Tract located on
the southern side of U.S. liwy 70, within Morehead City, Carteret Co, NC.
TO: Mr. Ron Cullipher, P.E.
Stroud Engineering Company, P.A.
Hestron Plaza, Suite 102
Morehead City, NC 285157
[phone]
This evaluation and report is an extension of Land Management Group's 08/20/95 report,
which addressed suitability of the Carteret Community College tract for conventional
methods of stormwater treatment. The initial evaluation showed limited suitable soil areas
within convenient site locations for conventional treatment of stormwater. In August -
1995, NCDEH&NR-DEM rules regarding stormwater treatment were expanded under 15A-
NCAC-2H-.0200-.1008-h to include and encourage other alternative design methods.
This evaluation will further examine potential available sites for final stormwater infiltration
& treatment of pretreated stormwater. Additional stormwater treatment capacity is
fundamental to the short and long range expansion plans for the college's physical plant.
It is proposed to primarily treat the stormwater through a man-made wetlands / detention
pond system, with the treated waters being collected, and undergoing secondary
treatment and final disposal into shallow infiltration systems. Thus, the final infiltration
system should be capable of hydraulically accepting and disposing of the expected
pretreated flows (V rainfall), while maintaining aerobic conditions, and meeting or
exceeding conventional design standards. Since the stormwaters will be pretreated, prior
to final treatment/disposal through an infiltration system, it is assumed the site criteria of
a 2 ft separation could be lowered to a —1 ft separation.
The tract has many existing structures and extensive impervious cover. Future
development plans are for more buildings and parking expansion. Sites that are suitable
and available forfinal infiltration usage are limited. The enclosed land & soils map shows
the available land/soil types available for infiltration usage, based upon the long range

PAGE 2.
CARTERET COMMUNITY COLLEGE, STORMWATER
development plans for Carteret Community College (see map). Soil boring logs and
locations are available upon request. The following are brief descriptions of these land
and soil types:
The "Green" Areas (see map) are well to somewhat excessively well drained soils that
occur on sand ridges at the higher elevations. These soils have an estimated seasonal
high static water table +48 to 80 inches from the surface pending location and based
upon soil wetness indicators. Estimated permeability is >6 - 12 in/hr to +6 ft depths.
These soil types should be considered as suitable for conventional and innovative
infiltration stormwater system usage. Soil types found are Wando-dry phase, Baymeade
and Kureb.
The "Yellow" Areas (see map) are moderately well to well drained soils that occur on
sandy ridges at the higher elevations. These soils have an estimated seasonal high
water static water table +24 to 48 inches from the surface pending location and based
upon soil wetness indicators. Estimated permeability is >6 - 10 in/hr to +6 ft depths.
These soil types should be considered as provisionally suitable for conventional or
innovative infiltration stormwater usage if systems are kept shallow. Soil types found are
Wando, Seabrook, Conetoe, and Pactolus-dry phase.
The "Orange" Areas (see map) are somewhat poorly to moderately well drained soils
that occur on sandy sideslopes and low ridges at the intermediate to lower elevations.
Many of these sites are at the contact of foot slopes and thus receive lateral drainage
discharges from higher elevations. These soils have an estimated seasonal high water
static water table >12 - 24 inches from the surface pending location and based upon soil
wetness indicators. Estimated permeability is >0.52 - 5 in/hr to +2.5 - 6 ft depths. These
soil types should be considered as provisionally suitable for conventional or innovative
infiltration stormwater system usage, if systems are kept ultra -shallow with constructed
sidewall berms. Soil types found are Conetoe, Pactolus, Leon -dry phase, Mandarin -dry
phase, and Seabrook -wet phase.
The "Pale Yellow" Areas (see map) are somewhat excessively to well drained soils that
are historic (<1977) sandy fill materials. These sandy fill materials have clean, debris -
free, fine to medium sand textures that are +60 - 80" deep. These soils have an
estimated seasonal high water static water table +48 - 80 inches from the surface
pending location and based upon soil wetness indicators. Estimated permeability is >6 -
12 in/hr to +5 ft depths. These soil areas should be considered as suitable for
conventional or innovative infiltration stormwater system usage. Soil types found are
historic sand fill or Newhan.

PAGE 3.
CARTERET COMMUNITY COLLEGE, STORMWATER
The "Pale Green" Areas (see map) are moderately well to well drained soils that are
historic (<1977) sandy fill materials. These sandy fill materials have clean, debris -free,
fine to medium sand textures that are +40 - 70" deep. Some borings have shallow
surficial debris which is not prohibitive for stormwater usage after removal. These soils
have an estimated seasonal high water static water table +24 -48 inches from the surface
pending location and based upon soil wetness indicators. Estimated permeability is >3 -
8 in/hr to +4 ft depths. These soil areas should be considered as provisionally suitable
for conventional or innovative infiltration stormwater system usage with shallow or shallow
berm basins. Soil types found are historic sand fill or Corolla.
The "White and/or Gray" Areas (see map) represent areas that are either: currently
developed; planned for future development; are unsuitable due to seasonal high water
table, organic content, or restrictive horizons; or too small for usage. The map shows
all development within the long range plan for Carteret Community College. Soil types are
Arapahoe, Pactolus-wet phase, Leon -wet phase, unsuitable fill, or heavy debris areas.
Considering the soil and land resources available for conventional and innovative
stormwater infiltration treatment, careful iplanning and engineering design will need to be
exercised for the future expansion and development of the college to be in compliance
with NCDEH&NR-DEM stormwater regulations. This report and maps should assist in
planning for these future site improvements.
. i C A.t'J/J' c
Lary F. Baldwin, CPSS/SC
ARCPACS #2183; NCRCPS #133

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
November 29, 1995
Mr. Ron Cullipher, P.E.
Stroud Engineering
Hestron Plaza One, Suite 102
Morehead City, North Carolina 28405
Subject: Carteret Community College Stormwater Plan
Carteret County
Dear Mr. Cullipher:
The Wilmington Regional Office received a Stormwater Management Review Plan for Carteret
Community College on November 1, 1995. The review plan shows a combination of infiltration and wet
detention systems that will treat runoff from the; new development at the college. A preliminary review of
that information, as requested, has determined that the following comments will need to be considered prior
to submitting the application:
1. The SA water classification prohibits wet detention ponds, however the ponds you propose
do not discharge directly into surface waters, rather, the runoff is polished by infiltration.
This can justify the use of wet detention within SA waters, depending on the water table
separation that can be achieved. Alternative design criteria require that the infiltration system
not discharge in response to the design storm.
2. Do you have an idea of how much separation will be provided in the infiltration areas?
Infiltration can be approved in fill on a case by case basis. Use of good fill material and
explicit specifications for constructing the basin should be provided.
4. Will the runoff from the infiltration pond be able to overflow through a 50' vegetated filter?
5. Do you know the type of soil and the expected infiltration rate?
6. The redevelopment areas must show that either the rate of runoff is the same, or the amount
of impervious area is equal to or less than before.
7. The size of the systems must take into account the entire drainage area to it, including
existing facilities and redeveloped areas, if they cannot be routed around the system.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Cullipher
November 29, 1995
Stormwater Project No.
If you have any questions. concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\CARTCOLL.NOV
cc: Linda Lewis
Central Files

u
{1Li'J 0 � 1q°Pi
STROUD ENGINEERING, P.A.
HESTRON PLAZA ONE
SUITE 102
MOREHEAD CITY, NORTH CAROLINA 28557
[phone]
Mr. David Adkins
r" N.C. Division of Environmental Management
Water Quality Section
127 Cardinal Drive Extension
Wilmington, N.C. 28405
RE: Carteret Community College
Stormwater Management
Dear Mr. Adkins,
October 31, 1995
;U�Suv�H
ATE
I�uJnUU( N.LJV 0 ' 1995 U
DEM
F"JZ0J #
We have recently discussed impacts of the Stonnwater Runoff Regulations to the
implementation of the Master Development Plan for Carteret Community College. The
college has retained our services to refine their plan and incorporate the requirements of the
stormwater regulations.
Our first activity was a soils evaluation conducted by Lary Baldwin of Land
Management Group. A copy of his report is attached. The essential findings were that the
campus is faced with soils suitability problems, soils that would be typically used for
infiltration basins are not available. Seasonal wetness conditions are not in ranges that allow
conventional infiltration basins to be constructed with the two feet seasonal high water
separation requirements. As such, we have prepared four sheets of our plans which would
allow you to review our situation and comment on our design approach to meeting
redevelopment and innovative design.
The redevelopment aspects include demolition of existing impervious surfaces and
replacement with new facilities in the same approximate location.
Portions of the development submitted with the plan are submitted under the
innovative design approach. As previously discussed, innovative designs are somewhat
subjective in nature and no clear tract record has been demonstrated in North Carolina. Our
innovative design approach is utilizing established wet -detention technology except
incorporating a I %2" rainfall for 90% TSS removal. The drawdown from the outlet control
structure would be diverted from the wet -detention to an infiltration basin. This infiltration
basin would receive the 1 V2" 90% TSS removal treated effluent in infiltrate for final
polishing. However, the depth to water table would not necessarily be two feet below the
basin.
107 COMMERCE ST. HESTRON PLAZA ONE
SUITE B SUITE 102
GREENVILLE, NC 27858 MOREHEAD CITY, NC 28557
[phone] [phone]

Stroud Engineering, P.A.
October 31, 1995
Page 2
The excess water from the wet -detention facilities would be tied into the drainage
network on campus.
The college is concerned about it's Future growth potential and have taken some steps
to minimize the effects of impervious facilities. All future building construction is designated
as being designed to handle four story construction. Present heights have been limited to two
stories.
Please review the attached information and let me know if you concur that our
approach is innovative. We are in desperate need of adding parking facilities near the Civic
Center and would phase in remaining construction as funding would become available.
If you would like to discuss the concepts in further detail, please let me know.
Sincerely,
�,ad"Q a "
Ronald D. Cullipher, P.E.
RDC/kw
cc: Tommy Rhue
Fi1e:45/Adkins.[xt

II)IZ.aF7 �'(1)I'I'
raeculrea;tug _i`nrS; CDO) a OF

BURNETTE ARCHITECTURE & PLANNING
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OCTOBER 1994

CARTERET COMMUNITY COLLEGE
BOARD OF TRUSTEES
Grady W. Fulcher - Chairman
Paul D. Jenkins - Vice Chairman
Charles D. Adderholdt
Alice 11. Copes
Diane I-Towler . .
Joyce S. Masters
Dill D. Munden
James T. Spencer
F Thom Sty -on
s,p
I high C. Talton Jr.
Ann 11. Whitford
Ted P. Williamson
Dr. Donald W. Bryant, President
October 1994

MASTERPIAN
This document is so update to the previous Masterplan prepared in 1998. It indicates
projected future land use on the campus of Carteret Community College, as well as potential
phasing of new facilities.
A Masterplan is a decision making tool that will aid in future campus development. It
provides an orderly and organized approach to facilities expansion on the campus,
thereby providing for an organized and efficient use of construction funds.
The Masterplan seeks to enhance. and encourage the feeling of "Campus" and to take
advantage of the maritime selling.
SITE STRENGTHS AND LIABILITIES
Carteret Community College enjoys the unique benefit of having approximately 2490 feet
of shoreline on Bogue Sound, one of North Carolina's most beautiful estuaries. The waters
are of the "SA" classification and are therefore found to be clean and suitable for shell
fishing. Carteret Community College is one of the few community colleges in North
Carolina that fronts onto a saltwater body and the only one to face directly onto the
Outer Banks. This affords a beautiful view and a magnificent setting. However, along with
!hi. rh�.it'n Mneft _ ___ _ _ _ _ _ _ _
„,".,,,, ...,......,i..gly ,.,, a. fsticrai regulations regarding
valuable marine resources ^ such as the waters of Rogue Sound. Therefore, new
development on the campus must respond properly to the new regulations regarding ground
coverage, erosion and sedimentation control, and storm water runoff.
Direct shoreline access to Rogue Sound, the intraconstal waterway, and the Atlantic Ocean
provide a uniqueopportunity for the development of marine related curriculums. Thecampus
is also adjacent to North Carolina Marine Fisheries facilities and the University of North
Carolina Institute of Marine Science facility. Duke University Marine laboratories are
located a short distance from the campus on Pivers Island.
The campus accesses directly from U.S. highway 70 and from Banks Street, the college has
..excellent visibility and exposure to the community as well as tourists and others passing
through Carteret County.
EXISTING FACHA'f1ES
Existing facilities consist of several buildings spread throughout the college property
which house classrooms, labs, shops, administrative offices, storage and maintenance
facilities. The total heated space presently being utilized by the college for instructional and
administrative purposes is approximately 113,255 S.F. in nine buildings. The buildings are
as follows:
1. Main Building
52,377 S.F.
2. LRC
15,943 S.F.
3. lance M Smith Bldg.
6,000 S.F.
4. Wayne West Vocational
Bldg.
23,040 S.F.
5. Rostbuilding Bldg.
4,800 S.F.
6. hlid-Campus Bldg.
1,336 S.F.
7. Continuing Education
1,361 S.F.
8. Bldg. A classroom Bldg.
6,900 S.F.
9. Law Enforcement Bldg.
1,498 S.F.
Several rooms in the Civic Center are presently being utilized as classrooms on an as needed
basis.
'I he total existing property is approximately 29.8 acres.
COMMUNITY USE
Carteret Community College seeks to serve the citizens of Carteret County. Facilitiesonthe
collegecampus which are utilized by members of the community that are not otherwise
connected to The campus, such as Joslyn Hall, and the Civic Center are considered assets by
the college. 'They promote a closer interaction between the college and community and
allow the college to become a greater contributor to the community.

VEHICULAR CIRCULATION
The site can presently be entered from two locations on U. S. Highway 70 and one location
from Banks Street Vehicular circulation on the campus is presently considered to be
adequate The Masterplan does not recommend the alteration of present vehicular patterns.
PARKING
Parking continues to be a major issue.
There are approximately 610 designated parking spaces on the campus at this writing, and
approximately 113,255 S.F. of heated building spate The compares as a ratio of one parking
space for every 106 S. F. of building. This ratio is utilized as a guide for future site planning.
This Masterplan provides for an additional 102 parking spaces to accommodate anticipated
new building facilities. The ratio then becomes one parking apace for every 266 square feet of
building. Land is available for additional parking as need arises. Parking will account for a
large Portion of impervious site coverage.
PEDESTRIAN CIRCULATION
The pedestrian circulation patterns and vehicular patterns presently intermingle. It is
desirable to separate the two and yet still allow parking to he as convenient and near the
points of activity as possible. The development of a strong and well designed pedestrian
corridor along the shoreline, separated from vehicular traffic, will enhance the"Campus
Experieuee"fur atudeuts, staff, and visitors. This also allows for natural development of
functional and scenic outdoor spaces, which are well suited for the mild and temperate
climate of Carteret County. It is not realistic to expect a total separation of vehicular and
pedestrian traffics but this goal and its attendant benefits should be guid ing concept for
planning.
SIGNAGE
A uniform signage program is presently utilized, which helps to visually unify the campus
and provide a sense of order. This program should be continued and developed further.
VEGETATION AND LANDSCAPE DEVELOPMENT
Landscape can play an important role in the development of a unified campus and can help
put the finishing touches on the site. While landscaping is often viewed as a non essential
item and is often deleted under strict budgets, much is lost in its absence. Both aesthetic
and practical benefits are derived from proper landscaping. A well groomed and landscaped
site is beautiful and projects a positive image. Proper landscaping also assists in land
stabilization and erosion control.
We recommend that landscape design be given a high priority as the campus develops and
._ . that funds be allocated on a regular basis for maintenance of grounds and landscape.
GROUNDCOVERAGE
The campus consists of a site that is approximately 29A acres in aim including the property
of the old Highway Patrol Station.
Existing impervious coverage ( buildings, paved surfaces, and marl parking areas) is
approximately 452,363 S.F. or 35 % of the entire site. .
the completed Masterplan presents an impervious surfaceeoverage of approximately
751,706 S.F. or 57 % of the entire site. Adequate natural area must be maintained for
drainage, ground absorption, and stormwater runoff retention.
DRAINAGE I STORNI WATER RUNOFF
The waters of Bogue Sound are classified "SA". It is notpermissible to channel drainage
and runoff watersdirectly into the sound, unless the density of development is
sufficiently low to meet site exemption criteria as prescribed by the North Carolina
Department of environment Management. The development of the campus will exceed
the exemption requirements, and therefore all new development activities must comply. The
Masterplan concept incorporates land areas that are designated specifically for storm water
runoff management. It must be noted that environmental regulations which impact
estuaries such as Bogue Sound are often controversial and subject to change.

SITE U"IILIT1ES
The campus is serviced by utilities as follows:
1. Water - by the Town of Morehead City
2. Sewer - by the Town of Morehead City
3. Electricity - by Carolina Power & Light Company
The availability of future water supply for growing needs is adequate and can be served by
the Morehead City water system. The site is presently served by an 8 inch main line on
Arendell Street and a 6 inch line on Banks Street
Sewer capacity is also adequate for projected expansion requirements.
Electrical service is adequate for future development and should not impose any restrictive
influences on campus growth.
Projected needs and growth plans should be regularly coordinated with the Town of
Morehead City and Carolina Power & Light Company to insure their readiness and
preparation to respond to future oeeds
rnmuvc,
The existing campus is presently zoned as "Office and Professional'. This classification ham
a height restriction of 90 feet The large tract of land (approx. 6.4 acres) on the western end
of the campus (recently acquired)is zoned as"Unoffensive Industrial'. Thistractshould be
rezoned to be compatible with campus facility requirements. Additional parcels of land to the
north of the campus have also bun acquired. Consideration has been given to requesting a
zoning change for the entire campus to 'Institutional and Campus"classification. This
classification has a height restriction of fifty feet This issue should be carefully studied before
proceeding to ensure that the Institutional and Campus classification is best suited for future
needs.
ARCHITECTURE
The existing campus contains two distinct architectural identities, (1) the Main building,
and (2) the Civic Center and Learning Resources Center. The main building is clad with
brown brick and aggregate stone panels. The Civic Center /LRC is clad in split -faced
grey mammary units with exposed concrete beams and columns. The most recent new building
is classroom "A", which is clad in a brown brick to be color compatible with the main building.
When new buildings are added to the campus, it is recommended that brick be utilized to
match classroom "A" in so far as possible.
All campus buildings are presently 2 stories in height or less. It is recommended that future
facilities maintain this same height limitation. Maintaining building heights at this level is
desirable because of their impact to the "feel' of the Campus. Structures of a greater height
will begin to dominate the surroundings more so than the existing facilities. However, possible
growth requirements could necessitate the need for vertical as well as horizons] expansion.
Thus it has been determined that all future buildings and their various s)'stems (i.e. structural,
mechanical, electrical) to receive a third and fourth floor should the need arise. It is
recommended that the option for vertical expansion not be utilized unless no other reasonable
elternativem exist
Communications Technologies are expanding rapidly. It is recommended that all new facilities
be fitted with frberoplie and video cable networks as well as additional open conduit for
unforeseen developments.
PHASING
The phasing Concepts presented in the Masterplan represent a potential approach to
development Changing conditions and needs, availability of funds, and other items will
impact the phasing plan. The phasing is broken down into six phases. The purpose of this
breakdown is to show the various components of the plan in a simplified manner. This allows
greater flexibility and ease of evaluation of the various options and enhances the use of the
Masterplan as a decision making tool.
The plan should be updated regularly to reflect changing needs and resources.

TOTAL CAMPUS
Heated Space
Parking
m
m
® EXISTING BLBG's
EXISTING PAVING
113,255 S.F. (Cmu "hire "'®m] mty Colmep
610 Spaces �+�p'r��irt � �+I��'v�rt T�.(7e���� p
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TOTAL CAMPUS
Heated Space 126,241 S.F.
Parking 573 Spaces
'DESCRIPTION
Student Union Facility (2 Story Bldg.)
Ac Parking Lot
PHASE I
Heated Space Added 16,986 S.F.
Parking Added 15 Spaces
(Lose .52 Spaces)
De"elitian lance Smith Bldg.
(6000 S.F.)
0
ST
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ROGUE 90UN1
EXISTINC PAVING
PROPOSED BLDG's
0 PROPOSED PAVI\'C
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DESCRIPTION
IN 1
Add 2 Story Classroom Facility & Parking
To West Campus.
TOTAL CAMPUS
Heated Spare 143.IL5 S.F. Heated Space Added 16,084 S.F.
Parking 643 Spaces Parking Added 70 Spaces
Demolition Ezistiug Storage Hid,.
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BOGUS 60UNo -EXISTING PAVING
t PROPOSED DLDG's
Q PROPOSED PAVING
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TOTAL CAMPUS
Heated Space
Parking
DESCRIPTION
Pave Existing Marl Parking Lot
at Center Campus
PHASE 3
143,IZ5 S.F. Heated Space Added 0 S.F.
643 Spaces Parking Added 0 Spaces
EXISTING PAVING
PROPOSED PAVING
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TOTAL CAMPUS
Ileated Space 168,920 S.F.
Parking 712 Spaces
DESCRIPTION
Classroom Facility (2 Story)
& Parking at West Campus
PHASE 4
Ifeatcd Space Addcd 25.795 S.F.
Parking Added 69 Spaces
I
-�CMVgy 7070
J
BOGUS BOI.NO
0 EXISTING PAVINC
PROPOSED DLDC's
0 PROPOSED PAVING
( •�iric'rc�((mmninnuini(� 'aille'�e,
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DESCRIPTION
Classroom Facility (2 Story) To Form
Cluster at Classroom "A"
TOTAL CAMPUS PHASE 5
Heated Space 180,920 S.F. Heated Space Added 12,000 S.F.
Parking 712 Spaces Parking Added 0 Spaces
Q F,XISTING PA F ING
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UESCPIPTION
Classroom Facility (Two Story)
To Complete Building Cluster at Bldg. "A"
TOTAL CAMPUS PHASE 6
Heated Space 198,920 S.F. Heated Space Added 18,000 S.F.
Parking 712 Spaces Parking Added 0 Spaces
I� EXISTING PAVING
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TOTAL CAMPUS
DESCRIPTION
Renovate Law Enforcement Building,
Afove Boat Storage, & Create Parking Area
PHASE ?
Heated Space 190,920 S.F. Heated Space Added 0 S.F.
Parking 752 Spaces Parking Added 40 Spaces (Est.)
0 PROPOSED NEff PAl7NG
0 EXISTING PAVING
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DESCRIPTION
Office & Elevator Addition & Renovation
To Wayne West Building
TOTAL CAMPUS PHASE 7
Heated Space 204,200 S.F. Heated Space Added 5200 S.F.
Parking 752 Spaces Parking Added 40 Spaces (Est.)
PROPOSED ADDITION
Q F,XISTING PA47NG
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Burnette Architecture & Planning

DESCRIPTION _
Remove DOaL Building & Fa rahaosa. Add Cfaayrorm
Facfhtics, (Jf 'hrn Story Doildmgs 0 12,000 S.F. Each,
It Dcmork Parking 'Area. Add Mainirrt:mcr Farch Dose
AL Present Mal, Lcnencc Yard.
TOTAL, CAMPUS _ PHASE _
fieoted Spaca 240,200 S.F. Ifeated Spare Addcd 416,000 S.F.
Parking 790 Spara+ Parking Added 40 Spaces
EXISTING PAVfNQ
ID PROPOSED PAVING
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TOTAL CAMPUS
IfenlcJ SDacn 240,200 S
Parkinpl 792 SPacce
[
R'c��7 PROPOSED OLDG'v
[^^.
i'..... EXISTING PAYING
PROPOSED PAYING
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PLAN
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A fall commnniculion9 network is projected.
linking the IRC. elassroorns. k administration
spaces across the. campus. The following nmdes
will he provided:
Datn:_.yiher Optic Cable
Video:___Video Cshb:
Aodio:____l.xisl.ing Telephone System
ry �gpII�PrrQra�Il�rar(p�vC wl�GrmlIIipl�iIlf�1�11rI��7rt�Q"aRRe�ge
� u..®1VlS1VllW tVll�l.['11llli�lV�IVICr II VV �Ib�lh\
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I REMOVE EXISTING WOOD STRUCTURES 'k OPEN
IAND FOR FUTURE. PARKING.
2. INVESTIGATR SUAREO PARKING W1TII COUNTY MUSEUM.
3. DEVELDI'MENT OF PEDESTRIAN CORRIDOR.
I tgay
ILONG R1 G E HOMO
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COST PROIECTIO\S
PHASEI -----------------------------------------------
$2,100,000
PHASE2---------------------------------------------
$1,690,810
PHASE3--------------------------------------------
$ 56,875
PHASE4---------------------------------------------
$2,450,425
PHASE------------------------- — ----------------- --
$1,156,090
$�0-080"
PHASE6---------------------------------------------
UNIFORM SIGNAGE (EST.) ----------------------
S 10,000
ENTRY SIGNAGE (EST.) ----------------------
$ 20,000
COMMUNICATIONS NETWORK (EST)---------
$ 300,000
SITE LIGHTING (EST.) ----------------------------
$ 50,000
UTILITIES (ES T.)--------------------------------------
$ 100,000
LANDSCAPING -------------------------------------
$ 35,000
SOIL BORINGS ------------------------------------
$ 7,200
SURVEYS $1000 X 6 PHASES ------------------
$ 6,000
OWNER CONSTRUCTION TESTS --------------
$ 20,000
STORMWATER RUNOFF -------------------------
S 75,000
CONTINGENCY C 5% -------------------------------
$ 45
TOTAL PROJECTED COSTS slt1 1i6ff'
>i�- 00T vPoAT p F02 f=v-rc ze r s