SW8070323_Historical File_20070328

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
March 28. 2007
Robert D. Shipp, Jr.,
Carteret County ABC
410 Live Oak Street
Beaufort, NC 28516
Supervisor/General Manager
Board
Subject: Stormwater Permit No. SW8 070323
ABC Store — Town of Beaurfort
High Density Project
Carteret County
Dear Mr. Shipp:
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for ABC Store -Town of Beaurfort on March 27, 2007. 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 070323 dated March 28, 2007, for the construction of the subject project.
This permit shall be effective from the date of issuance until March 28, 2017, and shall be
subject to the conditions and limitations 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 adjudicatory hearing upon written request within thirty (30) days
following receipt of this permit. This request must be in the form of a written petition,
conforming to Chapter 150B of 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 matter, please
contact Chris Baker, or me at [phone].
Sinc1y,
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/csb: S:IWQSISTORMWATIPERMIT1070323.mar07
cc: Peter W. Sokalski, P.E., Appian Consulting Engineers, PA
Carteret County Building Inspections
Division of Coastal Management
Chris Baker
Wilmington Regional Office
Central Files one
rCarol' a
r
North Carolina Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 Phone [phone] Customer Service
Internet: www.newa=uality.org Location: N. 512 Salisbury St. Raleigh, NC 27604 Fax [phone]
An Equal OpportunitylAffirmative Action Employer-50% Recycledl110% Post Consumer Paper

State Stormwater Management Systems
Permit No. SW8 070323
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY 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
PERMISSION IS HEREBY GRANTED TO
Robert D. Shipp and Carteret County ABC Board
ABC Store — Town of Beaufort
1791 Live Oak Street, Carteret County
FOR THE
construction, operation and maintenance of an infiltration basin in compliance with the
provisions of 15A NCAC 2H .1000 (hereafter referred to as the "stormwater 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 March 28, 2017, and shall
be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Section 1.6 on page 3 of this permit. The stormwater
control has been designed to handle the runoff from 88,863 square feet of
impervious area.
3. The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans. The built -upon area for the future
development is limited to 57,935 square feet.
4. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans.
5. The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system.
Page 2 of 7

State Stormwater Management Systems
Permit No. SW8 070323
6. The following design criteria have been provided in the infiltration basin and must
be maintained at design condition:
a. Drainage Area, acres:
3.71
Onsite, ft2:
161,608
Offsite, ft2:
None
b. Total Impervious Surfaces, ft2:
88,863
C. Design Storm, inches:
1.5
d. Basin Depth, feet:
1
e. Bottom Elevation, FMSL:
10.1
f. Bottom Surface Area, ft2:
11,375
g. Bypass Weir Elevation, FMSL:
**
h. Permitted Storage Volume, ft3:
11,375
i. Type of Soil:
Sandy Loam
j. Expected Infiltration Rate, in/hr:
0.62
k. Seasonal High Water Table, FMSL:
8.1
I. Time to Draw Down, hours:
7.2
M. Receiving Stream/River Basin:
UT to Turner Creek / White Oak
n. Stream Index Number:
21-35-1-11-1
o. Classification of Water Body:
"SA;HQW"
** Stormwater runoff is collected in two detention basins then pumped to the
infiltration basin. Each detention basin has
a spillway properly designed to
overflow after collecting the required 1.5" storm event.
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency. The approved Operation and Maintenance Plan must be followed in
its 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 slopes and the vegetated filter.
d. immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and
specifications.
Page 3 of 7

State Stormwater Management Systems
Permit No. SW8 070323
f. Debris removal and unclogging of bypass structure, infiltration media, flow
spreader, catch basins, piping and vegetated filter.
g. A clear access path to the bypass structure must be available at all times.
4. Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ. The records will indicate the date,
activity, name of person performing the work and what actions were taken.
5. The facilities shall be constructed as shown on the approved plans. 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.
6. 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. A
modification may be required for those deviations.
7. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
8. Access to the stormwater facilities shall be maintained via appropriate
easements at all times.
9. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
e. Further subdivision, acquisition, lease or sale of all or part of the project
area. The project area is defined as all property owned by the permittee,
for which Sedimentation and Erosion Control Plan approval or a CAMA
Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
10. The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction.
11. 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.
12. 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.
Page 4 of 7

State Stormwater Management Systems
Permit No. SW8 070323
III. GENERAL CONDITIONS
This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a formal permit transfer request to the Division of Water Quality,
accompanied by a completed name/ownership change form, 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. The permittee is responsible for compliance with all permit
conditions until such time as the Division approves the transfer request.
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 143-215.6A to 143-215.6C.
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) having 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 DENR Staff permission to enter the property during normal
business hours 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.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days.
Permit issued this t 28th day of March, 2007.
NORT C OLINA VI ONMENTAL MANAGEMENT COMMISSION
for Alan W. Klimek, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No. SW8 070323
ABC Store — Town of Beaufort
Stormwater Permit No. SW8 070323
Carteret County
Designer's Certification
I, , as a duly registered
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.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
SEAL
Page 6 of 7

State Stormwater Management Systems
Permit No. SW8 070323
Certification Requirements:
1. The drainage area to the system contains approximately the permitted
acreage.
2. The drainage area to the system contains no more than the permitted
amount of built -upon area.
3. All the built -upon area associated with the project is graded such that the
runoff drains to the system.
4. All roof drains are located such that the runoff is directed into the system.
5. The bypass structure weir elevation is per the approved plan.
6. The bypass structure is located per the approved plans.
7. A Trash Rack is provided on the bypass structure.
8. All slopes are grassed with permanent vegetation.
9. Vegetated slopes are no steeper than 3:1.
10. The inlets are located per the approved plans and do not cause short-
circuiting of the system.
11. The permitted amounts of surface area and/or volume have been
provided.
12. All required design depths are provided.
13. All required parts of the system are provided.
14. The required system dimensions are provided per the approved plans.
cc: NCDENR-DWQ Regional Office
Carteret County Building Inspections
Page 7 of 7

OFFICE USE ONLY
Date Received
Fee Paid
Permit Number
'S ! %-7 /O 7
44co0
I Sw 07 0 3 X
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Carteret County ABC Board
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Robert D. Shipp, Jr., Supervisor/General Manager
3. Mailing Address for person listed in item 2 above:
410 Live Oak Street
City: Beaufort State: NC Zip: 28516
Telephone Number: (252 ) 782-4269
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
ABC Store - Town of Beaufort
5. Location of Project. (street address):
1791 Live Oak Street
City: Beaufort County: Carteret
6. Directions to project (from nearest major intersection):
Approximately 1 mile north along US Hwy. 70 from the intersection of NC 101 and US Hwy. 70 (Live Oak Street)
7. Latitude: 34.73423 Longitude:-76.64059 of project
8. Contact person who can answer questions about the project:
Name: Peter W. Sokalski, PE Telephone Number: ( 252 ) 972-7703
II. PERMIT INFORMATION:
1. Specify whether project is (check one):
X New
Form SWU-101 Version 3.99 Page I of 4
Renewal Modification

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number and its issue date (if known)
3. Specify the type of project (check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major K Sedimentation/Erosion Control 404/401 Permit X NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
in. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Stormwater will be treated utilizing infiltration basin located at the rear of the property. See attached narrative for
additional explanation.
2. Stormwater runoff from this project drains to the White Oak
3. Total Project Area: 8.32
River basin.
acres 4. Project Built Upon Area: 8.53 (24.52% Fut.) %
5. How many drainage areas does the project have? 1
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
Unnamed Tributary of Turner Creek
Unnamed Tributary of Turner Creek
Receiving Stream Class
SA; HQW
SA; HQW
Drainage Area
0.82 Ac
2.89
Existing Impervious* Area
0.066 Ac (Removed)
0
Proposed Impervious*Area
0.71 Ac
1.33 Ac (Future)
% Impervious* Area (total)
86.59%
46.02% (Future)
Impervious* Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings
6,992 sf (0.16 Ac)
17,000 sf (0.39 Ac)
On -site Streets
On -site Parking
22,759 sf (0.52 Ac)
39,011 sf (0.90 Ac)
On -site Sidewalks
1,177 sf (0.03 Ac)
1,924 sf (0.04 Ac)
Other on -site
Off -site
Total: 30,928 sf (0.71 Ac)
Total: 57,935 sf (1.33 Ac)
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
Form SWU-101 Version 3.99 Page 2 of 4

7. How was the off -site impervious area listed above derived? N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built -upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Supplement
Form SWU-109
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form PW s
• One copy of the applicable Supplement Form(s) for each BMP PW S
• Permit application processing fee of $420 (payable to NCDENR) PW S
• Detailed narrative description of stormwater treatment/management PW S
• Two copies of plans and specifications, including: PW S
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
Original contours, proposed contours, spot elevations, finished floor elevations
Details of roads, drainage features, collection systems, and stormwater control measures
Wetlands delineated, or a note on plans that none exist
Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): Appian Consulting Engineers, PA
Mailing Address: P.O. Box 7966
City: Rocky Mount
State: NC
Zip: 27803
Phone: ( 252 ) 972-7703 Fax: ( 252 )972-7638
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Robert D. Shipp, Jr., Supervisor/General Manager
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H .1000.
Signature: io oal Date: 3'-aa- amri
Form SWU-101 Version 3.99 Page 4 of 4

IfGM
MM
"PiAwill
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL 3 STRUCTURAL ENGINEERS
R tl1e NE ENYVI ONMENTAL SERVICES
841 S. Wesleyan Boulevard
P.O. Box 7966
Rocky Mount, North Carolina 27803
elephone [phone]
Fax [phone]
e-mail: admin0aDpianenQineers_com
Web: AppianEngineers.com
LETTER OF TRANSMITTAL
DATE: March 26, 2007 I APPIAN JOB NO.: 06-083
t"
PROJECT:
Mr. Chris Baker
NCDENR - Stormwater Program
127 Cardinal Drive Extension
Wilmington. NC 28405
ABC Store - Beaufort
GENTLEMEN: We are sending you ® herewith ❑ under separate cover:
SUBMITTAL FOR-
CODE
FOR APPROVAL
1
FOR YOUR USE
2
AS REQUESTED
3
BID TAB DISTRIBUTION
4
❑
APPROVED PERMITS
5
❑
ACTION
CODE
APPROVED
A
❑
APPROVED AS NOTED
B
❑
NOT APPROVED
c
❑
REVISE AND RESUBMIT
D
❑
PLEASE SIGN AND RETURN
E
❑
PRINT
COPIES
DRAWING NUMBER
(REVISION NO. OR DATE)
DESCRIPTION
CODE
1
Modified Permit Sheet 2 of 4
1
Appian Check #16043
$4000 express permiting fee
2
Sets of modified plans (Sheets CE-3 & 4)
Kr R 2 7 �007
REMARKS. -
Mr. Baker,
Attached are the modified Information as requested. Thank you!
Sentby: First Class Mail
❑
UPS Next Day I AM
10
UPS Next 2nd Day
❑
Federal Express
❑
Faxed
❑
Hand Delivered
Pick Up
❑
cc: File
ff enclosures received are not as listed above, ldndiynod& at once.
Thank vou.
3.14
[i=`7
Received By Date

r IF
LETTER OF TRANSMITTAL
` - o o -
M! . DATE: APPIAN JOB NO.
an
6/21/2007
CONSULTING ENGINEERS, PA
TO:
CML, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
inward Beak
841 S. Wesleyan Boulevard
Division of Water Quality
P.O. Box 7966
Rocky Mount, North Carolina 27603
Telephone [phone]
Fax [phone]
PROJECT:
e-mail: admin@appianengineem.c:om
ABC Store - Town of Beaufort
Web. ApphmEnl ineers.com
GENTLEMEN: We are sending you (X) herewith ( ) under separate cover:
SUBMIT VAL FM-
CODE
FOR APPROVAL
1
FOR YOUR INFORMATION
2
AS REQUESTED
3
BID TAB DISTWBUTION
4
APPROVED PERMITS
5
REVIEW AND COMMENT
6
PLEASE SXW AND RETURN
7
PLEASE SUBMIT A PRICE
6
X
ACTION
CODE
APPROVED
A
AS NOTED
B
APPROVED
C
PmE AND RESUBMIT
D
PLEASE SIGN AND RETURN
E
MODIFIED AS REQUESTED, RETU
F
FLLL oUT AND RETURN
G
06-00
IRA
PRINTS I
COPIES
DRAWING NUMBER
(REVISION NO. OR DATE)
DESCRIPTION
CODE
1
Original Designer's Cerd reste WSW
3
Remarks:
TnanK you.
First Class Mail X
UPS Next Day I AM
UPS Next 2nd Day
Federal Express
Faxed
Hand Delivered
Picked Up
cc: File
Bob Shipp - ABC Board
Jimmy Mercer - Eddie Cameron Construction
server .acestandard brms.officeforms leWroltransmit aLdoc
lf�" received are not as fisted above, kindly nodfy at once.
7hWA �4
BY= Dame. June 21, 2007
Recipients Signature: Date:

Environmental Consultants,
Job # 10653.51
Appian Consulting Engineers
841 South Weslyn Blvd.
Rocky Mount, NC 27803
Re: Detailed Soils Evaluation for Stormwater Infiltration Basin at Proposed ABC
Store, Hwy 70, Beaufort, NC. & NCDWQ Site Meeting Results.
Dear Appian Corsulting:
Soil & Environmental Consultants, PA (S&EC) performed a detailed soils evaluation at
the proposed ABC Store Site, looted on Hwy 70 in Beaufort, Carteret County, NC. You
provided a map showing the location of the proposed infiltration pond and where soil
borings should be performed by S&EC, PA. At the indicated locations the following were
performed: 4 profile descriptions to seven feet (or as deep as possible with hand augers),
apparent water table measut esnenls, and estimation of pearnesbility, hydraulic
conductivity, and seasonal high water table. The purpose of this evaluation was to
provide you with additional information for designing stormwater infiltration basins. The
following is a brief report of the methods utilized in this evaluation and the results
obtained.
A site evaluation was performed by Walter Cole, NCLSS to acquire the information you
needed. The evaluation was performed by making hand auger borings to a depth of 7 feet
at four locations which were located with a GPS receiver and are shown an the attached
map and. identifying and recording the: soil morphological conditions at those four
locations in order to develop soil profile descriptions, which are also included with this
report and shown on the attached map.
The soils varied little over the sites with most borings consisting of a sandy loam surface
horizons and sandy clay loam subsurface horizons. The lower portion of the profile
consisted of mottled fine loamy sand marine deposits that are saturated. Because all soil
horizons had a soil colorof du+oma 2 or less, we were unable to determine the seasonal
high water table using soil dm ma color, however, we were able to measure the apparent
water table directly. Please note that infiltration systems must be a minimum of two feet
above the seasonal high water table. ). The apparent water table ranged from a low of 20
inches to a high of 26 inches. Under current regulations, the bottom of any infiltration
systems must be a minimum of two feet above the seasonal high water table, so it would
be necessary to bring in fill material to this site. Based on our site meeting with Mr.
Vincent Lewis of the NCDWQ, the bottom of the proposed stormwater infiltration
basin must be at natural ground. elevation.
Charlotte CHIke• chwwboro OBce•
236 LePMp Cm % Suite C 3817E LavAW& Drive
Concord, NC 29025 Cmeasboro, NC 27455
%mme: (704) 720-0-40 Phnw. : (336) 5a248234•
Fax: [phone] Fax: [phone]

Soil borings 1-4 all had sandy clay loam subsurface horizons that have an estimated
hydraulic conductivity of 0.14 —1.4 inches per hour. Although saturated hydraulic
aonductmty vaemwernents would be needed to definitively itively slaw OW tbese layers am
below the 0.52 inches per hour threshold, we feel that any testing will reveal that this
texture will not meet the threshold, and that the excavation of the sandy clay layers and
replacement with sand would be necessary. Based on our sibs meeting with Mr.
Vincent Lewis of the NCDW% it was agreed that the sandy clay loam (Btg & BCg)
soil horizons must be removed from the proposed stormwater infiltration basin,
which will result in the excavation of approzimatdy 4 feet of soli from existing
natural ground elevation and then the entire area bath -filled with clean sandy soil.
In conclusion, it was.sgreed that the bottom of the proposed sbormwater infiltration
basin must be at natural ground elevation, the sandy clay loam (Btg & BCg) soil
horizons must be removed, the stornmater infiltration basin should be located as
close to the existing drainage ditch as possible, and the old berm adjacent to the
existing drainage ditch should be breached.
Soil &Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the sncrosfW completion of the project: Please feel free to
call with any questions or comments.
Sincerely,
*-07
Walter Cole
NC Licensed Soil Scientist #1267

PONY CALCUIA, T!

a e
Ap?;An PROJECT:SHEET NO. OF
APPIAN CONSULTING ENGINEERS, PA DATE: Ety
841 South Wesleyan Blvd., Rocky Mount, NC 27803
P.O. Box 7966, Rocky Mount, NC 27804

C
W
i.n
0J2 0O t
u.U. — W i
in
O_
—
—
— — —
—
•-
—
r
C O> O r N
N
r
r O!
b
G! t+
O
co
N
N r
M N M
4
Co
N 4.
O O
r
Qf
Of
W r
?.
M
O CO r O
O
h
O O
Cs
M
C
N
d?
N
h
r
w
4�0
O
m
r
m
a
o
c
W
-0p
M
•p
m w
CL
�
O
�S
x=
g
O
i-
3
W
m -
v
v
ti
GI
`•
^
�
m
w
cep
v ro m
a3+
Q
;W
di
+'
O
O
C.
O O C
ti
n
�•
O
LL
'O
m
'40
CO
O
x h V
=
•o
T-
co
m0 .9 -9
co
�
c
c
m
a a a
0 qu
} of
1=
a
o
V
v
w
rj
uS U)
N
C•
e
V
N
Q
Oi
g
�..
O
—
•O
aoOD
m
c
Ci
Gi
cC
co m co co co co
O
O
O
i s
C]
O
c
M
•y
=
71 40
�
fA
_ _
?r
_
-
pC
Pi
CL
w
y •
O
•O
O
•�
O
r
ol
�
�
�
LL
m
U •O
0
OO
4 m m do. m
N
C
y,
�
>S
co
m m�lpe
a
®:
p•
N
Oa
is
H
Ai
O a
in m
O
r
cl
2 M c M
x
::
to
O
m O
A M
CO 60
y Goco

®e
di'�id11
WX
APPIAN CONSULTING ENGINEERS, PA
841 South Wesleyan Blvd., "Mount, NC 27803
P.O. Box 7966, Rocky Mount, NC 27804
PROJECT: Ate- 51bae - SHEET NO. OF
DATE: gy;

�SUbcafi Reach qri Li11(
Pond 1
Drainage Diagram for Storage Ponds
Prepared by Appian Consulting Engineers, PA 3/23/2007
HydroCAD® 8.00 s!n 003967 0 2006 HydroCAD Software Solutions LLC

Storage Ponds
Prepared by Appian Consulting Engineers, PA Page 2
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Area Listing (all nodes)
Area (acressi CN Description (subcats)
0.040 86 Newly graded area, HSG B (1 S)
0.540 98 Paved roads w/curbs & sewers (1 S)
0.580

Storage Ponds
Prepared by Appian Consulting Engineers, PA
HydroCADO 8.00 s!n 003967 ® 2006 HvdroCAD snfh
Solutions
Type it 24-hr 1.5" Rainfall=1.78"
Page 3
Time span=1.00-40.00 hrs, dt=0.05 hrs, 781 points
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/imperv.
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Area 1 Ruoff Area=0.580 ac Runoff Depth=1.50"
Flow Length=280' Slope=0.0200'P Tc=4.1 min CN=86/98 Runoff=1.44 cfs 0.072 of
Pond 2P: Pond 1 Peak Elev--8.5T Storage=1,330 cf Inflow=1.44 cfs 0.072 of
Outfkmr-0.08 cfs 0.072 of
Total Runoff Area = 0.580 ac Runoff Volume = 0.072 of Average Runoff Depth =1.50"
&90% Pervious Area = 0.040 ac 93.10% Impervious Area = 0.540 ac

Storage Ponds Type ff 24-hr 1.5- Rainfall=l * 78"
Prepared by Appian Consulting Engineers, PA Page 4
HydroCADS 8.00 s1n 003967 0 2006 HydroCAD Software Solutions LLC 3123/2007
Subcatchment IS: Area 1
Runoff = 1.44 cfs @ 11.94 hrs, Volume= 0.072 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span= 1.00-40.00 hrs, dt= 0.05 hrs
Type 11 24-hr 1.5" Rainfall=1.78"
Area (ac) CN Description
0.540 98 Paved roads w/curbs & sewers
0-040 86 Newly graded area. HSG B
0.580 97 Weighted Average
0.040 86 Pervious Area
0.540 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft1ft) (ft/sec) (cfs)
4.1 280 0.0200 1.14 Lag/CN Method, Overland
1 2 3 4 5 6 7 8 9 10 1112
cfs
TV
unoff
1718 1920 2122:
Time (hours)
38 39 40

Storage Ponds Type R 24-hr 1.5" Rainfall=1.78"
Prepared by Appian Consulting Engineers, PA Page 5
HydroCAD® 8.00 sln 003967 ® 2006 HydroCAD Software Solutions LLC 3123/2007
Hydrograph for Subcatchment IS: Area 1
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
(inches)
(inches)
(inches)
(cfs)
1.00
0.02
0.00
0.00
0.00
1.50
0.03
0.00
0.00
0.00
2.00
0.04
0.00
0.00
0.00
2.50
0.05
0.00
0.00
0.00
3.00
0.06
0.00
0.00
0.00
3.50
0.07
0.00
0.00
0.00
4.00
0.09
0.00
0.01
0.00
4.50
0.10
0.00
0.01
0.01
5.00
0.11
0.00
0.02
0.01
5.50
0.13
0.00
0.03
0.01
6.00
0.14
0.00
0.03
0.01
6.50
0.16
0.00
0.04
0.01
7.00
0.18
0.00
0.05
0.01
7.50
0.19
0.00
0.07
0.01
8.00
0.21
0.00
0.08
0.01
8.50
0.24
0.00
0.09
0.02
9.00
0.26
0.00
0.11
0.02
9.50
0.29
0.00
0.14
0.02
10.00
0.32
0.00
0.16
0.03
10.50
0.36
0.00
0.20
0.04
11.00
0.42
0.00
0.25
0.06
11.50
0.50
0.02
0.32
0.10
12.00
1.18
029
0.97
1.06
12.50
1.31
0.37
1.09
0.10
13.00
1.37
0.41
1.16
0.06
13.50
1.42
0.44
1.20
0.05
14.00
1.46
0.47
1.24
0.04
14.50
1.49
0.49
1.27
0.03
15.00
1.52
0.50
1.30
0.03
15.50
1.54
0.52
1.32
0.03
16.00
1.57
0.54
1.35
0.02
16.50
1.59
0.55
1.37
0.02
17.00
1.61
0.56
1.38
0.02
17.50
1.62
0.58
1.40
0.02
18.00
1.64
0.59
1 A2
0.02
18.50
1.65
0.60
1.43
0.02
19.00
1.67
0.61
1.45
0.02
19.50
1.68
0.62
1.46
0.01
20.00
1.69
0.63
1.47
0.01
20.50
1.71
0.63
1.48
0.01
21.00
1.72
0.64
1.49
0.01
21.50
1.73
0.65
1.51
0.01
22.00
1.74
0.66
1.52
0.01
22.50
1.75
0.66
1.53
0.01
23.00
1.76
0.67
1.54
0.01
23.50
1.77
0.68
1.55
0.01
24.00
1.78
0.69
1.56
0.01
24.50
1.78
0.69
1.56
0.00
25.00
1.78
0.69
1.56
0.00
25.50
1.78
0.69
1.56
0.00
26.00
1.78
0.69
1.56
0.00
26.50
1.78
0.69
1.56
0.00
27.00
1.78
0.69
1.56
0.00
27.50
1.78
0.69
1.56
0.00
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
(inches)
(inches)
(inches)
WS)
28.00
1.78
0.69
1.56
0.00
28.50
1.78
0.69
1.56
0.00
29.00
1.78
0.69
1.56
0.00
29.50
1.78
0.69
1.56
0.00
30.00
1.78
0.69
1.56
0.00
30.50
1.78
0.69
1.56
0.00
31.00
1.78
0.69
1.56
0.00
31.50
1.79
0.69
1.56
0.00
32.00
1.78
0.69
1.56
0.00
32.50
1.78
0.69
1.56
0.00
33.00
1.78
0.69
1.56
0.00
33.50
1.78
0.69
1.56
0.00
34.00
1.78
0.69
1.56
0.00
34.50
1.78
0.69
1.56
0.00
35.00
1.78
0.69
1.56
0.00
35.50
1.78
0.69
1.56
0.00
36.00
1.78
0.69
1.56
0.00
36.50
1.78
0.69
1.56
0.00
37.00
1.78
0.69
1.56
0.00
37.50
1.78
0.69
1.56
0.00
38.00
1.78
0.69
1.56
0.00
38.50
1.78
0.69
1.56
0.00
39.00
1.78
0.69
1.56
0.00
39.50
1.78
0.69
1.56
0.00
40.00
1.78
0.69
1.56
0.00

Storage Ponds
Prepared by Appian Consulting Engineers, PA
HydroCADS 8.00 s/n 003967 0 2006 HydroCAD Softy
Solutions LLC
Type l/ 24-hr 1.5" Rainfall=1.78"
Page 6
Pond 2P: Pond 1
Inflow Area =
0.580 ac,
Inflow Depth = 1.50"
for 1.5" event
Inflow =
1.44 c% @
11.94 hrs, Volume=
0.072 of
Outflow =
0.08 cfs @
12.66 hrs, Volume=
0.072 af, Men= 94%, Lag= 43.1 min
Primary =
0.08 cfs @
12.66 firs, Volume=
0.072 of
Routing by Stor-Ind method, Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 8.57' @ 12.66 hrs Surf.Area= 2,745 sf Storage= 1,330 cf
Plug -Flow detention time=127.7 min calculated for 0.072 of (100% of inflow)
Center -of -Mass det. time= 127.5 min ( 895.3 - 767.7 )
Volume Invert Avail.Storage Storage Description
#1 8.00' 2,635 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation SurfArea Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.00 1,890 0 0
9.00 3,380 2,635 2,635
Device Routing Invert Outlet Devices
#1 Primary 6.60' 8.0" x 35.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 6.25' S= 0.0100 T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 6.60' 1.5" Verb OrifrcefGrate C= 0.600
#3 Primary 8.70' 30.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.08 cfs @ 12.66 hrs HW=8.57' (Free Discharge)
1=Culvert (Passes 0.08 cfs of 1.96 cfs potential flow)
t-2=0rifice/Grate (Orifice Controls 0.08 cfs @ 6.66 fps)
3=13road-Crested Rectangular Weir ( Controls 0.00 cfs)

Storage Ponds Type 1124-hr 1.5" Rainfa1F1.78"
Prepared by Appian Consulting Engineers, PA Page 7
HydroCAD® 8.00 s!n 003967 0 2006 HydroCAD Software Solutions LLC 3/23/2007
n Inflow
p Primary

Storage Ponds Type /I 24-hr 1.5" Rainfall=1.78"
Prepared by Appian Consulting Engineers, PA Page 8
HydroCAD® 8.00 sln 003967 ® 2006 H droCAD Software Solutions LLC 3/23/2007
Hydrograph for Pond 2P: Pond 1
Time
Inflow
Storage
Elevation
Primary
(hours)
(ds)
(cubic -feet)
(feet)
(cfs)
1.00
0.00
0
8.00
0.00
2.00
0.00
0
8.00
0.00
3.00
0.00
1
8.00
0.00
4.00
0.00
1
8.00
0.00
5.00
0.01
2
8.00
0.01
6.00
0.01
3
8.00
0.01
7.00
0.01
3
8.00
0.01
8.00
0.01
4
8.00
0.01
9.00
0.02
6
8.00
0.02
10.00
0.03
8
8.00
0.03
11.00
0.06
16
8.01
0.06
12.00
1.06
1,053
8.47
0.08
13.00
0.06
1,319
8.67
0.08
14.00
0.04
1,205
8.53
0.08
15.00
0.03
1,039
8.46
0.08
16.00
0.02
854
8.39
0.08
17.00
0.02
657
8.31
0.08
18.00
0.02
458
8.22
0.07
19.00
0.02
257
8.13
0.07
20.00
0.01
56
8.03
0.07
21.00
0.01
4
8.00
0.01
22.00
0.01
3
8.00
0.01
23.00
0.01
3
8.00
0.01
24.00
0.01
3
8.00
0.01
25.00
0.00
0
8.00
0.00
26.00
0.00
0
8.00
0.00
27.00
0.00
0
8.00
0.00
28.00
0.00
0
8.00
0.00
29.00
0.00
0
8.00
0.00
30.00
0.00
0
8.00
0.00
31.00
0.00
0
8.00
0.00
32.00
0.00
0
8.00
0.00
33.00
0.00
0
8.00
0.00
34.00
0.00
0
8.00
0.00
35.00
0.00
0
8.00
0.00
36.00
0.00
0
8.00
0.00
37.00
0.00
0
8.00
0.00
38.00
0.00
0
8.00
0.00
39.00
0.00
0
8.00
0.00
40.00
0.00
0
8.00
0.00

Storage Ponds
Prepared by Appian.
IHydroCAD® 8.00 9/n 0
Elevation Primary
(feet) (cfs)
8.00 0.00
8.01 0.07
8.02 0.07
8.03 0.07
8.04 0.07
8.05 0.07
8.06 0.07
8.07 0.07
8.08 0.07
8.09 0.07
8.10 0.07
8.11 0.07
8.12 0.07
8.13 0.07
8.14 0.07
8.15 0.07
8.16 0.07
8.17 0.07
8.18 0.07
8.19 0.07
8.20 0.07
8.21 0.07
8.22 0.07
8.23 0.07
8.24 0.07
8.25 0.07
8.26 0.07
8.27 U7
8.28 0.08
8.29 0.08
8.30 0.08
8.31 0.08
8.32 0.08
8.33 0.08
8.34 0.08
8.35 0.08
8.36 0.08
8.37 0.08
8.38 0.08
8.39 0.08
8.40 0.08
8.41 0.08
8.42 0.08
8.43 0.08
8.44 0.08
8.45 0.08
8.46 0.08
8.47 0.08
8.48 0.08
8.49 0.08
8.50 0.08
8.51 0.08
8.52 0.08
8.53 0.08
Engineers, PA
Solutions LLC
Type 1124-hr 1.5" Rainfall1.78"
Page 9
Stage -Discharge for Pond 213: Pond 1
Elevation Primary
(feet)
(Cfs)
8.54
0.08
8.55
0.08
8.56
0.08
8.57
0.08
8.58
0.08
8.59
0.08
8.60
0.08
8.61
0.08
8.62
0.08
8.63
0.08
8.64
0.08
8.65
0.08
8.66
0.08
8.67
0.08
8.68
0.08
8.69
0.08
8.70
0.08
8.71
0.16
8.72
0.30
8.73
0.47
8.74
0.68
8.75
0.92
8.76
1.18
8.77
1.47
8.78
1.78
8.79
2.10
8.80
2.45
8.81
2.81
8.82
3.19
8.83
3.59
8.84
4.00
8.85
4.43
8.86
4.87
8.87
5.32
8.88
5.79
8.89
6.27
8.90
6.77
8.91
7.29
8.92
7.82
8.93
8.36
8.94
8.92
8.95
9.49
8.96
10.08
8.97
10.67
8.98
11.28
8.99
11.90
9.00
12.54

Storage Ponds Type // 24-hr 1.5" Rainfall=1.78"
Prepared by Appian Consulting Engineers, PA Page 10
HydroCAD® 8.00 s/n. 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Stage -Area -Storage for Pond 2P: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.00
1,890
0
8.01
1,905
19
8.02
1,920
38
8.03
1,935
57
8.04
1,950
77
8.05
1,965
96
8.06
1,979
116
8.07
1,994
136
8.08
2,009
156
8.09
2,024
176
8.10
2,039
196
8.11
2,054
217
8.12
2,069
238
8.13
2,084
258
8.14
2,099
279
8.15
2,114
300
8.16
2,128
321
8.17
2,143
343
8.18
2,158
364
8.19
2,173
386
8.20
2,188
408
8.21
2,203
430
8.22
2,218
452
8.23
2,233
474
8.24
2,248
497
8.25
2,263
51.9
8.26
2,277
542
8.27
2,292
565
8.28
2,307
588
8.29
2,322
611
930
2,337
634
8.31
2,352
857
8.32
2,367
681
8.33
2,382
705
8.34
2,397
729
8.35
Z,411
753
8.36
2,426
777
8.37
2,441
801
8.38
2,456
826
8.39
2,471
850
8.40
2,486
875
8.41
2,501
900
8.42
2,516
925
8.43
2,531
950
8.44
2,546
976
8.45
2,560
1,001
8.46
2,575
1,027
8.47
2,590
1,053
8.48
2,605
1,079
8.49
2,620
1,105
8.50
2,635
1,131
8.51
2,650
1,158
8.52
2,665
1,184
8.53
2,680
1,211
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubio-feet)
8.54
2,695
1,238
8.55
2,710
1,265
8.56
2,724
1,292
8.57
2,739
1,319
8.58
2,754
1,347
8.59
2,769
1,374
8.60
2,784
1,402
8.61
2,799
1,430
8.62
2,814
1,458
8.63
2,829
1,486
8.64
2,844
1,515
8.65
2,859
1,543
8.66
2,873
1,572
8.67
2,888
1,601
8.68
2,903
1,630
8.69
2,918
1,659
8.70
2,933
1,688
8.71
2,948
1,717
8.72
2,963
1,747
8.73
2,978
1,777
8.74
2,993
1,807
8.75
3,008
1,837
8.76
3,022
1,867
8.77
3,037
1,897
8.78
3,052
1,927
8.79
3,.067
1,958
8.80
3,082
1,989
8.81
3,097
2,020
8.82
3,112
2,051
8.83
3,127
2,082
8.84
3,142
2,113
8.85
3,156
2,145
8.86
3,171
2,176
8.87
3,186
2,208
8.88
3,201
2,240
8.89
3,216
2,272
8.90
3,231
2,304
8.91
3,246
2,337
8.92
3,261
2,369
8.93
3,276
2,402
8.94
3,291
2,435
8.95
3,305
2,468
8.96
3,320
2,501
8.97
3,335
2,534
8.98
3,350
2,568
8.99
3,365
2,601
9.00
3,380
2,635

Storage Ponds Type U 24-hr 10-YR Rainfall=6.80"
Prepared by Appian Consulting Engineers, PA Page 11
HydroCADO 8.00 s/n 003967 ® 2006 H droCAD Software Solutions LLC 3/23/2007
Time span=1.00-40.00 hrs, dt=0.05 hrs, 781 points
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv.
Reach routing by Stor-Ind method - Pond routing by Star -Ind method
Subcatchment 1S: Area 1 Runoff Area=0.580 ac Runoff Depth>6.46"
Flow Length=280' Slope=0.0200 T Tc=4.1 min CN=86/98 Runoff=5.82 cfs 0.312 of
Pond 2P: Pond 1 Peak EIev=8.8T Storage--2,223 cf Inflow=5.82 cfs 0.312 of
Outflow=5.54 cfs 0.312 of
Total Runoff Area = 0.580 ac Runoff Volume = 0.312 of Average Runoff Depth = 6.46"
6.90% Pervious Area = 0.040 ac 93.10% Impervious Area = 0.540 ac

Storage Ponds
Prepared by Appian Consulb
HydroCADS 8.00 s/n 003967 0:
Type I/ 24-hr 10-YR Rainfall=6.80"
Engineers, PA Page 12
3 HydroCAD Software Solutions LLC 3/23/2007
Subcatchment IS: Area 1
Runoff = 5.82 cfs @ 11.94 hrs, Volume= 0.312 af, Depth> 6.46"
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YR Rainfall=6.80"
Area (ac) CN Description
0.540
98
Paved roads w/curbs & sewers
0.040
86
Newly graded area, HSG B
0.580
97
Weighted Average
0.040
86
Pervious Area
0.540
98
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.1 280 0.0200 1.14 Lag/CN Method, Overland
F
3�
b
W6
Subcatchment 1S: Area 1
Hydrogmph
Time (hours)
p Runoff

Storage Ponds
Prepared by Appian Consulting Engineers, PA
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Sofb
Solutions LLC
Type 1124-hr 10-YR Rainfall=6.80"
Page.13
Hydrograph for Subcatchment 1S: Area 1
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
(inches)
(inches)
(inches)
(cfs)
1.00
0.07
0.00
0.00
0.01
1.50
0.11
0.00
0.02
0.02
2.00
0.15
0.00
0.04
0.02
2.50
0.19
0.00
0.06
0.03
3.00
0.23
0.00
0.09
0.03
3.50
0.28
0.00
0.13
0.04
4.00
0.33
0.00
0.17
0.04
4.50
0.38
0.00
0.21
0.05
5.00
0.43
0.01
0.25
0.05
5.50
0.48
0.01
0.30
0.06
6.00
0.54
0.03
0.36
0.06
6.50
0.61
0.04
0.42
0.07
7.00
0.67
0.06
0.48
0.07
7.50
0.74
0.09
0.54
0.08
8.00
0.82
0.11
0.61
0.08
8.50
0:90
0.15
0.69
0.10
9.00
1.00
0.20
0.79
0.12
9.50
1.11
0.25
0.90
0.12
10.00
1.23
0.32
1.02
0.15
10.50
1.39
0.42
1.17
0.19
11.00
1.60
0.56
1.38
0.27
11.50
1.92
0.79
1.70
0.44
12.00
4.51
3.01
427
4.25
12.50
5.00
3.47
4.76
0.40
13.00
5.25
3.70
5.01
0.25
13.50
5.43
3.87
5.20
0.19
14.00
5.58
4.01
5.34
0.15
14.50
5.70
4.12
5.46
0.13
15.00
5.80
4.22
5.57
0.12
15.50
5.90
4.31
5.66
0.11
16.00
5.98
4.39
5.75
0.09
16.50
6.06
4A7
5.82
0.09
17.00
6.13
4.53
5.89
0.08
17.50
6.20
4.60
5.96
0.08
18.00
6.26
4.66
6.02
0.07
18.50
6.32
4.72
6.08
0.07
19.00
6.38
4.77
6.14
0.06
19.50
6.43
4.82
6.19
0.06
20.00
6.47
4.86
6.23
0.05
20.50
6.52
4.90
6.28
0.05
21.00
6.56
4.94
6.32
0.05
21.50
6.60
4.98
6.36
0.05
22.00
6.64
5.02
6.40
0.05
22.50
6.68
5.06
6.45
0.05
23.00
6.72
5.10
6..48
0.05
23.50
6.76
5.14
6.52
0.04
24.00
6.80
5.17
6.56
0.04
24.50
6.80
5.17
6.56
0.00
25.00
6.80
5.17
6.56
0.00
25.50
6.80
5.17
6.56
0.00
26.00
6.80
5.17
6.56
0.00
26.50
6.80
5.17
6.56
0.00
27.00
6.80
5.17
6.56
0.00
27.50
6..80
5.17
6.56
0.00
Time Precip. Perv.Excess Imp.Excess Runoff
(hours) (inches)
(inches)
(inches)
(cfS)
28.00
6.80
5.17
6.56
0.00
28.50
6.80
5.17
6.56
0.00
29.00
6.80
5.17
6.56
0.00
29.50
6.80
5.17
6.56
0.00
30.00
6.80
5.17
6.56
0.00
30.50
6.80
5.17
6.56
0.00
31.00
6.80
5.17
6.56
0.00
31.50
6.80
5.17
6.56
0.00
32.00
6.80
5.17
6.56
0.00
32.50
6.80
5.17
6.56
0.00
33.00
6.80
5.17
6.56
0.00
33.50
6:80
5.17
6.56
0.00
34.00
6.80
5.17
6.56
0.00
34.50
6.80
5.17
6.56
0.00
35.00
6.80
5.17
6.56
0.00
35.50
6.80
5.17
6.56
0.00
36.00
6.80
5.17
6.56
0.00
36.50
6.80
5.17
6.56
0.00
37.00
6.80
5.17
6.56
0.00
37.50
6.80
5.17
6.56
0.00
38.00
6.80
5.17
6.56
0.00
38.50
6.80
5.17
6.56
0.00
39.00
6.80
5.17
6.56
0.00
39.50
6.80
5.17
6.56
0.00
40.00
6.80
5.17
6.56
0.00

Storage Ponds Type/1 24-hr 10-YR Rainfall=6.80"
Prepared by Appian Consulting. Engineers, PA Page 14
HydroCADS 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Pond 2P: Pond 9
Inflow Area =
0.580 ac,
Inflow Depth > 6.46"
for 10-YR event
Inflow =
5.82 cfs @
11.94 hrs, Volume=
0.312 of
Outflow =
5.54 cfs @
11.96 hrs, Volume=
0.312 af, Atten= 5%, Lag= 0.9 min
Primary =
5.54 cfs @
11.96 his, Volume=
0.312 of
Routing by Stor-Ind method, Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 8.87' @ 11.96 hrs Surf.Area= 3,193 sf Storage= 2,223 cf
Plug -Flow detention time=100.7 min calculated for 0.312 of (100% of inflow)
Center -of -Mass det. time= 100.9 min ( 841.3 - 740.5 )
Volume Invert Avail.Storage Storage Description
#1 8.00, 2,635 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.00 1,890 0 0
9.00 3,380 2,635 2,635
Device Routing Invert Outlet Devices
#1 Prmary 6.60' 8.0" x 35.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert-- 6.25' S= 0.0100 T Cc-- 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 6.60' 1.5" Vert Orifice/Grate C= 0.600
#3 Primary 8.7V 30.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFow Max=5.45 cfs @ 11.96 hrs HW=8.87' (Free Discharge)
4=Culvert (Passes 0.09 cfs of 2.13 cfs potential flow)
t2=OrificelGrate (Orifice Controls 0.09 cfs @ 7.16 fps)
3=Broad-Crested Rectangular Weir (Weir Controls 5.36 cfs @ 1.03 fps)

Storage Ponds
Prepared by Appian
HydroCAD® 8.00 sln 0
w
u
LL
Engineers, PA
3 HydroCAD Software Solutions LLC
Pond 2P: Pond 1
Hydrograph
Tune (hours)
Type 1124-hr 90-YR Rainfall=6.80"
Page 15
6 Inflow
® Primary

Storage Ponds Type H 24-hr 10-YR RainfalM.80"
Prepared by Appian Consulting Engineers, PA Page 16
HydroCAD® 8.00 sln 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Hydrograph for Pond 2P: Pond 1
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
1.00
0.01
1
8.00
0.00
2.00
0.02
7
8.00
0.02
3.00
0.03
9
8.00
0.03
4.00
0.04
12
8.01
0.04
5.00
0.05
14
8.01
0.05
6.00
0.06
17
8.01
0.06
7.00
0.07
20
8.01
0.07
8.00
0.08
44
8.02
0.07
9.00
0.12
144
8.07
0.07
10.00
0.15
340
8.17
0.07
11.00
0.27
786
8.36
0.08
12.00
4L25
2,182
8.86
4.95
13.00
0.25
1,741
8.72
0.27
14.00
0.15
1,717
8.71
0.16
15.00
0.12
1,703
8.71
0.12
16.00
0.09
1,693
8.70
0.10
17.00
0.08
1,687
8.70
0.08
18.00
0.07
1,660
8.69
0.08
19.00
0.06
1,599
8.67
0.08
20.00
0.05
1,505
8.64
0.08
21.00
0.05
1,390
8.60
0.08
22.00
0.05
1,271
8.55
0.08
23.00
0.05
1,148
8.51
0.08
24.00
0.04
1,022
8.46
0.08
25.00
0.00
751
8.35
0.08
26.00
0.00
480
8.23
0.07
27.00
0.00
218
8.11
0.07
28.00
0.00
1
8.00
0.00
29.00
0.00
0
8.00
0.00
30.00
0.00
0
8.00
0.00
31.00
0.00
0
8.00
0.00
32.00
0.00
0
8.00
0.00
33.00
0.00
0
8.00
0.00
34.00
0.00
0
8.00
0.00
35.00
0.00
0
8.00
0.00
36.00
0.00
0
8.00
0.00
37.00
0.00
0
8.00
0.00
38.00
0.00
0
8.00
0.00
39.00
0.00
0
8.00
0.00
40.00
0.00
0
8.00
0.00

Storage Ponds
Prepared by Appian Consu ing Engineers, PA
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software
Elevation Primary
(feet) (Cfs)
8.00 0.00
8.01 0.07
8.02 0.07
8.03 0.07
8.04 0.07
8.05 0.07
8.06 0.07
8.07 0.07
8.08 0.07
8.09 0.07
8.10 0.07
8.11 0.07
8.12 0.07
8.13 0.07
8.14 0.07
8.15 0.07
8.16 0.07
8.17 0.07
8.18 0.07
8.19 0.07
8.20 0.07
8.21 0.07
8.22 0.07
8.23 0.07
8.24 0.07
8.25 0.07
8.26 0.07
8.27 0.07
8.28 0.08
8.29 0.08
8.30 0.08
8.31 0.08
8.32 0.08
8.33 0.08
8.34 0.08
8.35 0.08
8.36 0.08
8.37 0.08
8.38 0.08
8.39 0.08
8.40 0.08
8.41 0.08
8.42 0.08
8.43 0.08
8.44 0.08
8.45 0.08
8.46 0.08
8A7 0.08
8.48 0.08
8.49 0.08
8.50 0.08
8.51 0.08
8.52 0.08
8.53 0.08
Type 1124-hr 10-YR Rainfall=6.80"
Page 17
LLC
Stage -Discharge for Pond 213: Pond 1
Elevaton Primary
(feet)
(Cfs)
8.54
0.08
8.55
0.08
8.56
0.08
8.57
0.08
8.58
0.08
8.59
0.08
8.60
0.08
8.61
0.08
8.62
0.08
8.63
0.08
8.64
0.08
8.65
0.08
8.66
0.08
8.67
0.08
8.68
0.08
8.69
0.08
8.70
0.08
8.71
0.16
8.72
0.30
8.73
0.47
8.74
0.68
8.75
0.92
8.76
1.18
8.77
1.47
8.78
1.78
8.79
2.10
8.80
2.45
8.81
2.81
8.82
3.19
8.83
3.59
8.84
4.00
8.85
4.43
8.86
4.87
8.87
5.32
8.88
5.79
8.89
6.27
8.90
6.77
8.91
7.29
8.92
7.82
8.93
8.36
8.94
8.92
8.95
9.49
8.96
10.08
8.97
10.67
8.98
11.28
8.99
11.90
9.00
12.64

Storage Ponds
Type H 24-hr 10-YR Rainfa#=6.80"
Prepared by Appian Consulting Engineers, PA Page 18
HydroCAD® 8.00 s/n 003967 0 2006 HydroCAD Software Solutions t.LC 3/23/2007
Stage -Area -Storage for Pond 2P: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.00
1,890
0
8.01
1,905
19
8.02
1,920
38
8.03
1,935
57
8.04
1,950
77
8.05
1,965
96
8.06
1,979
116
g-07
1,994
136
8.08
2,009
156
8.09
2,024
176
8.10
2,039
196
8.11
2,054
217
8.12
2,069
238
8.13
2,084
258
8.14
2,099
279
8.15
2,114
300
8.16
2,128
321
8.17
2,143
343
8.18
2,158
364
8.19
Z173
386
8.20
2,188
408
8.21
2,203
430
8.22
2218
452
8.23
2,233
474
8.24
2,248
497
8.25
2,263
519
8.26
2,277
542
8.27
2,292
565
8.28
2,307
588
8.29
2,322
611
8.30
2,337
634
8.31
2,352
657
8.32
2,367
681
8.33
2,382
705
8.34
2,397
729
8.35
2,411
753
8.36
2,426
777
8.37
2,441
801
8.38
2,456
826
8.39
2,471
850
8.40
2,486
875
8.41
2,501
900
8.42
2,516
925
8A3
2,531
950
8.44
2,.546
976
8.45
2,560
1,001
8.46
2,575
1,027
8.47
2,590
1,053
8.48
.2,605
1,079
8.49
2,620
1,105
8.50
2,635
1,131
8.51
2,650
1,158
8,52
2,665
1,184
8.53
2,680
1,211
Elevation
- (feet)
Surface
(sg-ft)
Storage
(cubic -feet)
8.54
2,695
1,238
8.55
2,710
1,265
8.56
2,724
1,292
8.57
2,739
1,319
8.58
2,754
1,347
8.59
2,769
1,374
8.60
2,784
1,402
8.61
2,799
1,430
8.62
2,814
1,458
8.63
2,829
1,486
8.64
2,844
1,515
8.65
2,859
1,543
8.66
2,873
1,572
8.67
2,888
1,601
8.68
2,903
1,630
8.69
2,918
1,659
8.70
2,933
1,688
8.71
2,948
1,717
8.72
2,963
1,747
8.73
2,978
1,777
8.74
2,993
1,807
8.75
3,008
1,837
8.76
3,022
1,867
8.77
3,037
1,897
8.78
3,052
1,927
8.79
3,067
1,958
8.80
3,082
1,989
8.81
3,097
2,020
8.82
3,112
2,051
8.83
3,127
2,082
8.84
3,142
2,113
8.85
3,156
2,145
8.86
3,171
2,176
8.87
3,186
2,208
8.88
3,201
2,240
8.89
3,216
2,272
8.90
3,231
2,304
8.91
3,246
2,337
8.92
3,261
2,369
8.93
3,276
2,402
8.94
3,291
2,435
8.95
3,305
2,468
8.96
3,320
2,501
8.97
3,335
2,534
8.98
3,350
2,568
8.99
3,365
2,601
9.00
3,380
2,635

Storage Ponds Type 1124-hr 100-YR Rainfa1F=11.39"
Prepared by Appian Consulting Engineers, PA Page 19
HydroCADO 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Time span=1.00-40.00 hrs, dt=0.05 hrs, 781 points
Runoff by SCS TR-20 method, UH=SCS, Split Pervioushmnerv.
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1S: Area 1 Runoff Area=0.580 ac Runoff Depth>11.03"
Flow Length=280' Slope=0.0200 'r Tc=4.1 min CN=86/98 Runoff=9.$1 cfs 0.533 of
Pond 2P: Pond 1 Peak Elev=8.95' Storage=2,464 cf Inflow=9.81 cfs 0.533 of
Outflow=9.43 cfs 0.533 of
Total Runoff Area = 0.580 ac Runoff Volume = 0.533 of Average Runoff Depth=11.03"
6.90% Pervious Area = 0.040 ac 93.10% Impervious Area = 0.540 ac

Storage Ponds Type 1124-hr 100-YR Rainfall=11.39"
Prepared by Appian Consulting Engineers, PA Page 20
HydroCADO 8.00 s/n 003967 ® 2006 H droCAD Software Solutions LLC 3/23/2007
Subcatchment 1S: Area 1
Runoff = 9.81 cfs aQ 11.94 hrs, Volume= 0.533 af, Depth>11.03"
Runoff by SCS TR 20 method, UH=SCS, Split Pervious/Imperv., Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YR Rainfall=11.39"
Area (ac) CN Description
0.540 98 Paved roads w/curbs & sewers
0.040 86 Newly graded area. HSG B
0.580 97 Weighted Average
0.040 86 Pervious Area
0.540 '98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
4.1 280 0.0200 1.14 Lag/CN Method, Overland
�3
b
LL
Subcatchment 1S: Area 1
Hydrograph
Time (hours)
A Runoff

Storage Ponds
Prepared by Appian Consulting Engineers, PA
HydroCAD® 8.00 s/n 003967 ® 2006 HvdroCAD Soft
Solutions LLC
Type H 24-hr 100-YR Rainfall=11.39"
Page 21
Hydrograph for Subcatchment 1S: Area 1
Time
Precip.
Perv.Excess
Imp.Excess
Runoff
(hours)
(inches)
(inches)
(inches)
(cfs)
1.00
0.12
0.00
0.02
0.03
1.50
0.18
0.00
0.06
0.05
2.00
0.25
0.00
0.11
0.06
2.50
0.32
0.00
0.16
0.06
3.00
0.39
0.00
0.22
0.07
3.50
0.47
0.01
0.29
0.08
4.00
0.55
0.03
0.36
0.08
4-50
0.63
0.05
0.44
0.09
5.00
0.72
0.08
0.52
0.10
5.50
0.81
0.11
0.61
0.10
6.00
0.91
0.15
0.71
0.11
6.50
1.02
0.21
0.81
0.12
7.00
1.13
0.26
0.91
0.13
7.50
1.24
0.33
1.03
0.13
&00
1.37
0.41
1.15
0.14
8.50
1.51
0.50
1.29
0.17
9.00
1.67
0.61
1.45
0.20
9.50
1.86
0.74
1.63
0.21
10.00
2.06
0.90
1.84
0.25
10.50
2.32
1.10
2.10
0.33
11.00
2.68
1.39
2.45
0.45
11.50
3.22
1.86
2.99
0.76
12.00
7.55
5.90
7.31
7.16
12.50
8.37
6.69
8.13
0.67
13.00
8.79
7.10
8.55
0.43
13.50
9.10
7.40
8.86
0.32
14.00
9.34
7.64
9.10
0.25
14.50
9.54
7.83
9.30
0.23
15.00
9.72
8.01
9.48
0.20
15.50
9.88
8.17
9.64
0.18
16.00
10.02
8.30
9.78
0.16
16.50
10.15
8.43
9.91
0.15
17.00
10.27
8.55
10.03
0.14
17.50
10.38
8.66
10.14
0.13
18.00
10.49
8.76
10.25
0.12
18.50
10.59
8.86
10.35
0.11
19.00
10.68
8.95
10.44
0.10
19.50
10.77
9.03
10.52
0.10
20.00
10.84
9.11
10.60
0.09
20.50
10.92
9.18
10.68
0.09
21.00
10.99
9.25
10.75
0.08
21.50
11.06
9.32
10.82
0.08
22.00
11.13
9.39
10.89
0.08
22.50
11.20
9.45
10.95
0.08
23.00
11.26
9.52
11.02
0.08
23.50
11.33
9.58
11.09
0.08
24.00
11.39
9.65
11.15
0.07
24.50
11.39
9.65
11.15
0.00
25.00
11.39
9.65
11.15
0.00
25.50
11.39
9.65
11.15
0.00
26.00
11.39
9.65
11.15
0.00
26.50
11.39
9.65
11.15
0.00
27.00
11.3A
9.65
11.15
0.00
27.50
11.39
9.65
11.15
0.00
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
(inches)
(irr Ivs)
(inches)
MO
28.00
11.39
9.65
11.15
0.00
28.50
11.39
9.65
11.15
0.00
29.00
11.39
9.65
11.15
0.00
29.50
11.39
9.65
11.15
0.00
30.00
11.39
9.65
11.15
0.00
30.50
11.39
9.65
11.15
0.00
31.00
11.39
9.65
11.15
0.00
31.50
11.39
9.65
11.15
0.00
32.00
11.39
9.65
11.15
0.00
32.50
11.39
9.65
11.15
0.00
33.00
11.39
9.65
11.15
0.00
33.50
11.39
9.65
11.15
0.00
34.00
11.39
9.65
11.15
0.00
34.50
11.39
9.65
11.15
0.00
35.00
11.39
9.65
11.15
0.00
35.50
11.39
9.65
11.15
0.00
36.00
11.39
9.65
11.15
0.00
36.50
11.39
9.65
11.15
0.00
37.00
11.39
9.65
11.15
0.00
37.50
11.39
9.65
11.15
0.00
38.00
11.39
9.65
11.15
0.00
38.50
11.39
9.65
11.15
0.00
39.00
11.39
9.65
11.15
0.00
39.50
11.39
9.65
11.15
0.00
40.00
11.39
9.65
11.15
0.00

Storage Ponds Type // 24-hr 100-YR Rainfall=11.39"
Prepared by Appian Consulting Engineers, PA Page 22
HydroCADS 8.00 s/n 003967 0 2006 HydroCAD Software Solutions LLC 3/23/2007
Pond 2P: Pond 1
Inflow Area = 0.580 ac, Inflow Depth > 11.03" for 100-YR event
Inflow = 9.81 cfs @ 11.94 hrs, Volume= 0.533 of
Outflow = 9.43 cfs @ 11.95 hrs, Volume= 0.533 af, Men= 4%, Lag= 0.8 min
Primary = 9.43 cfs @ 11.95 hrs, Volume= 0.533 of
Routing by Stor-Ind method, Time Span= 1.0040.00 hrs, dt= 0.05 hrs
Peak Elev= 8.95' @ 11.95 hrs Surf.Area= 3,304 sf Storage= 2,464 cf
Plug -Flow detention time= 82.2 min calculated for 0.532 of (100% of inflow)
Center -of -Mass det. time= 82.4 min ( 817.1 - 734.6 )
Volume Invert Avail.Stora a Storage Description
#1 8.00' 2,635 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.00 1,890 0 0
9.00 3,380 2,635 2,635
Device Routing Invert Outlet Devices
#1 Primary 6.69 8.0" x 35.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 6.26 S= 0.0100'r Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 6.60' 1.5" Vert. Orifice/Grate C= 0_600
#3 Primary 8.70' 30.W long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=9.31 cfs @ 11.95 hrs HW=8.95' (Free Discharge)
T_
1=Culvert (Passes 0.09 cfs of 2.17 cfs potential flow)
t-2=Orifice/Grate (Orifice Controls 0.09 cfs @ 7.28 fps)
=Broad -Crested Rectangular Weir (Weir Controls 9.22 cfs @ 1.25 fps)

Storage Ponds Type l/ 24-hr 100-YR Rainfall=11.39"
Prepared by Appian Consulting Engineers, PA Page 23
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Pond 2P: Pond 1
Hydrograph
Ci Inflow
® Primary
grime (houm)

Storage Ponds
Prepared by Appian Con;
HydroCAD® 8.00 stn 003967
Type 1124-hr 100-YR Rainfall=11.39"
Engineers, PA Page 24
i HydroCAD Software Solutions LLC R/XA nn7
Hydrograph for Pond 2P: Pond 1
time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
1.00
0.03
2
8.00
0.01
2.00
0.06
15
8.01
0.05
3.00
0.07
19
8.01
0.07
4.00
0.08
42
8.02
0.07
5.00
0.10
109
8.06
0.07
6.00
0.11
226
8.11
0.07
7.00
0.13
391
8.19
0.07
8.00
0.14
600
8.29
0.08
9.00
0.20
933
8.42
0.08
10.00
0.25
1,425
8.61
0.08
11.00
0.45
1,772
8.73
0.44
12.00
7.16
2,395
8.93
8.25
13.00
0.43
1,772
8.73
0.44
14.00
0.25
1,740
8.72
0.26
15.00
0.20
1,727
8.71
0.21
16.00
0.16
1,717
8.71
0.16
17.00
0.14
1,710
8.71
0.14
18.00
0.12
1,703
8.71
0.12
19.00
0.10
1,697
8.70
0.11
20.00
0.09
1,690
8.70
0.09
21.00
0.08
1,688
8.70
0.08
22.00
0.08
1,678
8.70
0.08
23.00
0.08
1,657
8.69
0.08
24.00
0.07
1,625
8.68
0.08
25.00
0.00
1,343
8.58
0.08
26.00
0.00
1,053
8.47
0.08
27.00
0.00
771
8.36
0.08
28.00
0.00
499
8.24
0.07
29.00
0.00
237
8.12
0.07
30.00
0.00
3
8.00
0.01
31.00
0.00
0
8.00
0.00
32.00
0.00
0
8.00
0.00
33.00
0.00
0
8.00
0.00
34.00
0.00
0
8.00
0.00
35.00
0.00
0
8.00
0.00
36.00
0.00
0
8.00
0.00
37.00
0.00
0
8.00
0.00
38.00
0.00
0
8.00
0.00
39.00
0.00
0
8.00
0.00
40.00
0.00
0
8.00
0.00

Storage Ponds Type 1124-hr 100-YR Rainfall=91.39"
Prepared by Appian Consulting Engineers, PA Page 25
HydroCAD® 8.00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Elevation Primary
_ (feet) (cfs)
8.00 0.00
8.01 0.07
8.02 0.07
8.03 0.07
8.04 0.07
8.05 0.07
8.06 0.07
8.07 0.07
8.08 0.07
8.09 0.07
8.10 0.07
8.11 0.07
8.12 0.07
8.13 0.07
8.14 0.07
8.15 0.07
8.16 0.07
8.17 0.07
8.18 0.07
8.19 0.07
8.20 0.07
8.21 0.07
8.22 0.07
8.23 0.07
8.24 0.07
8.25 0.07
8.26 0.07
8.27 0.07
8.28 0.08
8.29 0.08
8.30 0.08
8.31 0.08
8.32 0.08
8.33 0.08
8.34 0.08
8.35 0.08
8.36 0.08
8.37 0.08
8.38 0.08
8.39 0.08
8.40 0.08
8.41 0.08
8.42 0.08
8.43 0.08
8.44 0.08
8.45 0.08
8.46 0.08
8.47 0.08
8.48 0.08
8.49 0.08
8.50 0.08
8.51 0.08
8.52 0.08
8.53 0.08
Stage -Discharge for Pond 2P: Pond 1
Elevation Primary
(feet)
(cfs)
8.54
0.08
8.55
0.08
8.56
0.08
8.57
0.08
8.58
0.08
8.59
0.08
8.60
0.08
8.61
0.08
8.62
0.08
8.63
0.08
8.64
0.08
8.65
0.08
8.66
0.08
8.67
0.08
8.68
0.08
8.69
0.08
8.70
0.08
8.71
0.16
8.72
0.30
8.73
0.47
8.74
0.68
8.75
0.92
8.76
1.18
8.77
1.47
8.78
1.78
8.79
2.10
8.80
2.45
8.81
2.81
8.82
3.19
8.83
3.59
8.84
4.00
8.85
4.43
8.86
4.87
8.87
5.32
8.88
5.79
8.89
6.27
8.90
6.77
8.91
7.29
8.92
7.82
8.93
8.36
8.94
8.92
8.95
9.49
8.96
10.08
8.97
10.67
8.98
11.28
8.99
11.90
9.00
12.54

Storage Ponds
Type H 24-hr 100-YR Rainfall=11.39"
Prepared by Appian Consulting Engineers, PA Page 26
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Stage -Area -Storage for Pond 2P: Pond 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.00
1,890
0
8.01
1,905
19
8.02
1,920
38
8.03
1,935
57
8.04
1,950
77
8.05
1,965
96
8.06
1,979
116
8.07
1,994
136
8.08
2,009
156
8.09
2,024
176
8.10
2,039
196
8.11
2,054
217
8.12
2,069
238
8.13
2,084
258
8.14
2,099
279
8.15
2,114
300
8.16
2,128
321
8.17
2,143
343
8.18
2,158
364
8.19
2,173
386
8.20
2,188
408
8.21
2,203
430
8.22
2,218
452
8.23
2,233
474
8.24
2,248
497
8.25
2,263
519
8.26
2,277
542
8.27
2,292
565
8.28
2,307
588
8.29
2,322
611
8.30
2,337
634
8.31
2,352
657
8.32
2,367
681
8.33
2,382
705
8.34
2,397
729
8.35
2,411
753
8.36
2,426
777
8.37
2,441
801
8.38
2,456
826
8.39
2,471
850
8.40
2,486
875
8.41
2,501
900
8.42
2,516
925
8.43
2,531
950
8.44
2,546
976
8.45
2,560
1,001
8.46
2,575
1,027
8.47
2,590
1,053
8.48
2,605
1,079
8.49
2,620
1,105
8.50
2,635
1,131
8.51
2,650
1,158
8.52
2,665
1,184
8.53
2,680
1,211
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.54
2,695
1,238
8.55
2,710
1,265
8.56
2,724
1,292
8.57
2,739
1,319
8.58
2,754
1,347
8.59
2,769
1,374
8.60
2,784
1,402
8.61
2,799
1,430
8.62
2,814
1,458
8.63
2,829
1,486
8..64
2,844
1,515
8.65
2,859
1,543
8.66
2,873
1,572
8.67
2,888
1,601
8.68
2,903
1,630
8.69
2,918
1,659
8.70
2,933
1,688
8.71
2,948
1,717
8.72
2,963
1,747
8.73
2,978
1,777
8.74
2,993
1,807
8.75
3,008
1,837
8.76
3,022
1,867
8.77
3,037
1,897
8.78
3,052
1,927
8.79
3,067
1,958
8.80
3,082
1,989
8.81
3,097
2,020
8.82
3,112
2,051
8.83
3,127
2,082
8.84
3,142
2,113
8.85
3,156
2,145
8.86
3,171
2,176
8.87
3,186
2,208
8.88
3,201
2,240
8.89
3,216
2,272
8.90
3,231
2,304
8.91
3,246
2,337
8.92
3,261
2,369
8.93
3,276
2,402
8.94
3,291
2,435
&95
3,305
2,468
8.96
3,320
2,501
8.97
3,335
2,534
8.98
3,350
2,568
8.99
3,365
2,601
9.00
3,380
2,F35

PROJECT S'(� - 01E�lJ�� SHEET NO. OF
App;�
APPIAN CONSULTING ENGINEERS, PA DATE: BY:
841 South Wesleyan Blvd, Rocky Mount, NC 27803
P.O. Box 7966, Rocky Mount, NC 27804
a

3S),
Area 2
P
Pond 2
I
�U Ftea iin rLjnlk Drainage Diagram for Storage Ponds-2
Prepared by Appian Consulting Engineers, PA 3/23/2007
HydroCAD®8.00 s/n 003967 02006 HydroCAD Software Solutions LLC

Storage Ponds-2
Prepared by Appian Consulting Engineers, PA Page 2
HydroCAD® 8.00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Area Listing (all nodes)
Area (acres) CN Description (subcats)
0.030 86 Newly graded area, HSG B (3S)
0.170 98 Paved parking & roofs (3S)
0.200

Storage Ponds-2 Type U 24-hr 1.5" Rainfall=1.86-
Prepared by Appian Consulting Engineers, PA Page 3
HydroCADO 8.00 sin 003967 0 2006 HydroCAD Software Solutions LLC 3/23/2007
Time span=1.00-40.00 hrs, dt=0.05 hrs, 781 points
Runoff by SCS TES-20 method, UH=SCS, Split Pervious/lmperv.
Reach routing by Stor-Ind method - Pond muting by Stor-Ind method
Subcatchment 3S: Area 2 Runoff Area=0.200 ac Runoff Depth=1.50"
Flow Length=80` Slope--0.0200 7 Tc=1.6 min CN=86/98 RunofF0.52 cfs 0.025 of
Pond 4P: Pond 2 Peak. Elev=8.3W Storage=329 cf Inflow=0.52 cfs 0.025 of
Outflow=0.08 cfs 0.025 of
Total Runoff Area = 0.200 ac Runoff Volume = 0.025 of Average Runoff Depth =1.50"
15.00% Pervious Area = 0.030 ac 85.00% Impervious Area = 0.170 ac

Storage Ponds-2 Type // 24-hr 1.5" Rainfa#=1.86"
Prepared by Appian Consulting Engineers, PA Page 4
HydroCADO 8.00 s/n 003967 0 2006 HydroCAD Software solutions LLC 3/23/2007
Subcatchment 3S: Area 2
Runoff = 0.52 cfs @ 11.91 hrs, Volume= 0.025 af, Depth= 1.50"
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 1.5" Rainfall=1.86"
Area (ac) CN Description
0.170 98 Paved parking & roofs
0.030 86 Newly graded area, HSG B
0.200 96 Weighted Average
0.030 86 Pervious Area
0.170 98 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 80 0.0200 0.84 Lag/CN Method, Overland
Subcatchment 3S: Area 2
Hydrograph
---.. _:1
Q Runoff
35 3637 38 3940

Storage Ponds-2 Type H 24-hr 1.5" Rainfall=1.86"
Prepared by Appian Consulting Engineers, PA Page 5
HydroCAD® 8.00. s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Hydrograph for Subcatchment 3S: Area 2
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
(inches)
(inches)
(inches)
(cfs)
1.00
0.02
0.00
0.00
0.00
1.50
0.03
0.00
0.00
0.00
2.00
0.04
0.00
0.00
0.00
2.50
0.05
0.00
0.00
0.00
3.00
0.06
0.00
0.00
0.00
3.50
0.08
0.00
0.01
0.00
4.00
0.09
0.00
0.01
0.00
4.50
0.10
0.00
0.01
0.00
5.00
0.12
0.00
0.02
0.00
5.50
0.13
0.00
0.03
0.00
6.00
0.15
0.00
0.04
0.00
6.50
0.17
0.00
0.05
0.00
7.00
0.18
0.00
0.06
0.00
7.50
0.20
0.00
0.07
0.00
8.00
0.22
0.00
0.09
0.01
8.50
0.25
0.00
0.10
0.01
9.00
0.27
0.00
0.12
0.01
9.50
0.30
0.00
0.15
0.01
10.00
0.34
0.00
0.18
0.01
10.50
0.38
0.00
0.21
0.01
11.00
0.44
0.01
0.26
0.02
11.50
0.53
0.02
0.34
0.04
12.00
1.23
0.32
1.02
0.20
12.50
1.37
0.41
1.15
0.03
13.00
1.44
0.45
1.22
0.02
13.50
1.49
0.48
1.27
0.02
14.00
1.53
0.51
1.30
0.01
14.50
1.56
0.53
1.34
0.01
15.00
1.59
0.55
1.37
0.01
15.50
1.61
0.57
1.39
0.01
16.00
1.64
0.58
1.42
0.01
16.50
1.66
0.60
1.44
0.01
17.00
1.68
0.61
1.45
0.01
17.50
1.70
0.63
1.47
0.01
18.00
1.71
0.64
1.49
0.01
18.50
1.73
0.65
1.51
0.01
19.00
1.74
0.66
1.52
0.01
19.50
1.76
0.67
1.53
0.01
20.00
1.77
0.68
1.55
0.00
20.50
1.78
0.69
1.56
0.00
21.00
1.79
0.70
1.57
0.00
21.50
1.81
0.71
1.58
0.00
22.00
1.82
0.71
1.59
0.00
22.50
1.83
0.72
1.60
0.00
23.00
1.84
0.73
1.61
0.00
23.50
1.85
0.74
1.63
0.00
24.00
1.86
0.74
1.64
0.00
24.50
1.86
0.74
1.64
0.00
25.00
1.86
0.74
1.64
0.00
25.50
1.86
0.74
1.64
0.00
26.00
1.86
0.74
1.64
0.00
26.50
1.86
0.74
1.64
0.00
27.00
1.86
0.74
1.64
0.00
27.50
1.86
0.74
1.64
0.00
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
(inches)
(inches)
(inches)
(cfs)
28.00
1.86
0.74
1.64
0.00
28.50
1.86
0.74
1.64
0.00
29.00
1.86
0.74
1.64
0.00
29.50
1.86
0.74
1.64
0.00
30.00
1.86
0.74
1.64
0.00
30.50
1.86
0.74
1.64
0.00
31.00
1.86
0.74
1.64
0.00
31.50
1.86
0.74
1.64
0.00
32.00
1.86
0.74
1.64
0.00
32.50
1.86
0.74
1.64
0.00
33.00
1.86
0.74
1.64
0.00
33.50
1.86
0.74
1.64
0.00
34.00
1.86
0.74
1.64
0.00
34.50
1.86
0.74
1.64
0.00
35.00
1.86
0.74
1.64
0.00
35.50
1.86
0.74
1.64
0.00
36.00
1.88
0.74
1.64
0.00
36.50
1.86
0.74
1.64
0.00
37.00
1.86
0.74
1.64
0.00
37.50
1.86
0.74
1.64
0.00
38.00
1.86
0.74
1.64
0.00
38.50
1.86
0.74
1.64
0.00
39.00
1.86
0.74
1.64
0.00
39.50
1.86
0.74
1.64
0.00
40.00
1.86
0.74
1.64
0.00

Storage Ponds-2 Type/1 24-hr 1.5" Rainfall=1.86"
Prepared by Appian. Consulting Engineers, PA Page 6
HydroCADS 8.00 s/n 003967 0 2006 HydroCAD Software Solutions LLC 3/23/2007
Pond 4P: Pond 2
Inflow Area =
0.200 ac,
Inflow Depth = 1.50"
for 1.5" event
Inflow =
0.52 cfs @
11.91 hrs, Volume=
0.025 of
Outflow =
0.08 c% @
12.07 hrs, Volume=
0.025 af, Aften= 85%, Lag= 9.7 min
Primary =
0.08 cfs @
12.07 hrs, Volume=
0.025 of
Routing by Stor-Ind method, Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 8.39' @ 12.07 hrs Surf.Area= 942 sf Storage= 329 cf
Plug -Flow detention time= 24.0 min calculated for 0.025 of (100% of inflow)
Center -of -Mass det. time= 24.0 min ( 791.5 - 767.6 )
Volume Invert Avail.Storage Storage Description
#1 8.00, 1,000 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.00 730 0 0
9.00 1,270 1,000 1,000
Device Routing Invert Outlet Devices
#1 Primary 6.60' 8.0" x 35.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert-- 6.26 S= 0.0100 7 Cc= 0.900 n= 0.013
#2 Device 1 6.60' 1.5" Vert. Orifice/Grate C= 0.600
#3 Primary 8.40' 15.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=0.08 cfs @ 12.07 hrs HW=8.39' (free Discharge)
1=Culvert (Passes 0.08 cfs of 1.85 cfs potential flow)
'L2=Orifice/Grate (Orifice Controls 0.08 cfs @ 6.33 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Storage Ponds-2
Type II 24-hr 1.5" Rainfall=1.86"
Prepared by Appian Consulting Engineers, PA Page 7
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Pond 4P: Pond 2
Hydrograph
p Inflow
C Primary
Time (hours)

Storage Ponds-2 Type ►/ 24-hr 1.5" Rainfa/N7.86"
Prepared by Appian Consulting Engineers, PA Page. 8
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Hydrograph for Pond 4P; Pond 2
Time
Inflow
Storage
Elevation
Primary
(hours)
(c%)
(cubic -feet)
(feet)
(cfs)
1.00
0.00
0
8.00
0.00
2.00
0.00
0
8.00
0.00
3.00
0.00
0
8.00
0.00
4.00
0.00
0
8.00
0.00
5.00
0.00
0
8.00
0.00
6.00
0.00
0
8.00
0.00
7.00
0.00
0
8.00
0.00
8.00
0.01
1
8.00
0.01
9.00
0.01
1
8.00
0.01
10.00
0.01
1
8.00
0.01
11.00
0.02
2
8.00
0.02
12.00
0.20
317
8.38
0.08
13.00
0.02
195
8.26
0.07
14.00
0.01
3
8.00
0.03
15.00
0.01
1
8.00
0.01
16.00
0.01
1
8.00
0.01
17.00
0.01.
1
8.00
0.01
18.00
0.01
1
8.00
0.01
19.00
0.01
1
8.00
0.01
20.00
0.00
0
8.00
0.00
21.00
0.00
0
8.00
0.00
22.00
0.00
0
8.00
0.00
23.00
0.00
0
8.00
0.00
24.00
0.00
0
8.00
0.00
25.00
0.00
0
8.00
0.00
26.00
0.00
0
8.00
0.00
27.00
0.00
0
8.00
0.00
28.00
0.00
0
8.00
0.00
29.00
0.00
0
8.00
0.00
30.00
0.00
0
8.00
0.00
31.00
0.00
0
8.00
0.00
32.00
0.00
0
8.00
0.00
33.00
0.00
0
8.00
0.00
34.00
0.00
0
8.00
0.00
35.00
0.00
0
8.00
0.00
36.00
0.00
0
8.00
0.00
37:00
0.00
0
8.00
0.00
38.00
0.00
0
8.00
0.00
39.00
0.00
0
8.00
0.00
40.00
0.00
0
8.00
0.00

Storage Ponds-2 Type I/ 24-hr 1.5" Rainfall=1.86"
Prepared by Appian: Consuiting. Engineers, PA Page 9
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Elevation Primary
(feet) (cfs)
8.00 0.00
8.01 0.07
8.02 0.07
8.03 0.07
8.04 0.07
8.05 0.07
8.06 0.07
8.07 0.07
8.08 0.07
8.09 0.07
8.10 0.07
8.11 0.07
8.12 0.07
8.13 0.07
8.14 0.07
8.15 0.07
8.16 0.07
8.17 0.07
8.18 0.07
8.19 0.07
8.20 0.07
8.21 0.07
8.22 0.07
8.23 0.07
8.24 0.07
8.25 0.07
8.26 0.07
8.27 0.07
8.28 0.08
8.29 0.08
8.30 0.08
8.31 0.08
8.32 0.08
8.33 0.08
8.34 0.08
8.35 0.08
8.36 0.08
8.37 0.08
8.38 0.08
8.39 0.08
8.40 0.08
8.41 0.12
8.42 0.1.8
8.43 0.27
8.44 0.38
8.45 0.50
8.46 0.63
8.47 0.77
8.48 0.92
8.49 1.09
8.50 1.26
8.51 1.44
8.52 1.63
8.53 1.83
Stage -Discharge for Pond 4P: Pond 2
Elevation Primary
(feet)
(Cfs)
8.54
2.04
8.55
2.25
8.56
2.47
8.57
2.70
8.58
2.93
8.59
3.18
8.60
3.42
8.61
3.68
8.62
3.95
8.63
4.22
8.64
4.50
8.65
4.78
8.66
5.08
8.67
5.38
8.68
5.68
8.69
5.99
8.70
6.31
8.71
6.63
8.72
6.96
8.73
7.29
8.74
7.64
8.75
7.98
8.76
8.33
8.77
8.69
8.78
9.06
8.79
9.43
8.80
9.80
8.81
10..20
8.82
10.60
8.83
11.00
8.84
11.42
8.85
11.84
8.86
12.26
8.87
12.70
8.88
13.14
8.89
13.58
8.90
14.04
8.91
14.50
8.92
14.96
8.93
15.43
8.94
15.91
8.95
16.39
8.96
16.89
8.97
17.38
8.98
17.89
8.99
18.40
9.00
18.91

Storage Ponds-2
Prepared by Appian Consulting Engineers, PA
HydroCAD® 8.00 sin 003967 ® 2008 HydroCAD Sofb
Type H 24-hr 1.5" RainfalM.86"
Page 10
Stage -Area -Storage for Pond 4P: Pond 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.00
730
0
8.01
735
7
8.02
741
15
8.03
746
22
8.04
752
30
8.05
757
37
8.06
762
45
8.07
768
52
8.08
773
60
8.09
779
68
8.10
784
76
8.11
789
84
8.12
795
91
8.13
800
99
8.14
806
107
8.15
811
116
8.16
816
124
8.17
822
132
8.18
827
140
8.19
833
148
8.20
838
157
8.21
843
165
8.22
849
174
8.23
854
182
8.24
860
191
8.25
865
1.99
8.26
870
208
8.27
876
217
8.28
881
226
8.29
887
234
8.30
892
243
8.31
897
252
8.32
903
261
8.33
908
270
8.34
914
279
8.35
919
289
8.36
924
298
8.37
930
307
8.38
935
316
8.39
941
326
8.40
946
335
8.41
951
345
8.42
957
354
8.43
962
364
8.44
968
373
8.45
973
383
8A6
978
393
8.47
984
403
8.48
989
413
8.49
995
423
8.50
1,000
433
8.51
1,005
443
82
1,011 4
153
8.53
1,016
463
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.54
1,022
473
8.55
1,027
483
8.56
1,032
493
8.57
1,038
504
8.58
1,043
5.14
8.59
1,049
525
8.60
1,054
535
8.61
1,059
546
8.62
1,065
556
8.63
1,070
567
8.64
1,076
578
8.65
1,081
589
8.66
1,086
599
8.67
1,092
610
8.68
1,097
621
8.69
1,103
632
8.70
1,1.08
643
8.71
1,113
654
8.72
1,119
666
8.73
1,124
677
8.74
1,130
688
8.75
1,135
699
8.76
1,1.40
711
8.77
1,146
722
8.78
1,151
734
8.79
1,157
745
8.80
1,162
757
8.81
1,167
768
8.82
1,173
780
8.83
1,178
792
8.84
1,184
804
8.85
1,189
816
8.86
1,194
827
8.87
1,200
839
8.88
1,205
851
8.89
1,211
864
8.90
1,216
876
8.91
1,221
888
8.92
1,227
900
8.93
1,232
912
8.94
1,238
925
8_95
1,243
937
8.96
1,248
950
8.97
1,254
962
8.98
1,259
975
8,99
1,265
987
9.00
1,270
1,000

Storage Ponds-2 Type H 24-hr 10-YR Rainfall=6.80"
Prepared by Appian Consulting Engineers, PA Page 11
HydroCADO 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Time span=1.00-40.00 hrs, dt=0.05 hrs, 781 points
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/imperv.
Reach routing by Star -Ind method - Pond routing by Stor-Ind method
Subcatchment 3S: Area 2 Runoff Area=0.200 ac Runoff Depth>6.35"
Flow Length=80' Slope=0.0200 T Tc=1.6 min CN=86/98 Runoff=2.06 cfs 0.106 of
Pond 413: Pond 2 Peak EIev=8.54' Storage=470 cf Inflow=2.06 cfs 0.106 of
Outflow=1.98 cfs 0.106 of
Total Runoff Area = 0.200 ac Runoff Volume = 0.106 of Average Runoff Depth = 6.35',
15.000/9 Pervious Area = 0.030 ac 85.00% Impervious Area = 0.170 ac

Storage Ponds-2
Prepared by Appian Consulting Engineers, PA
HydroC" 8.00 s/n 003967 ® 2006 HydroCAD Software
Subcatchment 3S: Area 2
Type 1124-hr 10-YR Rainfall=6.80"
Page 12
Runoff = 2.06 cfs @ 11.90 hrs, Volume= 0.106 af, Depth> 6.35"
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YR Rainfall=6.80"
Area (ac) CN
Description
0.170 98
Paved parking & roofs
0.030 86
Newly graded area, HSG B
0.200 96
Weighted Average
0.030 86
Pervious Area
0.170 98
Impervious Area
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ftlft) (ft/sec) (cfs)
1.6 80 0.0200 0.84 Lag/CN Method, Overland
Subcatchment 3S: Area 2
Hydrograph
10 Runoff
Time (hours)

Storage Ponds-2 Type 11 24-hr 10-YR Rainfall=6 80"
Prepared by Appian Consulting Engineers, PA Page 13
HydroCAD® 8.00 s!n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Hydrograph for Subcatchment 3S: Area 2
Time Precip. Perv.Excess Imp.Excess Runoff
(hours) (inches)
(inches)
(inches)
(cfs)
1.00
0.07
0.00
0.00
0.00
1.50
0.11
0.00
0.02
0.01
2.00
0.15
0.00
0.04
0.01
2.50
0.19
0.00
0.06
0.01
3.00
0.23
0.00
0.09
0.01
3.50
0.28
0.00
0.13
0.01
4.00
0.33
0.00
0.17
0.01
4.50
0.38
0.00
0.21
0.02
5.00
0.43
0.01
0.25
0.02
5.50
0.48
0.01
0.30
0.02
6.00
0.54
0.03
0.36
0.02
6.50
0.61
0.04
0.42
0.02
7.00 •
0.67
0.06
0.48
0.02
7.50
0.74
0.09
0.54
0.02
8.00
0.82
0.11
0.61
0.03
8.50
0.90
0.15
0.69
0.03
9.00
1..00
0.20
0.79
0.04
9.50
1.11
0.25
0.90
0.04
10.00
1.23
0.32
1.02
0.05
10.50
1.39
0.42
1.17
0.07
11.00
1.60
0.56
1.38
0.09
11.50
1.92
0.79
1.70
0.116
12.00
4.51.
3.01
4.27
0.78
12.50
5.00
3.47
4.76
0.13
13.00
5.25
3.70
5.01
0.08
13.50
5.43
3.87
5.20
0.06
14.00
5.58
4.01
5.34
0.05
14.50
5.70
4.12
5.46
0.05
15.00
5.80
4.22
5.57
0.04
15.50
5.90
4.31
5.66
0.04
16.00
5.98
4.39
5.75
0.03
16.50
6.06
4.47
5.82
0.03
17.00
6.13
4.53
5.89
0.03
17.50
6.20
4.60
5.96
0.03
18.00
6.26
4.66
6.02
0.02
18.50
6.32
4.72
6.08
0.02
19.00
6.38
4.77
6.14
0.02
19.50
6.43
4.82
6.19
0.02
20.00
6.47
4.86
6.23
0.02
20.50
6.52
4.90
6.28
0.02
21.00
6.56
4.94
6.32
0.02
21.50
6.60
4.98
6.36
0.02
22.00
6.64
5.02
6.40
0.02
22.50
6.68
5.06
6.45
0.02
23.00
6.72
5.10
6.48
0.02
23.50
6.76
5.14
6.52
0.02
24.00
6.80
6.17
6.56
0.01
24.50
6.80
5.17
6.56
0.00
25.00
6.80
5.17
6.56
0.00
25.50
6.80
5.17
6.56
0.00
26.00
6.80
5.17
6.56
0.00
26.50
6.80
5.17
6.56
0.00
27.00
6.80
5.17
6.56
0.0V
27.50
6.80
5.17
6.56
0.00
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
(inches)
(inches)
(inches)
(cfs)
28.00
6.80
5.17
6.56
0.00
28.50
6.80
5.17
6.56
0.00
29.00
6.80
5.17
6.56
0.00
29.50
6.80
5.17
6.56
0.00
30.00
6.80
5.17
6.56
0.00
30.50
6.80
5.17
6.56
0.00
31.00
6.80
5.17
6.56
0.00
31.50
6.80
5.17
6.56
0.00
32.00
6.80
5.17
6.56
0.00
32.50
6.80
5.17
6.56
0.00
33.00
6.80
5.17
6.56
0.00
33.50
6.80
5.17
6.56
0.00
34.00
6.80
5.17
6.56
0.00
34.50
6.80
5.17
6.56
0.00
35.00
6.80
5.17
6.56
0.00
35.50
6.80
5.17
6.56
0.00
36.00
6.80
5.17
6.56
0.00
36.50
6.80
5.17
6.56
0.00
37.00
6.80
5.17
6.56
0.00
37.50
6.80
5.17
6.56
0.00
38.00
6.80
5.17
6.56
0.00
38.50
6.80
5.17
6.56
0.00
39.00
6.80
5.17
6.56
0.00
39.50
6.80
5.17
6.56
0.00
40.00
6.80
5.17
6.56
0.00

Storage Ponds-2 Type /I 24-hr 10-YR Rainfall=6.80"
Prepared by Appian Consulting Engineers, PA Page 14
HydroCADO 8.00 sfi 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Pond 4P: Pond 2
Inflow Area =
0.200 ac,
Inflow Depth > 6.35"
for 10-YR event
Inflow =
2.06 cfs @
11.90 hrs, Volume=
0.106 of
Outflow =
1.98 cfs @
11.92 hrs, Volume=
0.106 af, Men= 4%, Lag= 1.0 min
Primary =
1.98 cfs @
11.92 hrs, Volume=
0.106 of
Routing by Stor-Ind method, Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Peak Elev= 8.54' @ 11.92 hrs Surf.Area= 1,020 sf Storage= 470 of
Plug -Flow detention time=16.9 min calculated for 0.106 of (100% of inflow)
Center -of -Mass det. time= 16.8 min ( 758.4 - 741.6 )
Volume Invert Avail.Storage Storage Description
#1 8.00, 1,000 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.00 730 0 0
9.00 1,270 1,000 1,000
Device Routing Invert Outlet Devices
#1 Primary SW 8.0" x 35.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert-- 6.25' S= 0.01007 Cc= 0.900 n= 0.013
02 Device 1 6.60' 1.5" Vert Orifice/Grate C= 0.600
#3 Primary 8.40' 15.W long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=1.92 cfs @ 11.92 hrs HW=8.53' (Free Discharge)
1=Culvert (Passes 0.08 cfs of 1.94 cfs potential flow)
t-2=OrifcelGrate (Orifice Controls 0.08 cfs @ 6.59 fps)
-Broad-Crested Rectangular Weir (Weir Controls 1.84 cfs @ 0.91 fps)

Storage Ponds-2
Type H 24hr 10-YR Rainfall=6 80"
Prepared by Appian Consulting Engineers, PA Page 15
HydroCAD® 8.00 sln 003967 0 2006 HydroCAD Software Solutions LLC 3/23/2007
Pond 4P: Pond 2
Hydrograph
Z Inflow
p Primary
Time (hours)

Storage Ponds-2 Type 1124-hr 10-YR Rainfall=6.80"
Prepared by Appian Consulting Engineers, PA Page 16
Hydr+oCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Hydrograph for Pond 4P: Pond 2
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
1.00
0.00
0
8.00
0.00
2.00
0.01
1
8.00
0.01
3.00
0.01
1
8.00
0.01
4.00
0.01
1
8.00
0.01
5.00
0.02
2
8.00
0.02
6.00
0.02
2
8.00
0.02
7.00
0.02
2
8.00
0.02
8.00
0.03
3
8.00.
0.03
9.00
0.04
4
8.01
0.04
10.00
0.05
5
8.01
0.05
11.00
0.09
25
8.03
0.07
12.00
0.78
424
8.49
1.11
13.00
0.08
338
8.40
0.09
14.00
0.05
292
8.35
0.08
15.00
0.04
185
8.23
0.07
16.00
0.03
55
8.07
0.07
17.00
0.03
3
8.00
0.03
18.00
0.02
3
8.00
0.02
19.00
0.02
2
8.00
0.02
20.00
0.02
2
8.00
0.02
21.00
0.02
2
8.00
0.02
22.00
0.02
2
8.00
0.02
23.00
0.02
2
8.00
0.02
24.00
0.01
2
8.00
0.01
25.00
0.00
0
8.00
0.00
26.00
0.00
0
8.00
0.00
27.00
0.00
0
8.00
0.00
28.00
0.00
0
8.00
0.00
29.00
0.00
0
8.00
0.00
30.00
0.00
0
8.00
0.00
31.00
0.00
0
8.00
0.00
32.00
0.00
0
8.00
0.00
33.00
0.00
0
8.00
0.00
34.00
0.00
0
8.00
0.00
35.00
0.00
0
8.00
0.00
36.00
0.00
0
8.00
0.00
37.00
0.00
0
8.00
0.00
38.00
0.00
0
8.00
0.00
39.00
0.00
0
8.00
0.00
40.00
0.00
0
8.00
0.00

Storage Ponds-2 Type 1! 24-hr 90-YR Rainfa11==6.80"
Prepared by Appian Consulting Engineers, PA Page 17
HydroCAD® 8.00 s/n 003967 ® 2006 HvdroCAD Software Solutions LLC 3/23/2007
Elevation Primary
(feet) (cfs)
8.00 0.00
8.01 0.07
8.02 0.07
8.03 0.07
8.04 0.07
8.05 0.07
8.66 0.07
8.07 0.07
8.08 0.07
8.09 0.07
8.10 0.07
8.11 0.07
8.12 0.07
8.13 0.07
8.14 0.07
8.15 0.07
8.16 0.07
8.17 0.07
8.18 0.07
8.19 0.07
8.20 0.07
8.21 0.07
8.22 0.07
8.23 0.07
8.24 0.07
8.25 0.07
8.26 0.07
8.27 0.07
8.28 0.08
8.29 0.08
8.30 0.08
8.31 0.08
8.32 0.08
8.33 0.08
8.34 0.08
8.35 0.08
8.36 0.08
8.37 0.08
8.38 0.08
8.39 0.08
8.40 0.08
8.41 0.12
8.42 0.18
8.43 0.27
8.44 0.38
8.45 0.50
8.46 0.63
8.47 0.77
8.48 0.92
8.49 1.09
8.50 1.26
8.51 1.44
8.52 1.63
8.53 1.83
Stage -Discharge for Pond 4P: Pond 2
Elevation Primary
(feet)
WS)
8.54
2.04
8.55
2.25
8.56
2.47
8.57
2.70
8.58
2.93
8.59
3.18
8.60
3.42
8.61
3.68
8.62
3.95
8.63
4.22
8.64
4.50
8.65
4.78
8.66
5.08
8.67
5.38
8.68
5.68
8.69
5.99
8.70
6.31
8.71
6.63
8.72
6.96
8.73
7.29
8.74
7.64
8.75
7.98
8.76
8.33
8.77
8.69
8.78
9.06
8.79
9.43
8.80
9.80
8.81
10.20
8.82
10.60
8.83
11.00
8.84
11.42
8.85
11.84
8.86
12.26
8.87
12.70
8.88
13.14
8.89
13.58
8.90
14.04
8.91
14.50
8.92
14.96
8.93
15.43
8.94
15.91
8.95
16.39
8.96
16.89
8.97
17.38
8.98
17.89
8.99
18.40
9.00
18.91

Storage Ponds-2 Type I/ 24-hr 10-YR Rainfall=6.80"
Prepared by Appian Consulting Engineers, PA Page 18
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Stage -Area -Storage for Pond 4P: Pond 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.00
730
0
8.01
735
7
8.02
741
15
8.03
746
22
8.04
752
30
8.05
757
37
8.06
762
45
8.07
768
52
8.08
773
60
8.09
779
68
8.10
784
76
8.11
789
84
8.12
795
91
8.13
800
99
8.14
806
107
8.15
811
116
8.16
816
124
8.17
822
132
8.18
827
140
8.19
833
148
8.20
838
157
8.21
843
165
8.22
849
174
8.23
854
182
8.24
860
191
8.25
885
199
8.26
870
208
8.27
876
217
8.28
881
226
8.29
887
234
8.30
892
243
8.31
897
252
8.32
903
261
8.33
908
270
8.34
914
279
8.35
919
289
&36
924
298
8.37
930
307
8.38
935
316
8.39
941
326
8.40
946
335
8.41
951
345
8.42
957
354
8A3
962
364
8.44
968
373
8.45
973
383
8.46
978
393
8.47
984
403
8.48
989
413
8.49
995
423
8.50
1,000
433
8.51
1,005
443
8.52
1,011
453
8.53
1,016
463
Elevation
Surface
Storage
(feet)
(sq ft)
(cubic -feet)
8.54
1,022
473
8.55
1,027
483
8.56
1,032
493
8.57
1,038
504
8.58
1,043
514
8.59
1,049
525
8.60
1,054
535
8.61
1,059
546
8.62
1,065
556
8.63
1,070
567
8.64
1,076
578
8.65
1,081
589
8.66
1,086
599
8.67
1,092
610
8.68
1,097
621
8.69
1,103
632
8.70
1,108
643
8.71
1,113
654
8.72
1,119
666
8.73
1,124
677
8.74
1,130
688
8.75
1,135
699
8.76
1,140
711
8.77
1,146
722
8.78
1,151
734
8.79
1,1.57
745
8.80
1,162
757
8.81
1,167
768
8.82
1,173
780
8.83
1,178
792
8.84
1,184
804
8.85
1,189
816
8.86
1,194
827
8.87
1,200
839
8.88
1,205
851
8.89
1,211
864
8.90
1,216
876
8.91
1,221
888
8.92
1,227
900
8.93
1,232
912
8.94
1,238
925
8.95
1,243
937
8.96
1,248
950
8.97
1,254
962
8.98
1,259
975
8.99
1,265
987
9.00
1,270
1,000

Storage Ponds-2 Type U 24-hr 100-YR Rainfall=11.39"
Prepared by Appian Consulting Engineers, PA Page 19
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Time span=1.0040.00 hrs, dt=0.05 hrs, 781 points
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/imperv.
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 3S: Area 2 Runaff Area=0.200 ac Runoff Depth>10.91"
Flow Length=80' Slope=0.0200'f Tc=1.6 min CN=86/98 RunofF3.48 cfs 0.182 of
Pond 4P: Pond 2 Peak Elev=8.60' Storage=533 cf In low=3.48 cfs 0.182 of
Outflow=3.37 cfs 0.182 of
Total Runoff Area = 0.200 ac Runoff Volume = 0.182 of Average Runoff Depth=10.91"
15.00% Pervious Area = 0.030 ac 85.00% Impervious Area = 0.170 ac

Storage Ponds-2 Type 1124-hr 100-YR Rainfall=11.39"
Prepared by Appian Consulting Engineers, PA Page 20
HydroCADS 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Subcatchment 3S: Area 2
Runoff = 3.48 cfs @ 11.90 hrs, Volume= 0.182 af, Depth>10.91"
Runoff by SCS TR-20 method, UH=SCS, Split Pervious/Imperv., Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Type If 24-hr 100-YR Rainfall=11.39"
Area (ac) CN Description
0.170 98 Paved parking & roofs
0.030 86 Newly graded area, HSG B
0.200
96
Weiighted Average
0.030
86
Pervious Area
0.170
98
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 80 0.0200 0.84 Lag1CN Method, Overland
�3
b
LL
Subcatchment 3S: Area 2
Hydrograph
Time (hours)
18 Runoff

Storage Ponds-2 Type /I 24-hr 100-YR Ralnfa#=11.39"
Prepared by Appian Consulting Engineers, PA Page 21
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Hydrograph for Subcatchment 3S: Area 2
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
(inches)
(inches)
(inches)
(cfs)
1.00
0.12
0.00
0.02
0.01
1.50
0.18
0.00
0.06
0.01
2.00
0.25
0.00
0.11
0.02
2.50
0.32
0.00
0.16
0.02
3.00
0.39
0.00
0.22
0.02
3.50
0.47
0.01
0.29
0.02
4.00
0.55
0.03
0.36
0.03
4.50
0.63
0.05
0.44
0.03
5.00
0.72
0.08
0.52
0.03
5.50
0.81
0.11
0.61
0.03
6.00
0.91
0.15
0.71
0.04
6.50
1.02
0.21
0.81
0.04
7.00
1.13
0.26
0.91
0.04
7.50
1.24
0.33
1.03
0.04
8.00
1.37
0.41
1.15
0.05
8.50
1.51
0.50
1.29
0.06
9.00
1.67
0.61
1.45
0.07
9.50
1.86
0.74
1.63
0.07
10.00
2.06
0.90
1.84
0.09
10.50
2.32
1.10
2.10
0.11
11.00
2.68
1.39
2.45
0.16
11.50
3.22
1.86
2.99
0.27
12.00
7.55
5.90
7.31
1.32
12.50
8.37
6.69
8.13
0.21
13.00
8.79
7.10
8.55
0.14
13.50
9.10
7.40
8.86
0.11
14.00
9.34
7.64
9.10
0.09
14.50
9.54
7.83
9.30
0.08
15.00
9.72
8.01
9.48
0.07
15.50
9.88
8.17
9.64
0.06
16.00
10.02
8.30
9.78
0.05
16.50
1.0.15
8.43
9.91
0.05
17.00
10.27
8.55
10.03
0.05
17.50
10.38
8.66
10.14
0.04
18.00
10.49
8.76
10.25
0.04
18.50
10.59
8.86
10.35
0.04
19.00
10.68
8.95
10.44
0.04
19:50
10.77
9.03
10.52
0.03
20.00
10.84
9.11
10.60
0.03
20.50
10.92
9.18
10.68
0.03
21.00
10.99
9.25
10.75
0.03
21.50
11.06
9.32
10.82
0.03
22.00
11.13
9.39
10.89
0.03
22.50
11.20
9.45
10.95
0.03
23.00
11.26
9.52
11.02
0.03
23.50
11.33
9.58
11.09
0.03
24.00
11.39
9.65
11.16
0.02
24.50
11.39
9.65
11.15
0.00
25.00
11.39
9.65
11.15
0.00
25.50
11.39
9.65
11.15
0.00
26.00
11.39
9.65
11.15
0.00
26.50
11.39
9.65
11.15
0.00
27.00
11.39
9.65
i i A 5
0.00
27.50
11.39
9.65
11.15
0.00
Time Precip. Perv.Excess Imp.Excess Runoff
(hours)
finches)
(inches)
(inches)
(cfs)
28.00
11.39
9.65
11.15
0.00
28.50
11.39
9.65
11:15
0.00
29.00
11.39
9.65
11.15
0.00
29.50
11.39
9.65
11.15
0.00
30.00
11.39
9.65
11.15
0.00
30.50
11.39
9.65
11.15
0.00
31.00
11.39
9.65
11.15
0.00
31.50
11.39
9.65
11.15
0.00
32.00
11.39
9.65
11.15
0.00
32.50
11.39
9.65
11.15
0.00
33.00
11.39
9.65
11.15
0.00
33.50
11.39
9.65
11.15
0.00
34.00
11.39
9.65
11.15
0.00
34.50
11.39
9.65
11.15
0.00
35.00
11.39
9.65
11.15
0.00
35.50
11.39
9.65
11.15
0.00
36.00
11.39
9.65
11.15
0.00
36.50
11.39
9.65
11.15
0.00
37.00
11.39
9.65
11.15
0.00
37.50
11.39
9.65
11.15
0.00
38.00
11.39
9.65
11.15
0.00
38.50
11.39
9.65
11.15
0.00
39.00
11.39
9.65
11.15
0.00
39.50
11.39
9.65
11.15
0.00
40.00
11.39
9.65
11.15
0.00

Storage Ponds-2 Type H 24-hr 100-YR Rainfall=l1.39"
Prepared by Appian. Consulting Engineers, PA Page 22
HydroCADO 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Pond 4P: Pond 2
Inflow Area = 0.200 ac, Inflow Depth > 10.91" for 100-YR event
Inflow = 3.48 cfs @ 11.90 hrs, Volume= 0.182 of
Outflow = 3.37 cfs @ 11.92 hrs, Volume= 0.182 af, Men= 3%, Lag= 0.8 min
Primary = 3.37 cfs @ 11.92 hrs, Volume= 0.182 of
Routing by Stor-Ind method, Time Span=1.00-40.00 hrs, dt= 0.05 hrs
Peak Bev= 8.60' @ 11.92 hrs Surf.Area= 1,053 sf Storage= 533 cf
Plug -Flow detention time= 17.1 min calculated for 0.182 of (100% of inflow)
Center -of -Mass det. time= 17.0 min ( 752.2 - 735.3 )
Volume Invert Avail.Storaae Storage Description
#1 8.00, 1,000 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.00 730 0 0
9.00 1,270 1,000 1,000
Device Routing Invert Outlet Devices
#1 Primary 6.69 8.0" x 35.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 6.25' S= 0.0100P Cc= 0.900 n= 0.013
#2 Device 1 6.60' 1.5" Vert. Orific elGrate C= 0.600
#3 Primary 8.40' 15.W long x 10.W breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=3.27 cfs @ 11.92 hrs HW=8.59' (Free Discharge)
L1=Culvert (Passes 0.08 cfs of 1.97 cfs potential flow)
13=13road-Crested
2=0rifice/Grate (Orifice Controls 0.08 cfs @ 6.69 fps)
Rectangular Weir (Weir Controls 3.18 cfs @ 1.10 fps)

Storage Ponds-2
Type 1124-hr 100-YR Rainfall=1 1.39"
Prepared by Appian Consulting Engineers, PA . Page 23
HydroCAD® 8.00 sln 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
w
n
LL
Pond 4P: Pond 2
Hydrograph
Time (hours)
110 inflow
e Primary

Storage Ponds-2 Type H 24-hr 100-YR Rainfall= 11. 39 "
Prepared by Appian Consulting Engineers, PA Page 24
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Hydrograph for Pond 4P: Pond 2
Time
Inflow
Storage
Elevation
Primary
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
1.00
0.01
0
8.00
0.00
2.00
0.02
2
8.00
0.02
3.00
0.02
2
8.00
0.02
4.00
0.03
3
8.00
0.03
5.00
0.03
3
8.00
0.03
6.00
0.04
4
8.01
0.04
7.00
0.04
4
8.01
0.04
8.00
0.05
5
8.01
0.05
9.00
0.07
7
8.01
0.07
10.00
0.09
26
8.03
0.07
11.00
0..16
194
8.24
0.07
12.00
1.32
462
8.53
1.81
13.00
0.14
349
8.41
0.15
14.00
0.09
338
8.40
0.09
15.00
0.07
327
8.39
0.08
16.00
0.05
269
8.33
0.08
17.00
0.05
178
8.23
0.07
18.00
0.04
77
8.10
0.07
19.00
0.04
4
8.01
0.04
20.00
0.03
3
8.00
0.03
21.00
0.03
3
8.00
0.03
22.00
0.03
3
8.00
0.03
23.00
0.03
3
8.00
0.03
24.00
0.02
3
8.00
0.02
25.00
0.00
0
8.00
0.00
26.00
0.00
0
8.00
0.00
27.00
0.00
0
8.00
0.00
28.00
0.00
0
8.00
0.00
29.00
0.00
0
8.00
0.00
30.00
0.00
0
8.00
0.00
31.00
0.00
0
8.00
0.00
32.00
0.00
0
8.00
0.00
33.00
0.00
0
8.00
0.00
34.00
0.00
0
8.00
0.00
35.00
0.00
0
8.00
0.00
36.00
0.00
0
8.00
0.00
37.00
0.00
0
8.00
0.00
38.00
0.00
0
8.00
0.00
39.00
0.00
0
8.00
0.00
40.00
0.00
0
8.00
0.00

Storage Ponds-2 Type l! 24-hr 100-YR Rainfall=11.39"
Prepared by Appian Consulting Engineers, PA Page 25
HydroCAD® 8.00 sln 003967 ® 2006 HydroCAD Software Solutions LLC 3/23/2007
Elevation Primary
(feet) (Cfs)
8.00 0.00
8.01 0.07
8.02 0.07
8.03 0.07
8.04 0.07
8.05 0.07
8.06 0.07
8.07 0.07
8.08 0.07
8.09 0.07
8.10 0.07
8.11 0.07
8.12 0.07
8.13 0.07
8.14 0.07
8.15 0.07
8.16 0.07
8.17 0.07
8.18 0.07
8.19 0.07
8.20 0.07
8.21 0.07
8.22 0.07
8.23 0.07
8.24 0.07
8.25 0.07
8.26 0.07
8.27 0.07
8.28 0.08
8.29 0.08
8.30 0..08
8.31 0.08
8.32 0.08
8.33 0.08
8.34 0.08
8.35 0.08
8.36 0.08
8.37 0.08
8.38 0.08
8.39 0.08
8.40 0.08
8.41 0.12
8.42 0.18
8.43 0.27
8.44 0.38
8.45 0.50
8.46 0.63
8.47 0.77
8.48 0.92
8.49 1.09
8.50 1.26
8.51 1.44
8.52 1.63
8.53 1.83
Stage -Discharge for Pond 412: Pond 2
Elevation Primary
(feet)
(Cfs)
8.54
2.04
8.55
2.25
8.58
2.47
8.57
2.70
8.58
2.93
8.59
3.18
8.60
3.42
8.61
3.68
8.62
3.95
8.63
4.22
8.64
4.50
8.65
4.78
8.66
5.08
8.67
5.38
8.68
5.68
8.69
5.99
8.70
6.31
8.71
6.63
8.72
6.96
8.73
7.29
8.74
7.64
8.75
7.98
8.76
8.33
8.77
8.69
8.78
9.06
8.79
9.43
8.80
9.80
8.81
10.20
8.82
10.60
8.83
11.00
8.84
11.42
8.85
11.84
8.86
12.26
8.87
12.70
8.88
13.14
8.89
13.58
8.90
14.04
8.91
14.50
8.92
14.96
8.93
15.43
8.94
15.91
8.95
16.39
8.96
16.89
8.97
17.38
8.98
17.89
8.99
18.40
9.00
18.91

Storage Ponds-2 Type 1124-hr 100-YR Rainfall=11.39"
Prepared by Appian Consulting Engineers, PA Page 26
HydroCAD® 8.00 s/n 003967 0 2006 HydroCAD Software Solutions LLC 3/23/2007
Stage -Area -Storage for Pond 4P: Pond 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.00
730
0
8.01
735
7
8.02
741
15
8.03
746
22
8.04
752
30
8.05
757
37
8.06
762
45
8.07
768
52
8.08
773
60
8.09
779
68
8.10
784
76
8.11
789
84
8.12
795
91
8.13
800
99
8.14
806
107
8.15
811
116
8.16
816
124
8.17
822
132
8.18
827
140
8.19
833
148
8.20
838
157
8.21
843
165
8.22
849
174
8.23
854
182
8.24
860
191
8.25
865
199
8.26
870
208
8.27
876
217
8.28
881
226
8.29
887
234
8.30
892
243
8.31
897
252
8.32
903
261
8.33
908
270
8.34
914
279
8.35
919
289
8.36
924
298
8.37
930
307
8.38
935
316
8.39
941
326
8.40
946
335
8.41
951
345
8.42
957
354
8A3
962
364
8.44
968
373
8.45
973
383
8.46
978
393
8.47
984
403
8.48
989
413
8.49
995
423
8.50
1,000
433
8.51
1,005
443
8.52
1,011
453
8.53
1,016
463
Elevation
Surface
Storage
(feet)
(sq ft)
(cubic -feet)
8.54
1,022
473
8.55
1,027
483
8.56
1,032
493
8.57
1,038
504
8.58
1,043
514
8.59
1,049
525
8.60
1,054
535
8.61
1,059
546
8.62
1,065
556
8.63
1,070
567
8.64
1,076
578
8.65
1,081
589
8.66
1,086
599
8.67
1,092
610
8.68
1,097
621
8.69
1,103
632
8.70
1,108
643
8.71
1,113
654
8.72
1,119
666
8.73
1,124
677
8.74
1,130
688
8.75
1,135
699
8.76
1,140
711
8.77
1,146
722
8.78
1,151
734
8.79
1,157
745
8.80
1,162
757
8.81
1,167
768
8.82
1,173
780
8.83
1,178
792
8.84
1,184
804
8.85
1,189
816
8.86
1,194
827
8.87
1,200
839
8.88
1,205
851
8.89
1,211
864
8.90
1,216
876
8.91
1,221
888
8.92
1,227
900
8.93
1,232
912
8.94
1,238
925
8.95
1,243
937
8.96
1,248
950
8.97
1,254
962
8.98
1,259
975
8.99
1,265
987
9.00
1,270
1,000

pi '' UN CA L , CUU L A T- 10

Appian Consulting Engineers, PA
PO Box 7966 o Q
Rocky Mount, NC 27804 INKAn
252.972.7703
Project: Beaufort ABC Store
1.0 Wastewater Flow Rate (from NCAC 15A 02H.0200 Rules):
a. Facility Type:
b. Flow Rate: gpm
c. Units each
Total
Design Flow Rate: 80 gallons(min
2.0 Pump Design Peak Flow Rate:
(pumps to be capable of pumping at 1.0 times the average
daily flow rate with pump out of service):
80 x 1. = 1 80.0 gallons/minute
a. Proposed Force Main Pipe Size: inch
Velocity 2.04 fps ---Velocity > 2 fps, okay.
b. Selected Pump Flow Rate: gpm
Velocity 2.04 fps ---Velocity > 2 fps, okay.
C. Future Pump Flow Rate:
Velocity J 2.04 fps
3.0 Schematic Profile of Force Main, Wet Well & Discharge point
A f�—
Pro WV
L = 1500'
Prop invert Gravity in = 5.65
Prop bottom of WW = 1.90
>2
1L
4-inch FM
100 yr Flood = NIA
Inv FM = 10.00

4.0 Wetwell Section
-----------------
C/L Pump Suction = #V,ALUE!
ft Top WW = 7.75
Main
.: WW diameter 4 Influent Elev = 5.65
Influent Line
HW Alarm =
Lag Pump On = 5.40
Lead Pump On = 5.40
Off = ?.90
Bottom of WW = 1.90
LO
N
0
5.0 Emergency Storage
Current Flow:
a. Bottom Slab of WW Elev: 6.75 (or limiting elevation)
b. HW Alarm Elev: 5.40
Diff = 1.35
0 storage/VF in a 4 ft dia WW
C. - a Nns of available storage in WW
d. Average Flow = 1\8r Ns/day =1440 = 0.06 gpm
e. Therefore, the availab.., WW-.Ti-rge„cy store = 0.0 min, or
(excluding storage in gravity lines and manholes) 0.00 hours
Future Flow =
f. Fut DU's in service area 0 Lots
x 80 gpd/DU
- gpd
Average Flow = 0 gpm Req'd pump size = 0 gpm
Wetwell Storage Req'd = #DIV/01 min, or
#DIV/O! hours (excludes storage in gravity lines & MH's)
6.0 Reliability
a. Primary Power Source: Power is proposed to be underground; 1 phase
b. Secondary Power Source:
A fail to start alarm is to be installed at the pump station

SEWER LIFT STATION o 0 0
CALCULATION SCHEDULE CONSULTING
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
Note: Fill in red place holders only! COMPREHENSIVE ENVIRONMENTAL SERVICES
Project: 3eaufort ABC Date: 3/23/2007
Location: Beaufort, NC Designer: pws
Prop. FM Diameter —> inches (actual ID) Project No 06-083
fps calculation given gpm = 2.04 fps
1 Force Main Discharge Flev (Hinh Pf = ) I -in nn
2
Center Line Suction Elevation
#VALUE!
3
Slab Elevation
7.75
4
Gravity Influent Elevation
5.65
5
Pump on Elevation
6.40
6
Pump off Elevation
2.90
7
Ground Elevation
7.25
8
Elevation of wetwell bottom
1.90
9
Suction Inlet Elevation
2
10
Force Main Length & Type Pipe: 4" PVC
1,500 LF
11
Type Motors Specified
1 ph/240V
12
HP required non -overloading at Design Conditions
1 HP
13
HP required future
1 HP
14
TDH Present
11.31 feet
15
TDH Future
13.35 feet
16
GPM Present
80 gpm
17
GPM Future
80 gpm
18
Pump Selected
Zoeller N161, 2"
flanged discharge
19
Pump Speed Present
3450 rpms
20
Pump Speed Future
3450 rpms
21
Pump Impeller Diameter
6 inches
22
Suction Pipe Size
Vel Sta Suction Pump at gpm
NIA fps
23
Discharge Sta. Pipe Size ", Vel Sta Discharge, 80 gpm
7.65 fps
24
FM Pipe Size ", Vel in force main at 80 gpm.
2.72 fps
25
Wet Well Size
4 ft. in dia.
26
Gallons per vertical foot of wet well
94.0 s/VF
Appian Consulting Engineers, PA
PO Box 7966
Rocky Mount, NC 27804
Telephone: [phone]
Fax: [phone]
www.appianengineers.com
SEAL
8421
00
,,'.0. Pf4i1 iti y``�ti
(This form developed by Appian - last revised 3 July, 2006) 3. 2 .O ;

Appian Consulting Engineers, PA Page 2
Note. Fill in red place holders only!
1.0 Total Dynamic Suction Lift NIA" DIP
A. Static Suction Lift ft,
B. Suction Friction
(1) Total StmWht Pise ■
2
4
1
uu
- e
Quanft
fir. i 0
►tr. ' i 0
Str. Pi e 0
Feet
1 I. u
11.0
0.0
0.0
0.0
0.0
5
- e
Str. Pie 0
0.01
0.0
Total E
m=
0 x hf
uiv Str. Pipe
0.00
0.00
0 x hf = 0.5311 x I (C100 = 1 0.00 (C100)
TDSL = 1 0.00 ft.
2.0 NPSH at 80 GDM
3.0
0
MSL of station floor =
1 7.8 feet above sea level
A. Total Atmospheric Pressure at Sea Level
B. Deductior z•
(1) Total D n• t S cti Lff IL
0.00
2 NPSH re( sire + "i
(3) Altitude Q -re Y:)00' a► we MSL)
0.00
0.01
4 Safety
2.00
5 Vapor Pressure at 74 degrees F
1.00
33.90
NPSH required: 3.01
Excess NPSH at 80 gpm 30.89
a Station Discharge PlDing Friction Loss (oioe materiall
A.
Total Straight Pie
If
Fittings
Quantity
Feet
B.
" - e . Str. Pie
1
5.5
ft
C.
3all valve_- e . Str. Pie
1
1.3
1.3
ft
D.
- eq. Str. Pipe
1
0.3
0.3
ft
E.
- e . Str. Pie
0
8.0
-
ft
F.
- e . Str. Pie
0
11.0
-
ft
G.
- e . Str. Pipe
n
4.0
-
ft
Total E uiv Str. Pipe
13.9
ft

4.0
Page 3
Station Discharge Piping Friction Loss (in feet of head) _
limm = 80
0.141 x hf = 9.5356 (C150)= 1.32 (C130)
9.141 x hf = 9.5356 (C150)x 1 1.303 (C130) = 1 1.72 (C100
b Station Discharge PiDina Friction Loss of (nine materiall
a
A. Total Straight Pipe
n n if
Fittings
Quantity
Feet
B. - e . Str. Pie
0
.0
0.0 ft
C. - e . Str. Pie
0
0.0
0.0 ft
D. _ _ - e . Str. Pie
0
0.0
0.0 ft
E. - e . Str. Pi
0
0.0
0.0 ft
F. - e . Str. Pi
0
0.0
0.0 ft
G. - e . Str. Pie
0
0.0
0.0 ft
Total E uiv
Str. Pie
0.0 ft
Station Discharge Piping Friction Loss (in feet of head) =
m = 80
0.00 x hf = = 0.00 -�
0.00 1 x hf = 0 x I (C 100) = 0.00 (C 100)
FM Friction 4" PVC (pipe maV ,
80 gpm
A. Total Straight Pie
If
Fittings
QuantKy
Feet
B. 90 deg El- e . Str. Pipe
2
11.0
22.0 ft
C. 2" to 4" Inc - e . Str. Pie
1
6.5
6.5 ft
D. Gate Valve- e . Str. Pipe
1
2.5
2.5 ft
E. Thru Tee - eq. Str. Pie
0
11.0
0.0 ft
F. Enlar 't- e . Str. Pie
0
4.0
0.0 ft
G. - e . Str. Pie
�
10.0
0.0 ft
Total E uiv Str. Pie
1531.0 ft
Force Main Friction (in feet of head) _
I,gpm = 80
15.311 x hf = _ 1 5.39 (C130)
15.311 x hf = 0.3521 (C150) x 1.303� (C130) = 7.02 (C100)

C
6.0
FM Friction " (pipe mat`I ,
80 gpm
A. Total Straight Pie
If
Fittings
Quantity
Feet
B. vu aeg !_ - e . Str. Pie
0
0.0 ft
C. 22 1/2 de E,- e . Str. Pie
0
j.5
0.0 ft
D. Gate Valve- e . Str. Pie
0
3.5
0.0 ft
E. Thru TeP - e . Str. Pie
0
16.0
0.0 ft
F. - e . Str. Pie
0
0.0
0.0 ft
G. _ - e . Str. Pie
r)
0.0
0.0 ft
Total E uiv Str. Pie
0.0 ft
Force Main Friction (in feet of head) _
dr"n = nn
Page 4
10.001 x hf = 0.3521 (C150)= 1 0.00 (C130) 1
0.00 1 x hf = 0.3521 x I (C130) = 0.00 (C100}
Total Dynamic Head
A.
Static Discharge Hd 10.0 - 5.6)
4.6
B.
Suction Friction from 1.0 above
0.00
C.
Discharge Station Piping Friction
1.32
C1.
Discharge Station Piping Friction
0.00
D.
Force Main Friction
5.39
Di.
Force Main Friction
0.00
Total Dynamic Head
11.31
6.0 Minimum Suction Submergence
(ref.)
-
1
3a
3b
4a
4b
(C 130)
(ref)
-
1
3a
3b
4a
4b
4.6
0.00
1.721
0.00
7.02
0.00
13.35
IA. ' suction inlet at gpm
intake velocity at Minimum Submergence =
B. " suction inlet at gpm
intake velocity at 'fsec. Minimum Submergence =
7.0 Primina Lift: (FWnzina Lift has no relation to net nostive suction heath)
A. Maximum dry prime & repriming lift at 0 rpm
ft
B. Actual dry prime & repriming lift at 0 rpm
ft
8.0 Assuming a specific gravity of 1.0, the
brake horsepower required by the pump = 0.5 HP
Operating at % efficiency at Futwe TDH (see pump curve for estimate of efficiency)

Page 5
9.0 Check cycling to prevent sewage from becoming septic:
B. Select Est. Detention time = min (30 min max)
x 0.1 gpm (from 8A above)
0.0 gallons of storage required
C. Pump on/off elevations:
1. Storage required = 0.0 gallons
2. Wetwell diameter = feet
3. Vol. per vertical foot = 94.0 gaINF
4. Storage depth req'd = 0.00 feet between pump on and off
5. Pump Design flog I.'-ol i 1. - 80 gpm
6. Est time to pump NNW uown = 0.00 minutes
(=pump run time)
9. Duration of Pump Cycle
T= V + V
Qa - QI QI
T= time in minutes
V = Wet Well Volume from pump start to pump off
Qd = Pump Discharge Rate (gpm)
Qi = Inflow rate into wetwell (gpm)
T= 0.0 minutes
7. Cycles/Hour = #DIV/01 cycles/hr
#DIV/OI
8. Det. time (less pump run time) 0.0 minutes
Page 6

NOTE:
When alternating between pumps, a pump that has just shut off should not be restarted
sooner than the following lapsed times.
Horsepower
Time
< 30
4 minutes
30 to 75
6 minutes
75 to 100
8 minutes
100 to 200
10 minutes
(source: Smith & Loveless, Inc., Jan 1987)
bj.excel.Lift Station Worksheet.xls
form acee04.x1s

PUMP PERFORMANCE CURVE
L I I I I I I I MODELS 1611416146314163-16514165
m
MODELS 1 161/4101 1 109103 1 1S5/41N
20
x 60
18 50
12 40
GALLONS 10 W 30 40 50 00 70 Ito 90 10D 11
LRERS o e0 1160 2 0 364;0
FLOW PER MINUTE mom
Standard all,:. . ?0fl cc:
1B1 MODELS
4161 MODELS
Control Seledlon
Liwe
st
811191e8681
DoubteSed
Vane - Ph
Mods
Amp
Simp14tr
Dmplex
CBA
UL
M161
115 1
Aub
15.5
1
Y
Y
N161
N4161
115 1
Non
15.6
2or3&5
4&5
Y
Ym
D161
23D 1
Auto
7.5
1
Y
Y
E161
E4161
230 1
Non
7.5
2or3&5
4&5
Y
Y
' H161
200.208 1
Auto
8.8
1
Y
N
' 1161
14161
200-2D8 1
Nan
1 6.8
1 2or3&5
4&5
Y
N
" J4161
200-21M 3
Non
&4
3&5
485
Y
Y
' F161
F4161
1230 3
1 Non
5.2
1 3&5
485
Y
Y
10161
04161
IGO 3
1 Non
2.9
1 3&5
4&5
Y
Y
as Mr'-%- W 1
183MOOELS
111881110=3
Contrsl
SslscBon
Listlggs
Slagle Sal
Doubts Sad
Vdb - Phl
Mods
Mips
I Slunplax
DWO
C&A
I UL
M163
115 1
Auto
15.0
1
Y
Y
N163
N4163
115 1
Non
16.0
2or3A5
485
Y
Y„I
D163
230 1
Aub
7.5
1
Y
Y
E163
E4163
230 1
Non
7.5
2 or 3& 5
41115
Y
Y
` H163
200-2DB 1
Auto
8.5
1
Y
N
• 1163
• 14163
200-21118 1
Non
1 8.5
2 or 3 & 5
495
Y
N
` J163
• J4163
2D0-208 31
Non
ED
3&5
4115
Y
I Y
' F163
' F41M
230 311
4.8
385
4&5
Y I
Y
' G163
• G4163
460 31
Non
1 19
3&5
4&5
Y
Y
188M6
T 83M
s 1n
1 L111r NPTSTANDARD
rrFT
OR
rwr
I A RLABLE
I— 1 IX NPT STANDARD
r NPr
I OR
r NPT
AVAILABLE
I
S074
207M6
1 iE
SR1413
Standard all models - 20 ft. cord -1 HP
iM MODELS
4165 MODELS
Control Selection
Listirps
Single Seel
Double Sal
Vale - Phl
Mode
Amps
8hnplar
DupleR
CSA
UL
D165
23D 1
Auto
102
1
Y
Y
E165
E4165
230 1
Non
102
2 or 3& 5
4&5
Y
Y
• H165
2OD-208 1
Auto
12.6
1
Y
N
• 1165
' 14165
200-206 1
Non
12.6
2 or 3 & 5
4&5
Y
N
•J185
' J4185
2OD-208 3
Nan
7.5
3&5
485
Y
Y
•F165
' F4165
230 3
an
7.4
3&5
495
Y
Y
• G165
• G4165
400 3
Non
3.7
3&5
Y
Y
•BA165
' BA4165
1575 3
Non
1 3.0
3&5
-4&5
485
N
N
1. Integral float operated mechanical switch, no external control
required.
2. For automatic use single piggyback variable level float switch or
double piggyback variable level float switch. Refer to FMO477.
3. See FM1228 for tarred model of simplex control panel.
4. See FW712 for correct model of duplex control panel.
5. Variable level control switch 10-0225 used as control activator,
• Molded specify sirnplex (3) float or duplex (3) or (4) float system.
ro LLI.Moduderal"Wh20Asgplup
� CA1 71ON
For information an additional Zoeier produucts refer to cabft an Pinrbadc Variable Level float All 1ncbdladm ofcontrols, protection devices ardwlringshould bedonabyaqualirredliansed
Switches, FM0477; ElectricalAlbmalor, Ft10486, MsdrakWAlterrebr, FM04KAlarm Package, dectricion. All electrical and an" codes shoudd beldlorred including thernost recentliadonal
FM0732; and SumpiSawage Basins, F11110487.
Electric Code (NEC) and the Occupational Safety and Health Act (OSHA).
RESERVE POWERED DESIGN
For unusual conditions a reserve safety factor is engineered into the design of every Zoeller pump.
0 Copyright 2004 Zoeller Co. All rights reserved.

QZrirr .ice /9F
Prudu d idartnafim preceded
here rdlem c wWwom at lima
Of pnbwion. Com mm-
twy mprdm or
COMPARE THFSE FEATURES
MW T0t PQ BW MW- Loei v^ KV 4 W
SUPM 3MCaoeliOP"d -Lodb* KY 4N1!-IM
(5g778.4731.1MM!ffiMW-i"f ffiM 7743M
No%dogging bronze vorfat ntVeller deft.
Durable cast construction. Cast iron swhch case, base,
motor and pump housing.
Castings - Cast mm class 25a (25,00F>tJ:tensile
skmgtfi). Irrn)etler, bronze class tto-5 M.
Corrosion vesmW powdercoaledeprsc In sh.
20 fL UL Listed 3 wire neoprene oard and plug. Longer
girds atraildtle in len$m of 2 -WW feet
Motor - 60 Hz, 3450 RPM, a'MM, herrnetic* sealed,
aubrnatic reset thermal overload profectiat (1 Ph only).
Upper sleeve bowing and bow bd bearing running in
bath of oil.
Carbon and ceramic shaft sad.
Mmnum lure for effluent err dmmdming,
13VF-54-C (ED 140-F-60-C).
Major wldlh 12'W HwgM 1801,; . (Single seal puirp)
No screens b clog.
Square Rang & Ga - Neoprene.
Stainless steel saews, bolls, foot rod, handle glmFd,
arm and seal assentnW.
Passes w spherical sobds_
IW NPT discharge with 7 or 3' flange avdabla
h*amtic un►Ts avaaable with float operated,
submersible (NEMA 6) 2-pols rnedtattitsl switch.
On point 14'Yi - Off point S.
Avadable in single or double seat designs
100%of units arecompulafted tested.
MOL)Li-O 416141W-41U
DOUBLE SEAL PUMPS (Nonauto only;
Protects motor Fran seal twits.
Improved beeratg It9miCafo n.
Helps elmnaie sad and bearing damage from dry trots.
L%orwidth 12'W He *2ti7 .
*OIL The 8mV 0l6ffi d systems nWn* requires vmmbb levd
I*S)cmkob andpmWly sited basinslo whimmgAW
pxnMqchmcrdmVknmwffinmadm%ftpm4w,
AUTOMATIC UNITS NOT RECOMMEND
FOR USE IN EFFLUENT SYSTEMS
SEcnON:2.2US
now
OW4
Supersedes
1103
visa our web sft.
www.zcmWer co►11
161-163 -165 Single Seal Series
4161- 4163 - 4165 Double Seal Series
(ForPmW he& Uniftem see Alm & IIA9+m OW
d1GH HEAD
"FLOMMATE"
FOR SEPTIC TANK - LOW PRESSURE PIPE (LPP)
("Filve AND ENHANC® FLOW STEP SYSTEMS
�i +ere JClw
OR DEWATERING PUMP - Slfl%RSIBLE
1W NPT D WiARGE STANDARD - 2' AND 3' NPT FLANGE AVAILABLE
ill
3E
.L
POWDER
,..� COATED
TOUGW
VIZA
M
FAZZ
AWSBWANE
RWNIMMAM
Au nhakc (Single Sad Only) or Namoutomatio
161-163 and 410-063 Series 165 and 4165 Senors
% HP, 1 Pb,115V, 2W-206Var230V 1 HP,1 Ph, 2004War239V
%HP, 3 Ph, 200M,, 230V ar460V 1 HP, 3 Ph, 200M 230V or460V
Copyright 2004 Zoeller Co. An rights reserved.

APPEN-MV-W

n " - SECTION. 5.10.280
Qlf4L/Ti'P!/�[!PS IAIZT �9�� FM0531
0103
Product information ® (Z'
Supersedespresented here reflects//� i/0302
conditions at time of
publication. Consult factory
regarding discrepancies or MAL TO. P.O BDX 16347- Lorda ge, KY 40256.0347 visit our web sfte:
inconsistencies. SHIP TO. 3649 Cane f a Road • LoukAb, KY 40211-1961 f }ffp.1Avww,zoeffer com
(W4 M2731.1(800) 92&PUWP • FAX (502) M-3624
SPECIFICATIONS
EFFLUENUSUMP SIMPLE( SYSTEM
ZOELLER SUBMERSIBLE DEWATERING OR EFFLUENT PUMPS
SEAL
SOLIDS
DISCHARGE
MATERIAL
MODELS
Single
1/2"
1%a NPT
CastIron
53
57
98
140
Single
10
1W NPT
Cast Bronze
55
59
Single
5/8"
1W NPT
Cast Iron
137
191
Single
5/8"
1W NPT
Cast Bronze
139
Single
3/4"
1%" NPT
Cast Iron
1152
153
Single
314"
1 W, 2", or 3 NPT
Cast Iron
161
163
165
185
186
188
189
Double
1/2"
1%"
Cast Iron
4140
Double
3/4"
1W, 2", or 3 NPT
Cast Iron
41611416314165
4185
4186
4188
4189
SIMPLEX SYSTEM
Furnish a Zoeller Submersible Pump Model Mko I Single Seal or Model Double Seal, with a capacity of 00
GPM against a Total Dynamic Head of 11.31 feel. Motor Specification: Voltage, Cycles, I Phase,
0.15 HP. Discharge to be 1 %inch NPT. Optional X 2" NPTor . 3" NPT(161/4161-189/4189). Cord
length to be A71 feet Pumps will pass % inch so' 55,57,59, 98 & 140/4140 Series) or 5/8 inch
solids (137 & 139 Series) or_ A 3/4 inch solids(152,153,1,16314163,165/4165,18514185,186/4186,18814188
& 189/4189 Series.) Pumps shall be �_ Ill- listed, CSA approved, SSPM.A certified, State of
Wisc. approved, other (Specify },
SINGLE PHASE PUMPS
GENERAL
Pump motor shall be hermetically sealed, submersible type
operating in ahigh quality dielectric oil for coolingthewindings
and for lubrication of the motor bearings and ceramic -carbon
shaft seal. Single phase motor shall have Internal automatic
resetting, thermal overload protection. Construction shall be
of Cast iron with 100% baked -on powder coated
epoxy finish for corrosion resistance and longer casting
durability(or Cast Bronze). All fasteners and external
metal parts shall be of stainless steel. Impeller shall be of
vortex non -clog design. (Addition noted below.)
Check Applicable Series:
53 (cast iron) 55 (cast bronze) Series- Pump
shall have a shaded pole motor. Impeller, with metal
insert, and base shall be of glass reinforced molded
material. Switch case shall be of cast or molded
material. Guard and handle shall be of stainless steel.
57 (cast iron)59 (cast bronze) Series- Pump
shall have a shaded pole motor. Guard and handle
shall be of stainless steel.
98 (cast iron) Series - Pump shall have % HP PSG
motor.
137 (cast iron) 139 (cast bronze) Series -
Pump shall have % HP split phase motorwith current
sensing, starting relay enclosed in switch housing.
152 (.4 HP) 153('f HP) series pump shall have
a permanent split capacitor motor. The impeller shall
be glass reinforced thermoplastic. Motor housing
shall be cast iron.
140 (Cast Iron) Series Pump shall have a 1 HP
permanent split capacitor motor with capacitor in the
switch housing attached to the pump. The impeller
shall be cast bronze. Motor housing shall be cast iron.
Discharge shall be a permanently affixed 1 %7 female
NPT hub.
4140 (Cast Iron) Series Pump with double carbon/
ceramic shaft seals shall have a 1 HP permanentsplit
capacitor motor. with capacitor in the switch housing
attached to the pump. The impeller shall be cast
bronze. Motor housing shall be cast iron. Discharge
shall be a permanently affixed I female NPT hub_
The lower seal cavity shall be oil -filled.
— 161 (% HP) 163 (% HP)165 (1 HP)
Cast Iron Series- Pump shall have a permanent split
capacitor motor with run capacitor and magnetic
contactor enclosed in switch housing. Impeller shall
be of cast bronze_ Motor housing shall be finned for
extra cooling capability.
4161(%HP) _ 4163 (% HP) 4165 (1 HP)
Cast iron series pump with double xarbon/cerarnic
shaft seals shall have a permanent split capacitor
motor with run capacitor and magnetic contactor
enclosed in the switch housing. Impeller shall be cast
bronze. Motor housing shall be finned forexira cooling
capability. The- lower seal cavity shall be oil -filled.
0 Copyright 2003 Zoeller Co. All rights reserved.

185(1HP) 186(1%HP) 188(1Y.HP)
189 (2 HP) Cast Iron Series- Pump shall have
a permanent split capacitor motor with run capacitor
and magnetic contactor enclosed in switch housing.
Impeller shall be of cast bronze. Motor housing shall
be finned for extra cooling capability.
4185 (1 HP) 4186 (1'/ HP) 4188 (1'/
HP) 4189 (2 HP) Cast iron series pump with
double carbon/ceramic shaft seals shall have a per-
manent split capacitor motor with run capacitor and
magnetic contactor enclosed in the switch housing.
Impeller shall be cast bronze. Motor housing shall be
finned for extra cooling capability. The lower seal
cavity shall be oil -filled.
191 (2 HP) Cast iron series pump with carbon/
ceramic shaft seals shall have a permanent split
capacitor motor with run capacitor enclosed in the
switch housing. Impellershall be cast bronze and the
housing shall be epoxy coated. Impeller shall be of a
closed type construction. Motor housing shall be
finned for extra cooling capability.
AUTOMATIC CONTROL - INTEGRAL FLOAT TYPE
Single phase pump shall have an integral mechanical float
switch, which shall require no adjustment, nor require addi-
tional equipment for operation.
AUTOMATIC CONTROL PIGGYBACK
VARIABLE LEVEL FLOAT SWITCH
A Zoeller Piggyback Variable Level Float Switch with
a fifteen (15) foot SJOWA cord and molded plug shall be
furnished to control a nonautomatic pump. Control shall be
constructed of durable plastic and be omnidirectional. Con-
trol shall be fastened to discharge pipe with plastic tie
mounting strap and shall require no extra wiring. (Addition
Noted Below.)
Check Applicable Control:
10-0034 (115V/Max. % HP) or 10-0035 (230V1
Max. 2 HP) (For use on 115V or 230V, 1 Phase,
nonautomatic Zoeller pump). Designed forautomatic
pump operation with the appropriate voltage and
horsepower, single phase, Zoeller pump.
10-0229 (115V/Max./ HP) or 10-0230 (230V!
Max. 2 HP) (For use on 115V or 230V, 1 Phase,
nonautomatic Zoeller pump.) Double float system
shall have an adjustable pumping range. Pumping
range shall be a minimum of one (1) inch to a maxi-
mum of forty-eight (48) inches.
SIMPLEX CONTROL PANEL
A Zoeller Simplex Control Panel shall be fur-
nished to control a nonautomatic pump. The panel shall have
a Nema 4x enclosure, pump run indicator right, high water
alarm; selector switches, float switches, and UL label. Panel
will be sized for Zoeller Model Volt,
Cycle, Phase, HP, FLA pump.
THREE PHASE SYSTEM
(FOR USE WITH 130, 16014160, or 180M180 SERIES
ZOELLER PUMP)
GENERAL
Pump motor shall be hermetically sealed, submersible type,
operating in a high quality dielectric oil for cooling the wind-
ings and for lubrication of the motor bearings and ceramic -
carbon shaft seal. Pump motor shall have external magnetic
contactorand overload protection. All fasteners and external
metal parts shall be of stainless steel. Impeller shall be of
vortex non -clog design.
137 (cast iron) model 139 (cast bronze) model
shall have a 4-pole squirrel cage induction motor.
X 161('/ HP) 163 (Y. HP) 165 (1 HP) cast
iron series shall have a 2-pole squirrel cage induction
motor. Impeller shall be cast bronze. Motor housing
shall be finned for extra cooling capability.
4161(% HP) 4163 (% HP) 4165 (1 HP)
cast iron series pump with double carbon/ceramic
shaftseals shall have a 2-pole squirrel cage induction
motor. Impeller shall be cast bronze. Motor housing
shall be finned for extra cooling capability. The lower
seal cavity shall be oil -filled.
185 (1 HP) 186 (1%HP) 188 (1% HP)
189 (2 HP) cast iron series shall have 2-
pole squirrel cage induction motor. Impeller shall be
cast bronze. Motor housing shall be finned for extra
cooling capability.
4185 (1 HP) 4186 (1% HP) 4188 (1%
HP) 4189 (2 HP) cast iron series pump
with double carbon/ceramic shaft seals shall have 2-
pole squirrel cage induction motor. Impeller shall be
cast bronze. Motor housing shall be finned for extra
cooling capability. The lower seal cavity shall be oil -
filled.
SIMPLEX CONTROL PANEL
A Zoeller Simplex Control Panel with three 10-0225
Control Switches shall be furnished to control a nonautomatic
pump. The panel shall have a Nema 4X enclosure, pump run
indicator light, high water alarm, selector switches. and a UL
label. Panel will be sized for Zoeller Model
Volt, Cycle, Phase, HP, FLA
pump.
Panels used with double seal pumps with optional moisture
sensors will require a seal leak detector light.
CONTROL SWITCHES
A Zoeller Variable Level Float Switch shall be furnished to
operate control circuit. Float shall be omnidirectional and
include a fifteen (15) foot SJOWA cord and plastic tie mount-
ing strap_
ACCESSORIESIMISCELLANEOUS
UNICHECK
30-0200, (Clamp union valve)(1 Vall % inch) full flow
check valve, rated at4.3 psi (10 feetMH) at 130° deg. F..
shall be furnished to fit 1 % inch 1% inch ABS, PVC,
CPVC, steel or copper piping. Unicheck shall have
valve body and seat of PVC plastic and shall be
assembled with thru bolts. Gasket and flapper shall
be neoprene with brass backing plates and stainless
0 Copyright 2003 Zoeller Co. AN rights reserved.
2

steel rivet. Unicheck shall include two (2) neoprene
unions and four(4) stainless steel clampsand fasteners.
30-0021, (Clamp union valve) (2 inch) full flow check
valve, rated at 4.3 psi (10 feet TDH) at 130° deg. F.
shall be furnished to fit2 inch ABS, PVC, CPVC, steel
orcopperpiping. Unicheckshall havevalve body and
seat of PVC plastic and shall be assembledw'rth thru
bolts. Gasket and flapper shall be neoprene with
brass backing plates and stainless steel rivet Unicheck
shall include two (2) neoprene unions and four (4)
stainless steel clamps and fasteners.
30-0015 (Compression Union Valve)1% inch IPS full
flow check valve shall be furnished to fit 1% inch IPS
pipe. Unicheck body and compression and fittings
shall be constructed of PVC. Flapper and end seals
shall be Buna-N. Valve shall include no metallic parts.
Pressure rated at 25 PSI (57 feet TDH) at 1300 F_
30-0152, (2 inch.) cast iron fullffowcheckvalvewith 2"
female N.P.T. Rated at 50 PSI (115 feet TDH) at
1300 F. Neoprene polyester reinforced flapper with
cast iron and brass backing plates and stainless steel
fastener.
30-0160 (3 inch) cast iron full flow check valve with T'
female N.P.T. Rated at 50 PSI (116 feet TDH) at
130° F. Neoprene polyester reinforced flapper with
cast iron and brass backing plates and stainless steel
fastener.
OPTIONAL ALARM SYSTEM
An audible high water alarm system shall include a
Zoeller 10-0015 (115V) or 10-0016
(230V) A -Pak and a 10-0225 Variable Level Float
Switch. The A -Pak shall include a six (6) inch steel
alarm bell, which shall sound sixty-eight (68) decibels
at a distance of ten (10) feet and a dual mount
transformer, which shall step down 115V or 230V 1
PH line voltage to 8V. The 10-0225 Variable Level
Float Switch shall be constructed of plastic and shall
beomnidirectional. Floatshallinclude fifteen (15)foot
SJOWA cord and shall be fastened to discharge pipe
with plastic tie mounting strap.
10-0053 (115V/1Ph) A Pak complete with sensor
float and Nema 1 metal enclosure (cord and plug).
Solid state warning fight and hom, which can be
manually turned off. UL listed and GSA certified on
complete alarm system.
10-0126 (115V(1Ph) High level Alarm complete with
Nema 4x enclosure, alarm bell, Alarm light, Silence
switch, and sensor float switch with 16 cord_ Entire
unit is UL Listed and CSA Certified.
10-0623 (115V/IPH) High Level Alarm rated for
Indoor/Outdoor use perUL 864. The alarm will include
an alarm hom, alarm light, silence and test buttons,
and a 15' float switch.
10-0682 (115V11 Ph) deluxe high level alarm rated for
indoor/outdoor use per UL 864. The alarm will include
an alarm hom, alarm light, silence and test buttons, a
20' floatswtich, 6' powercord, andwatertightconnec-
tors.
SUMP BASIN
A Zoeller polyethylene basin, .200 inch thick, .949 G/
CC dense, orZoeller fiberglass basin, 3/16 inch thick,
.058 poundslcubic feet dense, inches inside diameter
by inches deep shall be furnished. The basin shall
include four (4) inch cast iron caulk inlet hubs with
anticorrosion coating. The center4iine of the hub(s) shall be
located nine (9) inches from the ton of the basin. The basin
shall also include a .115 inch thick steel sump cover. An
optional pump installation plate can be provided on covers
twenty-four (24) inches in diameter or larger. Optional anti -
flotation ring can also be provided. Also included shall be a
neoprene seal for pump cord, neoprene seal for vent and
discharge flange, foam coverseal and plated steel fasteners.
Covershall include a inch vent a inch discharge
flange with mounting hardware.
PIPING & POWER WIRING
All piping shall be rigid and permanent in nature and shall be
fumished and installed by the contractor. A unicheck shall be
installed in the discharge pipe. A 3116" vent hole shall be
drilled in the discharge pipe below the check valve and pit
cover to purge the system of trapped air. Power wiring shall
be supplied by electrical contractor. Power wiring for pump-
ing system and alarm system shall be connected to separate
circuits.
EXTRA DUTY
Where conditions require, specify extra duty for adverse
conditions.
HIGH TEMPERATURE PUMPS
For applications up to 200' F. continuous operation, specify
HighTemperature Zoeller Pump Co. models. See literature
on HighTemperature pumps, FM0806 and FM0807, for ad-
ditional informat►on. For 200° F. specification sheet, see
FM0817.
PUMP DISCONNECTS AND RAIL SYSTEMS
Where conditions, due to safety, health and the economy of
maintenance require pump disconnects or rail systems
specify.
39-0001,1W NPT Disconnect (Non -pump Supporting)
39-0002, 2' Disconnect (Non -pump Supporting)
39-0003, 1 W NPT Rail System(Non-pump Supporting)
39-0004, 2° NPT Rail System (Non -pump Supporting)
39-0085, 1 W NPT Galv. Ez Out (Pump Supporting)
39-0086, 1 YT NPT S.S. Ez Out (Pump Supporting)
39-0083, 2" NPT Galv. Ez Out (Pump Supporting)
39-0084, 2" NPT S-S. Ez Out (Pump Supporting)
39-0074, X NPT GaIv. Fi Out (Pump Supporting)
39-0075, 3" NPT S.S. Ez Out (Pump Supporting)
Square Guide Rail Systems shall include single rigid stain-
lesssteelsquare rail design, red brass disconnectfitting, cast
iron angle arm bracket and guide plates. Galvanized
or stainless piping, PVC ball valve, cast iron check
valve. Rail system shall be for a Zoeller .Model with a
inch discharge. Rail system will be for a inch
diameter basin.
0 Copyright 2003 Zoeller Co. Al rights reserved.
3

SECTION: 5.10.040
0503
Product information ® Supersedes
presented here reflects P//w �1P `Q. � 0402
lxinditions at time of
publication. Consult factory
regarding discrepancies or AEK 11i7: P.O. BOX 15347.Otis�Aie, KY 40256.OW Visit our web site.
inconsistencies. SW TO: 3649 Cane Run Road - Lor:A r , KY 40211-1961 hftp:lAvww 2oefler corn
(W4 778-2731.1(8M 928-PUNP • FAX (5M 774M24
FRICTION HEAD
FOR SCHEDULE 40 PLASTIC PIPE
Velocity in FT, / SEC. Friction head loss in feet of wafer per 100 fL of pipe.
GALS.
PER
9/T' PPE
3/4" PIPE
1" PIPE
1 VC PIPE
i 1t2" PIPE
2' PIPE
211r PPE
3" PIPE
4" PPE
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
2
'`
t20
0.90
0.74
0.28
043
0.07
0.31
0.03
4
' 1t 1
1.48
1.01
0.86
025
0.63
0.13
0.38
0.04
'.
1.29
056
0.94
0.27
067
DAI
0.40
0.03.
8
8.44
4617
_
1.71
0.98
1.26
0.45
0.76
0.13
0.54
0.06
10
10.55
69 80
' ..
1.57
0.68
0.95
0.20
0.67
0.09
043
0.03
12
15
1&05
97.84
9.01
37.65
i ii o3
jF iri
189
0.96
`:r
C15
1.43
028
0.43
0.80
too
0.12
0.78
052
065
0.04
0.06
0.38
0.02
18
1082
5277
t
t.72
0.60
t.20
0.25
a78
0.09
a45
M02
20
1202
64.14
_
1.91
0,73
1.34
0.31
0.87
0.11
0.50
0.03
25
9.27
29.96
4
1.67
0.47
_
i.08
1.30
0.16
0.23
0.63
0.76
0.04
0.06
30
11.12
35
1298
55 86
"'
a ;
695
334
h
-
1.52
0.30
0.88
0.08
40
1483
141.99
71.53
85T
18.84
I
$B
0.39
1.01
0.10
45
50
8"
PIPE
16.68
86 97
i07t
28.48
328
399
3.09
3.35
[$8
,1.73
r
` `'I1=
..13M
1.13
1.26
0.13
0.16
0.55
0.02
65
OBt
0.03
ti.78
33.87
&86
16.05
4.76
368
1.38
0.19
60
0.67
0.03
1285
39.91
9.44
18.85
,
5.59
402
►
=
1.51
0.22
66
0.72
0.03
1393
4829
1023
21.87
ri48
r
_
t
1.64
0.25
70
0.78
0.04
15.00
53.10
11.02
25.08
r `:5
i
1.76
0.29
76
0.83
0-04
1C07
6D34
tf.8t
2861
f+
8
4_ ti6
+£15'
,
1.89
0.33
8o
089
0_05
11714
8800
1259
3292
•01'
'2
85
0.94
0.
d <,
90
95
1.00
1.05
0.06
0-07
19.28
84.57
14.17
14.95
39.95
44.16
1O59
9.07
it. 84
13.09
+ 22
100
1.11
ODS
1074
48.56
9.55
1440
69'-
110
1,22
0.09
17.31
57.93
10.50
17.18
4...
2.51
7-'7
-
120
1.33
0.11
18.89
68.06
11.46
20.18
&03
8.50
:Sri:
2 95
302
130
144
0.12
8" POPE
20.46
78.93
1241
23.40
&70
9.86
$#° .
3.43
3.21
f
0901
0.04
140
1.55
0-14
2204
90M
13.37
26.85
9.37
11.31
3.93
3.52
1' -
150
1 1.661
0.16
0961
0.04
23.61
102-89
14.32
30.51
10.04
12.85
4.47
378
1
160
1.77
0.18
1.02
0.05
__.
15.26
34.38
10.71
14.48
'. 5 ns
4 (13
1
170
1.89
0.20
1-09
0.05
1623
38.46
11.38
1620
:
1
180
+
1.15
0.06
17.19
4Z76
1205
18.01
.428
4.53
1
190
1.22
0.07
1 & 14
4726
12.72
19.91
_:
&24
6.92
4.78
1, _ '
200
4
1.28
0.07
10" PPE
19.10
51.07
113.39
21.89
&67
7.61
220
244
0
1.41
0.09
089
0 03
21.01
6Z01
14.72
26.12
9.54
9.011
S
240
266
0
1.54
0.10
0.98
0.03
22.92
7285
i6.06
30.68
10.40
10.66
;A
i
250
288
OF
1.67
0.12
1.06
0.04
1740
35.59
11.27
12-37
280
3.11
-0
1.79
0.14
1.1.4
0.04
1&74
40.82
IZ14
14.19
300
3.33
_ 01
1.92
1 0.15
1.22
0.05
1
2008
46.38
1300
1 16.12
320
'.3.55
0 ..
:
1.30
0A6
21.42
5227
13.87
18.17
805
4 84
340
3 77
U. 1
d
`.
1.36
QOfi
22.76
58.48
14.74
20.33
8.56
5.42
380
Y:
1.46
0.07
2" PPE
24.09
65.02
15.60
22.W
9.06
6.02
380
Odl
1.64
0.08
2&43
71.86
1647
24.98
8.57
6_66
1.08
0.03
400
1 `
"�Cd98
1.631
0.09
1.13
0A4
tT.34
27.48
10.07
7.32
450
9
1-83
0.11
1.28
0.04
19.51
34.16
11.33
9.11
500
$
A
I
1.42
0.05
21.67
41.52
12.59
11.07
660
1
�y}, 4 .
1.56
0.07
23.84
49.53
13.84
13.20
600
7 14
? .44
8 04.
1.70
om
26.01
58M
1&10
15.61
650
1.84
0.09
28. U
67.50
16.36
17.99
750
8.32
3.19
800
887
360
850
9.43
4.03
Ai ¢
21.40
29.5T
The velocity of two (2) feet per second Is generally accepted as the veloclarto carry solids.
The shaded area above indicates Chose accepted velocities over two (2) ft. / sec. and less then eight (8) fL / sec.
Data shown is calculated from the Hazen -Williams equation:
H =1043 94 X ((0^1.852) / (CAI.852 X D"4-8655))
USING: C =150 flor water at 60 degrees F C = ooeficient for roughness of the Interior pipe surface for plastic pipe
H = head toss to FT.
V =fluid velocity In FT. / SEC.
D = Inside diameter of the pipe In INCHES.
Q = flow rate GPM.
0 Copyright 2003 Zoeller Co. All rights reserved.

FRICTION HEAD
FOR SCHEDULE 40 IRON OR STEEL PIPE
VelocIty In FT. / SEC. Friction head loss in feet of water per 100 f . of pipe.
GALS'
PER
1/2'• PIPE
31,C PIPE
V PIPE
1 114- PIPE
1 1/2" PIPE
2'• PIPE
21/r" PIPE
3•' PIPE
4" PIPE
MN.
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
VEL
LOSS
2
., wit
5.20
1.21
074
fl-s
Q43
0_16
0.31
0.07
019
U112.
4
_
"
t;IIE
t 48
213
0 86
0.58
063
0
038
0.08
0 27
0.03
6
1.29.
1.19
0.94
0.
057
0-17
0.40
0.07
026
0.02
8
6.44
97.84
+
31
1.71
2-03
1.26
0.9q
076
028
0.54
0.12
0-35
0.04
10
10.55147.91
1.57
1_
095
0.43
0.67
0.18
0.43
0_06
0.25
0.02
12
15.05
2D7.32
' :
,}
=_
t.89
1.15
0.60
0.80
0.26
0.52
0.09
0.30
0.02
15
9.01
79 77�'
4
_
2.36
1.43
091
1.00
0.38
0.65
0.13
0.38
0.04
18
10.82
111.81
•
_.
- 283
4.
t72
127
1.20
0.54
0.78
0.19
0'"
0.05
20
1202
135.91
'
3.15
5 `
1.91
1.55
1.34
0.65
087
023
050
0.06
25
927
63.47
194
7
1.671
0.99
1.08
0.34
0.63 1
0.09
30
11.12
88.97'XIW,-
4.72
_
1 T ;
;_
1.30
0.48
0.76
0.13
95
12.88
118.38
..
551
14.7
3 34
1.52
0.64
088
0.17
40
14.83
151.57
&57
39.91
5.30
18
3.82
1.73
0_82
1.01
022
45
V
PEE
16.68
185.51
9.64
49.64
. 708
234
4.30
�'A*
t 13
0.27
56
1071
60.34.
Z.�
`<
34
7
g
2_
1.26
0.33
0.55
0.04
55
061
0.05
11.78
71.99
aft
4.25
2.
t38
0.39
60
0.67
0.06
1285
$4.67
9.44
39
rz
z
7!..4
j
499
2
1.51
0.46
65
a72
0.07
1393
98.09
10.23
46
' 6-21
1a74
4.35
579
2$
._
1.64
0.54
70
0.78
0.08
1500
112.52
tt02
63.1
. rx68
15.76
4.69
6-M
3.
1.76
0.61
75
083
fl.10
1507
127.85
Its
60.3
'
562
7.54
3.25
1.89
0.70
80
0.89
0_.11
17.14
144.08
t259
68.
.
535
8.50
3.47
85
0
0.12
i@ 1
161.20
t .
5.69
9.51
90
1.00
0.13
1128
17921
14.17
84.
8.59
25.10
`' 602
10St
390
95
1.05
0.15
14.85
93.
9.07
27.74
fi 36
11 68
412
4
100
1.71
016
1574
102.8
9.55
3D.51
.
110
122
019
17.31
1227
10.50
36.40
d
�%
12D
1.33
023
ISM
14421
11.46
4275
8.03
18:01
130
1.44
026
r PIPE
20.46
167
1241
49.59
a70
20.89
1.55
0.30
0.90
08
191140
.133756.89
937
23.96
150
t66
0.34
096
0_09
23.61
218
14.32
64.64
1004
27.23
'
160
1.77
0.39
1.02
0.10
15.28
7285
f0 71
30.68
3p��88
170
1.89
0.43
1.09
0.11
16.23
81.50
11.38
34.33
180
1.15
0.13
17.19
9D.60
1205
3816
180
t
1.22
0-14
18.14
1OD-15
1272
4218
8.24
14.86
200
1.28
0-15
W PIPE
1
19 10
111013
1339
1 46.38
567
16.12
220
1.41
0.111
0,89
006
21.01
131.39
14.72
55.34
9.54
19.23
240
1
1.54
0.22
0.98
0.07
2292
154.36
16.06
66.02
10.40
22.60
F =.
25D
280
2.
!I
1.67
t79
0.25
028
t.06
t 14
D_08
0.09
17.40
1874
75.40
86.50
1
11.27
1214
25.21
30.06
T
P f f=
300
_ _
t 92
0.33
t 22
0-11
20.08
98.29
13.00
34.16
6 '
320
1.30
012
21.42
110.76
13.87
38.50
8.05
10.26
340
1.38
0.14
2276
123.93
14.74
43.07
&56
11.48
360
;L
1.74
231
i
1.46
0.15
72"
PEE
24.09
137.76
1580
47.88
9.06
1276
f_08
0.07
380
! .97
2 LI
r
t 54
0.17
2543
152.27
16 47
52.92
9.57
14.11
400
2.11
258
iL .
1.63
0.18
1
17.34
5820
10.07
115.51
450
2.63
286
1
1.83
0 23
1.28
0.09
19.51
72.38
11.33
19.29
500
3.19
3.20
� �
_
t42
0.12
21.67
87.98
1259
23.45
550
3.87
3.62
1
....
.
t56
014
2384
104.96
13.84
27.98
SOD
4.48
384
1.18
244
t70
0.16
2601
123.32
f510
3287
650
-
14
4.16
1.37
264
1.84
0.191
1
9
1
128.17
143.02
M36
38.12
700
4.48
1.57
? 84
f7 82
43.73
75D
8.32
6.77
4.80
1.78
35p,
i -
1&88
49.69
8D0
8.87
7.83
5.12
2014
56.00
850
9.43
8.53
21.40
62.85
The velocilyof two (2) feet per second Is generally accepted as the veloatyto carry solids.
The shaded area above indicates those accepted velocities over two (2) IL / sea and less than eight (8) ft. / sec.
Data shown Is calculated from the HazLnWIlilams equation:
H=1043-94 X ((Q"1.852) / (C1+1.852 X D44.8655))
USING: C =100 for water at 60 degrees F. C = coefficient for roughness of the Interior pipe surface
H = head loss in FL
V =fluid velocity in FT. / SEC.
D = Inside diameter of the pipe In INCHES.
Q = flow rate GPK
Nominal pipe size
'
Fitting
1/2"
3/4"
1"
11W'
11/2"
2"
2 11rj
3"
4"
8"
8"
10"
12"
90° elbow
1.6
2.1
2.6 •
3.5
4.0
5.2
6.2
7.7
10.1
15.2
20.0
25.1
29.8
45° elbow
0.8
1.1
1.4
1.8
2.2
2.8
3.3
4.1
5.4
8.1
10.6
13.4
15.9
Tee then flow
1.0
1 A
1.8
2.3
2.7
3.5
4.1
5.1
8.7
10.1
13.3
16.7
19.9
Tee (branch Flow)
3.1
4.1
5.3
6.9
8.1
10.3
12.3
15.3
20.1
30.3
39.9
50.1
59.7
Check valve
5.2
6.9
8.7
1 11.5
13A
17.2
20.6
25.6
33.6
50.5
66.5
83.6
99.0
Gate valve (full open)
0.4
0.6
0.7
0.9
1.1
1.4
1.7
2.0
2.7
4.0
5-3
6.7
8.0
0 Copyright 2003 Zoeller Co. All rights reserved.

Rig
SECTION: 4.10.006
Product information
FM1228
0107
Supersedes
presented
here reflects conditions at time
of publication. Consult factory
0805
regarding diseMaricies or
inconsistencies.
1160112. TO: P.O. BOX 16347. Louisa % KY 40256-047
Waft our web afte.
SHIP Tlk- 3649 Cone Run Road - Louisvft, KY 402114961
www.zoeffencom
(502) 778-2M I - 1 (800) 928-PUMP - FAX [phone]
SIMPLEX CONTROL PANEL
RECOMMENDED APPLICATIONS
SINGLE PHASE
SIMPLEX CONTROL PANELS
MODEL#
VOLTS
PHASE
AMPS
:HP
E:
Plug-ln Panel*
Pull -Out
Circuit Breaker
Disconnect
Disconnect
N53
115.9.7
(13
03
I
104610
10-0125
10-1031
E53
230
40
0 t
a
104M
V-0125
10-1036
N55
115
9.7
0.3
10-1019
1"125
10-1037
E55
230
7
4.8
0.3
10-1023
10-0125
10-1036
N57
115
1
9.7
01
10-1019
10=0125
i0-1037
e57
230
1
4.8
03
10-1013
10-01�5
10-1-036
N59
115
1
9.7
0.3
10-1019
10-M5
.10-1037
E59
230
1
4.8
0.3
10-1023
10-0125
10-1036
N95
115
1
BA
0.5
10-1019
1"125
10-1037
E98
230
1
4,7
05
104023
10-0125
10-1036
N137
115
1
10.7
0.5
10-1019
10-0125
10-1037
E137
230
1
5.8
0.5
10-1023
10-0125
10-1036
1137
208
1
6-2
0.5
-
10-0125
10-1036
N139
its
1
10.7
0.5
10-1019
10-01-26
10-1037
039
230
1
6.8
0.5
10-10.23
10-01215
10-10%
.1139
208
t
5.5
05
10-0125
10-1036
N140
115
1
15.0
1.0
10-1019
10-0125
10-1038
E140
230
1
7.5
1.0
10-1023
10-0125
10-1037
Utat
115 At
15.5
0j5
-
10-0125
10-1038
R181
1i61
z4u
200
1
(.0
8.8
M5
lu-lw�
10-0125,
10-1w
N163
115
1
15.0
0.5
10-1019
10-0125
10-1638
E163
230
1
7.5
0.5
10-1023
10-0125
10-1037
1163
208
1
8.5
0-5
10-0125
10-1037
F-186
230
1
107.
10
10-1023
10-0126
10-1037
1165
Z)6
1
126
1.0
10-0125
10-1037
E165
230
1
9.8
1.6
10-1023
10-625
10-1037
1185
208
1
11.5
1.0
-
10-0125
10-1037
230
13.7
1.0
10-1,023
10-0125
16-1037
E188
230
1
14.0
1.5
1 (M 023
10-6125
10-1 O37
1188
208
1
16.8
1.5
10-0125
10-1038
El"
230
i
it-i
20
10-0125
10m038
1189
208
1
20.5
2.0
10-1201
N264
115
1
SA
0.4
10-1019
10-0125
1 0-'l 037
E264
230
1
4.7
0.4
10-1023
10-0125
10-1036
N268
115
1
10A
0.5
10-1010
10-0126
10-10ST
Ems
2,30
1
6-5
0.5
10-102-3
10-0125
10-1036
1286
206
1
4121.
0.5
104125
110-1038
N287
115
1
10.4
0.5
10-1019
10-6125
10-1037
E267
230
1
5.5
0.5
10-1023
10-0125
10-1036
1267
NASS
208
115
1
6.2
0.5
-
10-0125
10-1036
1
10.4
0.5
10-1019
10-0125
10A031
E266
230
1
56
0.5
10-1623
110-0125
10-1038
MS
208
1
62
0.5
10-012.5
10-1036
N270
115
1
15.0
1.0
10-1019
10-0125
10-1038
E270
230
1
7.5
1-0
10-1023
10-0125
10-1037
N282
11$
1
103
as
10-1010
10-0125
1ID-1037
r=282
230
1
5.0
as
10-1023
1041.25
10.40m,
2112
208
1
$11
as
-
10-0125
10-1036
E264
230
1
6'9
1.0
10-1023
10-0125
10-1037
1284
208
1
9.3
1.0
-
10-0125
10-1037
N,292
115
1
15.0
0.5
1071019
10-0125
10-16W
E293
230
1
10.2
1.6
10-1023
10-0-25
4 0_1 037
1293
208
1
12.0
1.0
-
10-0125
10-1037
E294
.2130
1
131
1.5
10-1 Q23
40-0125
1D-103-7
1294
208
i
1 ?A
1'5
10-0125
10-1038
E295
230
t
17.1
2.0
10-0125
10-1038
1295
208
1
20.5
2.0
-
-
10-1201
E404
230
1
12A
2
10-1023
10-0125
10-1037
1404
208
1
.14A
2.0
-10-0125
10-1037
E405
230
1
19.0
3.0
10-0125
10-1038
1405
208
i I
24-7
3.0
- i
10-1201
eum-L" or (5) modei pump. 0 Copyright 2007 Zoeller Co. All rights reserved,

NOTICE TO INSTALLER: Instructions must remain with installation. SECTION: 320.200
FM2154
Supersedes
Product infomlation presented
here reflects
n. consult
a time
of publication. Consult factory i! L
regarftdlaL riciesor
inconsistencies. RM TO. P.O BOX 16347• Loufsw7fe, KY 402W-0347 visit our Web site:
SiAPTO. 3649 Cane Run Road • Lov< vft KY 4M#-1961 WWW.2oeller colrt
(504 778-2731.1(SM 928-PUMP• FAX [phone]
ZOEhLCR ON -SITE WASTEWATER PRODUCTS
RISER INSTALLATION INSTRUCTIONS
1. Unpack risers and accessories and examine for any damage that may have occurred during shipping.
2. You may adjust the height on all risers by cutting the top of the riser between any two ribs. The bottom of the riser must remain flat
to ensure maximum surface area for adhesive.
3. All covers require a Robertson square head driver for removal.
Cast -In -Place Adapter (See FIG. 1):
1. Clean and dry the mounting surface on both the riser
and adapter using PVC cleaner or lacquer thinner.
2. Apply a V bead of sealant to all mating surfaces be-
tween risers and adapter.
3. Carefully place and align the riser and adapter as il-
lustrated below.
4. Wipe excess sealant from the inside of the riser where
possible.
FIG.1
FLAT END OF
RISER RING
SK2294n
Bolt Down Kit (See FIG. 2):
1. Clean and dry the mounting surface on both the riser
and the septic tank Wash the top of the tank with de-
tergent and water. Clean the riser's flat bottom flange
with PVC cleaner or lacquer thinner to provide the
best seal.
2. Apply a W bead of sealant to the riser's flat bottom
flange.
3. Carefully align the riser over the hole in the tank and
place the riser down on tank.
4. Drill four 318" holes 90 degrees apart. Locate the
holes as close as possible to the riser (114" max.).
Drill the holes at a slight angle to ensure getting as
close as possible to the riser. Drill the hole deep
enough to allow V of stud to be above the concrete.
Example: if the stud is 2-318" long, drill the hole 1-31W
deep.
5. Place the large fender washer on first, then the stan-
dard washer followed by the nut and tighten.
FIG. 2
w c:op yrLgrn etm coelLer co. An rights reserved.
SKV"B

Seal Ring (See FIG. 3):.
1. Clean and dry the mounting surface on both the riser
ring and the septic tank: Wash the top of the tank with
detergent and water. Clean the seal ring and riser with
PVC cleaner or lacquer thinner to provide the best
seal.
2. Position the seal ring on the septic tank, lining up the
hole in the top of the tank with the hole in the mounting
flange. Draw a line around the outside of the ring on the
tank.
3. Remove the ring and apply foam in the area where the
ring will set. Apply approximately a 2" bead of foam on
the tank or two 1" beads, depending on how much area
you have to set the ring on.
4. Position the seal ring back on the tank and apply mod-
erate to firm pressure.
5. Apply approximately a 2" bead of foam at the base of
the ring where the riser will sit.
6. Set the riser on the seal ring. Note: on short sections
of riser, reach inside the riser and fill any voids between
the riser and the seal ring. On long sections of riser,
apply a second bead of foam to the vertical section of
the seal ring before installing the riser. This will ensure
there are no voids between the seal ring and the riser.
7. Wait a minimum of one hour and backfill. Be careful not
to damage the riser.
Epoxy Mounting Risers (See FIG. 4):
1. Clean and dry the bottom flange on the riser and the
mounting groove in the septic tank: wash the top of the
tank with detergent and water. Clean the riser with PVC
cleaner or lacquer thinner to provide the best seal.
FIG. 3
:_
G4 SEALRM)
Zr VMROUD OPERNG
EWAM G
FM SEALAW
3(r MAX ROUND OPENING 1 SK2Z91C
2&W MAX SQUARE OPENNS
.2. Fill the groove in the tank half way with adhesive. (P/N
172-0019). Approximately 1 quart wilf work for a 24' or
30" diameter riser.
3. Position the riser down in the groove and apply pres-
sure, submerging the bottom of the riser into to adhe-
sive. Allow adhesive to dry to a firm, watertight seal.
4. Backfill with dirt after adhesive has set for 4 hours and
within 24 houm. Be careful not to damage tenser.
Lockable Latch (See FIG. 5):
1. Center the lid on the riser and install the mounting
screws.
2. Drill two 7/16" holes 1' from the edge of the lid approxi-
mately 45 degrees from the screws and 180 degrees
from each other. The hole should penetrate the lid and
the first rib of the riser.
3. If the lock will be below grade, a V pipe or larger, cut 6"
long (fumished by others) with 3" on one side removed,
must be installed next to the riser to allow access to the
padlock.
4. Install the stainless steel pins and washers into the 7/16"
diameter pin holes. Install padlocks (supplied by oth-
ers) through the hole in the end of the pins.
Pipe Seals (See FIG. 6):
1. Drill the appropriate size hole in the side of the riser
tube.
2. Place the pipe seal in the riser with the largest diameter
inside the riser.
3. To ease pipe installation, lubricate the seal with a mild
soap solution such as dish washing liquid. After the
pipe is installed, clean off any lubricant.
FIG. 4
EPDXY
FIG.5 -- rPD OPEAMR I FIG.6
WD
1WLous
("YDMP3{)
M uD PE
LOCK GUARD iaDcauro
R. SKMa
0 Copyright 2008 Zoeller Co. All rights reservad.
GROOVE RECOMMENDED
Pipe Seals
Nominal
Hole Saw
Pipe Size
Diameter
3/8" IPS
1"
1/2" IPS
1-1/4"
3/4" IPS
1-114"
1" IPS
1-3/4"
1-1/4* IPS
2"
1-1/2"IPS
2.1/2"
2" IPS
3"
3" IPS
4"
4" IPS
5"
SKMD

Vk
4L'W1ry)UMP6 SKY �i�i7e! s
Product h& oration presented
here rdeuts upnditlons art time
of publica0on. Consultfa lory
regarding dis Rndes or
Inconslstenatrs.
�Ar
P,UMP llT_
M 7b: POL BOX 16347 • Lodswlk KY 402W4W
SNIP 7a: 360 Cane R&I Rood ° Loreauft. KY AMII-1961
[phone].1(800) 928-RW- FAX M07a 774-3624
SECTION: 4.10.125
FM1597
1104
Supersedes
0204
visit our web site:
www.zaeailercom
a
,JEMA-4X WATERTIGHT
JUNCTION BOXES
ECONOMY (Field Assembled) Model 10-0770
PVC Plastic box with removable coverfor use in sewage, effluent, dewatering, or corrosive environ-
ments. Box is 4' X 4' X 7 deep. Box is field drilled for maximum flexibility in each installation. -
10-0770 Box includes 2 OF cord seals for 12 or 14 gage OF able and 3 round cord seals
for 16-3,16-2,18-3, or 18-2 SO We cords. 4
10-0776 Box includes one V47 PVC conduit adapter and 3 round cord seals for 16-3,16-2,
18-3,18-2 SO type cords.
10-0777 Box includes one V4' PVC conduit adapter and 4 round cords seals for 16-3,16-2,
18-3,18-2 SO type cords.
10-0778 Box includes one 3s' PVC conduit adapter and 5 round cord seals for 16-3,16-2,
18.3,18-2 SO type cords.
DELUXE (Factory Assembled)
UL Listed and CSA Certified high impact, corrosion resistant, weatherproof thermoplastic enclosure with flexible PVC
gasket and brass screws. Preassembled at the factory for convenience and ease of installation.
Pump Model
Type
"L" "W" "H"
Hub Size
Cord Grips
Part No.
51, 53, 55, 57, 59, 98,2 7,
Simplex
4' V 4°
V4 '
4 Small & 1 Plug
10-1398
161(except 115V),163
(except 115V),165,185,186
Simplex
4' 4' 4'
1 W
4 Sma1 & 1 Plug
10-1399
(3 phase),188 (3 phase),189
Simplex
6' 6' 4'
1 T
4 Small & 1 Plug
10-1402
(460 & 575V), 264, 266, 267,
268, 270, 282, 284, 293, 294
(3 Phase), 295 (460V & 575V
only), 404 (230/460/575V
3 per), 405 (230/4601575V
3 phase) and all effluent STEP
Slrn*xf
Duplex
6' 6' 4'
1°
5 Small & 1 Plug
10-1401
Duplex
6' 6' V
1'
6 Small & 1 Plug
10-1633
Duplex
6' 6' 4'
2'
5 Small & 1 Plug
10-1403
Systems.
161 (115V), 163 (115V),186
(single p hase ),188 (single
Simplex
6' 6' 4'
1 h'
3 Small,1 Large
& 1 Plug
10-1404
phase),189 (200 & 230V),
i
I
191, 292,294 (single phase),
295 (200 & 230 404 (single
�� (�
phase & 200V 3 phase), 405
Duplex
6' 6 4 °
2'
4 Small, 2 Large
& 1 Plug
10-1405
(single phase & 200V 3 phase).
Note: Small cord grips are for 16 ga. and 18 ga. cable.
Large cord grips are for 12 ga. 4 oonducbor cable and 14 ga. 4 conductor cable.
0 Copyright 2004 Zoeller Co. All rights reserved.
SK2193B

SEWAOEMASTE JUNCTION BOXES
NEMA-4X Junction Boxes are electrical enclosures that are watertigtd, dust -tight, and corrosion resistant.
Boxes are completely assembled with cord seals and terminal strip for easy field wiring.
Pump Model
Type
-L- "IN" -H-
Cord Grips
Part No.
611, 621, 631
Simplex
6" 6- 47/e°
1 each -Pump
104"'
641, 651, 661
3 each -Floats
Duplex
8- 8' 43T
each - Pump
4 each- Floats
4
10-1015
(under 20 AMPS)
651,661
Simplex
6- 6- Oe
3 each - Floats
1 each - Pump
10-M7
Duplex
8- 8- 4W
4 each - Pump
10-1016
(20 AMPS & up)
4 each - Floats
GASKET COVER
SENSOR CORD GRIPS
PUMP CORD GRIPS
S¢ED PER PUMP
REQUIREMENTS
-A B
`TARTER FITS
1 112" PVC FEMALE
SLIP FITTING IN BACK
FLOAT CORD GRIPS
.312 TO.375 DUL
SK1739
'A Starter kit is required for all single phase model 611, 621, 631, 641, and 651 pumps. A Starter kit consists of the
single phase capacitors and relay required to run the pump. These components are shipped loose and are installed into
the pump's control panel.
Starter 10t PIN
Pump Model
10-0914
611/621
10-0915
631/641
10-1434
1 651
` Ka T0: P.O. BOX law
Laufavlk, KY 40256 0AIWWbdwm of..
SlP3fi19 CaneIiiZ
( r ieao1195
� A"w YMCr Is9�il.
wwr.megercom PPAof)w !O r�+xr g77s �ltae
0 Copyright 2004 Zoeller Co. All rights reserved.

WVL /� � a SECTION: 4,10.060
4L1ry AW,P�,/9 ky 147.29FM0477
1006
Product information presented ® Supersedes
here reflects conditions at time )7LI ) ff ll . 09M
of publication. Consult factory -
regarding discrepancies or
inconsistencies. til4111 70_ P.O. BOX 16347• Loursndle, KY 40256-0347 visit our web site.
Sri TO. 3649 Cane Run Road • Loui 016, KY 402114961 WWW.Mellex ram
[phone].1(800) 928-PUMP - FAX (502) 774,3624
SWITCH -DATE PIGGYBACK VARIABLE LEVEL FLOAT SWITCH (VLFS)
Converts nonautomatic pump to automatic pump.
• Simple installation.
• Adjustableftiable level.
• Standard 15' and 20' SNOW CPE cord with molded plug.
10-0055 and 10-0065 -10' cord standard.
• Float is constructed of durable PVC/polypropylene encasing
variable level switch.
• Standard - normally open (NO) ("pumps down").
• Optional - Normally closed available (NC) ("pumps up").
Consult Factory.
• Maximum operating temperature for 10-0748 -120"F
(49°C). All other switches -140°F (60°C).
13 Amp Maximum
Normally Open (NO)
10-0055 -115V -19
10-0034 -115V -16
10-0035 - 230V -16
10-0063 -115V - 20'
10-0706 -230V- 20'
Normally Closed (NC)
10-0065 -115V -10'
10-0037 -115V -16
10-0062 - 230V -16'
• Float is omnidirectional (no "UP" side).
• Includes mounting damp.
• Designed for EFFLUENT, SEWAGE and DEWATERING
applications.
• Variable level boat switch, for use in 18" minimum diameter
basins.
• 10-0748 - 25' cord standard, no molded plug. Can be used
as a control switch to operate an external magnetic or com-
bination starter on three phase pumps.
• Vertical piggyback float switch. Ideal for narrow diameter
basins. 6%' maximum cycle range.
• Use recommendation chart for switch selection.
SINGLE PIGGYBACK
VARIABLE LEVEL FLOAT SWITCH
15 Amp Maximum
Normally Open (NO)
10-0032 -115V -15'
10-0033 - 230V -1 F
10-0705 -115V - 20'
10-0559 - 230V - 20'
Normally Closed (NC)
10-0064 -115V -15'
SINGLE PIGGYBACK
VERTICAL FLOAT SWITCH
13 Amp Maximum
Normally Open (NO)
Vertical
10-2041-115V -10'
10-2042 -115V -16
10-2043 -115V - 20'
20 Amp Maximum
Normally Open (NO)
10-0748-115V/230V - 25'
C 9..d�
C•
. MA&
Note: AN variable level float switches
in this section are mechanic* acti-
vated and do not contain mercury.
DOUBLE PIGGYBACK
VARIABLE LEVEL FLOAT SWITCH
Mechanical
10-1964 -115V -13 Amp -15'
10-1965 - 230V -13 Amp -15'
Mercury
10-0229 - 115V - 15 Amp - 15'
10-0230 - 230V -12 Amp -15'
a�3
Mercury products are not approved for sale in: CA ,CT,
Sp • ME, RI. Effective 1 /1107-V F, 711107-IL; 111/08-NY scni- product,a, not b,
P lar restrictions will apply. Plem review latest IMERC exacey as pcctured.
sefcatiortforadditional information-
0
Copyright 2006 Zoeller Co. A0 rights reserved.

SINGLE PUMP PLUG DOUBLE
PIGGYBACK CORMSPM ALIMMMTION PIGGYBACK
OPERACORDS SECURED
W DISCFifiRGE
PIPE
M�-
r-I G A TOPKI
LEVELLEyg-
RIMPRIGw,K r _ SVNTCHPLUG
rLOArfiR
rive OPERATION cLnPs
9OFP
® LEVEL
SK305A SK308A 5K30ae
ZOELLER PIGGYBACK VARIABLE LEVEL FLOAT SWITCH
RECOMMENDATIONS FOR ZOELLER PULP COMPANY PUMPS
SWITCH
PUMP -
MODEL
SWITCH SPECIFICATIONS
ING
USE WITH ZOELLER PUMP MODEL NUMBERS
NO.
RANGE
10-0055
10' Cord, Single Piggyback
6" Min.
'N' Models - 53, 55, 57, 59, 98, 137, 139, 140, 264, 266, 267, 268 & 282 (See Note 2).
115V,1 PH,13A
36' Max.
10-0034
15' Cord, Single Piggyback
115V,1 PH,13A Max.
10-0063
20' Cord, Single Piggyback
115V 1 PH,13A
10-0032
15' Cord, Single Piggyback
6" Min.
'N' Models-161,163, 270 & 292 (See Note 2).
115V 1 PH,15A
36' Max.
10-0705
20 Cord, Single Piggyback
115V,1 PH,15A
10-1964
15' Cord, Double Piggyback
1' Min.
'N' Models - 53, 55, 57, 59, 98, 137, 139,140, 161, 163,264, 266, 267, 268, 270, 282 & 292 (See
115V,1 PH,15A
48' Max.
Notre 2).
10-0035
15' Cord, Single Piggyback
6' Min.
'E' Models - 53, 55, 57, 59, 98,137,139,140,161,163,165,185, 264, 266, 267, 268, 270, 282,
230V 1 PH,13A
36' Max.
284 & 293 (See Note 2).
'I" Models - 137,139,161,163,165,185,282,284 & 293 (See Note 2).
20' Cord, Single Piggyback
10-0706
230V,1 PH,13A
'AE" Models -189, 295 & 405.
10-0033
15' Cord, Single Piggyback
6' Min.
"E" Models - 186,188,294,404 & 820 (See Note 2).
230V 1 PH,15A
36" Max.
'1' Model - 404.
10-D559
20' Cord, Single Piggyback
23OV,1 PH,15A
15' Cord, Double Piggyback
1' Min.
'E" Models - 53, 55, 57, 59, 98,137,139,140,161,163,165,185, 264, 266, 267, 268, 270, 282,
10-1965
230V 1 PH,13A
` 8' Max.
284 & 293 (See Note 2).
"I" Models - 137,139,161,163,165,185,282,284 & 293 (See Note 2).
25' Cord, Wired in Pump
9" Min.
"E" Models -189, 295 & 405 (See Note 2).
10-0748
Switch 115V or 23OV,
24' Max.
'I' Models - 188,189,294,295,405 & 820 (Sea Note 2). i
1 PH, 20A(See Note 3).
1
1 I
Motes: canrox
1) Use the Single pbgybac type only with a 10-0333 simplex pump control box. All Installation of controls, protection devices and wiring should be done by a qualified
2) Remove plug I present and use with 'Junction Box' 10-OW2when field wiring is required licensed electrician. All slechical and safety codes should be followed including the
3) Maximum operating temperature for 10-0748 -120'F (49'C); OR other switches -140'F (60'C). most recent riational Electrical Code (NEC) and the occupational Safety and Health
4) For Duplex Systems, use with appropriate panel (See FMO712). For Simplex Systems, use with Act (OSHA)L
appropriate panel (See FM1228).
0 Copyright 2006 Zoeller Co. AN rights reserved.

S'TORN WATER NAlI/EAT/VE
FOR
ABC ,, roRE
TowN oF BEaUFOANr
Town ofAftw fort
Carteret County
March 23, 2007
ACE JN; 06-083
Appian Consulting Engineers, PH
PO Box 7966
Rocky Mount, NC 27804
[phone]
[phone] (Pax)
`,r�unnfit
CARD
C
off' .......
;Q 9"
SEAL =
029958 -
''i��%� FNG � NEAR . • ��..;`�``
i`,'��w, soy, iV;- �',

STORMWATER NARRATIVE
GENERAL
The owner wishes to construct an ABC store at their property, located approximately 1.5
miles north from the intersection of NC 101 and Hwy 70 along Hwy. 70 in Carteret
County. The site is currently outside of the Town of Beaufort limits. The site is currently
adjacent to vacant lands to the north, south and west of the property. The east side
(across the street) contains a shopping center that has been developed within the last 20
years. The site is within the 0.5 mile radius and drains to Turner Creek, classified as SA
HQW. The site will be treated using an infiltration basin near the rear of the property.
BACKGROUND
The site contained (2) homes that were constructed in the 1970's and were vacant. The
ABC store is planning to move their retail store operations to the new site and within the
next two years develop additional area to the back for office space and warehouse.
Both will be completed together as Phase 2 of the project.
PROPOSEDIMPROVEMENTS
The new building will be added with associated parking and sidewalks. The project is
approximately 0.82 acres in size with 0.71 acres consisting of imperviousness. The
project will direct runoff to the two proposed holding basins at the front of the property
that has been sized for the 1.5" storm. The water will be piped to a pump tank, which
will pump the water to the rear of the property to the designed infiltration basin. The
basin has been sized for the additional capacity to account for future development of the
site. Calculations for the basin size needed for the current development as well as the
projected future development has been completed to ensure adequate size of the basin
for future use.
Erosion control for this site has already been obtained for the installation of the basin at
the rear of the property with the installation of silt fence, permanent seeding and water
bars for the installation of the force main along the northern property line.
All calculations for the site development (including drawdown times, impervious area,
drainage area, volume computation, etc. will be submitted to substantiate the capacity of
the proposed infiltration basin.

Stormwater Management Permit Application - Infiltration Basin Supplement
Section III:
Justification for Items:
f. The easement will be submitted and recorded in the future for the site.
p. Benchmark is unnecessary as the drop inlets have sumps that will provide
for sediement collection.
ABC Store - Beaufort

P.02
1 r
FE:b—Ol-07 11 :42A /�fjj�i���,, r 4 � ��
r/ 0�
NCDM
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive. lAfli rnk*on NC 25405 [phone] FAX [phone]
D Request for Express Permit Review
rJT � 00 P'; RLL4N all information below and CHECK required Pem*s). '�C-e
FAX or email to Cameron. Weavendncmar'i.net along with a narrative and vicinity nun of the project location.
Projects must be submitted by 9.00 A.M. of the review date, unless prior arrangements are made.
APPLIQMT Name C1 �;�..ACiT
Company 6A9MwjT ccl.0r':r womp nF A"ttorbuc, 13a Aah&Q&b -
AddressIp 111t`6 rAk CitylStateltC _dap 2851e County'
PROJECT Name �� 6,wzb -'2Wf1 [: L-;(�
PROJECT SYSTEM(S) TRIBUTARY TO Gt�(STREAM NAME) WjbM a&je— RIVER BASIN
State or National Environmental Policy Act (SEPA, NEPA) - EA or EIS Required ❑ Yes'0 No ..
❑ STMA1111 ORIGIN Determinaton; # of stream calls; Stream Name
�STORNWATER ❑ Low Density ❑ High Density -Detention Pond ❑ High Density -Other
weWoft MUM -be❑ Low Density -Curb A Gutter 0 High Density -infiltration ❑ Off Site
❑ COASTAL ❑ Excavation & Fdl ❑ Brides & Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Manna Development ❑ Urban Waterfront
LANDQUALITY - P,Emsim and Sedimentation Control Plan wdh LS wM*/I am to be disturbed.
WETLANDS (401) Wetlands on Property Yes ❑ No Isolated Wetlands on Property ❑ yes bd No -
Check all that aDnl y Wands M 9e Impacted ❑ Yes rx No Weband Impacts: Acre(s)Wetlands Delineation has been compl [gYes ❑ No ❑ Buffers Impacted: -Acre(s)
USACOE AWmval of Dawaiyal ca�[]Yes,
Ye�s ❑ No
404 Application in process wN ONo l Permit received from USACE ❑Yes ❑No
401 Application required ❑YesNo If Yes, ❑ Regular ❑ Express
Additional fees, not io exceed 50% of the original Express Review permit applcadon fee, may be charged for
subsequent review da to the Insu!ffiaency of the permit applications.
SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMA
LQS $
401 $ Total Fee Amount $

Feb-01-07 11:43A
P . 03'
INFILTRATION SITE VISIT REQUEST
Name of the Project:- Wf'I
or- MLJ-rgF�
Location (attach a Gear vicinity map): Str d d&eM SR number, c inunity, etc.
Directions from the nearest major intersection:
IE
"
Consultant Name:
Consultant Contact information:
2 '1'72
fax, email, etc.
#1 #2 #3 #4 #5 #6 #7 #8
Existing ground elev. a@basin/trench= 4 15 67,5
SHWT elev.= L2" �•5�
SHWT plus 2' (max. bottom elev.)= (a.y
Date/Time of Soils Investigation: ZqM O!'z— Zf ZwU
Summary/Comments:
All proposed infiltration areas and existing, active utility lines located within the proposed basinitrench
must be marked and flagged. If these areas are not flagged, the Sorts Scientist reserves the right to
decline to do the investigation. if the proposed infiltration system capable a ill be breakinglocated
through the of existing
pavement and there is no open area nearby, equipment
us
layer must be provided. The soils investigation does not take the place of a soils report prepared by
an appropriate professional. The Soils Scientist will only verify the soil conditions that are reported in
the Soils Report, and make a determination as to the suitability of the site to meet the infiltration
design requirements under NCAC 21-1.1000, and assumes no liability should the system fail_
wk

Feb-01-07 11:43A
P_04
INTRODUCTION
Project:
ABC Store —Town of Beaufort
Owner:
Carteret County Board of Alcoholic Beverages
Address:
410 Live Oak Street
Beaufort, NC 28516
Site Local:
US Hwy 70
Site Acres:
8.32 Acres
Zoning:
B-1
Usage:
Currently Vacant
This project will consist of a new building for the ABC store in the Town of
Beaufort. The existing officetwarehouse and store location is proposed to be
closed and moved to the new location, approximately 1.5 miles north from the
intersection of NC 111 and US Hwy 70. This is considered Phase 1 of the
development with future phases to develop an office building and area
warehouse building. The additional phases will be included in the overall sizing
of sewer and water usage. They will not be utilized in any other calculation, such
as site disturbance, imperviousness of the property, etc.
EXISTING CONDITIONS
The existing site currently contains two houses (both abandoned) within the front
of the'property, with the majority of the property to the back wooded.
Soils:
.Majority is Tomotley (Tm) as Sandy Loam.
Drainage:
Site drains to Turner Creek, approximately 0.5 miles to the east.
Turner Creek classed as SA;HQW and is within the White Oak
River Basin.
Water:
Existing 8" waterline on east side of Hwy 70 (opposite side). An
existing well is also onsite that will be abandoned.
Sewer.
Force Main (approx. 8") on same side as property. An existing
septic system is located onsite for the existing houses that will be
abandoned.
Wetlands:
Existing wetlands are located on the property and have been
flagged. No disturbance is proposed at this time.
Buffers:
Site is not located within any state mandated buffers.
Streams:
No streams are located onsite.
AEC:
No AEC onsite.
Historic:
Property is not within a historic district or classification.
Permits Obtained:
• NCDENR Erosion & Sedimentation Control: Carte-2007-218
• USCOE Notification of Jurisdictional Determination: 200600624

Feb-01-07 11:43A
P.05
PROPOSED CONDITIONS
Site Conditions:
The site will consist of two entrance drives, a parking lot that consists of 22
standard parking spaces and 1 loading bay per Town of Beaufort development
code. The other information is as follows:
New Building: 6,992 sf total (5,492 sf Retail/1,500 sf storage) -Phase 1
Sewer: Currently shown as onsite septic
5 employees (max) x 25 gallonsiday = 125 gallons/day flow.
The sewer is proposed to be designed and coordinated with
Carteret County Health Department.
Water: A proposed well is to be located by Carteret County Health
Department. The existing well to be abandoned.
Drainage: Proposed drainage to be infiltration basins under parking lot.
These drainage areas to capture 1 inch runoff and divert
remaining flow to existing drainage ways near property.
Imperviousness: Ex. Impervious Area = 0.066 Ac (0.80% of total)
Pro. Impervious Area = 0.78 Ac (9.37% of total)
Wetlands: No wetlands disturbance will take place onsite. Therefore,
401/404 permit has not been applied for. Wetlands
delineated by Jimmy Powell of Powell Surveying Company.
Other: No outstanding compliance issues are present.
This project was treated as high density per section 15A NCAC 2H .1005, even
though the site is classified as low density by the regulations. The BMPs were
designed per section 15A NCAC 2H .1008 for infiltration basins. The soils report
for the basins are attached for review.
Stormwatw Design information:
Per section .1005 of the stormwater regulations, the site shall detain the
1.5" runoff, bypassing the remaining flow. Typically, the 1 year, 24 hour
storm is the 1" runoff and for this development, the 1 year, 24 hour storm
predevelopment was also maintained and met for the posdevelopment
runoff.
A total of two infiltration ponds were required based on the flow volume.
The infiltration ponds consists of clean, #57 stone under the paved parking
lot. Pervious concrete allows for flow to enter the infiltration pond system
and the main drainage from the pond relies on soil infiltration. A soils
report has been completed on this site and is attached for your review.
The stone is wrapped in filter fabric and is placed within a non -compacted
soil location. The total number items needed are as follows:

3
Feb-01-07 11:44A
P.06
• Total Pervious Concrete: 171 sf at 8" thick 4,000 psi air
entrained
Total Stone for infiltration Basins: 9,830 cf of 857 stone.
The infiltration ponds were also designed with an emergency spillway at
the parking lot locations as well as an underdrain to remove water should
the infiltration fail or become overloaded on high volumes of rain.
Emergency Spillway:
• Designed to allow only 2.04- of water detention on top of pervious
concrete
Overflows/bypasses remaining runoff through concrete flume.
• Spillway size is 2' curb opening per detail shown on plans.
Underdrain:
• Designed to allow for 2-5 day detention of water prior to exit
through the pipe with use of V dia. holes in various amounts.
Designed to allow removal of excess water from system above the
normal storage level using 1 'IN dia. holes on riser barrel within the
infiltration ponds.
• Cleanouts placed within the infiltration ponds to allow for access to
clean and visually see if system is working (i.e., water being
detained too long in the system).
• Material and size: 6" solid wall PVC for a total length of 165 LF with
3 cleenouts

Feb 01-07 11:44A
P . 0 7F
VICINITY MAP
NOT TO SCALE

Feb-01-07 11:42A
P_01
TO: Cameron Weaver
PA re 211107
OMAMTM E N"EEFA PA
OWL MUMMAL i 87RUMML C " w ?
t`9ti Slet�ti�i tisE EMIIMONMEMML 3Mvd=8
Number ofp"" to thi/ow this purge:
WITH: NCDENR - Wilmington Regional Otfrce
FAX NO.: 910-350-2004
FROM: Peter W. Sokalski
ire ABC Store • Beaufort
Express Permit Neview Kequest
CON NENTS
Mr. Weaver,
URGENT
PLEASE REPL r
AS REQUESTED
Thank you for taking the time to talk with me on this project. The attached is the
request, the infrltration site visit request, and the project summary/questionnaire.
Please call me if you have any additional questions for the project.
Thank you and l hope to hear from you soon.
Past Offte Ow 7966
Rocky Arount North Carolina 27804
(20) 972-7M3 Fax (252) 972-MO
225 HHh6orough Street, Sairle 260
ACE 0-20 Raleigh, Nb►th Carolina 2r608
(919) 833-261t Fax (919J 823-2499

O., W R
6
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
January 30, 2007
Mr. Robert D. Shipp, Supervisor/General Manager
Carteret County ABC Board
410 Live Oak Street
Beaufort, NC 28516
Subject: Request for State Stormwater Management Permit Application
ABC Store Beaufort
Stormwater Project No. SW8061245
Carteret County
Dear Mr. Shipp:
On December 8, 2006, the Wilmington Regional Office received a copy of an Erosion Control Plan for the subject
project. The North Carolina Administrative Code requires any project that must receive either Sedimentation and
Erosion Control Plan approval and/or a CAMA Major permit to apply for and receive a Stormwater Management
Permit by the Division of Water Quality. Any construction on the subject site, prior to receipt of the required
permit, will constitute a violation of 15A NCAC 2H.1000 and may result in appropriate enforcement action by this
Office.
Either a Stormwater Permit Application Package including 2 sets of plans, completed application form, fee, and
supporting documentation, or a written response regarding the status of this project and the expected submittal
date must be received in this Office no later than March 1, 2007. Failure to respond to this request may result in
the initiation of enforcement action, and construction may experience a subsequent delay.
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan approval letter must
NOT be considered the Coastal Stormwater Management Permit, which will be signed by the Water Quality
Supervisor. Please reference the Project Number above on all correspondence. If you have any questions,
please call me at (910)-796-7215, or email me at [e-mail].
Sincerely,
Linda Lewis
Environmental Engineer
ENB/arl: S:IWQSISTORMWATERISTORMSUB1061245.jan07
cc: Carteret County Building Inspections
Peter Sokalski, Appian Consulting Engineers
Wilmington Regional Office File
Central Files
Doug Huggett
WN&ai
Zy
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwatergualiiy.org Fax [phone]

Re: ABC Store - Beaufort
Subject: Re: ABC Store - Beaufort
From: Linda Lewis <[e-mail]>
Date: Tue, 23 Jan 2007 17:43:00 -0500
To: Peter Sokalski <[e-mail]>
CC: Cameron Weaver <[e-mail]>
Unfortunately, we are not in a position in the regular program to offer that kind
of turnaround time. I have a backlog of at least 50 permits, and am running late on
reviewing those as it is.
Even our Express program is scheduled out to mid -February. Express may still be
your best option, but that service will cost you $2000 for a low density or offsite
project, or $4000 for a high density project. Please contact Cameron Weaver (cc'd
on this email) for information on having the project accepted into the Express
program and getting a review date.
Linda
Peter Sokalski wrote:
Ms. Lewis,
Thank you for taking the time to review the project for the ABC Store proposed
for the Town of Beaufort. I have resent the package to you for review and
comments and was wondering if there is any possible way I can get the plans
reviewed by this weekend. I know that that is asking for the moon, but I am in
a time crunch and realized that I did not get this information back to you as I
needed to. I need help to try and get the owner what he needs for the project.
I understand that that is outside of the norm for procedure and that you are a
busy person as well, but I am hoping that you might be able to help me out of a
jam. Please let me know if there is anything else I need to get to you for the
project approval.
Thank you for your time and effort and I hope to hear from you soon. I
call tomorrow as well to make sure that you have received the package.
**Peter W. Sokalski, PE**
**Appian**** Consulting Engineers, PA**
//841 S. Wesleyan Blvd.//
//P.O. Box 7966//
//Rocky Mount, NC 27804//
//[phone]//
//[phone] fax//
1 of 1 1/23/2007 5:47 PM

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
December 15, 2006
Robert D. Shipp
Carteret County ABC Board
410 Live Oak Street
Beaufort, NC 28516
Project Name: ABC Store Beaufort
County: Carteret County
Project Number: SW8 not assigned
Dear Mr. Shipp:
Your recent stormwater management permit application and check #15650 for the $420.00
application fee are being returned because the application lacked the necessary basic
elements to accept it for review. The plans and any other documentation that were submitted
have been discarded or recycled, as appropriate. Please address the following noted
deficiencies and provide the requested information:
® The project is located in Carteret County, which is within the jurisdiction of the
Wilmington Regional Office. The application was addressed to the Washington Regional
Office and forwarded to Wilmington. Please submit the revised application directly to the
Wilmington Office.
® The project as proposed does not meet the intent of low density development. Low
density development depends on more than just meeting a BUA limit. Please redesign
with acceptable high density stormwater management measures. Since this site is,
within % mile of and draining to SA waters, infiltration will be required.
® The Division is unable to give any BUA credit or volume credit for the permeable
pavement system because an infiltration system is being proposed beneath it. The
infiltration system must be located outside of the permeable pavement area in order to
obtain a volume reduction credit to size the system. If the infiltration system remains
beneath the permeable pavement, the full runoff volume generated by a 1.5" design
storm over the permeable pavement area must be accounted for as if it was 100%
impervious.
® Your high density application should include the application fee, form SWU-101, the
appropriate infiltration basin or trench supplement form, sealed design calculations, 2
sets of revised plans, and a soils report.
® Please complete the attached infiltration site visit request form in order to have the soils
at the site verified by the Division's Regional Soils Scientist. This evaluation does not
take the place of an investigation performed by a suitable professional at your expense.
The Division cannot schedule the soils verification visit until the site is evaluated by your
professional and the soils report has been submitted.
® The soils report must include an estimate of the Seasonal High Water Table elevation,
soil type, and expected long-term infiltration rate for the project.
Please fill in one column in Section II I.6 of the application for each proposed stormwater
measure. For low density, only one column is necessary.
® Please delineate the drainage area(s) to each of the proposed stormwater system(s).
Please include a lump sum BUA allotment for the future development shown on the
plans.
One
Ncif Carolina
Atura!!y
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: www.ncwateNuality.org Fax [phone]
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10% Post Consumer Paper

Mr..Shipp
December 15, 2006
Page 2 of 2
Please resubmit the permit application package to the address below. Note that the 90-
day statutory permit review time begins upon receipt of a complete application. If you
have any questions, please do not hesitate to call me at (910) 796-733.5.
Sincerely,
Linda Lewis
Environmental Engineer
cc: Peter Sokalski, P.E., Appian Engineering
Linda Lewis
ENB/arl: S:\WQS\STORMWATER\RETURN\ABCBeaufort.dec06

RCDENR
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons, PG, PE Land Quality Section Michael F. Easley, Governor
Director and State Geologist William G. Ross Jr., Secretary
December 8, 2006
LETTER OF RECEIPT OF EROSION CONTROL PLAN
Carteret County ABC Board n
Robert D. Shipp, Supervisor/ General Manager /j►�
410 Live Oak St /G1'�
Beaufort, NC 28516 ne 7
RE: Project Name: ABC Store Beaufort 1�+
IVED
Project ID: Carte2007218
County: Carteret, Beaufort, Hwy 70 0FC 0 8 2006
River Basin: White Oak
Submitted By: Appian Consulting Engineers
Date Received by LQS: December 8, 2006
Plan Type: NEW
Dear Robert D. Shipp:
This office has received a soil erosion and sediment control plan for the project listed above which
was submitted as required by the North Carolina Sedimentation Pollution Controi Act (G.S. i 13A-57 (4)').
The Act requires that all persons disturbing an area of one or more acres of land must obtain approval
of a soil erosion control plan prior to the commencement of the land -disturbing activity (G.S. 113A-54(d) (4)).
The Act further states that this plan must be filed a minimum of 30 days prior to the activity and the approving
authority must approve or disapprove the submitted plan within 30 days of receipt. Failure of the approving
authority to approve or disapprove the submitted plan within the 30-day period will be deemed approval of the
plan.
Commencement or continuation of a land -disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sin' zae
Trent
Land Quality Section
cc: Peter Sokalski, Appian Consulting Engineers
LQS-WiRO; SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext., Wilmington, North Carolina 28405-3845 • Phone: [phone] / FAX: [phone]

Thursday, November 30, 2006
;atee
9 Vi1a os b;. isa ink rl 10, Lei#
"Vas
F, F, {{
�'3'S.s.' F�ngt `{tee, B° Irr3 a.s 4'y`NEin a c; r' 8
Re: ABC Store - P-Pauro.rt
L�ii{tli?�t`r�rf'% !1? t"t:✓'i7°Ft( i'r`':i?7i
Dear S'ir or 14ta :atW
ru I� iEl t4`I
DEC 12006
The ABC Store - Beaufort project is located in Carteret County along US Hwy 70 between just
outside of the Town of Beaufort limits. We are sending you the following attached items for
review and process by your office:
• (2) sets of associated Plans and details
• (2) sets of Site Calculations
• $420 Application Fee
• (1) Stormwater Management Permit Application
• 0) Low Density Supplement form
Please review the attached permits and plans. If you should have any questions regarding any
of the information provided, please do not hesitate to contact us.
Thank you for your time and effort on this project?
Sincerely,
4 P --n Consulting Engineers, P.A.
eter . S E.
Attachments
CC: File
G:1Appian Projects - Shared Folders106083 ABC Store - Beaut'orilEngineering Qephi-etterskl 1-30-06 Ltr to NCDENR with
stormwater permit.doc
841 South Wesleyan Boulevard • P.O. Box 7966 • Rocky Mount, NC 27804 •[phone] •[phone] (Fax)
weWdes. www.apoianengineers.com a www.construction-detaii.com
Email: [e-mail]

X
pc)
�5 �F�FIER OF TRANSMITTAL
IIF
IN
ApPiAn
CONSULTING ENGINEER$, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
841 S. Wesleyan Boulevard
P.O. Box 7966
Rocky Mount. North Carolina 27803
Telephone [phone]
Fax [phone]
e-mail:._._
Web: AppianEngineers.com
I DRTE: November 30, 2006 I APPIAN JOB NO.: 06-083 1
Water Quality Section
Washington Regional Office
943 Washington Square Mall
Washington, NC 27889 DEC — 12006
GENTLEMEN: We are sending you ® herewith ❑ under separate cover:
SUBMITTAL FOR:
CODE
FOR APPROVAL
1
FOR YOUR USE
2
AS REQUESTED
3
BID TAB DISTRIBUTION
4
❑
APPROVED PERMITS
5
❑
ACTION
CODE
APPROVED
A
❑
APPROVED AS NOTED
B
❑
NOT APPROVED
C
❑
REVISE AND RESUBMIT
D
❑
PLEASE SIGN AND RETURN
E
❑
PRINT COPIES I (REVISION NO. OR DATE) WING NUMBER DESCRIPTION I CODE
1 Stornw ater Management Permit
1 Low Density Supplement Form
2 Sets of Plans and Calculations
1 Appian Check# $420 Fee
REMARKS.
Attached are the stormwater management permit application and fee for your review and approval. Please call me if you have
any questions. Thank you!
Sent by: First Class Mail
❑
UPS Next Day / AM
10
UPS Next 2nd Day
❑
Federal Express
❑
Faxed
❑
Hand Delivered
❑
Pick Up
❑
ff enclosures received are Purl as lfsfed above, Undly notify at once
Thank you.
By
Received By
//. 3D . 0�'
Q
Date
cc: File