SW8051110_HISTORICAL FILE_20060411

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO
SW8 051110
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
N HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
2 Oou 04 � �
YYYYMMDD

Michael F Easley Governor
William G Ross Jr Secretary
North Carolina Department of Environment and Naarral Resources
Alan W Klimek PE Director
Division of Water Quality
April 11, 2006
Ronald Koebbe, President
Calvary Assembly of God Church, Inc
3980 Gum Branch Road
Jacksonville, NC 28540
Subject Stormwater Permit No SW8 051110
Calvary Assembly of God Church
High Density Project
Onslow County
Dear Mr Koebee
The Wilmington Regional Office received a complete Stormwater Management Permit
Application for Calvary Assembly of God Church on February 20, 2006 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 051110 dated April 11, 2006, for the construction of the subject project
This permit shall be effective from the date of issuance until April 11, 2016, 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 adtudicatory 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 Rhonda Hall, or me at [phone]
Sinc rely, /
776Z 3 1
Ed Beck
Regional Supervisor
Surface Water Protection Section
ENB/rbh S \WOS\STORMWAT\PERMIT\051110 apr06
cc David Newsom, PE, Crystal Coast Engineering , P A
Onslow County Building Inspections
Rhonda Hall
Wilmington Regional Office
Central Files Noe`hCarolma
�1 aturalljl
North Carolina Division of Water Quarry 127 Cardinal Drive Extension Phone [phone] Customer Service 1 877 623 6748
Wilmington Regional Office Wilmington NC 28405 Fax [phone] Internet "w ncwaternuality ore
An Equal Opportunity/Affirmative Action Employer— 50% Recycled/10 % Post Consumer Paper

State Stormwater Management Systems
Permit No SW8 051110
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
Ronald Koebee, Calvary Assembly of God Church, Inc
Calvary Assembly of God Church
Onslow County
FOR THE
construction, operation and maintenance of two wet detention ponds 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 April 11, 2016, 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 249,956 square feet of
impervious area
3 The tract will be limited to the amount of built -upon area indicated on page 3 of
this permit, and per approved plans The built -upon area for the future
development is limited to 94,436 square feet
4 All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans
5 The runoff from all built -upon area within the permitted drainage area of this
project must be directed into the permitted stormwater control system
Page 2 of 8

State Stormwater Management Systems
Permit No SW8 051110
6 The following design elements have been permitted for this wet detention pond
stormwater facility, and must be provided in the system at all times
Pond 1
Pond 2
a
Drainage Area, acres
1003
238
Onsite, ft2
436,926
103,743
Offsite, ft2
None
None
b
Total Impervious Surfaces, ft2
180,490
69,466
Buildings,ft
12,321
21,364
Roads/Parking, ft2
67,715
41,304
Sidewalks, ft
7,018
5,798
Future, ft
93,436
1,000
c
Pond Depth, feet
7
6
d
TSS removal efficiency
90
90
e
Design Storm, inches
1
1
f
Permanent Pool Elevation, FMSL
4450
440
g
Permitted Surface Area @ PP, ft2
6,451
6,086
h
Permitted Storage Volume, ft3
15,478
8,933
1
Storage Elevation, FMSL
4651
4531
1
Controlling Orifice
1 5" fit pipe
1" fd pipe
k
Permanent Pool Volume, ft3
16,049
15,419
1
Forebay Volume, ft3
3,492
3,198
m
Maximum Fountain Horsepower
1/8
1/8
n
Receiving Stream/River Basin
UT of New River
UT of New River
o
River Basin
White Oak
White Oak
p
Stream Index Number
19-(1)
19-(1)
q
Classification of Water Body
C, NSW
C, NSW
II SCHEDULE OF COMPLIANCE
1 The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface
2 During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately
Page 3 of 8

State Stormwater Management Systems
Permit No SW8 051110
3 The permittee shall at all times provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum
efficiency The approved Operation and Maintenance Plan must be followed in
its entirety and maintenance must occur at the scheduled intervals including, but
not limited to
a Semiannual scheduled inspections (every 6 months)
b Sediment removal
c Mowin.9 and revegetation of slopes and the vegetated filter
d Immediate repair of eroded areas
e Maintenance of all slopes in accordance with approved plans and
specifications
f Debris removal and unclogging of outlet structure, orifice device, flow
spreader, catch basins and piping
g Access to the outlet structure must be available at all times
4 Records of maintenance activities must be kept and made available upon
request to authorized personnel of DWQ The records will indicate the date,
activity, name of person performing the work and what actions were taken
5 Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria
a The fountain must draw its water from less than 2' below the permanent
pool surface
b Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the
deepest part of the pond
c The falling water from the fountain must be centered in the pond, away
from the shoreline
d The maximum horsepower for the fountain's pump is based on the
permanent pool volume The maximum pump power for a fountain in Wet
Detention Pond 1 is 1/8 horsepower The maximum pump power for a
fountain in Wet Detention Pond 2 is 1/8 horsepower
6 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
7 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
8 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
9 Access to the stormwater facilities shall be maintained via appropriate
easements at all times
10 The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction, for any
Page 4 of 8

State Stormwater Management Systems
Permit No SW8 051110
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
11 The permittee shall submit final site layout and grading plans for any permitted
future areas shown on the approved plans, prior to construction
12 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
13 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
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
Page 5 of 8

State Stormwater Management Systems
Permit No SW8 051110
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
Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit
The permittee shall notify the Division any name, ownership or mailing address
changes within 30 days
Permit issued this the 11 th day of April, 2006
NORTH CAR INA ENVIRONMENTAL MANAGEMENT COMMISSION
' 42,(4 -
(or Alan W Klimek, P E ,Director
Division of Water Quality
By Authority of the Environmental Management Commission
Page 6 of 8

IL
OFFICE USE ONLY
Date Received
Fe(. Paid
I Permit -Number
s-2a)5 "sr)
Ze. V- J / 2�/
1
/6-12-2605 cony
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
7lus form mats be photocopied for use as an original
GENERAL INFORMATION
1 Applicants name (specify the name of the corporation, mdiNidual etc who owns the project)
Calvary Assembly of God Church, Inc
2 Print Owner/Signing Official's name and title ( erson legally responsible for facility and compliance)
Ronald. ko2—bbe Presle enfi
3 Mailing Address for person listed in item 2 above
398o Gum (3rarlch Road
City Jacksonville
Telephone Number
910 1.346 1114
State N C
38- r7o(-7
Zip 28540
4 Project Namc (Subdivision, facility, or establishment name - should bc, consistent with project name on plans
specifications, letters operation and maintenance agreements, etc)
L ian coo ,fiic Q-0-\ V c<C
cpo�tt Lam. rc�
5 Location of Project (street address)
Gum Branch Rd between its intersection with Hunting Green Or & Maynard Blvd
Citi Jacksonville Township County Onslow
6 Directions to project (from ❑carest major mterscetion)
From intersection of US 17 & Gum Branch Rd (SR 13
7 Latitude 340 48' 29" N
Longitude
North on Gum Branch Rd
770 26' 49" W
8 Contact person who can answer questions about the protect
Name John L Pierce (John L Pierce & Associates, PA) Telephone Number L
11 PERMIT INFORMATION
I Specify whether protect is (check one) X New Renewal
Form SWU 101 Version 3 99 Page I of 4
3 6 miles to site on
of project
910 1346-9800
Modification

1,
2 If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number NIA and its issue date (if known)
3 Specify the type of project (check one)
_Low Densitv _X High Density _Redevelop _General Permit _Other
4 Additional Project Requirements (check applicable blanks)
_CAMA Major X Sedimentation /Erosion Control 404t401 Permit __NPDES Stormwater
Information on required State permits can be obtained by contacting the Customer Service Center at
l 877 623 6748
III PROJECT INFORMATION
I 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
Wet Detention Basins
2 Stormwater runoff from this project drains to the White Oak (New River) River basin
3 Total Project Area 2005 acres 4 Project Built Upon Area
� How many drainage areas does the project have? 2
2862
6 Complete the following information for each drainage area If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below
tBas_i Tn_for"matmn�Drat
is e Aiea�l� 7 "' x
gn2 -..`
- y ,
Drainage Area 2?e
Receiving Stream Name
UT of New River
UT of New River
Receiving Stream Class
C,NSW
C,NSW
Drainage Area
436,926 sf
103,743 sf
Existing Impervious* Area
17,589 sf
60,472 sf
Proposed Impervious*Area
162,901 sf
8,994 sf
"% Impervious* Area (total)
41 3 %
66 7 %
'Impervious* S-urtace�Area F
„ .. Di- n-a--'TAre-MN
`-'�,. DratnageJA'i a 2!�*,""Z--*Q
On -site Buildings
fF
12,321sf
21,364 sf
On -site Streets
On -site Parking
67,715 sf
41,304 sf
On -site Sidewalks
7,018 sf
5,798 sf
Other on -sue
-0-
Of -Hite (Reserve for future)
93,436 sf
1,000 sf
Total 180,490 sf
Total 69,466 sf
`impervious area is defined as the built upon area Including but not limited to buildings toads parking areas,
sdeivalks gravel areas etc
Fonn SW J-101 Version 3 99 Page 2 of 4
n/"

How was the off -site impervious area listed above derivedoN/A
IV DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions outparcels and future development prior to the sale of any lot If lot sizes vary significantly, a table
listing each lot number, size and the allowable built -upon area for each lot must be provided as an attachment
I The follow ng covenants are intended to ensw a ongoing compliance with state stormwater management permit number
N/A as issued bi the Division of Water Quality These covenants may not be
changed or deleted without the consent of the State
2 Vo more than N/A square feet of anv lot shall be covered by structures of impervious mateirals
Impervious matenah include asphalt, gravel concrete brick stone slate of similar mates ml but do not include wood
decking or the water surface of swimming pools
3 Swales shall not be filled in piped or altered except as necessary to provide driveway crossings
4 Built -upon area in excess of the permitted amount requires a state stormwatei management permit modification prior to
constriction
i All peinnited runofffrom outparcels orfiuure development shall be directed into the permitted stormwater control
system These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permuted
By your signature below, you certify that the recorded deed restrictions and protectiNe covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State and that they will be recorded prior to the sale of any lot
V SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms
Form SWU-102
Wet Detention Basic Supplement
Form SWU-103
Infiltration Basic Supplement
Form SWU 104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-103
Neuse River Basin Supplement
Form SWU 109
Innovative Best Management Practice Supplement
Form SWU-i01 Version 3 99 Page 3 of 4

VI SUBMITT41, REQUIREMENTS
Only complete application packages will be accepted and reviewed b� the Division of Water Quality (DWQ)
4 complete package includes all of the items listed below The complete application package should be
submitted to the appropriate DWQ Regional Office
1 Please indicate that you have provided the following required information by initialing in the ~pace provided
next to each item
Initials
Original and one copy of the Stormwater Management Permit Application Form J'�(.✓i/
• One copy of the applicable Supplement Form(s) for each BMP
Permit application processing fee of $420 (payable to NCDENR) J
Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications including
- Development/Project name
- Engineer and firm
-Legend
North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned propertv/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations finished floor elevations
- Details of roads drainage features, collection systems and stormwater control measures
- Wetlands delineated or a note on plans that none exist
- Existing drainage (including off -sue) drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on vour
behalf, please complete this section
Designated agent (individual or Firm) Crystal Coast Engineering, PA
Mailing Address 3817-3 Freedom Way
City Hubert State NC Zip 28539
Phone [ _910 ) 325-0006 Fax ( 910 )325-0060
VIII APPLICANT'S CERTIFICATION
I (print or type name of person listed in Geneia! Information item 2) RORald Koebbe e President
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 l lam,_
Signature
Form SVU 101 Version 3 99 Page 4 of 4
E&WIMME

C rystalCoastE ng i neering
3817-3 Freedom Way
Hubert NC 28539
Tel [phone]
Fax [phone]
910-325-0060
p1
To
Rhonda Hall
From
Sara for David K Newsom
Fax.
350-2004
Pages
13
Phone Date 2/20/2006
Re Calvary Assembly of God Church cc
❑ Urgent ❑ For Review O Please Comment ❑ Please Reply ❑ Please Recycle
One (1) copy of the design calculations for Calvary Assembly of God Church (Pond #1 and Pond #2)

Feb 20 06 01 55p
"4
C rysta I C o a stE n g i n e e ring
910-325-0060 p 2
1 PROJECT DESCRIPTION
Design Calculations
Stormwater Treatment Facilities
for
Calvary Assembly of God Church
located in
Onslow County
POND #1
` QpF S l
2
Fn!
sins -
d vGir1FEP 0�:.
5,
The Project consists of exist church/school on a 13 6 acre tract and associated sitework
2 COMPUTE POND AREA REQUIRED
a Compute Percent Impervious
Impervious Areas
On -Site Buildings
OrrSile Streets
On -Site Parking
On-Sde Sidewalks
Other on -site
Off -site
Sub -Total
FUTURE
FUTURE(reserved)
Total
Total Area Drainage to Pond
Percent Impervious =
b Compute Pond Surface Area
Existma Proposed Future
Total
_3,32 = 9>LKi9 ' 3Q,CC0
42 921 SF
0 SF
120 880 SF
11 689 SF
�' a<t
(1
�)
a^�
M69465
0
17,589 88436
175490SF
0 0 5 000
5 000 SF
17 589 69,465 93 436
180 490 SF
0 413 or 41 3 %
436926 SF
Using Surface Area to Drainage Area Ratio Chart for 90% TSS Removal (copy attached) and
assuming -`s '; ; gy7 toot pond depth
SA/DA= ;p,4$5S%(interpolated)
Therefore
Surface Area = SA/DA x Drainage Area

Feb 20 06 01 55p CiystalCoastEngineering 910-325-0060
6 403 SF say SF
c Compute Minimum Pond Dimensions
Assume rectangular shape with 3 1 Length (L) to Width (W) Ratio
Length = 139 10 feet
Width = 46 37 feet
Site conditions however dictate irregular shaped pond
Hydr Length=r '4fi14xfeet
so Hydr Width 42 9 feet (avg)
Actual L/W = 3 5 (irregular shape)
3 DETERMINE VOLUME TO BE CONTROLLED FROM 1" STORM
Using Schuler "Simple Method
Rv = 0 05 + 0 009(I) where I = percent impervious
Rv = 0 422 inhn
Control Volume = Design Rainfall x Rv x Drainage Area
Control Volume = 15,357 CF sayz"- t5,5 CF
4 DETERMINE REQUIRED STORAGE DEPTH
Assume 3 1 side slopes
solving for depth (d) by trial & error
d= 202
5 DETERMINE ORIFICE SIZE
Control Volume must be drawn down over a 2 day - 5 day period
Using orifice equation, solve for Diameter (D) that results in 3-1/2 day period
D=(Q10026(h)s)s
Where 0 = (Control Volume / 3 5 days x 86 400 sec/day)
= 0 051 cfs
h=d12
= 101
p3

Feb 20 06 01 56p CrystalCoastEngineering
910-325-0060 p 4
Solving for D
D = 1 40 Use '_ pipe
Actual Drawdown with actual drawdown pipe diameter (using onfice equation)
Q= 0 059 cfs
Draw Down Period = 3 05 days OK < 5 0
6 SELECT OUTLET STRUCTURE DIAMETER
Size outlet structure such that depth of Q10 flow <1 0 feet
Using Rational Formula (Q=CIA) where __
Cimper £_ f
Cpery = S-
Ccum = 0 33
A=µ 1003ac
Q10 = 24 70 cfs
Assuming 1/2 circumference is used as weir and using
Francis Formula (0=3 33LH' s) to solve for L such that H = 1 0
L = 7 42 Feet
Min 60 inch diameter outlet structure
Use 72 inch diameter outlet structure
7 DETERMINE Q10 STAGE
010 = 24 70 cfs
Using Francis Formula (0=3 331-1-1' S) solve for H
H 10 = 0 85 feet
8 DETERMINE Q100 STAGE (ELEV OF EMERGENCY SPILLWAY)
Using Rational Formula (Q=CIA) where
Ccum = 033
1100=' k'gSC0,in/hr
A= 1003 ac
0100 = 2799
Using Francis Formula (0=3 33LH' 5) solve for H

Feb 20 06 01 56p CrystalCoastEngineering
910-325-0060 p 5
H 100 = 0 93 feet
9 DETERMINE Q100 STAGE OVER EMERGENCY SPILLWAY (TOP BERM ELEV )
Assume pnmary spillway blocked (i a emergency spillway to accommodate Q100)
Emergency spillway shall be a broad crested earthern weir designed to pass 100 year storm
Using broad crested weir equation H = (QlCw x L) 03
where Q = 0100 27 99 cfs
Cw=30
Length =
H = 0 21 feet
10 FOREBAY SIZING
Compute Actual Pond Volumes (using average end method)
Avg
Incr
Incr
Cum
Volume
Elevatton Are) A E Depth
(ED
Vol (CF)
Vol (CFI
Main Bay
Pond Bottom
3750 F78
` 2 2fg
1,169
533
6,228
6 228
Bottom Veg Shelf
'''42,83t
dA 50 4,321,
3 790
167
6,329
12 557
Normal Pond
Main Bay Volume =
12,557 CF
Eorebay Volume
Elevation Area
Area ($E) Depth IFTI
Vol (CQ
Vol (CF)
Pond Bottom
Normal Pond
3850 34,
4450 1,130
582
600
3 492
3 492
Forebay Volume =
3 492 CF
Total Pond Volume =
16,049 CF
Forebay Volume equates to
218 % of Total Volume
Temp SMragP Volume
Elevation Area (SF)
Area (SF Depth
(FT)
Vol (GFl
Vol (QE)
Normal Pond
4450 6,451
; 46-510° 3,950
7 701
2 01
15,478
15,478
Temp Pond Level
_
Temp Pool Volume =
15 478 CF
10 Yr Storage Volume
Elevation ALea (SFl
ALga.(5Q
pgjAh (FTl
Vol (CFI
Vol (CFI
Temp Pond Level
4651 8 950

Feb 20 06 01 56p CrystalCoastEngineering
910-325-0060 p 6
Temp Pond Level
Temp Pool Volume =
100 Yr Storage Volume .
Temp Pond Level
Temp Pond Level
Temp Pool Volume =
11 SUMMARY
Pond Elevations
- = 47 10 (157 9,504 085 8,101 a 101
8,101 CF
Elevation Area 1SFl Area (SF 1 Depth (FT VQI_XID c� l (CFI
4651 8,950
t 4744 10164 9 557 093 8,855 8 B55
8,855 CF
Top Berm (minimum)
H= 0 21
100-Yr Flood
H100= 093
10-Yr Flood
HIO = 0 85
1-inch Storage
storage depth = 2 01
Permanent Pool
pond depth = 7
Pond Bottom
12 WET DETENTION BASIN SUPPLEMENT
Basin Bottom Elevation
3750
Perm Pool Elevation
4450
Temp Pool Elevation
4651
Penn Pool Surface Area
6 451 SF
Drainage Area
10 03 AC
Impervious Area
4 14 AC
Perm Pool Volume
16,049 CF
Temp Pool Volume
15,478 CF
Forebay Volume
3 492 CF
SAIDA
1 4655
Diameter of Office
150
Relative Actual
1014
4764
994
47 44 (emerg weir elev)
986
4736
901
46 51 (primary weir elev)
700
44 50 (invert out elev)
0 a ,
9!'S

Feb 20 06 01 57p CrystalCoastEngineering 910-325-0060 p 8
P�H CAAO4
Design Calculations
Stormwater Treatment Facilities L
for f8148
Calvary Assembly of God Church
- iocated in ';09 FNriti
Onslow County O K NE`Ii'
POND #2
1 PROJECT DESCRIPTION
The Project consists of exist church school on a 13 6 acre tract and associated sdework
2 COMPUTE POND AREA REQUIRED
a Compute Percent Impervious
Impervious Areas
On -Site Buildings
On-Srte Streets
On-Sde Parking
On -Site Sidewalks
Other on -site
Off -site
sub -Total
J
rt
60 472 x 7 994
Total
321 364 SF
Y,� 0 SF
If 41,304 SF
{ 5.798 SF
E�jy3 0
0
0 68,466 SF
FUTURE
r Yl..ti SLAT .^xLx
"F.vAe €= ��-<
Q
FUTURE(reserved)
..Y
0 0
1,000
1,000 SF
60 472 7,994
1 000
69,466 SF
Total
' t,
yy�. �
"(.^^A j
9 y6..L...e ^
103 743 SF
Total Area Drainage to Pond
Percent Impervious =
0 670 or 670 %
b Compute Pond Surface Area
Using Surface Area to Drainage Area Ratio Chart for 90% TSS Removal (copy attached) and
assuming c�� ',r B,foot pond depth
SA/DA = q r>u?4 % (interpolated)
Therefore
Surface Area = SAlDA x Drainage Area

Feb 20 06 01 58p CrystalCoastEngineering
3 888 SF
c Compute Minimum Pond Dimensions
Assume rectangular shape with 3 1 Length (L) to Width (W) Ratio
Length = 108 17 feet
Width = 36 06 feet
Site conditions, however, dictate irregular shaped pond
Hydr Length = a M_ m feet
so Hydr Width 27 7 feet (avg)
Actual UW = 5 1 (irregular shape)
3 DETERMINE VOLUME TO BE CONTROLLED FROM 1" STORM
Using Schuler "Simple Method"
Rv = 0 05 + 0 009(I) where I = percent impervious
Rv = 0 653 inhn
Control Volume = Design Rainfall x Rv x Drainage Area
Control Volume = 5,642 CF
4 DETERMINE REQUIRED STORAGE DEPTH
Assume 3 1 side slopes
solving for depth (d) by trial & error
d= 131
5 DETERMINE ORIFICE SIZE
u
910-325-0060
says: t3: SF
say ": ` f+ CF
Control Volume must be drawn down over a 2 day - 5 day penod
Using onfice equation solve for Diameter (D) that results in 3-1/2 day period
D = (Q 10 026 (h) ) s
Where Q = (Control Volume / 3 5 days x 86,400 sec/day)
0 020 cfs
h=d12
= 0 66
11

Feb 20 06 01 58p CrystalCoastEngineering
910-325-0060 p 10
Solving for D
D = 097 Use= z °` .=I"QfA " pipe
Actual Drawdown with actual drawdown pipe diameter (using orifice equation)
Q= 0 021 cfs
Draw Down Period = 3 30 days OK < 5 0
6 SELECT OUTLET STRUCTURE DIAMETER
Size outlet structure such that depth of 010 flow <1 0 feet
Using Rational Formula (Q=CIA) where
Cimper
Cpery = A
Ccum = 021
110 == s=` yOminlhr
A= 238ac
Q10 = 3 68 cfs
Assuming 112 circumference is used as weir and using
Francis Formula (0=3 33LH' S) to solve for L such that H = 1 0
L=
Min
Use
7 DETERMINE Q10 STAGE
Q10=
1 10 Feet
24 inch diameter outlet structure
30 inch diameter outlet structure
3 68 cfs
Using Francis Formula (0=3 331-1-1' 5) solve for H
H10 = 0 43 feet
9 DETERMINE 0100 STAGE (ELEV OF EMERGENCY SPILLWAY)
Using Rational Formula (Q=CIA) where
Ccum = 021
1100 = ty $iP inlhr
A= 238ac
0100 = 417
Using Francis Formula (Q=3 33LH' S) solve for H

Feb 20 06 01 58p CrystalCoastEngineering 910-325-0060 p 11
H100 = 0 47 feet
9 DETERMINE Q100 STAGE OVER EMERGENCY SPILLWAY (TOP BERM ELEV )
Assume primary spillway blocked (i e , emergency spillway to accommodate Q100)
Emergency spillway shall be a broad crested earthem weir designed to pass too year storm
Using broad crested weir equation H = (Q/Cw x L)23
where Q = 0100 4 17 cfs
Cw=30
Length = : z `y `'+'20 feet
H = 0 17 feet
10 FOREBAY SIZING
Compute Actual Pond
Volumes (using average end method)
Incr
Avg Incr
Elevation re S
Area (,5 Depth (FT)
VVoL{CE)
Man l Volume .
; >: 3fi Do " ' 662
42 33 2,25T,
1 410 433
6,103
Pond Bottom
Bottom Veg Shelf
. a
44'04 307Q
3 664 1 67
6,118
Normal Pond
,"
Man Bay Volume =
Forebai Volume .
Pond Bottom
Normal Pond
Forebay Volume =
Total Pond Volume =
Forebay Volume equates to
Temp Storage Volume
Normal Pond
Temp Pond Level
Temp Pool Volume =
10 YE Volume
Temp Pond Level
12 221 CF
CCu'm
Vol ^C`
ol F,
6 103
12,221
Flevatton Area (SFl Area (SF-D%p_tlb-CM VolC Vol (CFl
38 00 5Q
4400 <1,01a 533 600 3,198 3,198
3,198 CIF
15 419 CIF
20 7 %, of Total Volume
Flevation Area (SF, e F j Depth (FT1 Vol.(.CE.) VOWM
4400 6 086
45 31b ' 7„55? 6 819 131 8 933 8,933
8 933 CIF
Elevation Area (SF) Area ( Depth (ET I Voi.j Vol (CE)
4531 7,552

Feb 20 06 01 59p CrystalCoastEngineering 910-325-0060 p 12
Temp Pond Level
Temp Pool Volume =
100 Yr 5toraae Volume
Temp pond Level
Temp Pond Level
Temp Pool Volume =
11 SUMMARY
45 74- • 8;954 7 803 043 3,345
3,348 CF
.f a4
Elevatto Area sF 1 SF D 'b-CM Ys QQ c
il I'l I
as 78 $; A02 7 827 047 3 651 3 651
3 651 OF
Pond Elevations
Top Berm (minimum)
H= 0 17
100-Yr Flood
4100 = 0 47
10-Yr Flood
H10= 043
1-inch Storage
storage depth = 1 31
Permanent Pool
pond depth = 6
Pond Bottom
12 WET DETENTION BASIN SUPPLEMENT
Basin Bottom Elevation
3800
Perm Pool Elevation
4400
Temp Pool Elevation
4531
Perm pool surface Area
6 086 SF
Drainage Area
2 38 AC
1 59 AC
Impervious Area
Perm Pool Volume 15 419 CF
Temp Pool Volume 8 933 CF
-I'l I Y°""" 3,198 CF
Selma
Actual
795
4595
778
45 78 (emerg weir elev)
774
4574
731
45 31 (primary weir elev)
600
44 00 (invert out elev)
0

Crystal Coast Engineering, PA
3817-3 Freedom Way
Hubert, N C 28539
Tel [phone] Fax [phone]
Email crystalooasteng@baec rt com
January 26, 2006
Ms Rhonda Hall
N C Division of Water Quality
127 Cardinal Drive Extension
Wilmington, N C 28405
Re Stormwater Project No SW8 051110
Calvary Assembly of God Church (formerly Living Water Christian School)
Onslow County
Dear Ms Hall,
We are in receipt of your Fax dated January 12, 2006 for the referenced project We
provide the following information to allow you to continue the stormwater review (Item'
numbers correspond to your onginal Fax)
1 Added note concerning roof drainage
2 Added note concerning wetlands
3 Revised Vicinity Map as requested
Please note the name change on the drawings The new name, Calvary Assembly
of God Church, should match the previously submitted Stormwater Application &
Supplements which were sent 10/27/06 (copy attached)
We are hopeful that this response addresses all concerns and that the permit can be
issued in the near future Should you have questions or additional concerns, please
feel free to contact me
CRYSTAL COAST ENGINEERING

P 1
* * COMMUNICATION RESULT REPORT ( SAN 12 2006 12 5OPM ) *
TTI
FILE MODE OPTION ADDRESS (GROUP) RESULT
---------------------------------------------------------------------------------
112 MEMORY TX 919103250060 OK
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL
E-3) NO ANSWER
)
r
--I
* *
NCDENR WIRO
PAGE
--------------
P 1/1
E-2) BUSY
E-4) NO FACSIMILE CONNECTION
Michael F Easley, Governor
William G Ross, Jr, Secretary
North Carolina Department of Environment and Natural Resources
NII�Y Alan W KimeX, P E Director
Division of Water Quality
Date:
January 12, 2006
To:
David K. Newsom
Company.
Crystal Coast Eng
FAX:
91032"060
FAX COVER SHEET
No. of Pages: 1
From: Rhonda Hall
Water Quality Section Stormwater
Fax #. [phone]
Phone #- 910-706-7401
DWQ Stormwater Project Number: SWB 051110
Project Name: Living Water Christian School, Inc
MESSAGE
David
The Wilmington Regional Office received a Stormwater Management Permit Application for
LIvma Water r'hmfinn Q^knnl In, ..� o nnnc . _ ,

ATFq Michael F Easley, Governor
QG William G Ross, Jr, Secretary
North Carolina Department of Environment and Natural Resources
1
Alan W Klimek, P E Director
dw Division of Water Quality
Date January 12, 2006
To David K Newsom
Company Crystal Coast Eng
FAX [phone]
FAX COVER SHEET
No of Pages 1
From Rhonda Hall
Water Quality Section Stormwater
Fax # [phone]
Phone # [phone]
DWQ Stormwater Project Number SW8 051110
Project Name Living Water Christian School, Inc
MESSAGE
David
The Wilmington Regional Office received a Stormwater Management Permit Application for
Living Water Christian School, Inc on November 3, 2005 A preliminary review of that
information has determined that the application is not complete The following information is
needed to continued the stormwater review
1 Please add a note to the plans that all roof drainage must be directed to the forebay of
the proposed ponds
2 Please either delineate all wetlands on site, disturbed or undisturbed, or note on the
plans that none exist
3 Please add the nearest intersection of two major roads to the vicinity map A major
road is any 1, 2, or 3 digit NC, US or interstate highway
ENB\rbh S\WQS\STORMWAT\ADDINFO\2006\051110 jan06
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone [phone] Customer Servicel 877-623-6748 9
Wilmington Regional Office Wilmington NC 28405 3845 FAX [phone] Internet h2o enrstate nc us , �°�C ,Carolina
vatttratty
An Equal Opportunity/Affirmative Acton Employer — 50%Recycled/10%Post Consumer Paper

JOHN L PIERCE & ASSOCIATES, P A
LAND SURVEYING -LAND PLANNING - MAPPING
PO Box 1685
409 Johnson Blvd
Jacksonville NC 28541
Office [phone] Fax No [phone]
TO Ms Linda Lewis
N C Department of Environment
dLid Natural Resources
127 Cardinal drive Extension
Wilmington, NC 28405
WE ARE SENDING YOU
❑ DRAWINGS ❑ ATTACHED
❑ COPY OF LETTER ❑ PRINTS
��pv\
\ letter of transmittal
DATE JOB NO
October 31, 2005
ATTENTION
Linda Lewis
Bi
Living Water Christian School Inc
❑ UNDER SEPARATE COVER VIA
❑ PLANS ❑ SAMPLES
❑ CHANGE ORDER ❑
THE FOLLOWING ITEMS
SPECIFE'ATIONS
COPIES
DATE
NUMBER
DESCRIPTION
2
Stormwater Plan (Parking Lot Expansion
1
Cover letter from Engineer
Revised
li
/ NOV
5
THESE ARE TRANSMITTED as checked below
❑ For approval
❑ For your use
❑ As requested
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ For review and comment
❑ For bids due
❑ Prints returned after loan to us
REMARKS
SIGNED

Crystal Coast Engineering, PA
3817-3 Freedom Way
Hubert, N C 28539
Tel [phone] Fax [phone]
Email crystalcoasteng@b¢ec rr com
October 27, 2005
RECEIVED
Ms Linda Lewis
N C Division of Water Quality NOV 0 3 2005
127 Cardinal Dnve Extension
Wilmington, N C 28405 DWQ
�ROJ #
Re Living Water Christian School, Inc
Onslow County
Dear Ms Lewis,
We are in receipt of your FAX dated October 19, 2005 for the referenced project We provide
the following information to allow you to continue the stormwater review (item numbers
correspond to your original FAX)
Drainage area delineation attached
It is the proposed parking lot expansion which is tnggenng stormwater water
requirements In my opinion however, protect name should be "Living Water Christian
Church" as the stormwater plan accommodates the entire property, including the
existing buildings as well as the proposed parking lot I have changed the project name
on the Application and Supplements to reflect this The Title Block on the construction
drawings already reflect this protect name
We are hopeful that this response addresses all concerns and that the permit can be issued in
the near future Should you have questions or additional concerns, please feel free to contact
me
CRYSTAL COAST ENGINEERING PA
cc John L Pierce & Associates

Calvary Assembly of God Parking Lot Exp aka Living Water Christ
Subject Calvary Assembly of God Parking Lot Exp aka Living Water Christian School
From Linda Lewis <hnda lewis@ncmatl net>
Date Wed, 19 Oct 2005 16 32 18 -0400
To Betty Bullock <bettybjlp@blzec rr com>
John/Betty
The Division received an incomplete stormwater application for the subject project
on October 12, 2005 The application cannot be accepted for review until the
following items are provided/addressed
1 Delineate the drainage area to each pond
2 The calculations are titled for Living Water Christian School, but the
application says a Parking Lot expansion What is the correct project name to be
put on the permit's
Linda
I of 1 10/19/2005 4 34 PM

JOHN L PIERCE & ASSOCIATES, PA RECEIVE
LAND SURVEYING -LAND PLANNING - MAPPING OCT 1 2 2005
PO Box 1685
409Johnson Blvd
Jacksonville NC 28541
Office [phone] Fax No [phone]
V
TO Ms Linda Lewis
N C Department of Environment
esources
127 Cardinal Drive Extension
Wilmington, NC 28405
WE ARE SENDING YOU
❑ DRAWINGS ❑ ATTACHED
❑ COPY OF LETTER ❑ PRINTS
❑ CHANGE ORDER
DATE JOB NO
October 10, 2005
ATTENTION
Linda Lewis
RE
Calvary Assembly of God Church Inc
Parking Lot Expansion
❑ UNDER SEPARATE COVER
❑ PLANS
THE FOLLOWING ITEMS
❑ SAMPLES SPECIf[F§ATIONS
COPIES
DATE
NUMBER
DESCRIPTION
2
Sets of plans
2
Sets of Stormwater a lications narratives & design
calculations
1
Check in the amount of 420 00
THESE ARE TRANSMITTED as checked below
❑ For approval
❑ For your use
❑ As requested
❑ Approved as submitted
❑ Approved as noted
❑ Returned for corrections
❑ Resubmit copies for approval
❑ Submit copies for distribution
❑ Return corrected prints
❑ For review and comment
❑ For bids due
❑ Prints returned after loan to us
REMARKS Should you need any additional
information, please let us know,
SIGNED

Stormwater Treatment &
Erosion Control Narrative
Calvary Assembly of God Church, Inc
Calvary Assembly of God Church Inc (Formerly Living Water Christian School, Inc ) proposes to construct a
new building and expand their existing parking lot on their 20 05 acre tract located on Gum Branch Rd in the
Jacksonville Township, Onslow County, N C Existing structures include two large buildings (a school and a
gymnasium), several small sheds an outdoor covered area, parking and sidewalks The expansion includes a
9,000 sf building, 63,550 sf of additional parking and 4,909 sf of new sidewalks The ponds are sized as to
accommodate the proposed expansion as well as future improvements which are estimated to include as
much as 94,436 sf of impervious surfaces
The project site is located approximately 0 22 miles from an UT of New River (C,NSW) in the White Oak
Basin The proposed development activities are high density (percent impervious > 25 %), therefore,
stormwater treatment facilities are required The attached Stormwater Plan includes two stormwater ponds,
each sized to accommodate all proposed and anticipated impervious surfaces within each ponds respective
drainage area
The proposed ponds are sized for 90% TSS removal The ponds do not incorporate pretreatment, other than
the forebays The ponds do not include vegetated filters at the outlet
All stormwater emanating from new impervious surfaces that is generated on -site shall be collected and
directed to the front of the site by a system of sheet drainage, grassed swales and storm drainage pipes
The treatment system will require periodic maintenance Maintenance frequency shall be dictated by pond
depths Pond depths shall be checked by the owner on a quarterly basis
Site topography is generally gently sloping (0 — 6%) with the lowest elevations towards the southwesterly
boundary of the tract Soils are loamy sand/sandy loam
The entire area designated within "Clearing Limits" will be disturbed during initial construction, and will include
grading for parking, swales and storm drainage

-RECEIVED
OCT 12 2005
DWQ
VROJ#
Design Calculations
Stormwater Treatment Facilities
for
Living Water Christian School
located in
Onslow County
P_(A CAROB''.
�O - SSrOti ��,-;
9�
EAL
8143
cINEF'?'
i0 K NEN
''>
POND #1
1 PROJECT DESCRIPTION (�(
The Project consists of exist church/school on a 13 6 acre tract and associated sdework
2 COMPUTE POND AREA REQUIRED
a Compute Percent Impervious
Impervious Areas
On -Site Buildings
On -Site Streets
On -Site Parking
On -Site Sidewalks
Other on -site
Off -site
Sub -Total
FUTURE
FUTURE(reserved)
Total
Total Area Drainage to Pond
Percent Impervious =
b Compute Pond Surface Area
Existing
Proposed
Future
Total
_>34
T, _ >t3QQ
30,9£r#`
42,921 SF
it''
Ei
;iI
0SF
i`1�54f <r$S6
s3,985
120,880 SF
"2,tf39
- 0, 4,90$
11 689 SF
0
i3
m ut#
U
0
17,589
69 465
88,436
175,490 SF
--
0
0
0
5,000
5,000 SF
17,589
69,465
93,436
180 490 SF
0 413 or 413 %
436,926 SF
Using Surface Area to Drainage Area Ratio Chart for 90% TSS Removal (copy attached) and
assuming 7 foot pond depth
SA/DA = mYr sy % (interpolated)
Therefore
Surface Area = SA/DA x Drainage Area

a
6,403 SF say $,460SF
c Compute Minimum Pond Dimensions
Assume rectangular shape with 3 1 Length (L) to Width (W) Ratio
Length = 139 10 feet
Width = 46 37 feet
Site conditions, however, dictate irregular shaped pond
Hydr Length = 150_4 feet
so, Hydr Width 42 9 feet (avg)
Actual LIW = 3 5 (irregular shape)
3 DETERMINE VOLUME TO BE CONTROLLED FROM 1" STORM
Using Schuler "Simple Method"
Rv = 0 05 + 0 009(I) where I = percent impervious
Rv = 0 422 in/in
Control Volume = Design Rainfall x Rv x Drainage Area
Control Volume = 15,357 CF say o 't5,5Q0 CF
4 DETERMINE REQUIRED STORAGE DEPTH
Assume 3 1 side slopes
solving for depth (d) by trial & error
d= 202
5 DETERMINE ORIFICE SIZE
Control Volume must be drawn down over a 2 day - 5 day penod
Using onfice equation, solve for Diameter (D) that results in 3-1/2 day period
D=(Q/0026(h)e)e
Where Q = (Control Volume / 3 5 days x 86,400 sec/day)
0 051 cfs
h=d/2
= 1 01

Solving for D
D = 1 40 Use ° ;q#) pipe
Actual Drawdown with actual drawdown pipe diameter (using orifice equation)
Q= 0 059 cfs
Draw Down Period = 3 05 days OK < 5 0
6 SELECT OUTLET STRUCTURE DIAMETER
Size outlet structure such that depth of Q10 flow <1 0 feet
Using Rational Formula (Q=CIA) where
Cimper =
Cperv=<<
0
Ccum =
033
110 ='
? in/hr
A=
1003ac
Q10 = 24 70 cfs
Assuming 1/2 circumference is used as weir and using
Francis Formula (Q=3 33LH' S) to solve for L such that H = 1 0
L=
Min
Use
7 DETERMINE Q10 STAGE
7 42 Feet
60 inch diameter outlet structure
72 inch diameter outlet structure
Q 10 = 24 70 cfs
Using Francis Formula (Q=3 331-1-1' S) solve for H
H 10 = 0 85 feet
8 DETERMINE Q100 STAGE (ELEV OF EMERGENCY SPILLWAY)
Using Rational Formula (Q=CIA) where
Ccum = 033
I100 = ;, r-,m'W in/hr
A = 10 03 ac
Q100 = 2799
Using Francis Formula (Q=3 33LH' S) solve for H

H 100 = 0 93 feet
9 DETERMINE Q100 STAGE OVER EMERGENCY SPILLWAY (TOP BERM ELEV )
Assume primary spillway blocked (i e , emergency spillway to accommodate 0100)
Emergency spillway shall be a broad crested earthem weir designed to pass 100 year storm
Using broad crested weir equation H = (Q/Cw x L)213
where Q = Q100 27 99 cfs
Cw=30
Length = 3(W feet
H = 0 21 feet
10 FOREBAY SIZING
Compute Actual Pond Volumes (using average end method)
Main Bay Volume
Pond Bottom
Bottom Vag Shelf
Normal Pond
Main Bay Volume =
Forebay Volume
Pond Bottom
Normal Pond
Forebay Volume =
Total Pond Volume =
Forebay Volume equates to
Imp, Storage Volume
Normal Pond
Temp Pond Level
Temp Pool Volume =
10 YE Storage Volume
Temp Pond Level
Avg
Incr
Incr
Cum
Elevation Area
(SF) Area (SF)
Depth (FT
Vol(CF)
CF
37 50
78
42.83
2,250 1,169
533
6,228
6,228
44 50
5,321 3,790
167
6,329
12,557
12 557 CF
Elevation re Area (SF 1 Depth (FT) Vol (CF) Vol (CF)
3850 34
4450 1,130 582 600 3,492 3 492
3,492 CF
16 049 CF
21 8 % of Total Volume
Elevation Are SF Depth (FT) Vol (CF l CF
4450 6 451
46 51 8,060 7,701 201 15,478 15,478
15 478 CF
Elevation Are Area (SF) Depth (FT 1 VgL(CF) Vol (CFI
4651 8,950

Temp Pond Level
Temp Pool Volume =
100 Yr Storage Volume
Temp Pond Level
Temp Pond Level
Temp Pool Volume =
11 SUMMARY
Pond Elevations
Top Berm (minimum)
100-Yr Flood
10-Yr Flood
1-inch Storage
4736 10,067 9 504 085 8,101 8 101
8 101 CF
Elevation Area (SF) Area (SF) Depth (FT) Vol (CF) VolC
4651 8,950
4744 10,164 9,557 093 8 855 8,855
8,855 CF
H= 0 21
H100 = 0 93
H10= 065
storage depth = 2 01
Permanent Pool
pond depth = 7
Pond Bottom
12 WET DETENTION BASIN SUPPLEMENT
Basin Bottom Elevation
3750
Perm Pool Elevation
4450
Temp Pool Elevation
4651
Perm Pool Surface Area
6 451 SF
Drainage Area
10 03 AC
Impervious Area
4 14 AC
Perm Pool Volume
16 049 CF
Temp Pool Volume
15 478 CF
Forebay Volume
3,492 CF
SA/DA
14655
Diameter of Orifice
1 50
Relative
Actual
10 14
4764
994
47 44 (emerg weir elev)
986
4736
901
4651 (primary weir elev)
700
4450 (invert out elev)
o
<, 37,"50

Design Calculations
Stormwater Treatment Facilities
for
Living Water Christian School
located in
Onslow County
POND #2
1 PROJECT DESCRIPTION
CAR
O� F ssf�n �^^✓ -
The Project consists of exist church/school on a 13 6 acre tract and associated sdework
2 COMPUTE POND AREA REQUIRED
a Compute Percent Impervious
Impervious Areas
On -Site Buildings
On -Site Streets
On -Site Parking
On -Site Sidewalks
Other on -site
Off -site
Sub -Total
FUTURE
FUTURE(reserved)
Total
Total Area Drainage to Pond
Percent Impervious =
b Compute Pond Surface Area
ExistingProposed Euture
Total
21,364 SF
0 SF
O,
41 304 SF
f1 ; ID,
5,798 SF
{I
0 t
0
60,472
7,994 0
68,466 SF
0
0 1,000
1,000 SF
60,472
7,994 1,000
69,466 SF
0 670 or 670 %
103 743 SF
Using Surface Area to Drainage Area Ratio Chart for 90% TSS Removal (copy attached) and
assuming _ N' _, c x foot pond depth
SA/DA = ZJ,18 % (interpolated)
Therefore
Surface Area = SA/DA x Drainage Area

3,888 SF say a ,°3,9QD SF
c Compute Minimum Pond Dimensions
Assume rectangular shape with 3 1 Length (L) to Width (W) Ratio
Length = 108 17 feet
Width = 36 06 feet
Site conditions, however dictate irregular shaped pond
Hydr Length = ' iz a< I
f4f,U feet
so Hydr Width 27 7 feet (avg)
Actual L/W = 5 1 (irregular shape)
3 DETERMINE VOLUME TO BE CONTROLLED FROM 1" STORM
Using Schuler "Simple Method"
Rv = 0 05 + 0 009(I) where I = percent impervious
Rv = 0 653 in/in
Control Volume = Design Rainfall x Rv x Drainage Area
Control Volume = 5 642 CF say �,Qati CF
4 DETERMINE REQUIRED STORAGE DEPTH
Assume 3 1 side slopes
solving for depth (d) by trial & error
d= 131
5 DETERMINE ORIFICE SIZE
Control Volume must be drawn down over a 2 day - 5 day period
Using onfice equation, solve for Diameter (D) that results in 3-1/2 day period
D=(Q/0026(h)s)e
Where Q = (Control Volume / 3 5 days x 86,400 sec/day)
= 0 020 cfs
h=d/2
= 0 66

Solving for D
D= 097 Use `ll0"pipe
i
Actual Drawdown with actual drawdown pipe diameter (using orifice equation)
Q= 0 021 cfs
Draw Down Period = 3 30 days OK, < 5 0
6 SELECT OUTLET STRUCTURE DIAMETER
Size outlet structure such that depth of Q10 flow <1 0 feet
Using Rational Formula (Q=CIA) where
Cimper =
Cpery =
f!
F
Ccum =
021
110= µF,
750,in/hr
A=
238ac
Q10 = 3 68 cfs
Assuming 1/2 circumference is used as weir and using
Francis Formula (Q=3 33LH' 5) to solve for L such that H = 1 0
L=
Min
Use
7 DETERMINE Q10 STAGE
Q10=
1 10 Feet
24 inch diameter outlet structure
30 inch diameter outlet structure
3 68 cfs
Using Francis Formula (Q=3 33LH' 5) solve for H
H 10 = 0 43 feet
8 DETERMINE Q100 STAGE (ELEV OF EMERGENCY SPILLWAY)
Using Rational Formula (Q=CIA) where
Ccum = 021
1100 = , '" f&O-in/hr
A = 2 38 ac
Q100 = 417
Using Francis Formula (Q=3 33LH'') solve for H

H 100 = 0 47 feet
9 DETERMINE Q100 STAGE OVER EMERGENCY SPILLWAY (TOP BERM ELEV )
Assume primary spillway blocked (i a, emergency spillway to accommodate Q100)
Emergency spillway shall be a broad crested earthem weir designed to pass 100 year storm
Using broad crested weir equation H = (Q/Cw, x L)23
where Q = Q100 4 17 cfs
Cw=30
Length= k "20,feet
H = 0 17 feet
10 FOREBAY SIZING
Compute Actual Pond Volumes (using average end method)
Avg Incr
Incr
Cum
Main Bay Volume
Elevation Area
Area (SF) Depth (FT)Vol
(CF)
Vol (CF)
Pond Bottom
38 OQ 602
Bottom Veg Shelf
4233 2,257
1,410 433
6,103
6,103
Normal Pond
4400 5,070
3,664 167
6,118
12221
Main Bay Volume =
12,221 CF
Forebay Volume
do Area (SQ
Area (SQ Depth (FT 1
Vol (CFI
Vol (CF)
Pond Bottom
3800 60
Normal Pond
4400 1,016
533 600
3,198
3,198
Forebay-Volume =
3,198 CF
Total Pond Volume =
15,419 CF
Forebay Volume equates to
207 % of Total Volume
Temp. Storage Volume.
Elevation Area (SF)
Area De tho (FT I
Vol (CFI
Vol (CF)
Normal Pond
4400 6,086
Temp Pond Level
46.31 7,562
6,819 1 31
8,933
8,933
Temp Pool Volume =
8,933 CF
10 YE Storage Volume
Elevation Area (SF)
Area (SF l Depth (FT)
Vol (CF)
Vol (CF)
Temp Pond Level
4531 7,552

Temp Pond Level
Temp Pool Volume =
100 Yr Storage Volume
Temp Pond Level
Temp Pond Level
Temp Pool Volume =
11 SUMMARY
Pond Elevations
4514 8,454 7,803 043 3 348 3,348
3,348 CF
Elevation Area (SF Area (SF) Depth (FT) Vol (CF Vol (CF)
4631 7,552
4578 8,1021 7 827 047 3,651 3,651
3,651 CF
Top Berm (minimum)
H= 017
100-Yr Flood
H100 = 0 47
10-Yr Flood
H10= 043
1-inch Storage
storage depth = 131
Permanent Pool
pond depth = 6
Pond Bottom
12 WET DETENTION BASIN SUPPLEMENT
Basin Bottom Elevation
3800
Perm Pool Elevation
4400
Temp Pool Elevation
4531
Perm Pool Surface Area
6,086 SF
Drainage Area
2 38 AC
Impervious Area
1 59 AC
Perm Pool Volume
15,419 CF
Temp Pool Volume
8,933 CF
Forebay Volume
3,198 CF
SAIDA
3 748
Diameter of Orifice
1 00
Relative
795
Actual
4595
778
45 78 (emerg weir elev)
774
4574
731
45 31 (primary weir elev)
600
44 00 (invert out elev)
0 -3&04