SW8080615_HISTORICAL FILE_20080627

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SW8 0 %0l 1 S
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20 0 ,�r C) 21
YYYYMMDD

Michael F Easley Governor
William G Ross Jr Secretary
North Carolina Department of Environment and Natural Resources
Coleen 14 Sullins Director
Division of Water Quahty
June 27, 2008
Mike Wilkinson, Pastor
First Baptist Church of Swansboro
614 West Corbett Avenue
Swansboro, NC 28584
Subject Stormwater Permit No SW8 080615
First Baptist Church of Swansboro
High Density Project
Onslow County
Dear Mr Wilkinson
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for First Baptist Church of Swansboro on June 26,2008 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 080615 dated June 27, 2008, for the construction of the subject project
This permit shall be effective from the date of issuance until June 27, 2018, 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 C Baker, or me at [phone]
Sin rely.
Edward Beck
Regional Supervisor
Surface Water Protection Section
ENB/csb S \WQS\STORMWAT\PERMIT\080615 jun08
cc Peter Sokalski, P E , Appian Consulting Engineers, PA
Onslow County Building Inspections
Chris Baker
Wilmington Regional Office
Central Files
e
rCarolina
urally
North Carolina Division of Water Quality 127 Cardinal Drive Fxtension Wilmington NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet www r cwaterqualrtv or Fax [phone] 623 6748
An Equal Oppodumty/Affirmative Action Employer— 50 % Recycled/10 % Post Consumer Paper

A
State Stormwater Management Systems
Permit No SW8 080615
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
Mike Wilkinson and First Baptist Church of Swansboro
First Baptist Church of Swansboro
614 West Corbett Ave, Onslow County
FOR THE
construction, operation and maintenance of an underground sand filter 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 June 27, 2018, 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 16 on page 3 of this permit The stormwater
control has been designed to handle the runoff from 62,898 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
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 080615
The following design criteria have been provided in the sand filters and must be
maintained at design condition
Sand Filter
#2
#1
a Draina a Area, acres
1 36
1 40
Onsite ft
56628
61,177
Offsite,
2,614
None
b Total Impervious Surfaces ft
23,176
39,722
c Design Storm, inches
366
366
d Sedimentation Basin Surface
Area ftZ
590
1,320
e Sand Filter Surface Area ft
1 177
1,759
f Bottom Elevation, FMSL
2220
175
Bypass Weir Elevation, FMSL
2523
2020
h Permitted Storage Volume ft
6 008
8 929
i Type of Soil
Engineered Sand
Engineered Sand
Expected Infiltration Rate, in/hr
35
35
k Seasonal High Water Table,
FMSL
21 20
165
I Time to Draw Down, hours
30
28
m Receiving Stream/River Basin
White Oak River/White Oak
n Stream Index Number
20-18
o Classification of Water Body
SA HQW
II SCHEDULE OF COMPLIANCE
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
During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately
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
Semiannual scheduled inspections (every 6 months)
Sediment removal
Mowing and revegetation of slopes and the vegetated filter
Immediate repair of eroded areas
Maintenance of all slopes in accordance with approved plans and
specifications
Debris removal and unclogging of bypass structure, filter media, flow
spreader, catch basins, piping and vegetated filter
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
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
Page 3 of 7

State Stormwater Management Systems
Permit No SW8 080615
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
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
Page 4 of 7

State Stormwater Management Systems
Permit No SW8 080615
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 t he 27th day of June, 2008
N H CAROLINAENVIPQNMENTAL MANAGEMENT COMMISSION
torGbfeen H Sullins, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 5 of 7

State Stormwater Management Systems
Permit No SW8 080615
First Baptist Church of Swansboro
Stormwater Permit No SW8 080615
Onslow County
Designer's Certification
I, , as a duly registered
in the State of North Carolina, having been authorized to observe
full time) the construction of the project,
(Project)
(periodically/ weekly/
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 080615
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 protect 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 elevations are per the approved plan
6 The bypass structure is located per the approved plans
7 A Trash Rack is provided on the outlet/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
Onslow County Building Inspections
Page 7 of 7

DWQ USE ONLY
Date Received
Fee Paid
Permit Number
(�-�
-ole
)1(vv-
w a o /S
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 RECEIVED
JUN 18 2008
I GENERAL INFORMATION
1 Applicants name (specify the name of the corporation, individual, etc who owns th Y
First Baptist Church of Swansboro
2 Print Owner/Signing Official's name and title (person legally responsible for facility and compliance)
Pastor Mike Wilkinson
3 Mailing Address for person listed in item 2 above
614 West Corbett Avenue
City Swansboro State NC Zip 2MM
Phone (910 ) 3265768 Fax [phone]-M38
Email pastor@swansborof rstbaytist com
4 Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc )
First Baptist Church of Swansboro
5 Location of Project (street address)
614 West Corbett Avenue
City Swargsboro County Onslow
6 Directions to project (from nearest major intersection)
At intersection of NC Hw 24 and Park Lane in Swansboro
7 Latitude 34 69069 Longitude-7712438 of project
8 Contact person who can answer questions about the project
Name Peter Sokatski Telephone Number (252 ) 972-7703
Email psokalski@appianengmeers corn
rI PERMIT INFORMATION
1 Specify whether project is (check one)
❑Renewal ❑Modification
Form SWU-101 Version 8 07 Page 1 of 4

2 If this application is being subuutted as the result of a renewal or modification to an existing pernut, list the
existing permit number and its issue date (if known)
3 Specify the type of project (check one)
❑Low Density ®High Density ❑Redevelop ❑General Permit ❑Universal SMP ❑Other
4 Additional Project Requirements (check applicable blanks)
❑LAMA Major ®Sedimentation/Erosion Control ❑404/401 Permit NNPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
III 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
The site will have two new BMP's - both sand filters All new Flow within the property
will flow through one of the BMPs onsite
2 Stormwater runoff from this project drams to the White Oak River basm
3 Total Site Area 3 68 acres 4 Total Wetlands Area
5 100' Wide Strip of Wetland Area N/ A awes (not applicable if no wetlands exist on site)
6 Total Project Area" 3 68 acres 7 Project Built Upon Area 42 49
8 How many drainage areas does the project have?2
9 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
rmer 1 CIA*, I
Basin Information
Drainage Area 1
Drainage Area 2
Receiving Stream Name
White Oak River
White Oak River
Stream Class 6r Index No
SA, HQW 20-18
SA,HW 20-18
Drainage Area (sf)
59242
61177
Existing Impervious' Area (sf)
5421
10137
Proposed Impervious'Area (sf)
17755
29585
% Impervious' Area (total)
391 %
64 9%
Impervious' Surface Area
Drainage Area 1
Drainage Area 2
On -site Buildings (sf)
12,109
14783
On -sue Streets (sf)
On -site Parking (sf)
7107
22681
On -site Sidewalks (sf)
1346
2258
Other on -site (sf)
Off -site (sf)
2614
Total (sf)
23176
39722
' Impermous area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc
'Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon
area percentage calculation
Form SWU-101 Version 8 07 Page 2 of 4

10 How was the off -site impervious area listed above denved7By Computer
IV DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following 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 saes vary significantly, a table hsting each
lot number, size and the allowable built -upon area for each lot must be provided as an attachment
Form DRPC-1
High Density Commercial Subdivisions
Form DRPC-2
High Density Developments with Outparcels
Form DRPC-3
High Density Residential Subdivisions
Form DRPC4
Low Density Commercial Subdivisions
Form DRPC-5
Low Density Residential Subdivmons
Form DRPC-6
Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, 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 subuutted 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 SW401-Low Density
Low Density Supplement
Form SW401-Curb Outlet System
Curb Outlet System Supplement
Form SW401-Off-Site System
Off -Site System Supplement
Form SW401-Wet Detention Basin
Wet Detention Basin Supplement
Form SW401-Infiltration Basin
Infiltration Basin Supplement
Form SW401-Infiltration Trench
Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell
Bioretention Cell Supplement
Form SW401-Level Spreader
Level Spreader/Filter Stnp/Restored Riparian Buffer Supplement
Form SW401-Wetland
Constructed Wetland Supplement
Form SW401-Grassed Swale
Grassed Swale Supplement
Form SW401-Sand Filter
Sand Filter Supplement
Form SWU-101 Version 8 07 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 Office (Appropriate office maybe found by locating project on
the interactive online map at hill) //h2o ear state nc us/sidmsi maps htm)
Please indicate that you have provided the following required information by initialing in the space
provided next to each item
• Original and one copy of the Stormwater Management Pernut Application Form
tia
• Original and one copy of the Deed Restrictions &Protective Covenants Form
PJA
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR
• Calculations &plianarrative description of stornrwater treatment/management
• Copy of any applicable soil report
• Three copies of plans and specifications (sealed, signed & dated), including
- 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, fuushed 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 fum 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 27804
Phone (252 ) 972-7703 Fax (252 ) 972-7638
Email psokalski ft2pianenjnneers com
VIII APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Peter Sokulsla
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 21-1 1000
Signature
Date 6 ' 1Z Os -
Form SWU-101 Version 8 07 Page 4 of 4

P 01
TRANSACTION REPORT
JUL-01-2008 TUE 12,33 PM
FOR NCDENR 9103502004
SEND
DATE START RECEIVER TX TIME PAGES TYPE NOTE M# DP
JUL-01 12 30 PM 912529727638 2'30" 8 FAX TX OK 744
TOTAL 2M 30S PAGES 8
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Wdlwm G Ross, Jr , Secretary
Michael F Easley, Governor
FAX COVER SHEET
Date ic A
To
Co
Fax
Re
No Pages (excl cover)
Express Permitting
From Sandra f,um
Phone [phone]
Fax [phone]_
o % L.
127 Cardinal Drive Extension, Wilmington, NC 28405 • (910) 796-721 i -An Fqudl Opportumty Affirmauvc Action Fmployer

ro�or�no
CO*TINGINEERS,PA
CIVIL, MUNICIPAL a STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
P O Box 7966
Rocky Mount, North Carolina 27804
Telephone [phone]
Fax [phone]
e-mail admin(TDappianenoineers com
Web Appianengineers corn
LETTER OF TRANSMITTAL
DATE June 30, 2008 APPIAN JOB NO 07-105
TO -
Sandy Exum
NCDENR - Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
PROJECT
First Baptist Church of Swansboro
GENTLEMEN We are sending you ® herewith ❑ under separate cover
SUBMITTAL FOR
CODE
FOR APPROVAL
1
FOR YOUR USE
2
ED
AS REQUESTED
7
❑
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
Appian Check
$1000 review fee
REMARKS
Sandy,
Attached is the re -review fee of $1,000 as requested Thanks,
Sent by First Class Mail
❑
UPS Next Day I AM
UPS Next 2nd Day
❑
Federal Express
❑
Faxed
❑
Hand Delivered
❑
Pick Up
❑
Nandosures received are not as fisted above, kindly notlfy at once.
rbank you.
uare
Received By Daft
e File
e�

FROM APPIAN CONSULTING ENGINEERS FAX NO 2529727638
Jun 26 2008 04 21PM P1
Fax TMNSMISSION
TO: Mr Chris Baker
DATE: 6126106
wnw. NCDE'NR
CONSU"ENGINEERS, PA
MIL MUNICIPAL s STRUCTURAL ENGINEERS
Number of pages to follow includine this page: 2
FAX NO.: [phone]
FROM: Peter W SokalskdDavid Revoir -- , S
RE: First Baptist Church of Swansboro
Express Permit Review — Resubmittal Fee
COMMENTS
uROENT
PLEASE REPLY
AS REQUESTED
Chris- attached is a copy of the $1,000 check for the resubmittal fee as discussed
are sending the original check in the mail Please continue review and approval(
THANKSi
We
641 South Wesleyan Boulevard P O Box 7966 Rocky Mount NC 27804 (252) 972-77a3 � [phone] (Fax)
Websxes wvvw appie6etjqLneers com vnwv constmetiondetail com

State Stormwater Permit Application Tracking Cover Sheet
Wilmington Regional Office
Project Name
FIRST BAPTIST CHURCH OF SWANSBORO
Project Category
NEW
Project Type
HD - DETENTION POND
App Accept Date
C', - (`a-
Application Fee Aact
$ qc)n0 —
Fee Check Number
M -ZA
Reviewer Name
BAKER, CHRIS
Record the following information from BIMS after project has been entered'
Perms Number (B/MS) I t-) n O k(j (Q L
Please update the SW Access System by entering the Permit Number for the project'
Date Entered in Access -I x -CS k
Entered in Access By
Date Printed 611912008 11 21 03 AM

-Ir;�nrnrr
0000
i
CONSU TI G ENGINEERS, PA
CIVIL, MUNICIPAL a STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
P O Box 7966
Rocky Mount, North Carolina 27804
Telephone [phone]
Fax[phone]
e-mail adm n(Daoolanengmeers com
Web Applanengineers com
LETTER OF TRANSMITTAL
DATE May 7, 2008 I APPIAN JOB NO 07-105 I
TO
PROJECT
NCDENR - Wilmington Regional Office
Land Quality
127 Cardinal Drive Extension
Wilmington, NC 28405
First Baptist Church of Swainsboro
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
3
Sets of plans
1
Set of Calculations and site information
1
Check for $4,000
1
Storrnwater Management Permit Application
REMARKS
Dear Madam or Sir
Attached are the calculations and permit application for stormwater for the First Baptist Church of Swansboro Thank you
Sent by First Class Mad
❑
UPS Next Day I AM
❑
UPS Next 2nd Day
❑
Federal Express
❑
Faxed
❑
Hand Delivered
Pick Up
❑
IF enclosures received are not as listed above, kindly notify at once
Thank you
cc File
Received By Date

000
CONSU TI G ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
P O Box 7966
Rocky Mount North Carolina 27804
Telephone [phone]
Fax [phone]
e-mail admin(0)applanenomeers com
Web Applanengineers corn
LETTER OF TRANSMITTAL
DATE May 7, 2008 APPIAN JOB NO 07-105
TO
Chris Baker
NCDENR -Wilmington Regional Office
127 Cardinal Drive Extension
Wilmington, NC 28405
PROJECT
First Baptist Church of Swainsboro
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
2
Sets of plans with applicable sheets only
1
Set of additional calculations to be inserted into book
1
Check for$4,000
2
(1) original and (1) copy of the Stormwater Management Permit
Application
REMARKS
Chris,
Attached are the additional data and the changed sheets as discussed Mr EG Smihson is sending in the remaining
information (the original maintenance agreements as well as the agent authorization form) Thank you for your help and if
you have any questions, please do not hesitate to call met
Sent by First Class Mail
❑
If enclosures received are not as listed above, kindly naft at once
UPS Next Day I AM
®
Thank you
UPS Next 2nd Day
❑
6-17•d
Federal Express
❑
Faxed
❑
By Date
Hand Delivered
❑
Pick Up
❑
Received By Date
cc File

May 7, 2008
TO Appian Consulting Engineers, P A
Post Office Box 7966
Rocky Mount, North Carolina 27804
FROM
I, Charles Sheldon as a representative concerning the property at First
Baptist Church of Swansboro , do hereby authorize and give permission for Appian
Consulting Engineers to represent or act as agent on our behalf
Charles Shelduff
First Baptist Church of Swansboro
614 West Corbett Ave
Swansboro, NC 28584
_OG—/7--0ir
Date

RE First Baptist Church of Swansboro
Subject RE First Baptist Church of Swansboro
From "Peter Sokalski" <psokalski@appianengmeers com>
Date Fn, 13 Jun 2008 15 45 12 -0400
To "'Janet Russell"' <Janet Russell@ncmatl net>
Janet,
Thanks for the heads up We will be able to meet next Tuesday at 10 00 am
Thank you and I hope you have a great weekend'
Peter W Sokalski, PE
Appian Consulting Engineers, PA
P O Box 7966
Rocky Mount, NC 27804
[phone]
[phone] fax
-----Original Message-----
FromJanet Russell [mailto Janet Russell@ncmatl net]
Sent Thursday, June 12, 2008 12 53 PM
To Peter Sokalski, pastor@swansborofirstbaptist com
Subject First Baptist Church of Swansboro
June 12, 2008
*First Baptist Church of Swansboro *
Gentlemen
The Express Stormwater submittal meeting for First Baptist of Swansboro
has been scheduled with *Chris Baker on June 17, 2008 at 10 00 AM * here
in the Wilmington Regional Office, 127 Cardinal Drive Ext The
applicant's representative is required to attend the meeting _
Please review the submittal requirements prior to the submittal date
Please respond ASAP to reserve and confirm the meeting date time
Thanks,
Janet Russell
Express Coordinator
1 of 1 6/13/2008 4 38 PM

about blank
June 12, 2008
First Baptist Church of Swansboro
Gentlemen
The Express Stormwater submittal meeting for First Baptist of Swansboro has been scheduled with
Chris Baker on June 17, 2008 at 10 00 AM here in the Wilmington Regional Office, 127 Cardinal
Drive Ext The applicant's representative is required to attend the meeting
Please review the submittal requirements prior to the submittal date
Please respond ASAP to reserve and confirm the meeting date time
Thanks,
Janet Russell
Express Coordinator
1 of 1 6/12/2008 12 53 PM

FROM APPIAN CONSULTING ENGINEERS FAX NO 2529727638 Jun 12 2008 08 19AM P2
Awl
NWENR
North Caroline Deparbnent or Environment and Natural Resources
127 Cardinal Drive Extension, WiinnrsJton, NC 28405 (910) 79&7215 FAX [phone]
Request for Express Permit Review
FILL-IN 80 ink►maeliDn below FAXte Express 0001*11111W&ong lvith a
a detAWnar Ow and tAiefnity moo of Ow project to
Y _ 1
Reviewer C-55
Submit G/17
Time I Z) , 06
Confirm (-Q- 13_
PROJECT Name F Churoh of Swans Coulriy QNs —W
ENGINEER/CONSULTAN .1NFORMAMON, L G n 252 '10 y— 8 O'1 S
Name
Zip 2I8^-
❑ SCOPING MEETING My DWQ _ DLR DCM Other
nSTREAM ORIGIN DETERMINATION # of Stream calls Stream Name
® STORMNATER ❑ Low Densely ❑ High Densely -Detention Pond ® High Density - Other
(check alsthat a ty) sEl ay Density -Curb & Gutler ® NPDES Phase In Ian 8 Plan Revision
❑ COASTAL MGT. ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Inftxma„on ® Upland Dev
❑ LAND QUALITY ® Erosion and SedlinerMon Control Plan with 2.5 ales to be disturbed
WETLANDS (401) Wetlands on Property 7 ❑ Yes ®No Isolated Wetlands on Property? ❑ Yes ® No
(Check all that apply) Wetlands A be impal:W? ❑ Yes ❑ No Wetland impacts acm(s)
Wellands delimalron has been wmplelled7 ❑ Yes ❑ No ❑ Buffers impacted Acre(s)
USACOE Approval ofDdneauon compfeled? ❑ Yes ❑ No
404 Applicatlon In Process wft)SACOE9 ❑ Yes ❑ No ! Permit rwVd from USACOE❑Yes ❑ No
401 Application Rellur edl ❑ Yes 0 No If Yes, ❑ Regular [] Express
Additional tees, not to exceed 50% of the wilpal & press Review permit appkatton fee may be charged for
subsequent reviews due to the insufficiency of the penri t application
Total Fee,$ StDrmwater $ e ReceNed
CAMA $ E Date E I V E
LQS $ JUN 12 2008
401 $
Revised 1010007 G� P , w o C9 - t z -08

FROM APPIAN CONSULTING ENGINEERS FAX NO 2529727638
Sun 12 2008 08 19AM P1
FAX mAHSM/SS/OH
ror Ms Janett Russell
DATE. 6111108
wfTN, NCAENR
PAX No.: [phone]
PROM: Peter W Sokalski
Alm mrw lFI
mJua
I
40,
CONSIAFTAG ENGINEERS, FA
CIVN, MUNI wI 6 SIRULIORAL rMINFFRS
CoMPRENENSIVF FNVIRONMEeNTAI s6RVICE4
N„l""r of pop" to f0ffow /nelud/„e this page, I
REr First Baptist Church of Swansboro
Express Permit Review
CONNENTS
Ms Russell,
Attached is the permit request with information as needed
Thank you and / hope to hear from you soon'
UMIrNr
❑
PLMSl, REPLY
ACE 0.20
841 South Wwkyen Boubrid P O Box 79W Rocky Mount NC 27W (2f4 9n-7703 (252) 972-7= (Fax)
WahsBes vWWep, nrtlwi tl I N ,III lu tol III
Em8B OPln[nil 1111A 11 WIVI' I'W-0,1,

FROM RPPIAN CONSULTING ENGINEERS FAX NO 2529727638 Jun 12 2008 10 15AM P3
project Name
Stornhwater Express Questionnaire (1019r"7)
What Is the applicant's full legal name? First Baptist Church of Swansboro
Is the applicant associated with Sole pprroopp�netor Corporation ❑ LLC
8 Partn�Lsfnp Junc"lity
M
If it's an LLC, rs d ❑ Manager -managed or LLII Member -manage?
U What is the applicant's tdfe within tfre Corp, 1-LC or Partnership?
Will an agent (someone other than the applicant) be signing the a tan es o
If Yes, what is the agents name and Me?
Peter Sokolski. Engineer
uPlease note the applrcabon signature requirements are Listed in NCAC 2H 1003 (e) In
summary, only the sole proprietor of a sale proprietorship, the designated manager, member -
manager, president or vice p/wsrdant of a corporation or LLC, the general partner of a
partnership, ore ranMng otTidat o/a munlapekfy may sign ppeerind ajfplhcabons and supplements
The srgrrature of the engineer or other agent can be accepted only rff aaccccoommppanied byy a signed
letter of authonzabon from one of the aforementrorred rrxirvidua/s Co►porabons LLC's and
ParbhershVs must be registered with the NC Secretary of Slate's Ofiioe, and the active Please
Hole that speprng, capitals n, end punctuation are extremely importarht Please provide the
entity name exactly as on fits with the NC Secretary of Stets
2 Project Locabon County Onakhw Nearest Town/C�y naboro
(Atfach a detailed vicinity map wr s t names and SR- V or1ntefstate
higohwayy numbers, plus other relevant informathorr, such as town or u7y names, directions to, etc
Shw tthe nearest Intersection of two major roads on the vicinity map A major road is any 1, 2 or
3 dig/t NC, US or interstate highway)
If the project is boated in Brunswi k, Onslow, or Now Hanover Counties, or a small
portion of northern Pander County, NPOES Phase N post-Construehon rules will apply,
unless a vested development right, as doseribad in the Session Law, can be
demonstrated, which is dated prior to July 1, 2007
3 Receiving stream name _W& Oak River Rive►Basin White Oak
What is the dassification of the receiving stream? SA HOW
For SA or SR waters, a separate scaled topoprap tc map will be required proyed must
accurately located on the map and the 34 mile radius from the property comer closest to the SA
or SR r
e
c
e
iving stream must be drawn on the map If you claim that the project is not within %
mile of SA or SR waters, you must conduct a serves of ddorides tests to demonstrate that the
chlorides level at a point in the ricer" stream that a at least X mile from the project is less
than 500 ppm Samples must be sent to a State cedrAed lab for tesbrig
If the project is high density, what type of stormwater management BMP's are being proposed?
(check all that apply)
Wet Detention
Infiltration Trench
Infiltration Basin
®
Sand Filter
Bio-retention
Wetlands
Alternative
Offside
Dry Detention
NPOES Phase II
Other
How many separate BMP s are being proposed? 1 Q 3 4 5 8 7 8 9
10
11 12 Other
Is there offside runoff from the adjacent properties or public nght-d-vim Nrat will drain into any of
the proposed BMP s on the project and is not being diverted? LJ Yes ® No ❑ NIA
6 Is a road across other property required to access the project? ❑ Yes ® No ❑ N/A
7 Is there any existing deve"ment or pre-1988 existing BUA located Qnthe pro1
(Please document delineate and /deity on the peons) N Yes 0 o ❑ N/A
8 Will the high density project tolled all of the proposed SUA*) ® Yes ❑ No ❑ NIA
(If not, attach a separate explanation sheet) R
E C E I V ED
Page 1 of 2 Revised 10/9/2007 JUN 12 2008
DWQ
PROJ #

FROM APPIAN CONSULTING ENGINEERS FAX NO 2529727638 Jun 12 2008 10 16AM P4
Project Name
9 Will the project involve the subdivision and sale of mperty? El Yes ® No ❑ N/A
Is the subdivision ❑ residential or ❑ commerdal�
How many lots are proposed?
(Deed restrictions are required157aq re commercial, low density or high density sub-
divisions Spec fic language for the various types of subdivisions is available from DENR )
10 Will the plans straw all delineated wetlands9 ❑ Yes ❑ No ® N/A
(All projects require either signed wetlands debnesihon map or wetlands report to be
submitted with the application Only a trained professional may provde iMormation regarding
the presence or absence of wetlands )
11 Are wet detention ponds or other engineered controls proposed to b$"ted Vdacent
wetlands? Yes No ® N/A
ga physical means to prevent the dewatedrig of the wetland must be provided or the
Wmust be provided to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dawater the wetlands o►er hme Where possible, all BMP's and swa/es
should outlet into back th wetland (with level spreaders)
12 For infiltration proleM, a site visit must be completed with the DENR soils scientist to verity the
sod type, water table and infiltration rate provided In the sods report
What is/was the scheduled site visit
dates 1
(Include a copy of to►tsu to soli report with the application)
13 Level Spreaders are required at the outlet of all engineered controls and swales prior to entenng
surface waters or wetlands Will the plans reflect level spreaders? El Yes ® No ❑ N/A
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote dlrfinse sheet Now to prevent erosion and scour into the receiving waters or wetlands)
14 Is this project A modification to an existing permit
A lot that will be treated in an existing, previously permitted BMP?
What is the name of the existing permitted facility?
What is the permit number of the existmg permitted facility? SW8
Is the permitted facility in compliance with its permit? Yes H No H N/A
Have the deed restrictions been recorded? Yes No N/A
Have the deed restrictions been submitted? Yes No N/A
Has the Designer's Certification been submitted? Yes No NIA
15 Do the plans refied all information in 15A NCAC 2H 1003 (g)9 ® Yes ❑ No ❑ N/A
16 Will all of the design requirements for each proposed BMP be met? ® Yes ❑ No ❑ N/A
(N not, attach a separate explanation sheet Please note that the Express program is not set up
to handle any type of deviation from the standard design)
17 For each 8MP in all high density projects, and low density curb outlet swale projects, the
Individual drainage area for each proposed BMP must be dearly delineated
18 Any revisions made to the application as a result of this review may cause changes to the other
documentation Plans, calculations, application, and supplements should be reviewed for any
necessary changes For example, changing the onfice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement
19 IS THE PROJECT DESIGNED AND THE APPLICATION READY TO SUBMIT? ❑ Yes ® No
Complete applications may be accepted earlier rfthere is a cancellation In our submittal
schedule
Page 2of2
Revised 10/9/2007

FROM APPIAN CONSULTING ENGINEERS FAX NO 2529727638
Jun 12 2008 10 16AM P5
First Baphst Church of Swanahoro
Stor rnvater Management Narrative
1 Generallnformation
a Name of Protect
b Address
c Acres in Tract
First Baptist Church of Swansboro
614 West Corbett Avenue INC Hwy 24)
Town of Swansboro, Pamlico County
3 86+/-
d Acres Being Disturbed 2 61
e Acres in Wetlands N/A
f Ownership Information First Baptist Church of Swansboro
g Description of Development Proposal
i Previous/Existing Permits NIA
u Tax Parcel ID Number
The project site sits on 4 separate parcels
536406470767
636406473819
536406471971
536406472731
h Pre-1988 Built Upon Area
Existing Sanctuary/Parking Lot
Existing House/Dnveway
i Phasing of the Protect & Stormwater Facilities
No phasing of the projector stormwater facilities All stormwater items
will be constructed at one time
1 Proposed Waste Water Treatment & Water Supply
Sewer and water will connect to the existing municipal systems
k Historic Sites & Protects Being Funded with Public Monies
None known in the area
I Non -Compliance Issues with NCDENR Agencies
None known
2 Stora water Information
a The protect is located in the Whde Oak River Basin, SA HOW, 20-(18)
RE C E I V ED
Allan Consulting Engincers, PA JUN 12 2008
DWO
PROD #

FROM APPIAN CONSULTING ENGINEERS FAX NO 2529727638 Jun 12 2008 10 16AM P6
First Baptist Church of Sruansbom
b Project is High Density, Commercial (church), State
Stonnwater/NPDES Phase II
c Proposed Total % Impervious Surface Area 42 42%
d Proposed Treatment Measures/Types of Collection System
The site will have (2) sand filters with (2) level spreaders at the end of
the sand filters The collection system will be pipes
e Will all BUA be collected)
Yes, all proposed BUA will be collected for the project
f Buffer Requirements (if any)
No buffers onsite
g Coastal Management Areas of Environmental Concern
The project is not located in an Area of Environmental concern
h Disclose whether or not Mite Runoff Is coming into Site/proposed
BMP
Offsite water Is flowing into the property from Park Lane only
i Is Road Construction across other property necessary?
No construction is required across property owned by others
Existing sod conditions (uhlae sods report)
The site has had 6 bores performed in the areas of the proposed sand
filter areas The distance to seasonal high ground water elevation
ranges from 124 to 28" The site Is located on a mixture of materials
with soil classification as Urban in the areas of new development
Based on the bores, the soils consist of loamy sand to sandy clay
Appian Consulting Engineers, PA

FPOM APPIAN CONSULTING ENGINEERS FAX NO 2529727638 Jun 12 2008 10 17AM P7

FOR
��5 T =APT/S T Gf�U�4'CH �F
SWA NS:�C�?RO
Swansboro
Onslow County
Jane 12, 2008
ACE JN: 0 7- 105
Appian Consulting Engineers, PA
PO Box 7966
Rocky Mount, NC 27804
[phone]
[phone] (Fax)
�i
2� �o(ESSIpNr
Q
SEAL
= 029958
IN
W soo"''
n` Y
''1,nun0,0� G 1Z'6

y-T� \ State of North Carolina
F Departmnt of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION
Regional Review Sand Filter
Project Information
Project name
Fust Ba list Church of Swansboro
Contact name
Pastor Mike Wilkinson
Phone number
10
Drainage area number 11
Desi n Variable Variable I Equation Value Units
Volume to Treat
Volume to Treat Reported
WQVaap,ned
1
6 008
ff
Volume to Treat Required
IWQVSMueler
=3 630'Rm Rv ATaiai
7 265
ft
Adequate design volume used
es
Volume to Treat Adjusted
WQVAdI
5 449
fit
Drainage area
ATmai
59 242
ft
Drainage area
ATaai
1 36
acres
Impervious area
An„
23 176
ff
Percent Impervious
la
=Aim✓ATmai
0 39
(umtless)
Design Storm
Ro
3 66
in
Runoff Coefficient
Rv
= 05+ 9(I)
0 40
(umtless)
Head on the Sedimentation Basin and Sand Filter See Table 1 Below
Surface area total (sedimentation basm+sand filter)
Reported
As+AF
1034
ff2
Maximum head on the sedimentation basin and sand
filter
IrMa ifte,
=WQVSchueler/(As+AF)
527
If
Average head on the sedimentation basin and sand filter
hA
=hva.Fina�2
2 63
If
Sand Filter Design
Coefficient of permeability of sand filter bed Reported
kRawnm
3 5
fl1day
Coefficient of permeability of sand filter bed Typical
kTrp,rai
3 5
fU Jay
Was a typical permeability of the sand filter
used? (It doesn t have to be exactly this number but must make sense
es
Tablet Max Filter Depths and Minimum Surface Area Combinations
hua.Finar
(fl)
As+AF
(ff')
WQVAII
(ft')
20
2 724
5 449
22
2 477
5 449
24
2 270
5 449
26
2096
5 449
28
1 946
5 449
30
1 816
5 449
32
1 703
5 449
34
1 603
5 449
36
1 514
5 449
38
1 434
5,449
40
1 362
5 449
42
1,297
5 449
44
1 238
5,449
46
1 185
5 449
48
1 135
5 449
50
1 090
5 449
52
1 048
5 449
54
1 009
5 449
56
973
5 449
58
939
5 449
60
908
5 449
1/1

CO*' PROJECT TiNC- S t. INA'70MO
TINGINEERS, PA
CIVO. MUNICIPAL l SfRtCN ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
PO Box 7966 Rocky Mount, NC 27604 l
Ayx4. 2 C 6ytJy F2 Lea 2 J
SHEET NO OF 2-
DATE
731,0r, m4id,&r. AeBQ- (-4o) _ ! 440Llc- m toll I7TJF)
)0AdpAw dSep ° 3 Wo iu AN&UAI(Tj')
Sr,p 1 => 2v° d,oStv,Ov`1 L,z4,a) = & &541
1..) AV = (12.aAV 3 Itco )( 1/1z 4/m )
iD•l0'�41�C3.1?l0)( V12xIo1,177)
ll s�2 d�
Oa VAS = [0.-7s)(uJ6ZV) = fb74,
zMW z =7 kA
z a� i Af
6ud4wk) W) Ao1,CC-F).
a ev7� 4437
e>874 271 19 5
s f5W+ 1-174 °o
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PROJECT _ EN SljW.56 .,2 O
CONSU TI GENGINEERS,PA ��'^'� �� �" 2—
CM4 MUNICIPAL A STRURUR ENGINEERS
COMPREHENSIVE ENVIROXMEIRAL SERVICES
PO Box 7966 Rocky Moun4 NC 27804
114&ftfaz ffl&- c'mI� 6,t360 A14W As PLU.1 ,v
SHEET NO 2 OF 2-
DATE
kw r -W► w = 2 lo' ; yoWinlc� ,F PdtAf yid vs,
fief) 00V = 88% = 30loa s
THE W JJAUJM art, rw lufllall e a"C f�, ,kc
BLS = 1374 s f ' l "Ir ' '107T u9,LT
of = 1.791 sf
5-� 3 � �Jt%Z�o nn1 s{ tr�nu c-►t�uc
(—AstA f{l (14KUx-47tor� U)QNADJ
' (3 0 79 )L 2 ,q aa974-
8'12R 1 ? im74 e vl
8
l) Fbw a4 sw zm
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0 Peak Summary for Sand Filter #1
Predevelopment flow
Post -development
Peak with
Storm
Qp (cfs)
flow
BMP
Qv cfs
Q (cfs)
1 Yr — 24
410
554
356
Hr
•
0

•
06S)/
Predevelopment
f1E C E I V E
[)
JUN 2 3 2008
DWQ
CSubc�t'
PROJ #
Reach - Pond Link Drainage Diagram for Areal Revised -Pre
Prepared by Appran Consuthng Engineers PA 6202008
HydroCADO 8 00 s!n 003967 0 2006 HydroCAD Soflx re Sduhons LLC

C�
0
Areal -Revised -Pre Type 1124-hr 1 yr-24 Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 2
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Subcatchment 6S Predevelopment
Runoff = 4 10 cfs @ 11 96 hrs, Volume= 0 184 af, Depth= 1 62"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Type II 24-hr 1 yr-24 Rainfall=3 66"
Area (ac) CN Description
1 360 Pervious Area
Tc Length Slope
Description
50 Direct Entry, Overland Flow
Subcatchment 6S. Predevelopment
Hydrograph
4 Type II 24-hr 1 yr-24
Rainfall=3.66"
Runoff Area=1.360 ac
3 F: Runoff Volume=0.184 of
Runoff Depth=1.62"
LL 2 Tc=5.0 min
CN=78
1
0 .. F .
0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (tw rs)
G Rurrort

11
L�
Areal -Revised -Pre
A by Appian Consulting Engineers, PA
,DO 8 00 s/n 003967 ® 2006 HydroCAD Software S4
Type 1124-hr 1 yr-24 Rainfall=3 66"
Page 3
Hydrograph for Subcatchment 6S Predevelopment
Time Precip Excess Runoff
(hours)
(inches)
(inches)
(cis)
000
000
000
000
050
002
000
000
1 00
004
000
000
1 50
006
000
000
200
008
000
000
250
010
000
000
300
013
000
000
350
015
000
000
400
018
000
000
450
020
000
000
Soo
023
000
000
550
026
000
000
600
029
000
000
650
033
000
000
700
036
000
000
750
040
000
000
800
044
000
000
850
048
000
000
900
054
000
000
950
060
000
000
1000
066
000
001
1050
075
001
003
11 00
086
003
006
11 50
1 04
007
014
1200
243
074
367
1250
269
091
035
1300
283
101
023
1350
292
108
017
1400
300
1 13
014
1450
307
1 18
012
1500
312
122
011
1550
318
126
010
1600
322
1 29
009
1650
326
1 32
008
1700
330
1 35
008
1750
334
1 37
007
1800
337
140
007
1850
340
1 42
006
1900
343
1 45
006
1950
346
147
005
2000
348
1 49
005
2050
351
1 50
005
21 00
353
1 52
005
21 50
355
1 54
005
2200
358
1 56
005
2250
360
1 57
005
2300
362
1 59
004
2350
364
1 60
004
2400
366
162
004
2450
366
162
000
2500
366
1 62
000
2550
366
162
000
2600
366
1 62
000
2650
366
1 62
000
Time Preap Excess Runoff
(hours)
Cinches)
(inches)
(cis)
2700
366
162
000
2750
366
162
000
2800
366
1 62
000
2850
366
1 62
000
2900
366
1 62
000
2950
366
162
000
3000
366
162
000
3050
366
162
000
31 00
366
162
000
31 50
366
162
000
3200
366
162
000
3250
366
1 62
000
3300
366
1 62
000
3350
366
162
000
3400
366
162
000
3450
366
162
000
3500
366
162
000
3550
366
162
000
3600
366
162
000
3650
366
162
000
3700
366
162
000
3750
366
162
000
3800
366
162
000
3850
366
162
000
3900
366
162
000
3950
366
162
000
4000
366
162
000

r�
��A
S
Area 1
ca
4P
Flow Sputter
5P
Sand Filter 1
Subca/t` Reach Ltnk Drainage Diagram for Areal -Revised -Post
�l Prepared by Appian Consu" Engirx�ers PA 6/20/2008
-HydroCAD®8 00 s/n 003%7 02006 HydroCAD Software Solubws LLC

Areal -Revised -Post
•Prepared by Appian Consulting Engineers, PA Page 4
HydroCAD® 8 00 sin 003967 ® 2006 HydroCAD Software Sotuhons LLC 6/2012008
Area Luting (all nodes)
Area (acres) CN Description (subcats)
0 830 78 (1S)
0 530 98 (1S)
1 360
U
•_ _ E C E I V E
JUN 2 3 2008 D
DW Q
PROJ #

Areal -Revised -Post Type H 24-hr 1 yr-24 Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 5
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Time span=0 00-40 00 hrs, dt=0 01 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S Area 1 Runoff Area=1 360 ac Runoff Depth=2 24"
Tc=5 0 min CN=86 Runoff­-5 54 cfs 0 254 of
Pond 4P Flow Splitter Peak Elev--20 97' Inflow--5 54 cfs 0 254 of
Pnmary=2 18 cis 0 213 of Secondary--3 36 cis 0 041 of Outflow--5 54 cfs 0 254 of
Pond SP Sand Filter 1 Peak Elev-20 43' Storage=4,200 cf Inflow--2 18 cfs 0 213 of
Outflow-0 20 cfs 0 213 of
Total Runoff Area = 1 360 ac Runoff Volume = 0 254 of Average Runoff Depth = 2 24"
61 03% Pervious Area = 0 830 ac 38 97% impervious Area = 0 530 ac
C�
• _ D E C E I V E
JUN 2 3 2008 D
DWQ
PROJ a

Areal -Revised -Post Type // 24-hr 1 yr-24 Rainfall=3 66"
•Prepared by Appian Consulting Engineers, PA Page 6
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Subcatchmertt 1S Area 1
Runoff = 5 54 cfs @ 1196 hrs, Volume= 0 254 af, Depth= 2 24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Type II 24-hr 1 yr-24 Rainfall=3 66"
Area (ac) CN Descriotion
0 530
98
0 830
78
1 360
86 Weighted Average
0 830
Pervious Area
0 530
Impervious Area
Tc Length
Description
50 Direct Entry, Direct Entry
Subcatchmertt 1S- Area 1
Hydrograph
• 6
5 54 cfs
Type II 24-hr 1 yr-24
5 Rainfall=3.66"
i
Runoff Area=1.360 ac
4 Runoff Volume=0.254 of
w Runoff Depth=2.24"
LL 3 Tc=5.0 min
2 CN=86
0
0 1 2 3 4 5 6 7 8 9 1011 121314 1516 1718192021222324252627282930 313233343536 37383940
Time (hours)
❑ RunoB

Areal -Revised -Post
Type 1124-hr 1 yr-24 Rainfall=3 66"
•
•
•
Prepared by Appian Consulting Engineers, PA Page 7
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software SoAfions LLC 6/20/2008
Hydrograph for Subcatchment 1 S Area 1
Time Preap Excess Runoff
(hours)
(inches)
(inches)
(cfs)
000
000
000
000
050
002
000
000
1 00
004
000
000
1 50
006
000
000
200
008
000
000
250
010
000
000
300
013
000
000
350
015
000
000
400
018
000
000
450
020
000
000
Soo
023
000
000
550
026
000
000
600
029
000
000
650
033
000
000
700
036
000
000
750
040
000
001
800
044
001
001
850
048
001
002
900
054
002
003
950
060
004
004
1000
066
006
006
1050
075
009
009
11 00
086
013
015
11 50
104
022
0.28
1200
243
118
471
1250
269
1 40
044
1300
283
151
028
1350
292
160
021
1400
300
166
017
1450
307
1 72
015
1500
312
177
013
1550
318
181
012
1600
322
1 85
010
1650
326
1 89
010
1700
330
1 92
009
1750
334
1 95
009
1800
337
198
008
1850
340
201
007
1900
343
204
007
1950
346
206
006
2000
348
208
006
2050
351
211
006
21 00
353
213
006
21 50
355
215
005
2200
358
217
005
2250
360
218
005
2300
362
220
005
2350
364
222
005
2400
366
224
005
2450
366
224
000
2500
366
224
000
2550
366
224
000
2600
366
224
000
2650
366
224
000
Time Preap Excess Runoff
(hours)
(inches)
(inches)
(cis)
2700
366
224
000
2750
366
224
000
2800
366
224
000
2850
366
224
000
2900
366
224
000
2950
366
224
000
3000
366
224
000
3050
366
224
000
31 00
366
224
000
31 50
366
224
000
3200
366
224
000
3250
366
224
000
3300
366
224
000
3350
366
224
000
3400
366
224
000
3450
366
224
000
3500
366
224
000
3550
366
224
000
3600
366
224
000
3650
366
224
000
3700
366
224
000
3750
366
224
000
3800
366
224
000
3850
366
224
000
3900
366
224
000
3950
366
224
000
4000
366
224
000
(1E C E I V E�
Juv 2 3 2008
DWQ
PPOJ #

Areal -Revised -Post Type ll 24-hr 1 yr-24 Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 8
HydroCAD® 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Pond 4P Flow Splitter
Inflow Area = 1 360 ac, Inflow Depth = 2 24" for 1 yr-24 event
Inflow =
5 54 cfs @
11 96 hrs,
Volume=
0 254 of
Outflow =
5 54 cfs @
11 96 hrs,
Volume=
0 254 af, Aften= 0%, Lag= 0 0 min
Primary =
2 18 cfs @
11 96 hrs,
Volume=
0 213 of
Secondary =
3 36 cfs @
11 96 hrs,
Volume=
0 041 of
Routing by Stor-Ind method, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Peak Elev= 20 97' @ 11 96 hrs
lice Routing Invert Outlet Devices
#1 Secondary 20 20' 24 0" x 146 0' long Culvert CPP, square edge headwall, Ke= 0 500
Outlet Invert-- 18 00' S= 0 0152 T Cc= 0 900
n= 0 013 Corrugated PE, smooth interior
#2 Primary 18 96' 8 0" Vert Onfice/Grate C= 0 600
Primary OutFlow Max--2 18 cfs @ 1196 hrs HW=20 97' (Free Discharge)
t2=0rifice/Grate (Orifice Controls 2 18 cfs @ 6 24 fps)
Secondary OutFlow Max=3 36 cfs @ 1196 hrs HW=20 97' (Free Discharge)
t1=Culvert (Inlet Controls 3 36 cfs @ 2 99 fps)
•
Pond 4P• Flow Splitter
Hydrograph
6
5
4
r
`u
3
0
LL
2
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
0
P Inflow
C outflow
LI Pnmary
© Secondary
_ (1E C E I V ED
u' JUN232008
DWQ
PPOJ #

Areal -Revised -Post
Type 1124-hr 1 yr-24 Rainfall=3 66"
•Prepared by Appian Consulting Engineers, PA Page 9
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Pond 4P_ Flow Splttter
Time
Inflow
Elevation
Outflow
Primary
Secondary
(hours)
(Cfs)
(feet)
(cis)
(Cfs)
(Cfs)
000
000
1896
000
000
000
1 00
000
1896
000
000
000
200
000
1896
000
000
000
300
000
1896
000
000
000
400
000
1896
000
000
000
500
000
1896
000
000
000
600
000
1896
000
coo
000
700
000
1899
000
000
000
800
001
1902
001
001
000
900
003
1906
003
003
000
1000
006
1909
006
006
000
11 00
015
1917
015
0115
000
1200
471
2087
471
211
260
1300
028
1925
028
028
000
1400
017
1918
017
017
000
1500
013
1916
013
013
000
16 00
010
1913
010
010
000
1700
009
1912
009
009
000
1800
008
1911
008
008
000
1900
007
1910
007
007
000
2000
006
1909
006
006
000
21 00
•
006
1909
006
006
000
2200
005
1908
005
005
000
2300
005
1908
005
005
000
2400
005
1908
005
005
000
2500
000
1896
coo
000
000
2600
000
1896
000
000
000
2700
000
1896
000
000
000
2800
000
1896
000
000
000
2900
000
1896
000
000
000
3000
000
1896
000
000
000
31 00
000
1896
000
000
000
3200
000
1896
000
000
000
3300
000
1896
000
000
000
3400
000
1896
000
000
000
3500
000
1896
000
000
000
3600
000
1896
000
000
000
3700
000
1896
000
000
000
3800
000
1896
000
000
000
3900
000
1896
000
000
000
4000
000
1896
000
000
000
• nE C E I V ED
luau{ JUy-2 3 2008
DWO
PROJ a

•
•
•
Areal -Revised -Post Type I/ 24-hr 1 yr-24 Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 10
HvdroCAD® 8 00 s/n 003967 ® 2006 HvdroCAD Software Solutions LLC 6/20/2008
Stage -Discharge for Pond 4P Flow Splitter
Elevation Discharge Primary Secondary
(feet)
(cis)
(cfs)
(cfs)
1896
000
000
000
1901
001
0 01
000
1906
004
004
000
1911
008
008
000
1916
013
013
000
1921
020
020
000
1926
028
028
000
1931
037
037
000
1936
047
047
000
1941
057
057
000
1946
068
068
000
1951
078
078
000
1956
087
087
000
1961
095
095
000
1966
102
1 02
000
1971
1 08
1 08
000
1976
115
115
000
1981
1 21
121
000
1986
1 27
1 27
000
1991
1 32
1 32
000
1996
1 37
1 37
000
2001
142
1 42
000
2006
147
147
000
2011
1 52
1 52
000
2016
1 56
1 56
000
2021
161
1 61
000
2026
1 68
165
002
2031
1 77
1 69
008
2036
1 90
1 74
016
2041
205
178
027
2046
223
182
042
2051
244
1 85
059
2056
268
1 89
079
2061
294
1 93
1 01
2066
323
1 96
1 26
2071
354
200
1 54
2076
387
204
1 83
2081
423
207
216
2086
460
210
250
2091
500
214
287
2096
542
217
325
2101
586
220
366
21 06
631
223
408
21 11
678
227
452
21 16
727
230
497
21 21
777
233
544
21 26
828
236
593
2131
881
239
642
21 36
934
242
693
21 41
989
245
744
21 46
1044
247
797
21 51
11 00
250
850
21 56
11 56
253
903
21 61
1213
256
957
Elevation Discharge Primary Secondary
(feet)
(cfs)
(Cfs)
(cfs)
21 66
1269
259
1011
2171
1326
261
1065
2176
1382
264
11 18
2181
1437
267
11 71
21 86
1492
269
1223
2191
1545
272
1273
2196
1597
274
1323
2201
1647
277
1370
2206
1693
280
1414
2211
1737
282
1455
2216
1776
285
1490
nE C E 1_V ED
�ppp;�pps► JUN 2 3 2008-
DWQ
PROJ #

Areal -Revised -Post
Type 11 24-hr 1 yr-24 Rainfall=3 66"
•Prepared by Appian Consulting Engineers, PA Page 11
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
11
•
Elevation
Storage
(feet)
(cubic -feet)
1896
0
1898
0
1900
0
1902
0
1904
0
1906
0
1908
0
1910
0
1912
0
1914
0
1916
0
1918
0
1920
0
1922
0
1924
0
1926
0
1928
0
1930
0
1932
0
1934
0
1936
0
1938
0
1940
0
1942
0
1944
0
1946
0
1948
0
1950
0
1952
0
1954
0
1956
0
1958
0
1960
0
1962
0
1964
0
1966
0
1968
0
1970
0
1972
0
1974
0
1976
0
1978
0
1980
0
1982
0
1984
0
1986
0
1988
0
1990
0
1992
0
1994
0
1996
0
1998
0
2000
0
2002
0
Stage -Area -Storage for Pond 4P Flow Sputter
Elevation
Storage
(feet)
(cubic -feet)
2004
0
2006
0
2008
0
2010
0
2012
0
2014
0
2016
0
2018
0
2020
0
2022
0
2024
0
2026
0
2028
0
2030
0
2032
0
2034
0
2036
0
2038
0
2040
0
2042
0
2044
0
2046
0
2048
0
2050
0
2052
0
2054
0
2056
0
2058
0
2060
0
2062
0
2064
0
2066
0
2068
0
2070
0
2072
0
2074
0
2076
0
2078
0
2080
0
2082
0
2084
0
2086
0
2088
0
2090
0
2092
0
2094
0
2096
0
2098
0
2100
0
2102
0
21 04
0
2106
0
2108
0
21 10
0
Elevation
Storage
(feet)
(cubic -feet)
21 12
0
21 14
0
21 16
0
21 18
0
2120
0
21 22
0
2124
0
2126
0
2128
0
21 30
0
21 32
0
21 34
0
2136
0
21 38
0
2140
0
2142
0
2144
0
2146
0
21 48
0
21 50
0
2152
0
2154
0
2156
0
2158
0
2160
0
2162
0
2164
0
2166
0
2168
0
2170
0
2172
0
2174
0
2176
0
21 78
0
21 80
0
2182
0
21 84
0
21 86
0
21 88
0
21 90
0
2192
0
21 94
0
2196
0
21 98
0
2200
0
2202
0
2204
0
2206
0
2208
0
2210
0
2212
0
2214
0
2216
0
2218
0
Elevation Storage
(feet) (cubic -feet)
2220 0

Areal -Revised -Post Type 1124-hr 1 yr-24 Rainfall=3 66"
•Prepared by Appian Consulting Engineers, PA Page 12
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Pond 5P Sand Filter 1
Inflow Area =
1 360 ac,
Inflow Depth = 1 88"
for 1 yr-24 event
Inflow =
2 18 cis @
1196 hrs, Volume=
0 213 of
Outflow =
0 20 cfs @
13 63 hrs, Volume=
0 213 af, Atten= 91%, Lag= 100 1 min
Discarded =
0 20 cis @
13 63 hrs, Volume=
0 213 of
Routing by Stor-Ind method, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Peak Elev= 20 43' @ 13 63 hrs Surf Area= 4,856 sf Storage= 4,200 cf
Plug -Flow detention time= 246 2 min calculated for 0 213 of (100% of inflow)
Center -of -Mass det time= 246 2 min ( 1,077 7 - 831 5 )
Volume Invert
Avail Storage Storage Description
#1 1900,
13,125 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf Area
Inc Store Cum Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
1900
1,767
0 0
1967
1,767
1,184 1,184
2000
4,420
1,021 2,205
2100
5,434
4,927 7,132
• 2200
6,553
5,994 13,125
Device Routing
Invert
Outlet Devices
#1 Discarded
0 00'
1 750 m1hr Exfiitration to Drain Pipes over Surface area
Discarded OutFlow Max=O 20 cfs @ 13 63 hrs HW=20 43' (Free Discharge)
t-1=Exfiitration to Drain Pipes (ExFltration Controls 0 20 cfs)
• j�E C E I V ED
JUN 2 3 2008
DWG
PROJ#

•
rI
u
0
Areal -Revised -Post Type 1124-hr 1 yr-24 Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 13
HvdroCAD® 8 00 s/n 003967 ® 2006 HvdroCAD Software Sohrtwns LLC 6/20/2008
Pond 5P Sand Filter 1
Hydrograph
0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (Acura)
o Influx
10 Discarded

Areal -Revised -Post
Type 1124-hr 1 yr-24 Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 14
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Sohfions LLC 6/20/2008
Hydrograph for Pond 5P Sand Filter 1
Time
Inflow
Storage
Elevation
Dscarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
000
000
0
1900
000
1 00
000
0
1900
000
200
000
0
1900
000
300
000
0
1900
000
400
000
0
1900
000
500
000
0
1900
000
600
000
0
1900
000
700
000
2
1900
000
800
001
8
1900
001
900
003
21
1901
003
1000
006
38
1902
005
11 00
015
139
1908
007
1200
211
2 634
2010
018
1300
028
4,120
2041
020
1400
017
4,179
2043
020
1500
013
4 004
2039
020
1600
010
3 729
2033
019
1700
009
3,387
2026
019
1800
008
3,018
2018
019
1900
007
2,622
2009
018
2000
006
2,201
2000
018
2100
006
1,819
1990
015
2200
005
1,535
1982
012
2300
005
1,338
1974
010
2400
005
1,211
1968
008
2500
000
966
1955
007
2600
000
708
1940
007
2700
000
450
1925
007
2800
000
193
1911
007
2900
000
6
1900
001
3000
000
0
1900
000
31 00
000
0
1900
000
3200
000
0
1900
000
3300
000
0
1900
000
3400
000
0
1900
000
3500
000
0
1900
000
3600
000
0
1900
000
3700
000
0
1900
000
3800
000
0
1900
000
3900
000
0
1900
000
4000
000
0
1900
000
0
�E C E I V ED
JUN 2 3 2008
DWG
PROJ #

Areal -Revised -Post Type 1124-hr 1 yr-24 Rafnfalf=3 66"
•Prepared by Appian Consulting Engineers, PA Page 15
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
•
•
Elevation Discarded
(feet) (cfs)
1900 000
1902 007
1904 007
1906 007
1908 007
1910 007
1912 007
1914 007
1916 007
1918 007
1920 007
1922 007
1924 007
1926 007
1928 007
1930 007
1932 007
1934 007
1936 007
1938 007
1940 007
1942 007
1944 007
1946 007
1948 007
1950 007
1952 007
1954 007
1956 007
1958 007
1960 007
1962 007
1964 007
1966 007
1968 007
1970 008
1972 009
1974 009
1976 010
1978 011
1980 Oil
1982 012
1984 013
1986 013
1988 014
1990 015
1992 015
1994 016
1996 017
1998 017
2000 018
2002 018
2004 018
2006 018
Stage -Discharge for Pond SP Sand Filter 1
Elevation Discarded
(feet)
(cfs)
2008
018
2010
018
2012
018
2014
018
2016
019
2018
019
2020
019
2022
019
2024
019
2026
019
2028
019
2030
019
2032
019
2034
019
2036
019
2038
019
2040
020
2042
020
2044
020
2046
020
2048
020
2050
020
2052
020
2054
020
2056
020
2058
020
2060
020
2062
020
2064
021
2066
021
2068
021
2070
021
2072
021
2074
021
2076
021
2078
021
2080
021
2082
021
2084
021
2086
021
2088
022
2090
022
2092
022
2094
022
2096
022
2098
022
21 00
022
21 02
022
21 04
022
21 06
022
21 08
022
- 2110
022
21 12
023
21-14
023
Elevation Discarded
(feet)
(cfs)
2116
023
21 18
023
21 20
023
21 22
023
21 24
023
21 26
023
2128
023
21 30
023
21 32
023
21 34
024
21 36
024
21 38
024
2140
024
2142
024
21 44
024
2146
024
2148
024
21 50
024
21 52
024
21 54
024
21 56
025
21 58
025
2160
025
21 62
025
21 64
025
2166
025
21 68
025
21 70
025
21 72
025
21 74
025
21 76
025
21 78
026
21 80
026
21 82
026
21 84
026
21 86
026
21 88
026
21 90
026
21 92
026
21 94
026
21 96
026
21 98
026
2200
027

•
•
•
Areal -Revised -Post
Type 1124-hr 1 yr-24 Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 16
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Stage -Area -Storage for Pond 5P Sand Filter 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
1900
1,767
0
1905
1,767
88
1910
1,767
177
1915
1,767
265
1920
1,767
353
1925
1,767
442
1930
1,767
530
1935
1,767
618
1940
1,767
707
1945
1,767
795
1950
1,767
884
1955
1,767
972
1960
1,767
1,060
1965
1,767
1,149
1970
2,008
1,241
1975
2,410
1,351
1980
2,812
1,482
1985
3,214
1,632
1990
3,616
1,803
1995
4,018
1,994
2000
4,420
2,205
2005
4,471
2,427
2010
4,521
2,652
2015
4,572
2,879
2020
4,623
3,109
2025
4,674
3,341
2030
4,724
3,576
2035
4,775
3,814
2040
4,826
4,054
2045
4,876
4,296
2050
4,927
4,541
2055
4,978
4,789
2060
5 028
5 039
2065
5,079
5,292
2070
5,130
5,547
2075
5,181
5,805
2080
5,231
6,065
2085
5,282
6,328
2090
5,333
6,593
2095
5,383
6,861
2100
5,434
7,132
2105
5,490
7,405
2110
5,546
7,681
2115
5,602
7,959
2120
5,658
8,241
2125
5,714
8,525
21 30
5,770
8 812
2135
5,826
9,102
21 40
5,882
9,395
21 45
5,938
9,690
21 50
5,994
9 989
2155
6,049
10,290
2160
6,105
10,594
2165
6,161
10,90a
Elevaton
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2170
6,217
11,210
2175
6,273
11,522
2180
6,329
11,837
2185
6,385
12,155
2190
6,441
12,476
2195
6,497
12,799
2200
6,553
13,125

Areal -Revised -Post Type 1124-hr 1 5" Rainfall=l 71"
Prepared by Appian Consulting Engineers, PA Page 17
HydroCADO 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
• Time span=0 00-40 00 hrs, dt=0 01 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S Area 1 Runoff Area=1 360 ac Runoff Depth=0 64"
Tc=5 0 min CN=86 Runoff --I 61 cfs 0 072 of
Pond 4P Flow Spiitter Peak Elev--20 21' Inflow --I 61 cis 0 072 at
Pnmary=l 61 cfs 0 072 of Secondary--0 00 cfs 0 000 of Outflow --I 61 cfs 0 072 of
Pond SP Sand Filter 1 Peak Elev-19 76' Storage=1,365 cf Inflow=l 61 cis 0 072 of
Outflow-0 10 cis 0 072 of
Total Runoff Area = 1 360 ac Runoff Volume = 0 072 of Average Runoff Depth = 0 64"
61 03% Pervious Area = 0 830 ac 38 97% Impervious Area = 0 530 ac
•
0

Areal -Revised -Post Type // 24-hr 1 5" Rainfall=l 71"
•Prepared by Appian Consulting Engineers, PA Page 18
HydroCAD® 8 00 s/n 003967 (D 2006 HydroCAD Software Sohfions LLC 6/20/2008
r,
•
Subcatchment 1S Area 1
Runoff = 161 cfs @ 1197 hrs, Volume= 0 072 af, Depth= 0 64"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Type II 24-hr 1 5 Rainfall=l 71"
Area (ac) CN Description
0 530 98
0 830 78
1 360
B6 Weighted Average
0 830
Pervious Area
0 530
Impervious Area
Tc Length Slope Velocity Capacity Description
50 Direct Entry, Direct Entry
Subcatchment 1S Area 1
Hydrograph
❑ Runoff
16 cis
Type II 24-hr 1.5"
al Rainfall=1.71"
r
f Runoff Area=1.360 ac
Z Runoff Volume=0.072 of
' Runoff Depth=0.64"
0
LL Tc=5.0 min
CN=86
0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
- �E C E I V ED
�IJr,Bs JUN 2 3 2008
DWQ
PROJ #

•
C�
is
Areal -Revised -Post
Type 1124-hr 1 5" Rainfall=l 71 "
Prepared by Appian Consulting Engineers, PA Page 19
HydroCAD® 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Subcatchment IS Area 1
Time Preap Excess Runoff
(hours)
(inches)
(inches)
(cis)
000
000
000
000
050
001
000
000
1 00
002
000
000
1 50
003
000
000
200
004
000
000
250
005
000
000
300
006
000
000
350
007
000
000
400
008
000
000
450
009
000
000
500
Oil
000
000
550
012
000
000
600
014
000
000
650
015
000
000
700
017
000
000
750
019
000
000
800
021
000
000
850
023
000
000
900
025
000
000
950
028
000
000
1000
031
000
000
1050
035
000
000
11 00
040
000
001
11 50
048
001
004
1200
1 13
027
142
12 50
126
034
014
1300
1 32
038
009
1350
1 37
041
007
1400
140
043
006
1450
143
045
005
1500
1 46
047
005
1550
148
048
004
1600
1 50
050
004
1650
152
051
003
1700
1 54
052
003
1750
1 56
053
003
1800
1 57
054
003
1850
1 59
055
003
1900
1 60
056
003
1950
162
057
002
2000
1 63
058
002
2050
1 64
059
002
21 00
1 65
059
002
21 50
1 66
060
002
2200
1 67
061
002
2250
1 68
062
002
2300
1 69
062
002
2350
1 70
063
002
2400
171
064
002
2450
1 71
064
000
2500
1 71
064
000
2550
1 71
064
000
2600
1 71
064
000
2650
1 71
064
000
Time Preap Excess Runoff
(hours)
finches)
Cinches)
(cfs)
2700
1 71
064
000
2750
1 71
064
000
2800
1 71
064
000
2850
1 71
064
000
2900
1 71
064
000
2950
1 71
064
000
3000
1 71
064
000
3050
1 71
064
000
31 00
1 71
064
000
31 50
1 71
064
000
3200
171
0 64
000
3250
1 71
064
000
3300
1 71
064
000
3350
1 71
064
000
3400
171
064
000
3450
171
064
000
3500
171
064
000
3550
171
064
000
3600
1 71
064
000
3650
1 71
064
000
3700
1 71
064
000
3750
1 71
064
000
3800
1 71
064
000
3850
1 71
064
000
3900
1 71
064
000
3950
1 71
064
000
4000
171
064
000
j�E C E I V ED
lu^{u JUN12 3 2008
DWQ
PROJ#

Areal -Revised -Post Type 1124-hr 1 5" Rainfall=l 71"
isPrepared by Appian Consulting Engineers, PA Page 20
HydroCADO 8 00 sin 003967 ® 2006 HydroCAD Software Solu6oru LLC 6/20/2008
Pond 4P Flow Sputter
Inflow Area = 1 360 ac, Inflow Depth = 0 64" for 1 5" event
Inflow =
161 cfs @
11 97 hrs,
Volume=
0 072 of
Outflow =
161 cfs @
11 97 hrs,
Volume=
0 072 af, Atten= 0%, Lag= 0 0 min
Primary =
161 cls @
1197 hrs,
Volume=
0 072 of
Secondary =
0 00 cfs @
11 97 hrs,
Volume=
0 000 of
Routing by Stor-Ind method, Time Span= 0 0040 00 hrs, dt= 0 01 hrs
Peak Elev= 20 21' @ 11 97 hrs
Device Routing Invert Outlet Devices
#1 Secondary 20 20' 24 0" x 145 0' long Culvert CPP, square edge headwall, Ke= 0 500
Outlet Invert-- 18 00' S= 0 0152 7 Cc= 0 900
n= 0 013 Corrugated PE, smooth interior
#2 Primary 18 96' 8 0" Vert. Orifice/Grate C= 0 600
Primary OutFlow Max--1 60 cfs @ 11 97 hrs HW=20 20' (Free Discharge)
t-2=Onfice/Grate (Orifice Controls 1 60 cfs @ 4 60 fps)
Secondary OutFlow Max=O 00 cls @ 1197 hrs HW=20 21' (Free Discharge)
t-1=Culvert (Barrel Controls 0 00 cfs @ 0 28 fps)
0
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hours)
Pond 4P. Flow Splrtter
Hydrograph
C_1
lea Inflow
G Outflow
D Primary
13 Secondary
�E C E 1 V ED
pnuf JUN 2 3 2008
Dwa
PROJ #

Areal -Revised -Post Type 1124-hr 1 5" Rainfall=l 71 "
Prepared by Appian Consulting Engineers, PA Page 21
• HydroCADO 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/2012008
Hydrograph for Pond 4P Flow SpIdter
Time
Inflow
Elevation
Outflow
Primary
Secondary
(hours)
(cis)
(feet)
(cfs)
(cis)
(cis)
000
000
1896
000
000
000
1 00
000
1896
000
000
000
200
000
1896
000
000
000
300
000
1896
000
000
000
400
000
1896
000
000
000
500
000
1896
000
000
000
600
000
1896
000
000
000
700
000
1896
000
000
000
800
000
1896
000
000
000
900
000
1896
000
000
000
1000
000
1896
000
000
000
1100
001
1902
001
001
000
1200
142
2001
142
142
000
1300
009
1913
009
009
000
1400
006
1909
006
006
000
1500
005
1907
005
005
000
1600
004
1906
004
004
000
1700
003
1906
003
003
000
1800
003
1905
003
003
000
1900
003
1904
003
003
000
2000
002
1904
002
002
000
21 00
002
1903
002
002
000
• 2200
002
1903
002
002
000
2300
002
1903
002
002
000
2400
002
1903
002
002
000
2500
000
1896
000
000
000
2600
000
1896
000
000
000
2700
000
1896
000
000
000
2800
000
1896
000
000
000
2900
000
1896
000
000
000
3000
000
1896
000
000
000
31 00
000
1896
000
000
000
3200
000
1896
000
000
000
3300
000
1896
000
000
000
3400
000
1896
000
000
000
3500
000
1896
000
000
000
3600
000
1896
000
000
000
3700
000
1896
000
000
000
3800
000
1896
000
000
000
3900
000
1896
000
000
000
4000
000
1896
000
000
000
• nE C E 1 V ED
�jJn(► JUN 2 3 2008
DW C
PROJ #

•
r1
U
•
Areal -Revised -Post
Type // 24-hr 1 5" Rainfall= 171 "
Prepared by Appian Consulting Engineers, PA Page 22
HydroCAD® 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Stage -Discharge for Pond 4P Flow Splttter
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
1896
000
000
000
1901
001
001
000
1906
004
004
000
1911
008
008
000
1916
013
013
000
1921
020
020
000
1926
028
028
000
1931
037
037
000
1936
047
047
000
1941
057
057
000
1946
068
068
000
1951
078
078
000
1956
087
087
000
1961
095
095
000
1966
102
102
000
1971
1 08
108
000
1976
115
115
000
1981
1 21
121
000
1986
1 27
1 27
000
1991
1 32
1 32
000
1996
1 37
1 37
000
2001
142
142
000
2006
147
147
000
2011
1 52
1 52
000
2016
1 56
1 56
000
2021
161
1 61
000
2026
1 68
1 65
002
2031
177
169
008
2036
190
1 74
016
2041
205
1 78
027
2046
223
1 82
042
2051
244
1 85
059
2056
268
1 89
079
2061
294
1 93
1 01
2066
323
196
1 26
2071
354
200
1 54
2076
387
204
1 83
2081
423
207
216
2086
460
210
250
2091
500
214
287
2096
542
217
325
2101
586
220
366
2106
631
223
408
21 11
678
227
452
21 16
727
230
497
2121
777
233
544
21 26
828
236
593
2131
881
239
642
21 36
934
242
693
2141
989
245
744
21 46
1044
247
797
21 51
1100 _
250
850
21 56
11 56
253
903
2161
1213
256
957
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
2166
1269
259
1011
2171
1326
261
1065
21 76
1382
264
11 18
21 81
1437
267
11 71
2186
1492
269
1223
21 91
1545
272
1273
21 96
1597
274
1323
2201
1647
277
1370
2206
1693
280
1414
2211
1737
282
1455
2216
1775
286
1490
RE C EI V ED
JUN 2 3 2008
DWQ
PROJ #

Areal -Revised -Post Type 1124-hr 1 5" Rainfall=l 71 "
•Prepared by Appian Consulting Engineers, PA Page 23
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Elevation
Storage
(feet)
(cubic -feet)
1896
0
1898
0
1900
0
1902
0
1904
0
1906
0
1908
0
1910
0
1912
0
1914
0
1916
0
1918
0
1920
0
1922
0
1924
0
1926
0
1928
0
1930
0
1932
0
1934
0
1936
0
1938
0
1940
0
1942
0
1944
0
19 46
0
1948
0
1950
0
1952
0
1954
0
1956
0
1958
0
1960
0
1962
0
1964
0
1966
0
1968
0
1970
0
1972
0
1974
0
1976
0
1978
0
1980
0
1982
0
1984
0
1986
0
1988
0
1990
0
1992
0
1994
0
1996
0
1998
0
2000
0
2002
0
Stage -Area -Storage for Pond 4P Flow Spiltter
Elevation
Storage
(feet)
(cubx-feet)
2004
0
2006
0
2008
0
2010
0
2012
0
2014
0
2016
0
2018
0
2020
0
2022
0
2024
0
2026
0
2028
0
2030
0
2032
0
2034
0
2036
0
2038
0
2040
0
2042
0
2044
0
2046
0
2048
0
2050
0
2052
0
2054
0
2056
0
2058
0
2060
0
2062
0
2064
0
2066
0
2068
0
2070
0
2072
0
2074
0
2076
0
2078
0
2080
0
2082
0
2084
0
2086
0
2088
0
2090
0
2092
0
2094
0
2096
0
2098
0
21 00
0
21 02
0
21 04
0
_ 2106
0
21 08
0
21_10
0
Elevation
Storage
(feet)
(cubes —feet)
21 12
0
21 14
0
2116
0
21 18
0
2120
0
2122
0
2124
0
2126
0
2128
0
21 30
0
2132
0
21 34
0
21 36
0
21 38
0
2140
0
21 42
0
2144
0
2146
0
21 48
0
21 50
0
21 52
0
21 54
0
21 56
0
21 58
0
2160
0
21 62
0
21 64
0
21 66
0
21 68
0
21 70
0
2172
0
2174
0
2176
0
21 78
0
2180
0
2182
0
2184
0
2186
0
2188
0
2190
0
21 92
0
21 94
0
21 96
0
21 98
0
2200
0
2202
0
2204
0
2206
0
2208
0
2210
0
2212
0
2214
0
2216
0
2218
0
Elevation Storage
(feet) (cubi2:f22t
2220 0
nE C E I V ED
�j��J;ppps JUNI 2 3 2008
DWO
PROJ A

Areal -Revised -Post Type 1124-hr 1 5" Rainfa11=1 71"
isPrepared by Appian Consulting Engineers, PA Page 24
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Pond 51P
Sand Filter 1
Inflow Area =
1 360 ac,
Inflow Depth = 0 64"
for 1 5" event
Inflow =
1 61 cfs @
11 97 hrs, Volume=
0 072 of
Outflow =
0 10 cfs @
12 91 hrs, Volume=
0 072 af, Atten= 94%, Lag= 56 7 min
Discarded =
0 10 cfs @
12 91 hrs, Volume=
0 072 of
Routing by Stor-Ind method, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Peak Elev= 19 76' @ 12 91 hrs Surf Area= 2,456 sf Storage= 1,365 cf
Plug -Flow detention time= 169 3 min calculated for 0 072 of (100% of inflow)
Center -of -Mass det time= 169 3 min ( 1,018 5 - 849 2 )
Volume Invert
Avail Storage Storage Description
#1 1900,
13,125 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf Area
Inc Store Cum Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
1900
1,767
0 0
1967
1,767
1,184 1,184
2000
4,420
1,021 2,205
2100
5,434
4,927 7,132
• 2200
6,553
5,994 13,125
Device Routing
Invert
Outlet Devices
#1 Discarded
0 00'
1 750 m1hr Exfiiftration to Drain Pipes over Surface area
Discarded OutFlow Max=O 10 cfs @ 12 91 hrs HW=19 76' (Free Discharge)
t-1=Exfiltration to Drain Pipes (Exfiiltrabon Controls 0 10 cfs)
0

•
Areal -Revised -Post Type 1124-hr 1 5" Rainfall=l 71 "
Prepared by Appian Consulting Engineers, PA Page 25
HvdroCAD® 8 00 s/n 003967 ® 2006 HvdroCAD Software Solutions LLC 6/20/2008
Pond 5P Sand Filter 1
Hydrograph
Inflow
Q Da rded
0
0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
Time (hours)
CEIREI V ED
JUN 2 3 2008,
DWC
PROJ #

Areal -Revised -Post
Type 1124-hr 1 5" Rainfall=1 71"
•Prepared by Appian Consulting Engineers, PA Page 26
HydroCAD® 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Pond 5P Sand Filter 1
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
000
000
0
1900
000
1 00
000
0
1900
000
200
000
0
1900
000
300
000
0
1900
000
400
000
0
1900
000
500
000
0
1900
000
600
000
0
1900
000
700
000
0
1900
000
800
000
0
1900
000
900
000
0
1900
000
1000
000
0
1900
000
1100
001
6
1900
001
1200
142
891
1950
007
1300
009
1,364
1976
010
1400
006
1 286
1972
009
1500
005
1,184
1967
007
1600
004
1,076
1961
007
1700
003
942
1953
007
1800
003
795
1945
007
1900
003
635
1936
007
2000
002
462
1926
007
21 00
.
002
279
1916
007
2200
002
94
1905
007
2300
002
15
1901
002
2400
002
14
1901
002
2500
000
0
1900
000
2600
000
0
1900
000
2700
000
0
1900
000
2800
000
0
1900
000
2900
000
0
1900
000
3000
000
0
1900
000
31 00
000
0
1900
000
3200
000
0
1900
000
3300
000
0
1900
000
3400
000
0
1900
000
3500
000
0
1900
000
3600
000
0
1900
000
3700
000
0
1900
000
3800
000
0
1900
000
3900
000
0
1900
000
4000
000
0
1900
000
41

•
•
•
Areal -Revised -Post
Elevation Discarded
(feet) (cfs)
1900 000
1902 007
1904 007
1906 007
1908 007
1910 007
1912 007
1914 007
1916 007
1918 007
1920 007
1922 007
1924 007
1926 007
1928 007
1930 007
1932 007
1934 007
1936 007
1938 007
1940 007
1942 007
1944 007
1946 007
1948 007
1950 007
1952 007
1954 007
1956 007
1958 007
1960 007
1962 007
1964 007
1966 007
1968 007
1970 008
1g72 009
1974 009
1976 010
1978 011
1980 011
1982 012
1984 013
1986 013
1988 014
1990 015
1992 015
1994 016
1996 017
1998 017
2000 018
2002 018
2004 018
2006 018
Type Il 24-hr 1 5" Rainfall=l 71 "
iIUng Engineers, PA Page 27
® 2006 HvdroCAD Software Solutions LLC 6/20/2008
Stage -Discharge for Pond 5P Sand Filter 1
Elevation Discarded
(feet) (c%)
2008 018
2010 018
2012 018
2014 018
2016 019
2018 019
2020 019
2022 019
2024 019
2026 019
2028 019
2030 019
2032 019
2034 019
2036 019
2038 019
2040 020
2042 020
2044 020
2046 020
2048 020
2050 020
2052 020
2054 020
2056 020
2058 020
2060 020
2062 020
2064 021
2066 021
2068 021
2070 021
2072 021
2074 021
2076 021
2078 021
2080 021
2082 021
2084 021
2086 021
2088 072
2090 022
2092 022
2094 022
2096 022
2098 022
21 00 022
21 02 022
21 04 022
21 06 022
21 08 022
21 10 022
21 12 023
21 14 023
Elevation Discarded
(feet)
(cfs)
21 16
023
2118
023
21 20
023
2122
023
2124
023
2126
023
2128
023
21 30
023
21 32
023
21 34
024
21 36
024
21 38
024
21 40
024
2142
024
21 44
024
2146
024
2148
024
21 50
024
21 52
024
21 54
024
21 56
025
21 58
025
21 60
025
21 62
025
2164
025
2166
025
2168
025
21 70
025
21 72
025
21 74
025
21 76
025
21 78
026
21 80
026
21 82
026
21 84
026
21 86
026
21 88
026
21 90
026
21 92
026
21 94
026
21 96
026
21 98
026
2200
027

Areal -Revised -Post Type 1124-hr 1 5" Rainfall=l 71"
•Prepared by Appian Consulting Engineers, PA Page 28
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
L..J
Stage -Area -Storage for Pond 5P Sand Filter 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
1900
1,767
0
1905
1,767
88
1910
1,767
177
1915
1,767
265
1920
1,767
353
1925
1 767
442
1930
1,767
530
1935
1,767
618
1940
1,767
707
1945
1,767
795
1950
1,767
884
1955
1,767
972
1960
1,767
1,060
1965
1,767
1,149
1970
2,008
1,241
1975
2,410
1,351
1980
2,812
1,482
1985
3 214
1,632
1990
3 616
1,803
1995
4,018
1,994
2000
4,420
2,205
2005
4,471
2,427
2010
4,521
2,652
2015
4,572
2,879
2020
4,623
3,109
2025
4,674
3,341
2030
4,724
3,576
2035
4,775
3,814
2040
4,826
4,054
2045
4,876
4,296
2050
4,927
4,541
2055
4,978
4,789
2060
5 028
5 039
2065
5,079
5,292
2070
5,130
5,547
2075
5 181
5,805
2080
5,231
6,065
2085
5,282
6,328
2090
5 333
6,593
2095
5,383
6,861
2100
5,434
7,132
2105
5,490
7,405
21 10
5,546
7,681
2115
5,602
7,959
2120
5,658
8,241
2125
5,714
8,525
2130
5,770
8,812
2135
5,826
9,102
21 40
5,882
9,395
21 45
5 938
9,690
2150
5,994
9,989
21 55 -
6,049
10,290
2160
6105
10,594
21 65
6 161
10 900
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
21 70
6,217
11 210
2175
6,273
11,522
2180
6,329
11,837
2185
6,385
12,155
21 90
6,441
12 476
21 95
6 497
12 799
2200
6,553
13,125
(�E C E I V ED
I►l�,lfl JUN 2 3 2008
DWp
PROJ #

Areal -Revised -Post Type 1l 24-hr 10 yr-24 Rainfall=6 87"
•Prepared by Appian Consulting Engineers, PA Page 29
HydroCADO 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Time span=0 00-40 00 hrs, dt-0 01 hrs, 4001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S Area 1 Runoff Area=1 360 ac Runoff Depth=5 24"
Tc=5 0 min CN=86 Runoff=12 33 cfs 0 594 of
Pond 4P Flow Splitter Peak Eiev=21 63 Inflow=l2 33 cis 0 594 of
Pnmary=2 57 cis 0 429 of Secondary--9 76 cfs 0 165 of Outflow=12 33 cfs 0 594 of
Pond SP Sand Filter 1 Peak Elev--21 42 Storage=9 511 cf Inflow--2 57 cfs 0 429 of
Outflovr--0 24 cfs 0 429 of
Total Runoff Area = 1 360 ac Runoff Volume = 0 594 of Average Runoff Depth = 5 24"
61 03% Pervious Area = 0 830 ac 38 97% Impervious Area = 0 530 ac
n
U
• nE C E I V ED
JUN 2 3 2008
DWO
PROJ #

Areal -Revised -Post Type II 24-hr 10 yr 24 Rainfall=6 87"
Prepared by Appian Consulting Engineers, PA Page 30
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Subcatchment 1S Areal
Runoff = 12 33 cfs @ 1196 hrs, Volume= 0 594 af, Depth= 5 24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Type II 24-hr 10 yr-24 Rainfall=6 87"
Area (ac) CN Descnotion
0 530
98
0 830
78
1 360
86 Weighted Average
0 830
Pervious Area
0 530
Impervious Area
Tc Length Slope Velocity Capacity Description
13
12
11
10
9
_6
O
3 7
LL 6
5
4
3
2
1 12 33 ds I
Direct Entry, Direct Entry
Subcatchment 1S Areal
Hydrograph
Type 11 24-hr 10 yr-24
Rainfall=6.87"
Runoff Area=1.360 ac
Runoff Volume=0.594 of
Runoff Depth=5.24"
Tc=5.0 min
CN=86
o
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 2122 23 24 25 26 27 28 29 30 3132 33 34 35 36 37 38 39 40
Time (hours)
L 1
❑ RumNf

Areal -Revised -Post
Type 1124-hr 10 yr-24 Rainfall=6 87"
•
•
Prepared by Appian Consulting Engineers, PA Page 31
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Subcatchment 1 S Areal
Time Preap Excess Runoff
(hours)
(inches)
(inches)
(cfs)
000
000
000
000
050
004
000
000
1 00
007
000
000
1 50
Oil
000
000
200
015
000
000
250
019
000
000
300
024
000
000
350
028
000
000
400
033
000
000
450
038
000
001
500
043
001
002
550
049
001
003
600
055
003
004
650
061
004
005
700
068
006
006
750
075
009
007
800
082
012
008
850
091
015
O11
900
101
020
015
950
1 12
026
016
1000
124
033
021
1050
140
043
030
11 00
1 61
057
044
11 50
1 94
081
078
1200
455
305
1031
1250
505
351
092
1300
530
375
057
1350
549
393
044
1400
563
406
034
1450
575
418
030
1500
586
428
027
1550
596
437
024
1600
605
445
021
1650
612
453
020
1700
620
460
019
1750
626
466
017
1800
633
472
016
1850
639
478
015
1900
644
483
014
1950
649
488
013
2000
654
492
012
2050
658
497
012
21 00
663
501
Oil
21 50
667
505
Oil
2200
671
509
Oil
2250
675
513
Oil
2300
679
517
010
2350
683
520
010
2400
687
524
010
2450
687
524
000
2500
687
524
000
2550
687
524
000
2600
687
524
000
2650
687
524
000
Time Preap Excess Runoff
(hours)
(inches)
(inches)
(cfs)
2700
687
524
000
2750
687
524
000
2800
687
524
000
2850
687
524
000
2900
687
524
000
2950
687
524
000
3000
687
524
000
3050
687
524
000
3100
687
524
000
31 50
687
524
000
3200
687
524
000
3250
687
524
000
3300
687
524
000
3350
687
524
000
3400
687
524
000
3450
687
524
000
3500
687
524
000
3550
687
524
000
3600
687
524
000
3650
687
524
000
3700
687
524
000
3750
687
524
000
3800
687
524
000
3850
687
524
000
3900
687
524
000
3950
687
524
000
4000
687
524
000
(�E C E I V ED
��pJ�,puS JUN 2 3 2008
DWQ
PROJ #

LJ
Areal -Revised-Post Type 1124-hr 10 yr-24 Rainfall=6 87"
Prepared by Appian Consulting Engineers, PA Page 32
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Pond 4P Flow Splitter
Inflow Area = 1 360 ac, Inflow Depth = 5 24" for 10 yr-24 event
Inflow =
12 33 cis @
11 96 hrs,
Volume=
0 594 of
Outflow =
12 33 ds @
1196 hrs,
Volume=
0 594 af, Atten= 0%, Lag= 0 0 min
Primary =
2 57 cfs @
1196 hrs,
Volume=
0 429 of
Secondary =
9 76 cfs @
11 96 hrs,
Volume=
0 165 of
Routing by Stor-Ind method, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Peak Elev= 21 63' @ 11 96 hrs
Device Routing Invert Outlet Devices
#1 Secondary 20 20' 24 0" x 145 0' long Culvert CPP, square edge headwall, Ke= 0 500
Outlet Invert= 18 00' S= 0 0152 7 Cc= 0 900
n= 0 013 Corrugated PE, smooth intenor
#2 Primary 18 96' 8 0" Vert Onfice/Grate C= 0 600
Primary OutFiow Max=2 57 cfs @ 1196 hrs HW=21 63' (Free Discharge)
L2=Onfice/Grate (Onfice Controls 2 57 cfs @ 7 35 fps)
Secondary OutFlow Max=9 74 cfs @ 11 96 hrs HW=21 63' (Free Discharge)
t-1=Culvert (Inlet Controls 9 74 cfs @ 4 07 fps)
13
12
11
10
9
a 8
u
3
v 6
5
4
3
2
1
0
0
Pond 4P Flow Splitter
Hydrograph
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40
Time (hares)
L`1 IMbw
L outflow
((I Pnmary
© 6eomdary
nE C E I V ED
�ppp�,►�us� JUN 2 3 2008
DWO
PROJ #
a

Areal -Revised -Post
Type 1124-hr 10 yr-24 Rainfall=6 87"
•Prepared by Appian Consulting Engineers, PA Page 33
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Pond 4P Flow Splitter
Time
Inflow
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(feet)
(cis)
(cfs)
(cis)
000
000
1896
000
000
000
1 00
000
1896
000
000
000
200
000
1896
000
000
000
300
000
1896
000
000
000
400
000
1896
000
000
000
500
002
1903
002
002
000
600
004
1906
004
004
000
700
006
1909
006
006
000
800
008
1912
008
008
000
900
015
1917
015
015
000
1000
021
1922
021
021
000
11 00
044
1935
044
0 44
000
1200
1031
2145
1031
247
784
1300
057
1941
057
057
000
1400
034
1929
034
034
000
1500
027
1925
027
027
000
1600
021
1921
021
021
000
1700
019
1920
019
019
000
1800
016
1918
016
016
000
1900
014
1917
014
014
000
2000
012
1915
012
012
000
21 00
Oil
1914
Oil
Oil
000
• 2200
Oil
1914
Oil
Oil
000
2300
010
1913
010
010
000
2400
010
1913
010
010
000
2500
000
1896
000
000
000
2600
000
1896
000
000
000
2700
000
1896
000
000
000
2800
000
1896
000
000
000
2900
000
1896
000
000
000
3000
000
1896
000
000
000
31 00
000
1896
000
000
000
3200
000
1896
coo
000
000
3300
000
1896
000
000
000
3400
000
1896
000
000
000
3500
000
1896
000
000
000
3600
000
1896
000
000
000
3700
000
1896
000
000
000
3800
000
1896
000
000
000
3900
000
1896
000
000
000
4000
000
1896
000
000
000
•

E
•
•
Areal -Revised -Post Type II 24-hr 10 yr-24 Ra/nfai/=6 87"
Prepared by Appian Consulting Engineers, PA Page 34
HydroCAD® 8 00 s/n 003967 ® 2006 HvdroCAD Software Solutions LLC 6/20/7008
Stage -Discharge for Pond 4P Flow Sputter
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cis)
1896
000
000
000
1901
001
001
000
1906
004
004
000
1911
008
008
000
1916
013
013
000
1921
020
020
000
1926
028
028
000
1931
037
037
000
1936
047
047
000
1941
057
057
000
1946
068
068
000
1951
078
078
000
1956
087
087
000
1961
095
095
000
1966
1 02
102
000
1971
1 08
1 08
000
1976
115
115
000
1981
121
1 21
000
1986
1 27
127
000
1991
1 32
1 32
000
1996
1 37
1 37
000
2001
1 42
142
000
2006
147
147
000
2011
1 52
1 52
000
2016
1 56
1 56
000
20 21
1 61
161
000
2026
1 68
1 65
002
2031
1 77
1 69
008
2036
1 90
1 74
016
2041
205
1 78
027
2046
223
1 82
042
2051
244
1 85
059
2056
268
1 89
079
2061
294
1 93
1 01
2066
323
1 96
1 26
2071
354
200
1 54
2076
387
204
1 83
2081
423
207
216
2086
460
210
250
2091
500
214
287
2096
542
217
325
21 01
586
220
366
21 06
631
223
408
21 11
678
227
452
21 16
727
230
497
21 21
777
233
544
21 26
828
236
593
2131
881
239
642
21 36
934
242
693
21 41
989
245
744
21 46
1044
247
797
21 51
11 00
250
850
21 56
11 56
253
903
21 61
1213
256
957
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
2166
1269
259
1011
2171
1326
261
1065
21 76
1382
264
11 18
21 81
1437
267
11 71
21 86
1492
269
1223
21 91
1545
272
1273
21 96
1597
274
1323
2201
1647
277
1370
2206
1693
280
1414
2211
1737
282
1455
2216
1776
286
1490
nE C E I V ED
I�l�,uf JUN 2 3 2008
DWO
PROJ p

•
C�
•
Areal -Revised -Post
Type if 24-hr 10 yr-24 Ratnfall=6 87"
Prepared by Appian Consulting Engineers, PA Page 35
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solubons LLC 6/20/2008
Elevation
Storage
(feet)
(cubic -feet)
1896
0
1898
0
1900
0
1902
0
1904
0
1906
0
1908
0
19 10
0
1912
0
19 14
0
1916
0
1918
0
1920
0
1922
0
1924
0
1926
0
1928
0
1930
0
1932
0
1934
0
1936
0
1938
0
1940
0
1942
0
1944
0
1946
0
1948
0
1950
0
1952
0
1954
0
1956
0
1958
0
1960
0
1962
0
1964
0
1966
0
1968
0
1970
0
1972
0
1974
0
1976
0
1978
0
1980
0
1982
0
1984
0
1986
0
1988
0
1990
0
1992
0
1994
0
1996
0
1998
0
2000
0
2002
- 0
Stage -Area -Storage for Pond 4P Flow Splitter
Elevation
Storage
(feet)
(cubic -feet)
2004
0
2006
0
2008
0
2010
0
2012
0
2014
0
2016
0
2018
0
2020
0
2022
0
2024
0
2026
0
2028
0
2030
0
2032
0
2034
0
2036
0
2038
0
2040
0
2042
0
2044
0
2046
0
2048
0
2050
0
2052
0
2054
0
2056
0
2058
0
2060
0
2062
0
2064
0
2066
0
2068
0
2070
0
2072
0
2074
0
2076
0
2078
0
2080
0
2082
0
2084
0
2086
0
2088
0
2090
0
2092
0
2094
0
2096
0
2098
0
21 00
0
21 02
0
2104
0
2106
0
21 08
0
21 10
0
Elevation
Storage
(feet)
(cubic -feet)
2112
0
21 14
0
21 16
0
21 18
0
2120
0
2122
0
2124
0
2126
0
2128
0
21 30
0
21 32
0
21 34
0
21 36
0
21 38
0
2140
0
2142
0
2144
0
2146
0
2148
0
21 50
0
21 52
0
21 54
0
21 56
0
21 58
0
2160
0
2162
0
2164
0
2166
0
2168
0
21 70
0
2172
0
2174
0
2176
0
21 78
0
21 80
0
21 82
0
21 84
0
21 86
0
2188
0
2190
0
21 92
0
21 94
0
21 96
0
21 98
0
2200
0
2202
0
2204
0
2206
0
2208
0
2210
0
2212
0
2214
0
2216
0
2218
0
Elevation Storage
(feet) (cubic -feet)
2220 0
ECEIVED
JUN 2 3 2008
PROJ#
DWO

•
C�
•
Areal -Revised -Post
by Appian Consulting Engineers, PA
D 8 00 s/n 003967 ® 2006 HydroCAD Soft
Pond 51P Sand Filter 1
Type 1124-hr 10 yr-24 Rainfall=6 87"
Page 36
Inflow Area =
1 360 ac,
Inflow Depth = 3 78"
for 10 yr-24 event
Inflow =
2 57 cfs @
11 96 hrs, Volume=
0 429 of
Outflow =
0 24 cfs @
15 54 hrs, Volume=
0 429 af, Atten= 91%, Lag= 215 2 min
Discarded =
0 24 cfs @
15 54 hrs, Volume=
0 429 of
Routing by Stor-Ind method, Time Span= 0 00-40 00 hrs, dt= 0 01 hrs
Peak Elev= 21 42' @ 15 54 hrs Surf Area= 5,904 sf Storage= 9,511 cf
Plug -Flow detention time= 453 4 min calculated for 0 429 of (100% of inflow)
Center -of -Mass det time= 453 4 min ( 1,270 6 - 817 2 )
Volume Invert
Avail Storage Storage Description
#1 1900,
13,125 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf Area
Inc Store Cum Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
1900
1,767
0 0
1967
1,767
1,184 1,184
2000
4,420
1,021 2,205
21 00
5,434
4,927 7,132
2200
6,553
5,994 13,125
Device Routing
Invert
Outlet Devices
#1 Discarded
0 00'
1 750 in/hr Exfiltration to Drain Pipes over Surface area
Discarded OutFlow Max=O 24 cis @ 15 54 hrs HW=21 42' (Free Discharge)
L1=Exfiltration to Drain Pipes (Exfiltration Controls 0 24 cfs)
nE C E I V ED
��un►►(►► JUN 2 3 2008
DWQ
PROJ #

Areal -Revised -Post
Prepared by Appian Consulting Engineers, PA
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD SoR
Pond 5P Sand Filter 1
4ydrograph
Type 1124-hr 10 yr-24 Rainfall=6 87"
Page 37
0 1 2 3 4 5 6 7 8 9 10111213141516171819202122232425262728293031323334353637383940
T-% c (hours)
0
Ilm—wfl—m--li
[� Drs rded

Areal -Revised -Post
Type 1124-hr 10 yr-24 Rainfall=6 87"
isPrepared by Appian Consulting Engineers, PA Page 38
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Soluhorts LLC 6/20/2008
Hydrograph for Pond 5P Sand Filter 1
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
000
000
0
1900
000
1 00
000
0
1900
000
200
000
0
1900
000
300
000
0
1900
000
400
000
0
1900
000
500
002
10
1901
001
600
004
24
1901
003
700
006
41
1902
005
800
008
62
1904
007
900
015
209
1912
007
1000
021
566
1932
007
11 00
0 44
1,409
1977
Oil
1200
247
5,322
2066
021
1300
057
8,490
2124
023
1400
034
9 241
21 37
024
1500
027
9,478
2141
024
1600
021
9,488
2142
024
1700
019
9,338
21 39
024
1800
016
9,114
21 35
024
1900
014
8,817
21 30
023
2000
012
8,449
2124
023
21 00
Oil
8,039
21 16
023
• 2200
Oil
7,625
21 09
022
2300
010
7,208
21 01
022
2400
010
6,786
2094
022
2500
000
6,041
2080
021
2600
000
5,290
2065
021
2700
000
4,560
2050
020
2800
000
3,852
2036
019
2900
000
3 165
2021
019
3000
000
2,500
2007
018
31 00
000
1,879
1992
015
3200
000
1,413
1977
Oil
3300
000
1,111
1963
007
3400
000
854
1948
007
3500
000
596
1934
007
3600
000
338
1919
007
3700
000
81
1905
007
3800
000
1
1900
000
3900
000
0
1900
000
4000
000
0
1900
000
• �E C E 1 V ED
JUN 2 3 2008
DWO
PROJ #

Areal -Revised -Post Type f/ 24-hr 10 yr-24 Ramfafi=6 87"
•Prepared by Appian Consulting Engineers, PA Page 39
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
•
•
Elevation Discarded
(feet) (cis)
1900 000
1902 007
1904 007
1906 007
1908 007
19% 007
1912 007
1914 007
1916 007
1918 007
1920 007
1922 007
1924 007
1926 007
1928 007
1930 007
1932 007
1934 007
1936 007
1938 007
1940 007
1942 007
1944 007
1946 007
1948 007
1950 007
1952 007
1954 007
1956 007
1958 007
1960 007
1962 007
1964 007
1966 007
1968 007
1970 008
1972 009
1974 009
1976 010
1978 011
1980 011
1982 012
1984 013
1986 013
1988 014
1990 015
1992 015
1994 016
1996 017
1998 017
2000 018
2002 _ 018
2004 018
2006 018
Stage -Discharge for Pond 5P Sand Filter 1
Elevation Discarded
(feet) (cfs)
2008 018
2010 018
2012 018
2014 018
2016 019
2018 019
2020 019
2022 019
2024 019
2026 019
2028 019
2030 019
2032 019
2034 019
2036 019
2038 019
2040 020
2042 020
2044 020
2046 020
2048 020
2050 020
2052 020
2054 020
2056 020
2058 020
2060 020
2062 020
2064 021
2066 021
2068 021
2070 021
2072 021
2074 021
2076 021
2078 021
2080 021
2082 021
2084 021
2086 021
2088 022
2090 022
2092 022
2094 022
2096 022
2098 022
2100 022
21 02 022
21 04 022
21 06 022
21 08 022
21 10 022
2112 023
21 14 023
Elevation Discarded
(feet)
(cfs)
21 16
023
21 18
023
21 20
023
2122
023
2124
023
2126
023
2128
023
21 30
023
21 32
023
21 34
024
21 36
024
21 38
024
2140
024
2142
024
2144
024
2146
024
2148
024
21 50
024
21 52
024
21 54
024
21 56
025
21 58
025
2160
025
2162
025
2164
025
2166
025
2168
025
21 70
025
21 72
025
21 74
025
21 76
025
21 78
026
21 80
026
2182
026
21 84
026
21 86
026
21 88
026
21 90
026
21 92
026
21 94
026
21 96
026
21 98
026
2200
027
nE C E 1 V ED
Iona{ JUN 2 3 2008
DWG
PROJ #

C, J
Areal -Revised -Post Type l/ 24-hr 10 yr-24 Rainfall=6 87"
Prepared by Appian Consulting Engineers, PA Page 40
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Stage -Area -Storage for Pond 5P Sand Fiker 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
1900
1 767
0
1905
1,767
88
1910
1,767
177
1915
1,767
265
1920
1,767
353
1925
1,767
442
1930
1,767
530
1935
1,767
618
1940
1,767
707
1945
1,767
795
1950
1,767
884
1955
1,767
972
1960
1,767
1,060
1965
1 767
1,149
1970
2,008
1,241
1975
2 410
1,351
1980
2,812
1,482
1985
3,214
1,632
1990
3,616
1,803
1995
4,018
1,994
2000
4,420
2,205
2005
4,471
2,427
2010
4 521
2,652
2015
4 572
2,879
2020
4,623
3,109
2025
4,674
3,341
2030
4,724
3,576
2035
4,775
3,814
2040
4,826
4,054
2045
4,876
4,296
2050
4,927
4,541
2055
4,978
4,789
2060
5 028
5 039
2065
5 079
5,292
2070
5,130
5,547
2075
5,181
5,805
2080
5,231
6,065
2085
5,282
6,328
2090
5,333
6 593
2095
5,383
6,861
2100
5,434
7,132
2105
5,490
7,405
2110
5,546
7,681
2115
5,602
7,959
2120
5,658
8,241
2125
5,714
8,525
2130
5,770
8,812
2135
5,826
9,102
2140
5,882
9,395
2145
5,938
9,690
21 50
5,994
9,989
2155
6,049
10,290
21 60
6,105
10 594
2165
6,161 -
10,900
Elevation
Surface
Storage
(feet)
(so-ft)
(cubic -feet)
21 70
6,217
11 210
21 75
6 273
11,522
2180
6,329
11,837
2185
6,385
12,155
2190
6,441
12,476
2195
6,497
12,799
2200
6,563
13,125
nE C E I V ED
�untp -JUN232008
DW Q
PROJ#

R, Z State of North Carolina
Departmnt of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION
Regional Review Sand Filter
Project Information
Project name
Fist Ba list Church of Swansboro
Contact name
Pastor Mike Wilkinson
Phone number
10
Drainage area number
12
Desi n Variable Variable Equation Value Units
Volume to Treat
Volume to Treat Reported
WQVa,n,H,a
8 929
ft
Volume to Treat Required
WQVsv,,,,i„
=3 630'Ro Rv AT,,,,
11 837
fi
Adequate design volume used?
yes
Volume to Treat Adjusted
WQV�I
8 877
ft
Drainage area
Aro„i
61 177
It
Drainage area
A,.1
1 40
acres
Impervious area
Al,
39 722
ft
Percent Impervious
I,
=AI.WAT,t,i
065
(unitless)
Design Storm
Ro
i3 6611
Runoff Coefficient
Rv
= 05+ 90A)
10631
(unilless)
Head on the Sedimentation Basin and Sand Filter See Table 1 Below
Surface area total (sedimentation basin+sand filter)
Reported
As+AF
3079
g'
Maximum head on the sedimentation basin and sand
filter
hM..nne,
=WQVSchueler/(As+Ar)
2 88
ft
Average head on the sedimentation basin and sand filter
Ink
=hM..c.n.W2
1 44
It
Sand Filter Design
Coefficient of permeability of sand filter bed Reported
ka,r,,,,a
3 5
fit/day
Coefficient of permeability of sand filter bed Typical
kTrniui
35
ft/day
Was a typical permeability of the sand filter
used' (It doesn t have to be exactly this number but must make sense
yes
Table 1 Max Filter Deaths and Minimum Surface Area Combinations
hMUFmn
(ft)
As+AF
(ft2)
WQVAII
(ft)
20
4 439
8 877
22
4 035
8 877
24
3 699
8 877
26
3414
8877
28
3 171
8 877
30
2 959
8 877
32
2 774
8 877
34
2611
8877
36
2 466
8 877
38
2 336
8 877
40
2219
8877
42
2 114
8 877
44
2018
8877
46
1 930
8 877
48
1 849
8 877
50
1 775
8 877
52
1 707
8 877
54
1 644
8 877
56
1 1 585
8 877
5 8
1 531
8 877
6 01
1 480
8 877
1/1

� 1
PROJECT f`tr xQ�-�DF S�W�ppO.��iP�017r0 SHEET NO OF z-
CONSU TI G ENGINEERS• PA ✓^'^'� �t � == 1
CIVIL. MUNICIPAL A STRUMRAL ENGINEERS DATE BY
COMPREHENSIVE ENVIRONMENTAL SERVICES
PO Box 7966 Rocky Mount NC 27804
Aene i (s�n FL 7Z�C l)
72,ac. ZIM47VA06 AeAeA '( o) art Sys Z¢Zs�'
7:3m- /t2pee-✓iaua °A - 3,?
44v)FAv- �s�o - (06 iasE IL �sn14tUJ�- /�
57?f l 7> 12V = 0.0 5 1"0.009C3Ci 1) = 0 4-011
WiA�✓ = 61-V AvX3 (ob imX VZ tn/AX 41>5(o Sflie-)
CD,�oIgX 591f1-z)C3,(�(0j�' Yz)
-7
Step 2 Ala : nc t7 (nH+gxFdtir = WEiV�nr
z As+ hf
WaV as(4
57447
5447
5447
544-7
5447
hurl. As-C240)(2v)CAvXPol)
C )C oI4o tqX i 3&X 3 to(o)
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p E C E I V ED C3.5X1•ULZ1.71-1.5")
ss�
JUN 2 3 2008
272� 5
vet • u7
13(01t-75
Lo m 4o
907 $3
t =
4o kra Cl 44
eta =
Uwac Ft►tcr = r -MR
2
3.4o �[�rruPlatital
DWiU

coNSULTING ENGINEERS, PA
QVII, NGNIQPAI■STR RA ENGINEERS
C PRENENSIVE ENVIRONNEWI SERVIE
PO Box 7966, Rocky Mount, NC 27804
PROJECT-' .'.a. .%i r .
2s i lJ
TbIC¢l�e�, TSB B404 siz�> , <as}auvws
SHEET NO
Z
OF 2,
DATE
BY
(AstAf)- WR Avr 5447 z llooZ o(oti 1(003 sF
14AUAlty 3,4
'I'W M WUOU1Ns Ke I4st1FFIc 1&,lr 115E V4,1 FDL,lptalkjer
X 6 = 6gbsf
Arf : 11-771f
SW 3 —#�R.Wropm Sy57" "tsa-c-
7 TtTAL = 1'/l<7 (SLIFFIC-I44(I )
4tc+A-fXlnw Alf::,44 OL,2Jnvj-
(17(o7 X 3 4D ) � 5447
G007, b Z S44i 6Ic'
bTw 4 => Ate l #JVW .)l A/0 Ml1SF (hG CVIA co P.,A,,ikl IS CbSL`D PoiroM
1� T 4w uF sYSTem y
p 05D4 e's
2� 1-.) v qwz. (- su.Igtt, fApr,) °rl(o�Q A ) 3/e W6UI- Vl = D D 1I
l 50G s=o5Z
p = 0 4"
a
3) ;=-anti POLF 5-1 Dr I.lc.DaJ9- 3TmW - tkp NLA4d t
1 D 5 ►3 , (ysE ` L2) 4It i
R

10 Peak Summary for Sand Filter #2
•
Predevelopment flow
Post -development
Peak with
Storm
OP (Cfs)
flow
BMP
QP(Cfs)
Q Cfs)
1 Yr — 24
440
659
293
Hr
nE C E I V ED
IunUf JUN 2 3 2008
DWG
PROJ R

C
•
Predevelopment
\tSubcat` Reacn and Link
nE C E I V ED
�u^�S► JUN 2 3 2008
DWQ
PROJ #

Areas 2-Revised-Pre Type 1124-hr 1-yr 24 hr Ralnfa11=3 66"
•Prepared by Appian Consulting Engineers, PA Page 2
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Subcatchment 4S Predevelopment
Runoff = 4 40 cfs @ 1196 hrs, Volume= 0 197 af, Depth= 1 69"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Type II 24-hr 1-yr24 hr Rainfall=3 66"
Area (ac) CN Description
1 400 79 50-75% Grass cover, Fair HSG B
1 400 Pervious Area
Tc Length Slope Velocity Capacity Description
50
Direct Entry, Overland Flow
Subcatchment 4S: Predevelopment
H yd rogra ph
[§ Runoft
Type II 24-hr 1-yr 24 hr
Rainfall=3.66"
Runoff Area=1.400 ac
Runoff Volume=0 197 of
Runoff Depth=1.69"
Tc=5.0 min
CN=79
0 //J
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
• p E C E I V E D
JUN 2 3 2008
DWQ
PROJ # �--

•
•
•
Areas 2-Revised-Pre
Type l/ 24-hr 1-yr 24 hr Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 3
HydroCAD® 8 00 sln 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Subcatchment 4S Predevelopment
Time Precip Excess Runoff
(hours)
(inches)
(inches)
(cfs)
000
000
000
000
1 00
004
000
000
200
008
000
000
300
013
000
000
400
018
000
000
500
023
000
000
600
029
000
000
700
036
000
000
800
044
000
000
900
054
000
000
1000
066
001
002
11 00
086
004
007
1200
243
079
382
1300
283
1 06
024
1400
300
1 19
015
1500
312
128
012
1600
322
1 35
009
1700
330
141
008
1800
337
1 47
007
1900
343
1 51
006
2000
348
1 55
005
21 00
353
1 59
005
2200
358
1 63
005
2300
362
1 66
005
2400
366
169
004
2500
366
169
000
2600
366
169
000
2700
366
1 69
000
2800
366
1 69
000
2900
366
1 69
000
3000
366
1 69
000
31 00
366
1 69
000
3200
366
1 69
000
3300
366
1 69
000
3400
366
169
000
3500
366
1 69
000
3600
366
169
000
3700
366
1 69
000
3800
366
1 69
000
3900
366
1 69
000
4000
366
169
000
41 00
366
169
000
4200
366
169
000
4300
366
169
000
4400
366
1 69
000
4500
366
1 69
000
4600
366
1 69
000
4700
366
1 69
000
4800
366
169
000
4900
366
1 69
000
5000
366
1 69
000
5100
366
1 69
000
5200
366
1 69
000
5300
366
1 69
000
Time Prec ip Excess Runoff
(hours)
(inches)
finches)
(cfs)
5400
366
169
000
5500
366
169
000
5600
366
169
000
5700
366
1 69
000
5800
366
169
000
5900
366
169
000
6000
366
169
000
nE C E I V ED
JUN 2 3 2008
DWQ
PROJ #

Post Develop
r�
u
Flow Splatter
4
Sand Filter 2
• (Subcai` Reach and Link
�E C E I V E
lu^�S4 JUN 2 3 2008
DWQ
PROJ H

Areas 2-Revised-Post
•Prepared by Appian Consulting Engineers, PA
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Sofh
Area Listing (all nodes)
Area (acres) CN Description (subcats)
0 490 79 50-75% Grass cover, Fair, HSG B (1 S)
0 910 98 Paved parking & roofs (1S)
1 400
U
Page 4
nE C E 1 V ED
�pp;pp( JUv 2 3 2008
DWQ
PROJ #

Areas 2-Revised-Post Type 1124-hr 1-yr 24 hr Rainfall=3 66"
•Prepared by Appian Consulting Engineers, PA Page 5
HydroCAD® 8 00 s/n 003967 C 2006 HydroCAD Software Solutions LLC 6/20/2008
Time span=0 00-60 00 hrs, dt=0 01 hrs, 6001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S Post Development Runoff Area=1 400 ac Runoff Depth=2 69"
Tc=5 0 min CN=91 Runoffs 59 cfs 0 314 of
Pond 2P Flow Spldter Peak Elev--25 42 Inflow--6 59 cfs 0 314 of
Pnmary=3 91 cfs 0 290 of Secondary--2 69 cfs 0 024 of Outflow=6 59 cfs 0 314 of
Pond 3P Sand Filter 2 Peak Elev--24 88 Storage=6,048 cf Inflow--3 91 cis 0 290 of
Outflow--0 24 cfs 0 290 of
Total Runoff Area = 1 400 ac Runoff Volume = 0 314 of Average Runoff Depth = 2 69"
35 00% Pervious Area = 0 490 ac 65 00% Impervious Area = 0 910 ac
•
nE C E I V ED
• �unju JUN 2 3 2008
— DWQ
PROJ #

r1
LJ
•
Areas 2-Revised-Post
Prepared by Appian Cor
HydroCAD® 8 00 s/n 00396
Type/1 24-hr 1-yr 24 hr Rainfall=3 66"
Engineers, PA Page 6
Subcatchment 1S Post Development
Runoff = 6 59 cfs @ 1196 hrs, Volume= 0 314 af, Depth= 2 69"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Type II 24-hr 1-yr 24 hr Rainfall=3 66"
Area (ac) CN Descnr)tlon
0 910
98 Paved parking & roofs
0 490
79 50-75% Grass cover, Fair HSG B
1 400
91 Weighted Average
0 490
Pervious Area
0 910
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ftfsec) (cfs)
50 Direct Entry, Direct Entry
Subcatchment 1S Post Development
Hydrograph
❑ Runo1F
7
6
5
a 4
3
0
LL
3
2
1
1 6 59 cfs I
Type 11 24-hr 1-yr 24 hr
Rainfall=3.66"
Runoff Area=1 400 ac
Runoff Volume=0.314 of
Runoff Depth=2.69"
Tc=5.0 min
CN=91
a
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
nE C E I V ED
�pnuf JUN 2 3 2008
DWQ
PROJ#

•
•
Areas 2-Revised-Post
Prepared by Appian Cor
HydroCAD® 8 00 s/n 00396
Type 1124-hr 1-yr 24 hr Rainfall=3 66"
Engineers, PA Page 7
Hydrograph for Subcatchment 1 S Post Development
Time Preap Excess Runoff
(hours)
(inches)
(inches)
(cfs)
000
000
000
000
1 00
004
000
000
200
008
000
000
300
013
000
000
400
018
000
000
500
023
000
000
600
029
001
001
700
036
002
003
800
044
005
004
900
054
009
007
1000
066
015
Oil
11 00
086
027
023
1200
243
1 54
653
1300
283
191
031
1400
300
207
019
1500
312
219
015
1600
322
228
Oil
1700
330
235
010
1800
337
242
009
1900
343
248
008
2000
348
253
006
2100
353
257
006
2200
358
261
006
2300
362
265
006
2400
366
269
005
2500
366
269
000
2600
366
269
000
2700
366
269
000
2800
366
269
000
2900
366
269
000
3000
366
269
000
31 00
366
269
000
3200
366
269
000
3300
366
269
000
3400
366
269
000
3500
366
269
000
3600
366
269
000
3700
366
269
000
3800
366
269
000
3900
366
269
000
4000
366
269
000
41 00
366
269
000
4200
366
269
000
4300
366
269
000
4400
366
269
000
4500
366
269
000
4600
366
269
000
4700
366
269
000
4800
366
269
000
4900
366
269
000
5000
366
269
000
5100
366
- 2 69
000
5200
366
269
000
5300
366
2 69-
000
Time Preap Excess Runoff
(hours)
Cinches)
(inches)
(cfs)
5400
366
269
000
5500
366
269
000
5600
366
269
000
5700
366
269
000
5800
366
269
000
5900
366
269
000
6000
366
269
000
nE C E I V ED
I�u�,Spu JUN 2 3 2008
DWQ
PROJ#

Areas 2-Revised-Post
Type 11 24-hr 1-yr 24 hr Ra/nfafi=3 66"
•Prepared by Appian Consulting Engineers, PA Page 8
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/2012008
Pond 2P: Flow Sputter
Inflow Area = 1 400 ac, Inflow Depth = 2 69" for 1-yr 24 hr event
Inflow =
6 59 cfs @
11 96 hrs,
Volume=
0 314 of
Outflow =
6 59 cfs @
1196 hrs,
Volume=
0 314 af, Atten= 0%, Lag= 0 0 min
Primary =
3 91 cfs @
1196 hrs,
Volume=
0 290 of
Secondary =
2 69 cfs @
11 96 hrs,
Volume=
0 024 of
Routing by Stor-Ind method, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Peak Elev= 25 42' @ 11 96 hrs
Device
Routing
Invert
Outlet Devices
#1
Secondary
23 52'
24 0" x 120 0' long Culvert CPP, square edge headwall, Ke= 0 500
Outlet Invert-- 21 25' S= 0 0189'r Cc= 0 900
n= 0 010 PVC, smooth interior
#2
Device 1
25 25'
14 0' long x 0 5' breadth Broad -Crested Rectangular Weir
Head (feet) 0 20 0 40 0 60 0 80 1 00
Coef (English) 2 80 2 92 3 08 3 30 3 32
#3
Primary
23 85'
12 0" Vert Onfice C= 0 600
Primary OutFlow Max--3 91 ds @ 1196 hrs HW=25 42' (Free Discharge)
L3=Onfice (Onfice Controls 3 91 cfs @ 4 97 fps)
• Secondary OutFlow Max--2 68 ds @ 1196 hrs HW=25 42' (Free Discharge)
L1=Culvert (Passes 2 68 ds of 14 44 cfs potential flow)
L2=Broad-Crested Rectangular Weir (Weir Controls 2 68 cfs @ 1 14 fps)
•
Pond 2P Flow Sputter
Hydrograph
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Inflow
C ounow
to Primary
OO secondary

Areas 2-Revised-Post
Type H 24-hr 1-yr 24 hr Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 9
• HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Pond 2P Flow Splitter
Time
Inflow
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(feet)
(cfs)
(cfs)
(cfs)
0 00
000
2352
000
0 00
000
2 00
000
2352
000
000
000
400
000
2352
000
000
000
600
001
2391
001
001
000
800
0 04
2394
0 04
0 04
000
1000
011
2401
Oil
011
000
1200
5 53
2537
5 53
383
170
1400
019
24 O6
019
019
0 00
1600
011
2401
O11
011
000
1800
009
2399
0 09
009
000
2000
006
2397
0 06
0 06
000
2200
006
2397
0 06
0 06
000
2400
005
2396
0 05
0 05
000
2600
000
2385
000
000
000
28 00
000
2385
000
000
000
3000
000
2385
000
000
000
3200
000
2385
000
000
000
3400
000
2385
000
000
000
3600
000
2385
000
000
000
3800
000
2385
000
000
000
4000
000
2385
000
000
000
4200
000
2385
000
000
000
• 4400
000
23 85
000
000
000
4600
000
2385
000
0 00
000
4800
000
2385
000
000
000
5000
000
2385
000
000
000
52 00
000
2385
000
000
000
54 00
000
2385
000
000
000
56 00
000
2385
000
000
000
5800
000
2385
000
000
000
6000
000
2385
000
000
000
E C E I V E
- JUN 2 3 2008
DWG
PROJ #

Areas 2-Revised-Post Type 1124-hr 1-yr,24 hr Rainfall=3 66"
•Prepared by Appian Consulting Engineers, PA Page 10
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
•
•
Stage -Discharge for Pond 2P Flow Splitter
Elevation Discharge Pnmary Secondary
(feet)
(cfs)
(cfs)
(cfs)
2352
000
000
000
2354
000
000
000
2356
000
000
000
2358
000
000
000
2360
000
000
000
2362
000
000
000
2364
000
000
000
2366
000
000
000
2368
000
000
000
2370
000
000
000
2372
000
000
000
2374
000
000
000
2376
000
000
000
2378
000
000
000
2380
000
000
000
2382
000
000
000
2384
000
000
000
2386
000
000
000
2388
000
000
000
2390
001
001
000
2392
002
002
000
2394
004
004
ON
2396
005
005
000
2398
007
007
000
2400
010
010
000
2402
012
0112
ON
2404
015
015
000
2406
019
019
000
2408
022
022
000
2410
026
026
000
2412
030
030
000
2414
035
035
000
2416
039
039
000
2418
044
044
000
2420
049
049
000
2422
055
055
000
2424
060
060
000
2426
066
066
000
2428
072
072
000
2430
078
078
000
2432
085
085
000
2434
091
091
000
2436
098
098
000
2438
1 05
1 05
000
2440
1 12
1 12
000
2442
1 19
1 19
000
2444
1 26
1 26
000
2446
1 33
1 33
000
2448
141
1 41
000
2450
148
148
000
2452
1 56
1 56
000
2454
163
163
000
2456
1 71
1 71
000
2458
1 79
1 79
000
Elevation Discharge Pnmary Secondary
(feet)
(cis)
(cfs)
(cfs)
2460
186
186
000
2462
1 94
1 94
000
2464
201
201
000
2466
209
209
000
2468
216
216
000
2470
223
223
000
2472
230
230
000
2474
237
237
000
2476
244
244
000
2478
250
250
000
2480
256
256
000
2482
261
261
000
2484
266
266
000
2486
270
270
000
2488
275
275
000
2490
280
280
000
2492
286
286
000
2494
290
290
000
2496
295
295
000
2498
300
300
000
2500
305
305
000
2502
310
310
000
2504
314
314
000
2506
319
319
000
2508
323
323
000
2510
328
328
000
2512
332
332
000
2514
336
336
000
2516
340
340
000
2518
345
345 -
000
2520
349
349
000
2522
353
353
000
2524
357
357
000
2526
365
361
004
2528
385
365
020
2530
412
369
044
2532
445
372
073
2534
482
376
1 06
2536
523
380
143
2538
568
384
1 84
2540
615
388
228
2542
666
391
275
2544
719
395
325
2546
776
398
378
2548
837
402
435
2550
901
406
495
2552
967
409
568

r 1
•
LJ
Areas 2-Revised-Post
Type 1124-hr 1 yr 24 hr Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 11
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Elevation
Storage
(feet)
(cubic -feet)
2352
0
2353
0
2354
0
2355
0
2356
0
2357
0
2358
0
2359
0
2360
0
2361
0
2362
0
2363
0
2364
0
2365
0
2366
0
2367
0
2368
0
2369
0
2370
0
2371
0
2372
0
2373
0
2374
0
2375
0
2376
0
2377
0
2378
0
2379
0
2380
0
2381
0
2382
0
2383
0
2384
0
2385
0
2386
0
2387
0
2388
0
2389
0
2390
0
2391
0
2392
0
2393
0
2394
0
2395
0
2396
0
2397
0
2398
0
2399
0
2400
0
2401
0
2402
0
2403
0
2404
0
2405
0
Stage -Area -Storage for Pond 2P Flow Splitter
Elevation
Storage
(feet)
(cubic -feet)
2406
0
2407
0
2408
0
2409
0
2410
0
2411
0
2412
0
2413
0
2414
0
2415
0
2416
0
2417
0
2418
0
2419
0
2420
0
2421
0
2422
0
2423
0
2424
0
2425
0
2426
0
2427
0
2428
0
2429
0
2430
0
24 31
0
2432
0
2433
0
2434
0
2435
0
2436
0
2437
0
2438
0
2439
0
2440
0
2441
0
2442
0
2443
0
2444
0
2445
0
2446
0
2447
0
2448
0
2449
0
2450
0
2451
0
2452
0
2453
0
2454
0
2455
0
2456
0
2457
-0
2458
0
2459
0
Elevation
Storage
(feet)
(cubic -feet)
2460
0
2461
0
2462
0
2463
0
2464
0
2465
0
2466
0
2467
0
2468
0
2469
0
2470
0
2471
0
2472
0
2473
0
2474
0
2475
0
2476
0
2477
0
2478
0
2479
0
2480
0
2481
0
2482
0
2483
0
2484
0
2485
0
2486
0
2487
0
2488
0
2489
0
2490
0
2491
0
2492
0
2493
0
2494
0
2495
0
2496
0
2497
0
2498
0
2499
0
2500
0
2501
0
2502
0
2503
0
2504
0
2505
0
2506
0
2507
0
2508
0
2509
0
2510
0
2511
0
2512
0
2513
0
Elevation
Storage
(feet)
(cubic -feet)
2514
0
2515
0
2516
0
2517
0
2518
0
2519
0
2520
0
2521
0
2522
0
2523
0
2524
0
2525
0
2526
0
2527
0
2528
0
2529
0
2530
0
2531
0
2532
0
2533
0
2534
0
2535
0
2536
0
2537
0
2538
0
2539
0
2540
0
2541
0
2542
0
2543
0
2544
0
2545
0
2546
0
2547
0
2548
0
2549
0
2550
0
2551
0
2552
0
�E C E I V ED
JUN 2 3 2008
DWQ
PROJ N

Areas 2-Revised-Post
Type 1/24-hr 1-yr 24 hr Rainfa11=3 66"
•Prepared by Appian Consulting Engineers, PA Page 12
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Pond 3P Sand Filter 2
Inflow Area = 1 400 ac, Inflow Depth = 2 48" for 1-yr 24 hr event
Inflow = 3 91 cfs @ 1196 hrs, Volume= 0 290 of
Outflow = 0 24 cfs @ 13 44 hrs, Volume= 0 290 af, Atten= 94%, Lag= 89 1 min
Discarded = 0 24 cfs @ 13 44 hrs, Volume= 0 290 of
Routing by Stor-Ind method, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Peak Elev= 24 88' @ 13 44 hrs Surf Area= 6,009 sf Storage= 6,048 cf
Plug -Flow detention time= 241 8 min calculated for 0 290 of (100% of inflow)
Center -of -Mass det time= 241 8 min ( 1,0417 - 799 9 )
Volume Invert
Avail Storage Storage Description
#1 23 70'
17,912 cf Custom Stage Data (Pnsmatic) Listed below (Recalc)
Elevation Surf Area
Inc Store Cum Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2370
2,670
0 0
2400
5,136
1,171 1,171
2500
6,134
5,635 6,806
2600
7,189
6,662 13,467
• 2660
7,626
4,445 17,912
Device Routing
Invert Outlet Devices
#1 Discarded
0 00' 1 750 mlhr Exfiltration over Surface area
Discarded OutFlow Max=O 24 cfs @ 13 44 hrs HW=24 88' (Free Discharge)
t1=Exfltration (Exfitrabon Controls 0 24 cfs)

Areas 2-Revised-Post
Prepared by Appian Consulting Engineers, PA
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Soft
0
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
Pond 3P Sand Filter 2
Hydrograph
Type 1124-hr 1-yr 24 hr Rainfall=3 66"
Page 13
cnnnnno
•
I�ax
G Discarded
nE C E I V ED
�'ruf r 2 3 2008
DWG
PRO I a ---

Areas 2-Revised-Post
Type 1124-hr 1-yr 24 hr Rainfall=3 66"
•Prepared by Appian Consulting Engineers, PA Page 14
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Pond 3P Sand Filter 2
Time
Inflow
Storage
Elevation
Discarded
(hours)
(cfs)
(cubic -feet)
(feet)
(cfs)
000
000
0
2370
000
200
000
0
2370
000
400
000
0
2370
000
600
001
9
2370
001
800
004
25
2371
004
1000
Oil
66
2372
010
1200
383
4,112
2464
023
1400
019
5,987
2486
024
1600
Oil
5,315
2475
024
1800
009
4,347
2459
023
2000
006
3,258
2439
022
2200
006
2,118
2418
022
2400
005
1,011
2397
020
2600
000
14
2370
002
2800
000
0
2370
000
3000
000
0
2370
000
3200
000
0
2370
000
3400
000
0
2370
000
3600
000
0
2370
000
3800
000
0
2370
000
4000
000
0
2370
000
• 4200
000
0
2370
000
4400
000
0
2370
000
4600
000
0
2370
000
4800
000
0
2370
000
5000
000
0
2370
000
5200
000
0
2370
000
5400
000
0
2370
000
5600
000
0
2370
000
5800
000
0
2370
000
6000
000
0
2370
000
• nE C E I V ED
�u^{p 1u°' 2 3 zu38
DW Q
PROJ #

•
•
is
Areas 2-Revised-Post
Type 1124-hr 1-yr 24 hr Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 15
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Elevation Discarded
(feet) (CIS)
2370 000
2372 Oil
2374 012
2376 013
2378 013
2380 014
2382 015
2384 015
2386 016
2388 017
2390 017
2392 018
2394 019
2396 019
2398 020
2400 021
2402 021
2404 021
2406 021
2408 021
2410 021
2412 021
2414 021
2416 021
2418 022
2420 022
2422 022
2424 022
2426 022
2428 022
2430 022
2432 022
2434 022
2436 022
2438 022
2440 022
2442 023
2444 023
2446 023
2448 023
2450 023
2452 023
2454 023
2456 023
2458 023
2460 023
2462 023
2464 023
2466 023
2468 024
2470 024
2472 024
2474 024
2476 024
Stage -Discharge for Pond 3P Sand Filter 2
Elevation Discarded
(feet) (cfs)
2478 024
2480 024
2482 024
2484 024
2486 024
2488 024
2490 024
2492 025
2494 025
2496 025
2498 025
2500 025
2502 025
2504 025
2506 025
2508 025
2510 025
2512 025
2514 025
2516 026
2518 026
2520 026
2522 026
2524 026
2526 026
2528 026
2530 026
2532 026
2534 026
2536 026
2538 026
2540 027
2542 027
2544 027
2546 027
2548 027
2550 027
2552 027
2554 027
2556 027
2558 027
2560 027
2562 027
2564 028
2566 028
2568 028
2570 028
2572 028
2574 028
2576 028
2578 028
2580 028
2582 028
2584 028
Elevation Discarded
(feet)
(CIS)
2586
029
2588
029
2590
029
2592
029
2594
029
2596
029
2598
029
2600
029
2602
029
2604
029
2606
029
2608
029
2610
029
2612
029
2614
030
2616
030
2618
030
2620
030
2622
030
2624
030
2626
030
2528
030
2630
030
2632
030
2634
030
2636
030
2638
030
2640
030
2642
030
2644
030
2646
030
2648
031
2650
031
2652
031
2654
031
2656
031
2658
031
2660
031

•
•
•
Areas 2-Revised-Post
Type 11 24-hr 1-yr 24 hr Rainfall=3 66"
Prepared by Appian Consulting Engineers, PA Page 16
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Stage -Area -Storage for Pond 3P Sand Filter 2
Elevation
Surface
Storage
(feet)
(s(17ft)
(cubic -feet)
2370
2,670
0
2375
3,081
144
2380
3,492
308
2385
3,903
493
2390
4,314
698
2395
4,725
924
2400
5,136
1 171
2405
5,186
1,429
2410
5,236
1,689
2415
5,286
1,953
2420
5,336
2,218
2425
5,386
2,486
2430
5,435
2,757
2435
5,485
3,030
2440
5,535
3,305
2445
5,585
3,583
2450
5,635
3,864
2455
5,685
4,147
2460
5,735
4,432
2465
5,785
4,720
2470
5,835
5,011
2475
5,885
5,304
2480
5,934
5,599
2485
5,984
5,897
2490
6,034
6,197
2495
6,084
6,500
2500
6 134
6,806
2505
6,187
7,114
2510
6 239
7,425
2515
6,292
7,738
2520
6,345
8,054
2525
6,398
8,372
2530
6,451
8 694
2535
6,503
9,017
2540
6,556
9,344
2545
6,609
9,673
2550
6 662
10,005
2555
6,714
10,339
2560
6,767
10,676
2565
6,820
11,016
2570
6,872
11,358
2575
6,925
11,703
2580
6,978
12,051
2585
7,031
12,401
2590
7,083
12,754
2595
7,136
13,109
2600
7,189
13,467
2605
7,225
13 828
2610
7,262
14,190
2615
7,298
14,554
2620
7,335
14,920
2625
7,371
- 15,287
2630
7,408
15,657
2635
7,444
16,028
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2640
7,480
16,401
2645
7,517
16,776
2650
7,553
17,153
2655
7,590
17,532
2660
7,626
17,912
nE C E I V ED
�p^S� JUIN 2 3 2008
DWC
PROJ # -

•
Areas 2-Revised-Post Type 1124-hr 15 Inch Rainfall=l 75"
Prepared by Appian Consufhng Engineers, PA Page 17
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Time span=0 00-60 00 hrs, dt=0 01 hrs, 6001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S Post Development Runoff Area=1 400 ac Runoff Depth=0 95"
Tc=5 0 min CN=91 Runoff--2 45 cfs 0 111 of
Pond 2P Flow Sputter Peak Elev=-24 76 Inflow--2 45 cfs 0 111 of
Pnmary=2 45 cfs 0 111 of Secondary--0 00 cfs 0 000 of Outflow--2 45 cfs 0 111 of
Pond 3P Sand Fiher 2 Peak Elev--24 15' Storage=1,950 cf Inflow=2 45 cfs 0 111 of
Outflow-0 21 cfs 0 111 of
Total Runoff Area = 1 400 ac Runoff Volume = 0 111 of Average Runoff Depth = 0 95"
35 00% Pervious Area = 0 490 ac 65 00% Impervious Area = 0 910 ac
- �IE_C E 1 V ED
IunSU JUNI 2 3 2008
DWO
PROJri

Areas 2-Revised-Post Type // 24-hr 15 Inch Rainfall=l 75"
•Prepared by Appian Consulting Engineers, PA Page 18
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
•
•
Subcatchment 1S Post Development
Runoff = 2 45 cfs @ 11 96 hrs, Volume= 0 111 af, Depth= 0 95
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Type II 24-hr 1 5 Inch Rainfall=1 75
Area (ac) CN Descnr)bon
0 910
98 Paved parking & roofs
0 490
79 50-75% Grass cover, Fair, HSG B
1 400
91 Weighted Average
0 490
Pervious Area
0 910
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
50 Direct Entry, Direct Entry
Subcatchment 1S Post Development
Hydrograph
2
Type II 24-hr 1.5 Inch
Rainfall=1.75"
Runoff Area=1.400 ac
Runoff Volume=0.111 of
Runoff Depth=0.95"
Tc=5.0 min
CN=91
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
nE C E I V ED
JUN 2 3-2008
DW a
PROJ #

Areas 2-Revised-Post
Type II 24-hr 15 Inch Rainfall=l 75"
•Prepared by Appian Consulting Engineers, PA Page 19
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
•
•
Hydrograph for Subcatchment 1 S Post Development
Time Preap Excess Runoff
(hours)
(inches)
(inches)
(cis)
000
000
000
000
1 00
002
000
000
200
004
000
000
300
006
000
000
400
008
000
000
500
Oil
000
000
600
014
000
000
700
017
000
000
800
021
000
000
900
026
000
001
1000
032
001
002
1100
041
004
005
1200
1 16
047
210
1300
1 35
062
013
1400
1 43
069
008
1500
1 49
073
006
1600
1 54
077
005
1700
1 58
080
004
1800
1 61
083
004
1900
164
086
003
2000
1 67
088
003
2100
169
090
003
2200
171
091
003
2300
1 73
093
002
2400
175
095
002
2500
1 75
095
000
2600
1 75
095
000
2700
1 75
095
000
2800
1 75
095
000
2900
1 75
095
000
3000
1 75
095
000
31 00
1 75
095
000
3200
1 75
095
000
3300
1 75
095
000
3400
1 75
095
000
3500
1 75
095
000
3600
175
095
000
3700
1 75
095
000
3800
1 75
095
000
3900
1 75
095
000
4000
1 75
095
000
4100
1 75
095
000
4200
1 75
095
000
4300
1 75
095
000
4400
1 75
095
000
4500
1 75
095
000
4600
1 75
095
000
4700
1 75
095
000
4800
1 75
095
000
4900
1 75
095
000
5000
1 75
095
000
5100
1 75
095
000
5200
1 75
095
000
5300
1 75
095
000
Time Preap Excess Runoff
(lours)
(mches)
finches)
(cfs)
5400
1 75
095
000
5500
1 75
095
000
5600
1 75
095
000
5700
1 75
095
000
5800
1 75
095
000
5900
1 75
095
000
6000
1 75
095
000

Areas 2-Revised-Post Type 1124-hr 15 Inch Rainfall=1 75"
•Prepared by Appian Consulting Engineers, PA Page 20
HydroCAM 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Pond 2P Flow Spli ter
Inflow Area = 1 400 ac, Inflow Depth = 0 95" for 15 Inch event
Inflow =
2 45 cfs @
1196 hrs,
Volume=
0 111 of
Outflow =
2 45 cfs @
1196 hrs,
Volume=
0 111 A Atten= 0%, Lag= 0 0 min
Primary =
2 45 cfs @
1196 hrs,
Volume=
0 111 of
Secondary =
0 00 cfs @
0 00 hrs,
Volume=
0 000 of
Routing by Stor-Ind method, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Peak Bev= 24 76' @ 1196 hrs
Device
Routing
Invert
Outlet Devices
#1
Secondary
23 52'
24 0" x 120 O' tong Culvert CPP, square edge headwall, Ke= 0 500
Outlet Invert-- 21 25' S= 0 01897 Cc-- 0 900
n= 0 010 PVC, smooth interior
#2
Device 1
25 25'
14 0' long x 0 5' breadth Broad -Crested Rectangular Weir
Head (feet) 0 20 0 40 0 60 0 80 1 00
Coef (English) 2 80 2 92 3 08 3 30 3 32
#3
Primary
23 85'
12 0" Vert Onfice C= 0 600
Primary OutFlow Max--2 44 cfs @ 1196 hrs HW=24 76' (Free Discharge)
L3=Onfice (Onfice Controls 2 44 cfs @ 3 25 fps)
• Secondary OutFlow Max=O 00 cfs @ 0 00 hrs HW=23 52' (Free Discharge)
t1=Culvert ( Controls 0 00 cfs)
t2=Broad-Crested Rectangular Weir ( Controls 0 00 cfs)
Pond 2P Flow Splitter
Hydrograph
12 45 cfs
245cis
Inflow Area=1.400 ac
Peak Elev=24.76'
• 0 00 as
1-1
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 So
Time (hours)
El Inflow
r- outflow
Q Primary
© Secondary
nE C E I V ED
10n�� JUN 2 3 2008
DWG
PROJ #

Areas 2-Revised-Post
Type 1124-hr 15 Inch Rainfal1=1 75"
.Prepared by Appian Consulting Engineers, PA Page 21
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Pond 2P Flow Splitter
Time
Inflow
Elevation
Outflow
Primary
Secondary
(hours)
(cfs)
(feet)
(cis)
(cis)
(Cfs)
000
000
2352
000
000
coo
200
000
2352
000
000
000
400
000
2352
000
000
000
600
000
2352
000
000
000
800
000
2386
000
000
000
1000
002
2391
002
002
000
1200
210
2466
210
210
000
1400
008
2398
008
008
000
1600
005
2395
005
005
000
1800
004
2394
004
004
000
2000
003
2393
003
003
000
2200
003
2392
003
003
000
2400
002
2392
002
002
000
2600
000
2385
000
000
000
2800
000
2385
000
000
000
3000
000
2385
000
000
000
3200
000
2385
000
000
000
3400
000
2385
000
000
000
3600
000
2385
000
000
000
3800
000
2385
000
000
000
4000
000
2385
000
000
000
4200
000
2385
000
000
000
• 4400
000
2385
000
000
000
4600
000
2385
000
000
000
4800
000
2385
000
000
000
5000
000
2385
000
000
000
5200
000
2385
000
000
000
5400
000
2385
000
000
000
5600
000
2385
000
000
000
5800
000
2385
000
000
000
6000
000
2385
000
000
000
nE C E I V ED
�unl{I JUN 2 3 2008
DWO
PROD #

n
U
11
Areas 2-Revised-Post Type 1124-hr 15 Inch Rainfal1=1 75"
Prepared by Appian Consulting Engineers, PA Page 22
HvdroCAD® 8 00 s/n 003967 ® 2006 HvdroCAD Software Solutions LLC 6/20/9008
Stage -Discharge for Pond 2P Flow Spldter
Elevation Discharge Primary Secondary
(feet)
(cts)
(cfs)
(cfs)
2352
000
000
000
2354
000
000
000
2356
000
000
000
2358
000
000
000
2360
000
000
000
2362
000
000
000
2364
000
000
000
2366
000
000
000
2368
000
000
000
2370
000
000
000
2372
000
000
000
2374
000
000
000
2376
000
000
000
2378
000
000
000
2380
000
000
000
2382
000
000
000
2384
000
000
000
2386
000
000
000
2388
000
000
000
2390
001
001
000
2392
002
002
000
2394
004
004
000
2396
005
005
000
2398
007
007
000
2400
010
010
000
2402
012
012
000
2404
015
015
000
2406
019
019
000
2408
022
022
000
2410
026
026
000
2412
030
030
000
2414
035
035
000
2416
039
039
000
2418
044
044
000
2420
049
049
000
2422
055
055
000
2424
060
060
000
2426
066
066
000
2428
072
072
000
2430
078
078
000
2432
085
085
000
2434
091
091
000
2436
098
098
000
2438
1 05
105
000
2440
1 12
1 12
000
2442
1 19
1 19
000
2444
1 26
126
000
2446
133
1 33
000
2448
141
141
000
2450
148
148
000
2452
1 56
1 56
000
2454
1 63
163
000
2456
1 71
1 71
000
2458
1 79
- 1 79
000
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
2460
186
1 86
000
2462
1 94
1 94
000
2464
201
201
000
2466
209
209
000
2468
216
216
000
2470
223
223
000
2472
230
230
000
2474
237
237
000
2476
244
244
000
2478
250
250
000
2480
256
256
000
2482
261
261
000
2484
266
266
000
2486
270
270
000
2488
275
275
000
2490
280
280
000
2492
286
286
000
2494
290
290
000
2496
295
295
000
2498
300
300
000
2500
305
305
000
2502
310
310
000
2504
314
314
000
2506
319
319
000
2508
323
323
000
2510
328
328
000
2512
332
332
000
2514
336
336
000
2516
340
340
000
2518
345
345
000
2520
349
349
000
2522
353
353
000
2524
357
357
000
2526
365
361
004
2528
385
365
020
2530
412
369
044
2532
445
372
073
2534
482
376
106
2536
523
380
143
2538
568
384
184
2540
615
388
228
2542
666
391
275
2544
719
395
325
2546
776
398
378
2548
837
402
435
2550
901
406
495
2552
967
409
658
nE C E I V ED
�ppp;Sppp JUN 2 3 2008
DWG
PROJ #

•
r1
Areas 2-Revised-Post
Type ll 24-hr 15 Inch Rainfall=l 75"
Prepared by Appian Consulting Engineers, PA Page 23
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Elevation
Storage
(feet)
(cubio-feet)
2352
0
2353
0
2354
0
2355
0
2356
0
2357
0
2358
0
2359
0
2360
0
2361
0
2362
0
2363
0
2364
0
2365
0
2366
0
2367
0
2368
0
2369
0
2370
0
2371
0
2372
0
2373
0
2374
0
2375
0
2376
0
2377
0
2378
0
2379
0
2380
0
2381
0
2382
0
2383
0
2384
0
2385
0
2386
0
2387
0
2388
0
2389
0
2390
0
2391
0
2392
0
2393
0
2394
0
2395
0
2396
0
2397
0
2398
0
2399
0
2400
0
2401
0
2402
0
2403
0
2404
0
2405
0
Stage -Area -Storage for Pond 2P Flow Splitter
Elevation
Storage
(feet)
(cubic -feet)
2406
0
2407
0
2408
0
2409
0
2410
0
2411
0
2412
0
2413
0
2414
0
2415
0
2416
0
2417
0
2418
0
2419
0
2420
0
2421
0
2422
0
2423
0
2424
0
2425
0
2426
0
2427
0
2428
0
2429
0
2430
0
2431
0
2432
0
2433
0
2434
0
2435
0
2436
0
2437
0
2438
0
2439
0
2440
0
2441
0
2442
0
2443
0
2444
0
2445
0
2446
0
2447
0
2448
0
2449
0
2450
0
2451
0
2452
0
2453
0
2454
0
2455
0
2456
0
2457
0
2458
0
2459
0
Elevation
Storage
(feet)
(cubk—feet)
2460
0
2461
0
2462
0
2463
0
2464
0
2465
0
2466
0
2467
0
2468
0
2469
0
2470
0
2471
0
2472
0
2473
0
2474
0
2475
0
2476
0
2477
0
2478
0
2479
0
2480
0
2481
0
2482
0
2483
0
2484
0
2485
0
2486
0
2487
0
2488
0
2489
0
2490
0
2491
0
2492
0
2493
0
2494
0
2495
0
2496
0
2497
0
2498
0
2499
0
2500
0
2501
0
2502
0
2503
0
2504
0
2505
0
2506
0
2507
0
2508
0
2509
0
2510
0
2511
0
2512
0
2513
0
Elevation
Storage
(feet)
(cubic -feet)
2514
0
2515
0
2516
0
2517
0
2518
0
2519
0
2520
0
2521
0
2522
0
2523
0
2524
0
2525
0
2526
0
2527
0
2528
0
2529
0
2530
0
2531
0
2532
0
2533
0
2534
0
2535
0
2536
0
2537
0
2538
0
2539
0
2540
0
2541
0
2542
0
2543
0
2544
0
2545
0
2546
0
2547
0
2548
0
2549
0
2550
0
2551
0
2552
0
RE C E 9 V
JUN 2 3 2008
ul
PROJ N
IDYIXit

Areas 2-Revised-Post
Type 1124-hr 15 Inch Rainfall=1 75"
•Prepared by Appian Consulting Engineers, PA Page 24
HydroCADO 8 00 sin 003967 ® 2006 HydroCAD Software Solubons LLC 6/20/2008
Pond 3P Sand Filter 2
Inflow Area = 1 400 ac, Inflow Depth = 0 95" for 15 Inch event
Inflow = 2 45 cfs @ 11 96 hrs, Volume= 0 111 of
Outflow = 0 21 cfs @ 12 46 hrs, Volume= 0 111 af, Atten= 91%, Lag= 30 2 min
Discarded = 0 21 cfs @ 12 46 hrs, Volume= 0 111 of
Routing by Stor-Ind method, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Peak Elev= 24 15' @ 12 46 hrs Surf Area= 5,285 sf Storage= 1,950 cf
Plug -Flow detention time= 76 9 min calculated for 0 111 of (100% of inflow)
Center -of -Mass det time= 76 9 min ( 900 1 - 823 1 )
Volume Invert
Avail Storage Storage Description
#1 23 70'
17,912 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf Area
Inc Store Cum Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2370
2,670
0 0
2400
5,136
1,171 1,171
2500
6,134
5,635 6,806
2600
7,189
6,662 13,467
• 2660
7,626
4,445 17,912
Device Routing
Invert
Outlet Devices
#1 Discarded
0 00'
1 750 m/hr Exfittration over Surface area
Discarded OutFlow Max=O 21 cfs @ 12 46 hrs HW=24 15' (Free Discharge)
t-1=Exfiltration (ExfiltraUon Controls 0 21 cfs)

11
CI
0
Areas 2-Revised-Post
Prepared by Appian Consulting Engineers, PA
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software
Pond 3P Sand Filter 2
Hydrograph
Type 1124-hr 15 Inch Rainfall=1 75"
Page 25
+ Inflow
0 Discarded
2
1
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
nE C E I V ED
�ppp�,8uus JUN 2 3 2008
DWO
PROJ n

Areas 2-Revised-Post
Type 1124-hr 15 Inch Rainfall=1 75"
Prepared by Appian Consulting Engineers, PA Page 26
HydroCAD® 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
• Hydrograph for Pond 3P Sand Filter 2
Time
Inflow
Storage
Elevation
Discarded
(hours)
(c%)
(cubic -feet)
(feet)
(cfs)
000
000
0
2370
000
200
000
0
2370
000
400
000
0
2370
000
600
000
0
2370
000
800
000
0
2370
000
1000
002
11
2370
002
1200
210
1,480
2406
021
1400
008
1,429
2405
021
1600
005
501
2385
016
1800
004
27
2371
004
2000
003
19
2371
003
2200
003
17
2371
003
2400
002
16
2371
002
2600
000
0
2370
000
2800
000
0
2370
000
3000
000
0
2370
000
3200
000
0
2370
000
3400
000
0
2370
000
3600
000
0
2370
000
3800
000
0
2370
000
4000
000
0
2370
000
4200
000
0
2370
000
4400
000
0
2370
000
• 4600
4800
000
000
0
0
2370
2370
000
000
5000
000
0
2370
000
5200
000
0
2370
000
5400
000
0
2370
000
5600
000
0
2370
000
5800
000
0
2370
000
6000
000
0
2370
000
0

•
C
Areas 2-Revised-Post
Type If 24-hr 1 51nch Rainfall=1 75"
Prepared by Appian Consulting Engineers, PA Page 27
HydroCAD® 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Elevation Discarded
(feet) (cfs)
2370 000
2372 Oil
2374 012
2376 013
2378 013
2380 014
2382 015
2384 015
2386 016
2388 017
2390 017
2392 018
2394 019
2396 019
2398 020
2400 021
2402 021
2404 021
2406 021
2408 021
2410 021
2412 021
2414 021
2416 021
2418 022
2420 022
2422 022
2424 022
2426 022
2428 022
2430 022
2432 022
2434 022
2436 022
2438 022
2440 022
2442 023
2444 023
2446 023
2448 023
2450 023
2452 023
2454 023
2456 023
2458 023
2460 023
2462 023
2464 023
2466 023
2468 024
2470 024
2472 024
2474 024
2476 024
Stage -Discharge for Pond 3P Sand Filter 2
Elevation Discarded
(feet) (cfs)
2478 024
2480 024
2482 024
2484 024
2486 024
2488 024
2490 024
2492 025
2494 025
2496 025
2498 025
2500 025
2502 025
2504 025
2506 025
2508 025
2510 025
2512 025
2514 025
2516 026
2518 026
2520 026
2522 026
2524 026
2526 026
2528 026
2530 026
2532 026
2534 026
2536 026
2538 026
2540 027
2542 027
2544 027
2546 027
2548 027
2550 027
2552 027
2554 027
2556 027
2558 027
2560 027
2562 027
2564 028
2566 028
2568 028
2570 028
2572 028
2574 028
2576 028
2578 028
2580 028
2582 028
2584 028
Elevation Discarded
(feet)
(cfs)
2586
029
2588
029
2590
029
2592
029
2594
029
2596
029
2598
029
2600
029
2602
029
2604
029
2606
029
2608
029
2610
029
2612
029
2614
030
2616
030
2618
030
2620
030
2622
030
2624
030
2626
030
2628
030
2630
030
2632
030
2634
030
2636
030
2638
030
2640
030
2642
030
2644
030
2646
030
2648
031
2650
031
2652
031
2654
031
2656
031
2658
031
2660
031

11
•
Areas 2-Revised-Post
Type /I 24-hr 15 Inch Rainfall=l 75"
ulting Engineers, PA Page 28
® 2006 HvdroCAD Software Solubons LLC 6/20/2008
Stage -Area -Storage for Pond 3P Sand Filter 2
Elevabon
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2370
2,670
0
2375
3,081
144
2380
3,492
308
2385
3,903
493
2390
4,314
698
2395
4,725
924
2400
5136
1,171
2405
5 186
1,429
2410
5 236
1,689
2415
5286
1,953
2420
5,336
2,218
2425
5,386
2,486
2430
5,435
2,757
2435
5,485
3,030
2440
5,535
3,305
2445
5,585
3,583
2450
5,635
3,864
2455
5,685
4,147
2460
5,735
4,432
2465
5,785
4,720
2470
5,835
5,011
2475
5,885
5,304
2480
5,934
5,599
2485
5,984
5,897
2490
6,034
6,197
2495
6,084
6,500
2500
6,134
6,806
2505
6,187
7,114
2510
6,239
7,425
2515
6,292
7 738
2520
6,345
8 054
2525
6,398
8,372
2530
6 451
8,694
2535
6,503
9,017
2540
6,556
9,344
2545
6,609
9,673
2550
6,662
10,005
2555
6,714
10,339
2560
6,767
10,676
2565
6,820
11,016
2570
6,872
11,358
2575
6,925
11,703
2580
6,978
12,051
2585
7,031
12,401
2590
7,083
12,754
2595
7,136
13,109
2600
7,189
13,467
2605
7,225
13 828
2610
7,262
14,190
2615
7 298
14,554
2620
7,335
14,920
2625
7,371
15,287
2630
7,408
15,657
2635
7,444
16,028
Elevabon
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2640
7,480
16,401
2645
7,517
16,776
2650
7,553
17,153
2655
7,590
17,532
2660
7,626
17,912
nE C E I V ED
JUN 2 3 2008
DW O
PROJ #

Areas 2-Revised-Post Type 1124-hr 10-yr 24 hr Rainfall=6 87"
•Prepared by Appian Consulting Engineers, PA Page 29
HydroCADO 8 00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/2012008
Time span=0 00-60 00 hrs, dt=0 01 hrs, 6001 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment lS Post Development Runoff Area=1 400 ac Runoff Depth=5 81 '
Tc=S 0 min CN=91 Runoff=13 51 cfs 0 678 of
Pond 2P Flow Splatter Peak Elev-25 62 Inflow-13 51 cfs 0 678 of
Pnmary=4 27 cfs 0 547 of Secondary--9 24 cfs 0 131 of Outflow=13 51 cfs 0 678 of
Pond 3P Sand Filter 2 Peak Elev-25 81' Storage=12,154 cf Inflow--4 27 cfs 0 547 of
Outflow-0 28 cfs 0 547 of
Total Runoff Area = 1 400 ac Runoff Volume = 0 678 of Average Runoff Depth = 5 81"
35 00% Pervious Area = 0 490 ac 65 00% impervious Area = 0 910 ac
•
0

•
n
0
Areas 2-Revised-Post Type 1124-hr 10-yr 24 hr Ra)nha/l=6 87"
Prepared by Appian Consulting Engineers, PA Page 30
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Subcatchment 1S Post Development
Runoff = 13 51 cfs @ 1196 hrs, Volume= 0 678 af, Depth= 5 81"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Type II 24-hr 10-yr 24 hr Rainfall=6 87"
Area (ac) CN Descriotion
0 910
98 Paved parking & roofs
0 490
79 50-75% Grass cover, Fair, HSG B
1 400
91 Weighted Average
0 490
Pervious Area
0 910
Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (fVft) (ft/sec) (cfs)
50 Direct Entry, Direct Entry
15
14
13
12
11
10
9
8
7
LL
6
5
4
3
2
1
13 51 cis
Subcatchment 1S Post Development
Hydrograph
Type II 24-hr 10-yr 24 hr
Rainfall=6.87"
Runoff Area=1.400 ac
Runoff Volume=0.678 of
Runoff Depth=5.81"
Tc=5.0 min
CN=91
0'
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
❑ Ru-ff

•
•
Areas 2-Revised-Post
Type 1124-hr 10-yr 24 hr Rainfall=6 67"
Prepared by Appian Consulting Engineers, PA Page 31
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solubons LLC 6/20/2008
Hydrograph for Subcatchment IS Post Development
Time Precip Excess Runoff
(hours)
(inches)
(inches)
(cis)
000
000
000
000
1 00
007
000
000
200
015
000
000
300
024
000
001
400
033
002
003
500
043
005
005
600
055
009
008
700
068
016
010
800
082
024
013
900
101
037
021
1000
124
054
029
11 00
161
083
055
1200
455
355
1122
1300
530
428
061
1400
563
460
036
1500
586
482
029
1600
605
500
022
1700
620
515
020
1800
633
528
017
1900
644
539
015
2000
654
549
013
2100
663
557
012
2200
671
566
Oil
2300
679
573
Oil
2400
687
581
Oil
2500
687
581
000
2600
687
581
000
2700
687
581
000
2800
687
581
000
2900
687
581
000
3000
687
581
000
31 00
687
581
000
3200
687
581
000
3300
687
581
000
3400
687
581
000
3500
687
581
000
3600
687
581
0 00
3700
687
581
000
3800
687
581
000
3900
687
581
000
4000
687
581
000
41 00
687
581
000
4200
687
581
000
4300
687
581
000
4400
687
581
000
4500
687
581
000
4600
687
581
000
4700
687
581
000
4800
687
581
000
4900
687
581
000
5000
687
581
000
5100
687
581
000
5200
687
581
000
5300
687
581
000
Time Precxp Excess Runoff
(hours)
Cinches)
(inches)
(cis)
5400
687
581
000
5500
687
581
000
5600
687
581
000
5700
687
581
000
5800
687
581
000
5900
687
581
000
6000
687
581
000

Areas 2-Revised-Post Type 11 24-hr 10-yr 24 hr Rainfall=6 87"
Prepared by Appian Consulting Engineers, PA Page 32
HydroCADO 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Pond 2P Flow Splitter
Inflow Area = 1 400 ac, Inflow Depth = 5 81" for 10-yr 24 hr event
Inflow =
13 51 cfs @
11 96 hrs,
Volume=
0 678 of
Outflow =
13 51 cfs @
1196 hrs,
Volume=
0 678 af, Atten= 0%, Lag= 0 0 min
Primary =
4 27 cfs @
1196 hrs,
Volume=
0 547 of
Secondary =
9 24 cfs @
1196 hrs,
Volume=
0 131 of
Routing by Stor-Ind method, Time Span= 0 00-60 00 hrs, dt= 0 01 hrs
Peak Elev= 25 62' @ 11 96 hrs
Device
Routing
Invert
Outlet Devices
#1
Secondary
23 52'
24 0" x 120 0' long Culvert CPP, square edge headwall, Ke= 0 500
Outlet Invert-- 21 25' S= 0 0189 7 Cc= 0 900
n= 0 010 PVC, smooth interior
#2
Device 1
25 25'
14 0' long x 0 5' breadth Broad -Crested Rectangular Weir
Head (feet) 0 20 0 40 0 60 0 80 1 00
Coef (English) 2 80 2 92 3 08 3 30 3 32
#3
Primary
23 85'
12 0" Vert Orifice C= 0 600
Primary OutFlow Max=4 26 cfs @ 1196 hrs HW=25 62' (Free Discharge)
L3=0nfice (Orifice Controls 4 26 cfs @ 5 43 fps)
• Secondary OutFlow Max--9 21 cfs @ 11 96 hrs HW=25 62' (Free Discharge)
t1=Culvert (Passes 9 21 cfs of 15 88 cfs potential flow)
L2=Broad-Crested Rectangular Weir (Weir Controls 9 21 cfs @ 177 fps)
15
14
13
12
11
10
m
9
8
0 7
LL
6
5
4
3
2
i
0
0
Pond 2P Flow Sputter
Hydrograph
2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 M
Time (hours)
Inflow
G outflow
Pnmary
© Secondary
C E I V ED
JUN 2 3 2008
DWO
PROJ #

•
r�L
Areas 2-Revised-Post Type 1124-hr 10-yr 24 fir Rainfall=6 87
Prepared by Appian Consulting Engineers, PA Page 33
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Hydrograph for Pond 2P Flow Splitter
Time
Inflow
Elevation
Outflow
Primary
Secondary
(hours)
(cis)
(feet)
(cfs)
(cis)
(cfs)
000
000
2352
000
000
000
200
000
2352
000
000
000
400
003
2393
003
003
000
600
008
2398
008
008
000
800
013
2402
013
013
000
1000
029
2411
029
029
000
1200
1122
2556
1122
417
705
1400
036
2415
036
036
000
1600
022
2408
022
022
000
1800
017
2405
017
017
000
2000
013
2402
013
013
000
2200
Oil
2401
Oil
Oil
000
2400
Oil
2401
Oil
Oil
000
2600
000
2385
000
000
000
2800
000
2385
000
000
000
3000
000
2385
000
000
000
3200
000
2385
000
000
000
3400
000
2385
000
000
000
3600
000
2385
000
000
000
3800
000
2385
000
000
000
4000
000
2385
000
000
000
4200
000
2385
000
000
000
4400
000
2385
000
000
000
4600
000
2385
000
000
000
4800
000
2385
000
000
000
5000
000
2385
000
000
000
5200
000
2385
000
000
000
5400
000
2385
000
000
000
5600
000
2385
000
000
000
5800
000
2385
000
000
000
6000
000
2385
000
000
000

•
r1
U
i1
L
Areas 2-Revised-Post
Type l/ 24-hr 10-yr 24 hr Rainfall=6 87"
Prepared by Appian Consulting Engineers, PA Page 34
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Stage -Discharge for Pond 2P Flow Splitter
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
2352
000
000
000
2354
000
000
000
2356
000
000
000
2358
000
000
000
2360
000
000
0 00
2362
000
000
000
2364
000
000
000
2366
000
000
000
2368
000
000
000
2370
000
000
000
2372
000
000
000
2374
000
000
000
2376
000
000
000
2378
000
000
000
2380
000
000
000
2382
000
000
000
2384
000
000
000
2386
000
000
000
2388
000
000
000
2390
001
001
000
2392
002
002
000
2394
004
004
000
2396
005
005
000
2398
007
007
000
2400
010
010
000
2402
012
012
000
2404
015
015
000
2406
019
019
000
2408
022
022
000
2410
026
026
000
2412
030
030
000
2414
035
035
000
2416
039
039
000
2418
044
044
000
2420
049
049
000
2422
055
055
000
2424
060
060
000
2426
066
066
000
2428
072
072
000
2430
078
078
0 00
2432
085
085
000
2434
091
091
000
2436
098
098
000
2438
105
1 05
000
2440
1 12
1 12
000
2442
1 19
1 19
000
2444
126
126
000
2446
1 33
1 33
000
2448
141
141
000
2450
148
148
000
2452
156
1 56
000
2454
163
163
000
2456
1 71
1 71
000
2458
1 79
1 79
000
Elevation Discharge Primary Secondary
(feet)
(cfs)
(cfs)
(cfs)
2460
1 86
1 86
000
2462
1 94
1 94
000
2464
201
201
000
2466
209
209
000
2468
216
216
000
2470
223
223
000
2472
230
230
000
2474
237
237
000
2476
244
244
000
2478
250
250
000
2480
256
256
000
2482
261
261
000
2484
266
266
000
2486
270
270
000
2488
275
275
000
2490
280
280
000
2492
286
286
000
2494
290
290
000
2496
295
295
000
2498
300
300
000
2500
305
305
000
2502
310
310
000
2504
314
314
000
2506
319
319
000
2508
323
323
000
2510
328
328
000
2512
332
332
000
2514
336
336
000
2516
340
340
000
2518
345
345
000
2520
349
349
000
2522
353
353
000
2524
357
357
000
2526
365
361
004
2528
385
365
020
2530
412
369
044
2532
445
372
073
2534
482
376
1 06
2536
523
380
143
2538
568
384
1 84
2540
615
388
228
2542
666
391
275
2544
719
395
325
2546
776
398
378
2548
837
402
435
2550
901
406
495
2552
967
409
558
2554
1037
413
624
2556
11 09
416
693
2558
11 83
419
764
2560
1261
423
838
2562
1341
426
914
2564
1423
430
994
(FIE C E I V_ED
IIII
L 2 3 2008
Jvw
DWG
PROJ a

r1
L_J
r 1
L_J
•
Areas 2-Revised-Post
Type 1124-hr 10-yr 24 hr Rainfall=6 87"
Prepared by Appian Consulting Engineers, PA Page 35
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Elevation
Storage
(feet)
(cubic -feet)
2352
0
2353
0
2354
0
2355
0
2356
0
2357
0
2358
0
2359
0
2360
0
2361
0
2362
0
2363
0
2364
0
2365
0
2366
0
2367
0
2368
0
2369
0
2370
0
2371
0
2372
0
2373
0
2374
0
2375
0
2376
0
2377
0
2378
0
2379
0
2380
0
2381
0
2382
0
2383
0
2384
0
2385
0
2386
0
2387
0
2388
0
2389
0
2390
0
2391
0
2392
0
2393
0
2394
0
2395
0
2396
0
2397
0
2398
0
2399
0
2400
0
2401
0
2402
0
2403
0
2404
0
2405 -
0
Stage -Area -Storage for Pond 2P Flow Splitter
Elevation
Storage
(feet)
(cut»Gfeet)
2406
0
2407
0
2408
0
2409
0
2410
0
2411
0
2412
0
2413
0
2414
0
2415
0
2416
0
2417
0
2418
0
2419
0
2420
0
2421
0
2422
0
2423
0
2424
0
2425
0
2426
0
24-27
0
2428
0
2429
0
2430
0
2431
0
2432
0
2433
0
2434
0
2435
0
2436
0
2437
0
2438
0
2439
0
2440
0
2441
0
2442
0
2443
0
2444
0
2445
0
2446
0
2447
0
2448
0
2449
0
2450
0
2451
0
2452
0
2453
0
2454
0
2455
0
2456
0
2457
0
2458
0
2459
0
Elevation
Storage
(feet)
(cubic -feet)
2460
0
2461
0
2462
0
2463
0
2464
0
2465
0
2466
0
2467
0
2468
0
2469
0
2470
0
2471
0
2472
0
2473
0
2474
0
2475
0
2476
0
2477
0
2478
0
2479
0
2480
0
2481
0
2482
0
2483
0
2484
0
2485
0
2486
0
2487
0
2488
0
2489
0
2490
0
2491
0
2492
0
2493
0
2494
0
2495
0
2496
0
2497
0
2498
0
2499
0
2500
0
2501
0
2502
0
2503
0
2504
0
2505
0
2506
0
2507
0
2508
0
2509
0
2510
0
2511
0
2512
0
2513 -
0
Elevation
Storage
(feet)
(cubic -feet)
2514
0
2515
0
2516
0
2517
0
2518
0
2519
0
2520
0
2521
0
2522
0
2523
0
2524
0
2525
0
2526
0
2527
0
2528
0
2529
0
2530
0
2531
0
2532
0
2533
0
2534
0
2535
0
2536
0
2537
0
2538
0
2539
0
2540
0
2541
0
2542
0
2543
0
2544
0
2545
0
2546
0
2547
0
2548
0
2549
0
2550
0
2551
0
2552
0
2553
0
2554
0
2555
0
2556
0
2557
0
2558
0
2559
0
2560
0
2561
0
2562
0
2563
0
C 0= I 1P E D
�u�Su JUPJ 2 3 2008
PROJ k
DWO

Areas 2-Revised-Post Type 1l 24-hr 10-yr 24 hr Rainfall=6 87"
•Prepared by Appian Consulting Engineers, PA Page 36
HydroCADO 8 00 s1n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
•
0
Pond 3P Sand Filter 2
Inflow Area =
1 400 ac,
Inflow Depth = 4 69"
for 10-yr 24 hr event
Inflow =
4 27 cfs @
11 96 hrs, Volume=
0 547 of
Outflow =
0 28 cfs @
15 10 hrs, Volume=
0 547 af, Atten= 93%, Lag= 188 3 min
Discarded =
0 28 cfs @
15 10 hrs, Volume=
0 547 of
Routing by Stor-Ind method, Time Span= 0 00-60 00 hrs, dt= 0 Ot hrs
Peak Elev= 25 81' @ 15 10 hrs Surf Area= 6,994 sf Storage= 12,154 cf
Plug -Flow detention time= 441 2 min calculated for 0 547 of (100% of inflow)
Center -of -Mass del time= 441 2 min ( 1,227 5 - 786 2 )
Volume Invert
Avail Storage Storage Description
#1 23 70'
17,912 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf Area
Inc Store Cum Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
2370
2,670
0 0
2400
5,136
1,171 1,171
2500
6,134
5,635 6,806
2600
7,189
6,662 13,467
2660
7,626
4,445 17,912
Device Routing
Invert
Outlet Devices
#1 Discarded
009
1 750 m/hr Exi iltration over Surface area
Discarded OutFlow Max=O 28 cis @ 15 10 hrs HW=25 81' (Free Discharge)
L7=Exfiltration (Exfiltration Controls 0 28 cfs)

Areas 2-Revised-Post Type 1124-hr 10-yr 24 hr Rainfall=6 87"
•Prepared by Appian Consulting Engineers, PA Page 37
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
•
Pond 3P Sand Filter 2
4ydrograph
D- Inflow
[a Discarded
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
j�E C E I V ED
JUG! 2 3 2008
DWQ
PROJ #

•
r�
U
0
Areas 2-Revised-Post
Prepared by Appian Consulting Engineers, PA
HvdroCAD® 8 00 sin 003967 m 2006 HvdroCAD Sofb
Type 1124-hr 10-yr 24 hr Rainfall=6 87"
Page 38
Hydrograph for Pond 3P Sand Fier 2
Time
Inflow
Storage
Elevation
Dscarded
(hours)
(Cfs)
(cubic -feet)
(feet)
(cfs)
000
000
0
2370
000
200
000
0
2370
000
400
003
17
2371
002
600
008
50
2372
007
800
013
91
2373
012
1000
029
557
2387
016
1200
417
7,460
2511
025
1400
036
12,009
2579
028
1600
022
12,058
2580
028
1800
017
11,451
2571
028
2000
013
10,537
2558
027
2200
Oil
9,455
2542
027
2400
Oil
8,355
2525
026
2600
000
6,563
2496
025
2800
000
4,828
2467
024
3000
000
3,177
2438
022
3200
000
1,612
2409
021
3400
000
286
2379
014
3600
000
0
2370
000
3800
000
0
2370
000
4000
000
0
2370
000
4200
000
0
2370
000
4400
000
0
2370
000
4600
000
0
2370
000
4800
000
0
2370
000
5000
000
0
2370
000
5200
000
0
2370
000
5400
000
0
2370
000
5600
000
0
2370
000
5800
000
0
2370
000
6000
000
0
2370
000

Areas 2-Revised-Post Type // 24-hr 10-yr 24 hr Ratnfaff=6 87"
•Prepared by Appian Consulting Engineers, PA Page 39
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
11
40
Elevation Discarded
(feet) (cfs)
2370 000
2372 Oil
2374 012
2376 013
2378 013
2380 014
2382 015
2384 015
2386 016
2388 017
2390 017
2392 018
2394 019
2396 019
2398 020
2400 021
2402 021
2404 021
2406 021
2408 021
2410 021
2412 021
2414 021
2416 021
2418 022
2420 022
2422 022
2424 022
2426 022
2428 022
2430 022
2432 022
2434 022
2436 022
2438 022
2440 022
2442 023
2444 023
2446 023
2448 023
2450 023
2452 023
2454 023
2456 023
2458 023
2460 023
2462 023
2464 023
2466 023
2468 024
2470 024
2472 024
2474 024
2476 024
Stage -Discharge for Pond 3P Sand Filter 2
Elevation Discarded
(feet) (cfs)
2478 024
2480 024
2482 024
2484 024
2486 024
2488 024
2490 024
2492 025
2494 025
2496 025
2498 025
2500 025
2502 025
2504 025
2506 025
2508 025
2510 025
2512 025
2514 025
2516 026
2518 026
2520 026
2522 026
2524 026
2526 026
2528 026
2530 026
2532 026
2534 026
2536 026
2538 026
2540 027
2542 027
2544 027
2546 027
2548 027
2550 027
2552 027
2554 027
2556 027
2558 027
2560 027
2562 027
2564 028
2566 028
2568 028
2570 028
2572 028
2574 028
2576 028
2578 028
2580 028
2582 028
2584 028
Elevation Discarded
(feet)
(cfs)
2586
029
2588
029
2590
029
2592
029
2594
029
2596
029
2598
029
2600
029
2602
029
2604
029
2606
029
2608
029
2610
029
2612
029
2614
030
2616
030
2618
030
2620
030
2622
030
2624
030
2626
030
2628
030
2630
030
2632
030
2634
030
2636
030
2638
030
2640
030
2642
030
2644
030
2646
030
2648
031
2650
031
2652
031
26 54
031
2656
031
2658
031
2660
031

•
11
0
Areas 2-Revised-Post
Type 1124-hr 10-yr 24 hr Rainfall=6 87"
Prepared by Appian Consulting Engineers, PA Page 40
HydroCAD® 8 00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/20/2008
Stage -Area -Storage for Pond 3P Sand Filter 2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2370
2,670
0
2375
3,081
144
2380
3,492
308
2385
3,903
493
2390
4,314
698
2395
4,725
924
2400
5 136
1 171
2405
5,186
1,429
2410
5,236
1,689
2415
5,286
1,953
2420
5,336
2 218
2425
5,386
2 486
2430
5,435
2,757
2435
5,485
3,030
2440
5,535
3,305
2445
5,585
3,583
2450
5,635
3,864
2455
5,685
4,147
2460
5,735
4,432
2465
5,785
4,720
2470
5,835
5,011
2475
5,885
5,304
2480
5,934
5,599
2485
5,984
5,897
2490
6,034
6,197
2495
6,084
6,500
2500
6 134
6,806
2505
6 187
7,114
2510
6,239
7,425
2515
6,292
7,738
2520
6,345
8,054
2525
6,398
8,372
2530
6 451
8,694
2535
6,503
9,017
2540
6,556
9,344
2545
6,609
9,673
2550
6,662
10,005
2555
6,714
10,339
2560
6,767
10,676
2565
6,820
11,016
2570
6,872
11,358
2575
6,925
11,703
2580
6,978
12,051
2585
7,031
12,401
2590
7,083
12,754
2595
7 136
13,109
2600
7 189
13,467
2605
7,225
13,828
2610
7,262
14,190
2615
7,298
14,554
2620
7,335
14,920
2625
7,371 _
15,287
2630
7,408
15,657
2635
7,444
_16,028
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
2640
7,480
16,401
2645
7,517
16,776
2650
7,553
17,153
2655
7,590
17,532
2660
7,626
17,912

FROM APPIAN CONSULTING ENGINEERS FAX NO 2529727638
Jun 12 2008 10 15AM P1
F" rMNSM/SS/ON
TOt Ms Janett Russell
DATE.• 6111/08
N7TNa NCDENR
FAX NO.: [phone]
FROM: Peter W Sokalsk►
inns
RnR;(E
CONSUETAG ENGINEERS, PA
CYVR MUNWIPALA.SMUCTURALENOINELAS
COMPREHENaNE FNVIROWWAL BERVILES
NkanbW of pagss to fofbw ! d/ thh► page: 7
RED 1=1rst Baptist Church of Swansboro
Express Permit Review
CONNEWTS
Ms Russell,
Attached Is the permit request with ►nformat►on as needed
Thank you and I hope to hear from you soon►
URGENT ❑
PLEASE REPLYtnj
AS REQUESTED
ACE 0-20
841 South Wesimn 8oubvara P O Box 79M Rocky AAount, NG 27W4 (252) 972-77W (252) 972-7WS (Fax)
Weballm mA, qpy a 1 iy 1, n i,l t t' nn wt n I
Emao IdIPI1�N1?DPI1�al1�Il(JI1MI5l GItl

e��
NCDENR
North Carolina Department of Environment and Natural Resources
127 Cardinal Drive Extension, Wilmington NC 28405 [phone] FAX [phone]
Request for Express Permit Review
RLL-IN all information below FAX to Express Coordinator along with a comp
a detailed narrative and vicinity map of the project location
Reviewer
Submit
Time
Confirm
APPLICANT Name Pastor Mike Wilkerson Title Pastor
Company Name First Baptist Church of Swansboro
Address 614 West Corbett Ave City Swansboro Zip 28584
Phone [phone] Fax f9101326 0138 Email ---pastor swansborofirstbapbst com
PROJECT Nance First Baptist Church of Swansboro County Onslow
ENGINEER/CONSULTANT INFORMATION
Name Peter Sokalski Company Appian Consulting Engineers, PA
Address P 0 Box 7966 CityRocky Mount State NC Zip 27804
Phone [phone] Fax [phone] Email osokalski(alappianenaineers com
❑ SCOPING MEETING ONLY DWQ DLR
DCM
Other
❑STREAM ORIGIN DETERMINATION # of Stream calls Stream Name
® STORMWA TER ❑ Low Density ❑ High Density -Detention Pond ® High Density - Other
(check all that apply) El Low Dens -Curb & Gutter High Density -Infiltration Off-sile
Wetlands MUST be addressed below ® NPDES Phase II B Plan Revision
❑ COASTAL MGT. ❑ Excavation & Fill ❑ Bridges & Culverts ❑ Structures Information ® Upland Dev
❑ LAND QUALITY ® Erosion and Sedimentation Control Plan with 25 acres to be disturbed
WETLANDS (401) Wetlands on Property 7 ❑ Yes ® No Isolated Wetlands on Property? ❑ Yes ® No
(Check all that apply) Wetlands will be impacted? ❑ Yes ❑ No Wetland impacts acre(s)
Wetlands delineation has been completed? ❑ Yes ❑ No ❑ Buffers impacted Acre(s)
USACOE Approval of Delineation completed? ❑ Yes ❑ No
404 Application in Process w/USACOE? ❑ Yes ❑ No / Permit recv d from USACOE❑Yes ❑ No
401 Application Required? ❑ Yes ® No if Yes, ❑ Regular ❑ Express
Additional fees, not to exceed 50%of the ongmal Express Review pennit application fee may be charged for
subsequent reviews due to the insufficiency of the permit application
Total Fee $ Stormwater $ Date Received
CAMA $
LIDS $
401 $
Revised 10/9/2007

Project Name,
Stormwater Express Questionnaire (10/92007)
What is the applicant's full legal name? First Baptist Church of Swansboro
Is the applicant associated with Sole proprietor Corporation ❑ LLC
Partnership e Municipality
If it's an LLC, is it ❑ Manager -managed or ❑ Member -managed?
[]What is the applicant's title within the Corp, LLC or Partnership?
Will an agent (someone other than the applicant) be signing the applications N Yes Ll No
If Yes, what is the agent's name and title?
Peter Sokalski, Engineer
DP/ease note the application signature requirements are listed in NCAC 2H 1003 (e) In
summary, only the sole proprietor of a sole proprietorship, the designated manager, member -
manager, president or vice president of a corporation or LLC, the general partner of a
partnership, or a ranking official of a municipality may sign permit applications and supplements
The signature of the engineer or other agent can be accepted only if accompanied by a signed
letter of authorization from one of the aforementioned individuals Corporations, LLC's and
Partnerships must be registered with the NC Secretary of State's Office, and be active Please
note that spelling, capitalization, and punctuation are extremely important Please provide the
entity name exactly as on file with the NC Secretary of State
2 Project Location County Onslow Nearest Town/City. Swansboro
(Attach a detailed vicinity map with both 5E571 street names and SR, C, US or Interstate
highway numbers, plus other relevant information such as town or city names, directions to, etc
Show the nearest intersection of two major roads on the vicinity map A major road is any 1, 2 or
3 digit NC, US or interstate highway)
If the project is located in Brunswick, Onslow, or New Hanover Counties, or a small
portion of northern Pender County, NPDES Phase 11 Post -Construction rules will apply,
unless a vested development nght, as described in the Session Law, can be
demonstrated, which is dated prior to July 1, 2007
3 Receiving stream name White Oak River River Basin White Oak
What is the classification of the receiving stream? SA, HQW
For SA or SR waters, a separate scaled topographic map will be required The project must be
accurately located on the map and the X mile radius from the property comer closest to the SA
or SR receiving stream must be drawn on the map If you claim that the project is not within
mile of SA or SR waters, you must conduct a series of chlorides tests to demonstrate that the
chlorides level at a point in the receiving stream that is at least % mile from the project is less
than 500 ppm Samples must be sent to a State certified lab for testing
4 If the project is high density, what type of stormwater management BMP's are being proposed?
(check all that apply)
Wet Detention Infiltration Trench Infiltration Basin ® Sand Filter
Bio-retention Wetlands Alternative Cffsite
Dry Detention NPDES Phase II Other
How many separate BMP's are being proposed? 1 Q 3 4 5 6 7 8 9 10 11 12 Other
5 Is there offsite runoff from the adjacent properties or public right-of-waythat will drain into any of
the proposed BMP's on the project and is not being diverted? [ Yes ® No ❑ N/A
6 Is a road across other property required to access the project? ❑ Yes ® No ❑ N/A
7 Is there any existing development or pre-1988 existing BUA located on the property?
(Please document, delineate and identify on the plans) ® Yes u No ❑ N/A
8 Will the high density project collect all of the proposed BLIA? ® Yes ❑ No ❑ N/A
(If not, attach a separate explanation sheet)
Page 1 of 2
Revised 10/9/2007

Project Name
9 Will the project involve the subdivision and sale of property? ❑ Yes ® No ❑ N/A
Is the subdivision ❑ residential or ❑ commercial?
How many lots are proposed?
(Deed restrictions are required for all residential, commercial, low density or high density sub-
divisions Specific language for the various types of subdivisions is available from DENR )
10 Will the plans show all delineated wetlands ❑ Yes ❑ No ®N/A
(All projects require either signed wetlands delineation map or wetlands report to be
submitted with the application Only a trained professional may provide information regarding
the presence or absence of wetlands )
11 Are wet detention ponds or other engineered controls proposed to be located adjacent
wetlands? [-IYes No ® N/A
(if, yes, a physical means to prevent the dewatenng of the wetland must be provided, or the
SHWT must be prowled to demonstrate that the permanent pool of the BMP is above the
SHWT and will not dewater the wetlands over time Where possible, all BMP's and swales
should outlet into back the wetland (with level spreaders)
12 For infiltration projects, a site visit must be completed with the DENR sods scientist to verify the
sod type, water table and infiltration rate provided in the sods report
What is/was the scheduled site visit
date? 1221/07
(Include a copy of the consultant's sod report with the application )
13 Level Spreaders are required at the outlet of all engineered controls and swales prior to entering
surface waters or wetlands Will the plans reflect level spreaders? ❑ Yes ® No ❑ N/A
(The purpose of the level spreader is to reduce the energy of the incoming runoff and to
promote diffuse sheet flow to prevent erosion and scour into the receiving waters or wetlands )
14 Is this project A modification to an existing permit
A lot that will be treated in an existing, previously permitted BMP?
What is the name of the existing permitted facility?
What is the permit number of the existing permitted facility? SW8
Is the permitted facility in compliance with its permit? Yes No N/A
Have the deed restrictions been recorded? Yes No N/A
Have the deed restrictions been submitted? Yes No N/A
Has the Designer's Certification been submitted? Yes No NIA
15 Do the plans reflect all information in 15A NCAC 2H 1003 (g)? ® Yes ❑ No ❑ N/A
16 Will all of the design requirements for each proposed BMP be met? ® Yes ❑ No ❑ N/A
(if not, attach a separate explanation sheet Please note that the Express program is not set up
to handle any type of deviation from the standard design)
17 For each BMP in all high density projects, and low density curb outlet swale projects, the
individual drainage area for each proposed BMP must be clearly delineated
18 Any revisions made to the application as a result of this review may cause changes to the other
documentation Plans, calculations, application, and supplements should be reviewed for any
necessary changes For example, changing the onfice size will require a modification to the
calculations, the pond details on the plans, and page 1 of the supplement
19 IS THE PROJECT DESIGNED AND THE APPLICATION READY TO SUBMIT? ❑ Yes ® No
Complete applications may be accepted earlier d there is a cancellation in our submittal
schedule
Page 2 of 2
Revised 10/9/2007

0
•
•
MISCELLANEOUS SITE
INFORMATION

0
AAM
j-
4 vvk
-8 Town of il
Swansbor Z'
0
370179
Ilk
-
Town of Swansborok.
Extraterritorial Jurisdiction
370179,
A "A
....... ... 1� #/k
FIRST BAPTIST �K
CHURCH OF il,ONE X .4,
SWAINSBORO
0
ILL
-A1474 S
At
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ZONE AE,----'
EA1477LICKO
ZONE AE
(Fi.
ZONE AE
,ZONE AE c� jEL 101
Z&
GRID NORTH
SCALE 1" s 500' (1 6,000)
500 1000
. ..... ... FEET
PANEL 53"K
FIRM
FLOOD INSURANCE RATE MAP
�111
NORT11 CAROLINA
PANEL 5364
1- '1 IN,,
nr
il )F
T s",
MAP REVISED
MAP NUMBER
NOVEMBER 3, 2005
3720536400K
Swir .fN.,ih
Ciip,lipa
Fcd,-iil
Aganc,
This is an officA copy isapoinicri ofthaabcin1ofofcrc1cJffzi ir
was Wcaltcd ".1c, p MIT On 1,111, 'N a, 0. ..o'co
w '.Y "lave bee" ".a' ubnnq ntc tn' dm.11 the
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0
0
USGS MAP FOR FIRST BAPTIST CHURCH OF SWANSBORO
Is
J6. t
oLights
SWANSBORO QUADRANGLE
LAT: 34.69069
LONG: -77,12438
Swans boro

• Soil Map—Onslow, North Carolina •
(First Baptist Chu f Swansboro)
24
11
N Mete
0 20 40 80 ?20
Feet
0 56 100 Z�0 3U[l
Natural Resources Web Soil Survey 2.0
*"T Conservation Service National Cooperative Soil Survey
2 14/2008
Page 1 of 3

Soil Map—Onsiow County, North Carolina
(First Baptist Church of Swansboro)
MAP LEGEND
MAP INFORMATION
Area of Interest
(AOI)
r Very Stony Spot
Original soil survey map sheets were prepared at publication scale.
Area of interest (A00
Viewing scale and printing scale, however, may vary from the
a Wet Spot
original. Please rely on the bar scale on each map sheet for proper
sells
Other
map measurements.
Sou Map Units
Special Une Features
Source of Map'. Natural Resources Conservation Service
Special Point Features
Gully
Web Soil Survey URL http.Itwebsoilsurvey.nres.usda gov
Blowout
Coordinate System: UTM Zone 18N
Short Steep Slope
®
Bonow Ph
This product is generated from the USDA-NRCS certified data as of
,... Other
the version date(s) listed below.
X
clay spot
Political Features
Soil Survey Area. Onsiow County, North Carolina
•
Closed Depression
Munlclpalales
Survey Area Data. Version 9, Aug 23, 2007
• -
Greve) Pit
CBiea
Dates) aerial Images were photographed, 1998
..
G—IN Spot
Urban Areas
The orthophoto or other base map on which the soil lines were
Landfill
Water Features
compiled and digitized probably differs from the background
Oceans
imagery displayed on these maps. As a result. some minor shifting
Lava Flow
of map unit boundaries may be evident.
Marsh
Streams and Canals
Mina or Ouarry
Transportation
+r-r Rails
®
Miscellaneous Water
Roads
Perennial Waist
Interstate Highways
Rock Outcrop
US Routes
t
Saline spot
Slale Highways
Sandy Spot
Local Roads
--ffi-
Severely Eroded Spot
Olher Reeds
Sinkhole
Side or Slip
Soule Spot
Spoil Area
Seny Spot
Natural Resources Web Soil Survey 2.0 2,'l 4/2008
"-""' Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map-Onslow County North Carolina
First Baptist Church of Swansboro
• Map Unit Legend
C1
is
Onslow County, North Carolina (NC133)
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
BmB
Baymeade-Urban land
52
100 0%
complex 0 to 6 percent
slopes
Totals for Area of Interest (AOI)
521 1000%
I'SDA Natural Resources Web Soil Survey 2 0 21W2008
Conservation Service National Cooperative Soil Survey Page 3 of 3

Name or Stream
Desrnrlion
Curr �IrSS
Date
Pasm
Stream i ,dex Y
Hutfmans Branch
From source to
C NSW
08/01/91
White
Oa4
19-5-1
•
Bachelors Delight Swamp
Hewitts Branch
From source to
C NSW
08/01/91
White
Oak
19-5-2
Bachelors Delight Swamp
Half Moon Creek
From source to New
C NSW
O8/01/91
White
Oak
19-6
River
Blue Creek
From source to New
SC NSW
08/01/91
White
Oak
19-8
River
Little Creek
From source to New
SC NSW
O8/01/91
White
Oak
19-B 5
River
Mill Creek
From source to New
SC NSW
O8/01/91
White
Oak
19-9
River
Deep Gully Creek
From source to Mill
SC NSW
08/01/91
White
Oak
19-9-1
(Elizabeth Lake)
Creek
Socoe Creek
From source to Mill
SC NSW
08/01/91
White
Oak
19-9-2
Creek
WHITE OAK RIVER
From source to Spring
C
06/01/56
White
Oak
20-(1)
Branch
WHITE OAK RIVER
From Spring Branch to
C HQW
08/01/90
White
Oak
20-(14 5)
Hunters Creek
WHITE OAK RIVER
From Hunters Creek to
SA HQW
06/01/56
White
Oak
20-(18)
Atlantic Ocean,
including the
Intracoastal Waterway,
with exception of
restricted shellfish
area adjacent to
Swansboro
Starkeys Creek
From source
to White
C
06/01/56
White
Oak
20-10
Oak River
Mulberry Creek
From source
to White
C
06/01/56
White
Oak
20-13
Oak River
Spring Branch
From source
to White
C
06/01/56
White
Oak
20-14
Oak River
Grants Creek
From source
to Spring
C
06/01/56
White
Oak
20-14-1
Branch
Halls Branch
From source
to Grants
C
06/01/56
White
Oak
20-14-1-1
(Cummins Creek)
Creek
Calebs Creek
From source
to White
C
06/01/56
White
Oak
20-15
Oak River
Freemans Creek
From source
to White
C
06/01/56
White
Oak
20-16
Oak River
Webb Creek
From source
to White
C
06/01/56
White
Oak
20-19
Oak River
Pitts Creek
From source
to White
SA
HQW
06/01/56
White
Oak
20-21
(Hargetts Creek)
Oak River
Hargetts Creek
From source
to White
C
06/01/56
White
Oak
20-25
Oak River
Holland Mill
From source
to White
SA
HQW
06/01/56
White
Oak
20-26
• Creek
Oak River
Cartwheel Branch
From source
to Holland
SA
HQW
- 06/01/56
White
Oak
20-26-1
Mill Creek
Page 9 of t )

Precipitation Frequency Data Server Page 1 of 3
/ram POINT PRECIPITATIONr `
FREQUENCY ESTIMATES 1
FROM NOAA ATLAS 14
• North Carolma 34 672 N 77 1" W 26 feet
Goan "Prrcrp.i Fmqua y Ail. of the lhu Wd SbLes' NOAA Atlas 14 Vertu h 2, Vimim 3
GM Bmmrq D Marna, B Lrn, T Parzybok, UYekta, and D Ptiley
NOAA, Nabonal Weather Seance, Sdver Spurg, Maryland 2004
Extracted Fn Apr 18 2008
Confidence Llmlts �� Seasonality j Location Maps 1 Other Info GIS data 1 Maps 'FHel Map
Precipitation Intensity Estimates (in/hr)
x
JEPI",
nnn
1li3060
m
man
man
man
I_0
3 hr
6 hr
1_
hr
4
hr
48
hr
4
d 11
7
d at
10
d t�
U
d 1�
30
ddv
45
d3v
60
1 d1
nun
F —2]
6 39
5 10
4 28
2 95
1 85
114
0 82
®
29
17
10
®0
04
03OF02
0 02
0 01
Fil
F5
7 82
6 26
5 28
3 75
2 40
1 52
110
67
40
0 23
13
07
OS
®0
02
0 02
0 02
001
10
8 91
7 13
6 01
4 35
2 83
1 83
1 33
81
48
28
16
®®
04
03
02
O 02
0 02
F2 5-1
10 12
8 07
6 82
5 05
3 36
2 23
164
1 Ol
0 60
0 35
0 20
0 11
07
0 OS
0 03
0 03
0 02
0 02
50
1106
880
743
560
379
257
191
118
071
041
024
013
008
®004
003
002
002
100
11 96
9 50
8 01
6 13
4 22
2 93
2 2-01
1 36
0 83
0 48
0 28
14
0 09
07
®
0 03
0 03
0 02
200
12 87
l0 21
8 59
6 68
4 69
3 31
2 53
1 57
®®
32
17
10
08
O5
®
03
002
500
14 04
11 10
9 31
7 41
5 32
3 86
2 99
1 87
1 I S
0 67
39
0 20
12
®0
05
FIF—
0 03
1000
I5 06
11 86
9 92
8 03
5 86
4 35
3 42
14
1 33
0 77
0 44
0 22
14
0 10
0 06
0 04
0 04
0 03
Text version of table These Reo m fregnetrq estimates ale based man annual maoma senea AEP is the Annual Exceedanw Probabdty
Reese rda fiche ogumararo� larrarenftnnaam NOTE ramatng iaas estrnales near zero to appear as zero
• * Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (tn/hr)
Aar.
(1-m
n10
man
15
rom
30
manmanan
60
120n
mman
Ed
O2
691
552
463
320
201
124
®056
33
019
11
®004
03
002
02
001
001
8 46
6 77
5 71
4 06
2 60
1 65
1 20
0 74
0 44
26
0 15
0 O8
OS
0 04
03
0 02
0 02
002
10
9 64
7 70
6 50
4 71
3 07
1 99
1 46
0 90
0 54
0 3 l
0 l8
0 I0
0 06
0 OS
03
0 02
0 02
0 02
25
1092
87l
735
545
363
242
179
1 11
067
039
022
012
008
006
004
003
002
002
50
I 1 94
9 51
8 02
6 04
09
2 79
2 09
1 30
0 79
0 46
26
14
®
0 07
0 04
0 03
0 03
0 02
100
12 94
10 28
8 66
6 63
Kfl
3 18
2 41
1 50
0 92
KIIEKIFI-61F10
0 07
05
0 04
0 03
0 02
200
13 95
11 OS
9 29
7 23
5 07
3 60
2 76
1 73
1 06
61
36
IS
I 1
08
OS
®
0 03
0 03
500
15 24
l2 05
] 0 12
8 OS
5 77
21
3 28
2 06
1 27
74
0 43
0 22
13
0 10
0 06
0 04
0 04
0 03
1000
16 40
l2 91
10 80
8 75
6 38
76
3 75
2 37
1 47
0 86
0 50
0 25
I5
11
0 06
0 OS
0 04
0 03
The upper bound d the mn8dence idevd at 90%cadidm i;e lewd a the value which 5%d the smdated quantile values for a given tequency as grsatarthan
"These preaprtalim hequenoy estimates are based on an annual comma soles AEP is to Annual Exmodance ftbanddy
Please refs to the do,inen+a ion far male iduma4on NOTE Famafl ng pevanls a;Matas near zero to appear as zero
' Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
A
30
60
15
mm man gman min hr hr hr hr h8 day day day day day a y E6O
[
5 90
4 72
3 96 2 73 1 71 1 OS 0 75 0 46 0 27 16 0 09 0 05
0 03 0 03 02 0 Ol 0 Ol
0 Ol
721
578
488 346 222 139 000 061 036 021 012 007
004 003 002 002 002
001
10
821
6 56
5 54 4 01 2 61 1 67 1 21 0 74 0 43 0 26 0 15 0 O8
OS 0 04 03 0 02 002
002
25
9 27
7 39
6 24 4 62 3 OS 2 149 0 903 1 0 54 32 0 18 10
® 0 05 03 0 02 OF021
0 02
innnnnnnnnnnnnnnnnnn
http //dipper nws noaa gov/cgt-btn/hdsc/buildout perl7type=idf&units=us&senes=am&statename=NORT 4/18/2008

Precipitation Frequency Data Server
50 JLOA18 04 JL6 78 5 11 3 46 2 32 1 72 1 OS 0 63 0 37 21 0 11 0 07 0 05 0 03 0 03 02 0 02
100 10 86 8 64 7 27 5 57 3 84 2 63 1 97 1 21 72 43 24 0 13 0 O8 0 06 0 04 0 03 0 02 0 02
200 I l 62 9 21 7 74 6 03 4 23 2 96 2 24 1 3A 83 49 2A I5 ® 07 0 04 0 03 - 0 0 02
1 12 54 9 92 8 32 6 62 4 75 3 42 2 62 1 62 9A 57 0 33 0 17 0 1 I 0 OA 0 OS 0 04 0 03 0 03 �
L. 1U00 J 13 34 LO 50 L79J ELL SLID EELE96 J LE 1L1J OL65 OL3J—IS
The lower bound of the mnfidxce Inleval ai 90%confitlencs level is the value whch 9% of the si ndatd quaidile value
These preoptlahm frequency eslmates are based on an annual naxlma series AEP Is the Annual Eleeedance Robab
Pleaserefstothecbcumentasonfmr ffdamahm NOTE Femmtbngprevailscsbnatesrteezeotoapp�aszeo
Annual Maxima based Point I➢F curves - Version 3
34 672 M 77 199 W 26 ft
c 07
0 05
03
_ 02
0 01
U
Q.
01
W C C f C
£ E E £
I 1 1 I
n m n m
Fri Apr 18 11,34 04 2003
Maps -
I I 1
_ 1
_r
1
i
{ i£ L L L L L L L L L J J J J T T J T J T
1 L S S L t L L S 1 ♦ I� • � • q q q ry ry
e e m 1 1 r l 1 1 1 1 1 a a a a a a s a a s
m m m n o n an n m ri m m ri m
Duration o
Annual Exceedance Probability
Cl-an-Y)
2-uear 10B-year —
`-Ll�--
14'-year I--
25-uear -N- 1000-IJeal a
1
"Location
J rT f �.�
� y � p
9i I
170'1d 110'b 100"tl 110"'M RO"N
70"tl
Page 2 of 3
http //dipper nws noaa gov/cgI-bin/hdsc/bulldout pert?type=ldf&umts--ls&senes=am&statename=NORT 4/18/2008

Precipitation Frequency Data Server
Page 3 of 3
These maps xae proh¢ed mmg a cirect map request from the
b S Cer_us Su3au More and Car'ograe`ic Reeource;
Tiger Ma0aner
Please read nrm/u1r eL for more aiformahon.
LEGEND
— State
— Connector
— County
z Stream
Indian Resv
`!- MiI Mary Area
Lake/Pond/Ocean
National Park
— Street
xa Other Park
— Expressway
F�I C I ty
— ItIgtway .o
.2— eRurity.6 .a 11
Scale 1 226583
*average —true scale aecends on j on1tor8 esolution
Other Maps/Photographs -
VILII USCS dren it orthophoto qu rd rangk (ROQ) covering this location from TerreServer USGS Aenal Photograph may also be available
from this site A DOQ is a computer -generated image of an aenal photograph in which image displacement caused by ten -am relief and camera tilts
has been removed It combines the image characteristics of a photograph with the geometric qualities of a map Visit the USGS for more
information
Watershed/Stream Flow Information -
Find tht Water,hcd for this location using the U S Environmental Protection Agency's site
Aate Data Sources -
Precipitation frequency results are based on data from a variety of sources but largely NCDC The following links provide general information
about observing sites in the area, regardless of if their data was used in this study Fordetatled information about the stations used in this study
please refer to our documentation
Using the Nition it Chm_iti_c_D tt1 CLn ter c j NCDC) station search engine locate other climate stations within
+1-30 lmnutes OR_ , +/-1 degree } of this location (34 6721-77 199) Digital ASCII data can be obtained directly from N C DC
llydrometrorobggal Desgn Studies Center
DOCYNOAA/Nilninat Weather Service
1325 I?ast West Hgbw y
Silver Spring MD20910
[phone]
Q hmss HDSGQvLshorpd�naagL�
IhsLi1mxr
http //dipper nws noaa gov/cgi-bin/hdse(buildout perl'ltype—ldf&umts�us&senes=am&statename=NORT 4/18/2008

cclpitation Frequency Data Server
POINT PRECIPITATION fir„ `
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 9,01
• North Carolma 34 672 N 771" W 26 feet
treat F enptaboo-Froqucecy Atlas ofthe United Safei NOAA AtW 14 Volume 2, Vernon 3
GM 13oronn, D Marbn, B Ire, T ParzyboF UYekla, and D Riley
NOAA, Naborai Weather Ser ace, Silver Spmrg, Maryland, 2004
Exb.UW Wed Feb 13 2009
Page 1 of 4
( Confidence Llrruts I( Seasonality j Location Maps Other Info 11 GIS data 11 Maps 1 Help 11 Docs 11 U S Map
Precipitation Frequency Estimates (inches)
ARI*
(years)
i
rem
10
rem
15
rem
3(1
nnn
60
rem_
120
3hr
Crhr
l2hr
—
24h1
---
48hr
a
d31
7
dery
LII
dery
�����
�0
day
30!�
d 1�
d`iv
60
day
nun
�1
0 49
0 78
0 98
1 34
1 68
2 04
2 21
2 69
3 17
3 66
4 26
4 77
5 53
6 19
8 24
10 17
12 69
15 48
�058
092
116
160
201
248
267
325
384
445
516
577
666
742
980
1209
1500
1828
0 67
1 07
1 35
1 92
2 46
3 ]0
3 37
4 11
4 88
5 75
62
7 33
8 38
9 19
I 1 93
14 53
17 88
21 54
10
0 75
120
1 52
2 20
2 86
3 69
4 03
92
5 88
6 87
7 89
8 64
9 80
10 65
13 68
16 50
0 25
24 14
25
0 85
135
] 71
2 53
3 37
47
4 94
6 06
7 28
8 54
9 80
10 55
11 85
12 77
16 16
19 21
355
2768
®
9}
1 47
1 86
2 81
3 8l
5 15
5 76
7 OS
8 57
10 00
1 147
12 18
13 57
14 53
18 20
21 38
26 22
30 45
100
1 00
1 59
2 01
3 OS
4 24
5 87
®
8 20
9 98
I 1 62
13 34
13 97
I5 43
16 41
20 34
23 60
28 99
33 26
200
1 OS
171
2 t 5
3 35
4 71
65
7 61
9 43
11 56
13 43
15 44
15 93
17 43
18 44
22 61
25 89
31 87
36 11
®1
I S
1 86
2 34
3 72
5 34
7 76
9 03
I 1 24
13 90
16 17
I8 63
18 97
0 34
21 36
5 82
29 03
35 85
39 94
1000
1 26
1 98
2 49
4 03
5 89
8 74
10 31
12 88
16 OS
I8 SS
1 40
21 60
22 80
3 77
28 41
3 ] 50
39 02
2 90
-Text version of table rnaea❑e°p"a°°"beq'ta"q,innla ierased°r NOTE F rL"ngf � esh A. motDatpm mare
- Reese rderto the W,_�men'a,ipn lame infamatioO NOTE Formatting ler�s eshmates rwa zeroto appea as zero
• Upper bound of the 90% confidence interval
Precipitation Frequency Estimates inches)
121n
(icRara) rem yy 10
erremmm mddy dy da day hrhh
53
0 85
1 OG
14G
t 82
2 23
2 43
2 98
3 55
4 OS
72
5 2S
04
75
8 89
]0 91
13 62
16 53
62
1 00
1 26
1 74
2 18
2 70
94
3 61
430
4 92
5 72
35
7 29
8 09
10 59
12 97
16 12
E 9 51
08]
S6
130
428
208
266
3I0
387566
41
2
4
55
6
7
4
7I
910 U00II1161I1476[1769^_I75j12573
1002
2
S SA
1922I
27�0
1I
25
91
1 46
1 85
73
3 G4
4 8(
5 41
70
8 11
9 40
10 82
11 59
12 92
13 91
17 43
20 59
25 33
29 52
}�r50
l DO
1 59
2001
3 03
4 1 1
5 60
6 3U
7 83
9 52
l0 99
I2 G8
13 38
14 81
IS 85
19 65
22 94
28 21
32 51
loll
200
I U8
1 17
i 72
1 85
2 17
2 33
3 33
3 63
59
5 09
, 38
23
7 26
32
9 04
l O 39
1107
12 81
12 77
14 78
14 76
17 13
I5 37
17 56
16 87
19 09
17 92
20 19
22 02
24 55
25 39
27 93
31 25
34 4Z(�3
35 57
3 I
500
1 27
2 OZ
54
4 04
5 80
8 45
9 89
12 39
I5 42
l7 87
0 78
S U3
22 44
23 S
18 ,U�
3 L u91�3
M1( 3 0811
1009
1 37
2 16
2 71
4 39
4l
55
Ell 32
14 24
17 83
20 60
24 02
24 i4
25 30
2b 34
31 21
34 34
42 60 46 52
The under bound d the confidence
interval
et 90%con6dence lore) m the value 1Mch 5%
d Ore srridaEed niarmle values frz a
muen frrnraav
am
mmlw t,e
^ These precipitation frequency esbmates are eased m a petal dvatmn senes ARI is the Average Rmtnenc , Interval
Please referto the doc.mcr _ ^ i fa more information NOTE Fonnatang prevents mbtnatm n zero to appear es zero
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches) 1
24 48 4 7 I0 20 30 45 60
mni'rtmi rem rem mom fir hr hr der day day day day day day
Alit** SO IS 30 60 120 3P24q�j
a 411lG ,,,~ _^4) R81 2 Oil 3 35 3 88 4 37 S09 5 70 7 66 9 52 11 871 07 i 4R 1 r 2 28 2 46 2 97 4 07 4 70 5 2R I3 6 R3 9 12 1 14 04
5�061®125177227285308373
44U
526
601
670
5
[8471filI1�r1'591ir
10]069 110 140 203
0 0 78 1 24 1 57 2 32
264 338
3 09 07
368
446
528
625
712
787
21 87 25 81
48
5 46
G 49
7 70
8 78
9 S4
10 78
1 665
14 88
17 84
http //dipper nws noaa gov/cgi-hin/lldsc/buddout perhtype=pf&units=us&senes=pd&statename=NORTH 2/13/2008

recipitation Frequency Data Server
Page 2 of 4
50 110 84 1 34 1 70 2 56 3 48 4 67 L5,91 6 33 7 58 8 93 l 0 19 1 o 94 12 26 13 18 16 661L2A 24 25 28 30
100 0 91 1 45 1 83 2 80 3 85 529 5 94 7 27 8 -- 10 28 11 72 12 43 13 82 14 78 I8 49 21 69 26 64 30 75
*1000
0 971111 54 1 94 3 03 4 24 5 95 6 75 8 28 10 01 l l 73 13 38 l4 02 I5 46 16 44 20 37 23 63 29 06 33 19
1 OS 166 2 09 3 33 4 77 6 87 7 91 9 73 11 86 13 85 I5 83 16 41 17 75 18 77 22 92 26 23 32 29 36 36
1 121 76 2 21 3 57 5 21 7 67 8 93 1102 13 49 15 65 17 88 I8 41 19 64 20 63 24 94 28 22 34 78 38 76
me rowerooum aim mmance away awxax revs is meravewnrn a amsmaa a grmrme vanes mra gm insweny are mss um
These preopdaaar heTan y esanates are based on a partial daabon mmcma sees AM is ft Away e Raarence lntwM
Pleaserelablhe dommenl31ronim miew4amaton. NOTE Fan%Mngprereftes4malrnea toappeamzao
Partial duration based Point Precipitation Frequency Estimates - Version 3
34 672 H 77 199 H 26 ft
44
42
-' -
38
36
34
— _ __ r_-
30
28
s 26
24
20
�. is
a 16
(1 14
r
__-_ems__
J--Kf r 1
2
u��---a----e-'�1
0
1 2 3 4 5 6 78910 20 30 40 50 80100 140 200 300 500 700 1000
Average Recurrence Interval (years)
Ned Feb 13 09 00 02 2008
➢uration
5-min
--hr- 30-day ---
10-m rn -�
3-hr -+-
s-:aa -�-
15 mir, -�-
^_ _ _
7-Jay -+- o0-day �-
4U-rni r1 --�-
12-hr--
60-m1n-
24-hr
a-
•
hap //dipper nws noaa gov/cgi-bm/hdsc/buildout perl7type=pf&units=us&senes=pd&statename=NORTH 2/13/2008

Precipitation Frequency Data Server
Partial duration based Point Precipitation Frequency Estimates - Version 3
34 672 M 77 199 N 26 it
Page 3 of 4
44
42
36
34
32
_ _ k
_
30
a 26
i_
24
ti22
__ __ __ _____
i — — —I_
_ _ r 4_
20
is
16
14
o
'A
-
-
-
0
L L
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Average Recurrence Interval
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25 1000 -a-
_Location
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These maps were produced us rig a Bred map request from the
U S Census P. eau tA�c rmrs an. Ca osaenlc Pecource.
Tiger Map Server
P1
Pk.a readr4rc( v �, for more njormatron
http //dipper nws noaa gov/cgi-bin/hdsc/buildout perhtype=pf&units=is&senes=pd&statename=NORTH 2/13/2008

Precipitation Frequency Data Server
Page 4 of 4
LEGEND
- — State — Connector
--- County 4;T, Stream
Indian Resv Military Area
ice.."., LakelPond/Ocean National Park
— Street Other Park
Expressway City
— Highway .0 .2 C.gtlnty.6 .8 mi
Scale 1 228583
Tavera2e--true scale tleperds tin wonitor8 esolution
Other Maps/Photographs -
Vmji USGS darnit it orthophoteoquadr ingit- (DOQJ covering this location from TermServer, USGS Aerial Photograph may also be available
from this site A DOQ is a computer -generated Image of an aerial photograph in which image displacement caused by terrain relief and camera tilts
has been removed It combines the image characteristics of a photograph With the geometric qualities of a map Visit the USGS for more
information
Watershed/Stream Flow Information -
Find tht P'alei,htd for this location using the U S Environmental Protection Agency's site
Coate Data Sources -
Precipitation frequency results are based on data from a variety ofsources but largely NCDC The following links prowde general information
about observing slier in the area, regardless of if their data was used in this study For detailed information about the stations used in this study
please refer to our documentation
Using the \ rtional ChmAne_D it i Centar's (%C1C station search engine locate other clunate stations within
+1-30 minutes I OR 1 +1-1 degree ' of this location (34 672/-77 199) Digital ASCII data can be obtained directly from 1 CDC
Hydromeleorologa:al Design Studies Center
DOC/NOAAMational Weather Service
1325 East Wed Highway
Silver Spring MD20910
[phone]
Quatioans fID�Clue,tlorc Fnna��m
Dn�himm
CJ
http //dipper nws noaa gov/cgi-bin/hdsc/buildout perl7type=pf&units=us&senes=pd&statename=NORTH 2/13/2008

C�
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I
FAM Baptist Church - SWansboro, WC
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Soomm" High aralar Table -14'
saaaohl ' Nhah 1001w Table - 2a'
First BaplbtChurch -BNlarhebOrb NC
11111196
saaor lash OFaler Table - <1r
0■
LEGEND
. Location of soy borhhp.
Sour I I location n uwAmr.
GRAPHIC SCALE
1a c w'
SHEET DATE: SCALE:
OCT 25, 2007 1- = 50'
OF PROJECT NO. DRAWN L3 r.
1 10904.S1 SM
DEEP SOIL BORING MAP
FIRST BAPTIST CHURCH
614 WEST CORBETT AVE -
ONSLOW COUNTY, NORTH CAROLINA
OCT 2007 I I Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Rakigh, North Carolina 27614 • Phone: [phone] > Fax: [phone]
wwwSandFC.com