SW8030112_HISTORICAL FILE_20030623

STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 030112
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE 2-0 0 3 0 Lo 23
YYYYMMDD

OF WAT4 R Michael F. Easley,Governor
-> P William G.Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
r
Alan W. Klimek,P.E.,Director
.� Division of Water Quality
Coleen H.Sullins, Deputy Director
Division of Water Quality
June 21, 2003
Mr. E.D. McFarland
Wrightsboro United Methodist Church
3300 North Kerr Avenue
Wilmington,NC 28405
Subject: Permit No. SW8 030112
Wrightsboro United Methodist Church-
Gymnatorium, Sanctuary Addition, Parking Lot
Paving
High Density Stormwater Project
New Hanover County
Dear Mr. McFarland:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for
Wrightsboro United Methodist Church -Gymnatorium, Sanctuary Addition, Parking Lot Paving
on June 18, 2003. 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
forwardine Permit No. SW 8 030112 dated June 23, 2003, for the construction of Wrightsboro United
Methodist Church -Gymnatorium, Sanctuary Addition, Parking Lot Paving.
This permit shall be effective from the date of issuance until June 23, 2013, 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 2761 1-7447. 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 Laurie
Munn, or me at(910)395-3900.
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/Ism: S:\WQS\STORMWAT\PERMIT\030112.june03
cc: Joseph S. Hill. Jr., P.E.
New Hanover County Building Inspections
Beth E. Wetherill,New Hanover County Engineering
Laurie Munn
Wilmington Regional Office
Central Files
N.C.Division of Water Quality 127 Cardinal Drive Extension [phone] Customer Service V
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] tJCDENR

State Stormwater Management Systems
Permit No. SW8 030112
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
Wrightsboro United Methodist Church
Wrightsboro United Methodist Church
Gymnatorium, Sanctuary Addition, Parking Lot Paving
New Hanover County
FOR THE
construction, operation and maintenance of wet detention pond 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 23, 2013, and shall be subject
to the following specified conditions and limitations:
1. 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 on page 3 of this pen-nit, the Project Data Sheet. The stormwater control has
been designed to handle the runoff from 59,902 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. A permit modification must be
submitted and approved prior to the construction of additional built-upon area from
outside of the approved drainage area.
2

State Stormwater Management Systems
Permit No. SW8 030112
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
Wrightsboro United Methodist Church
Wrightsboro United Methodist Church
Gymnatorium, Sanctuary Addition, Parking Lot Paving
New Hanover County
FOR THE
construction, operation and maintenance of wet detention pond in compliance with the provisions
of 15A NCAC 2H .l 000 (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 23, 2013, and shall be subject
to the following specified conditions and limitations:
I. DESIGN STANDARDS
I. 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 on page 3 of this permit, the Project Data Sheet. The stormwater control has
been designed to handle the runoff from 59,902 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. A permit modification must be
submitted and approved prior to the construction of additional built-upon area from
outside of the approved drainage area.
2

State Stormwater Management Systems
Permit No. SW8 030112
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: Wrightsboro United Methodist Church -
Gymnatorium, Sanctuary Addition, Parking
Lot Paving
Permit Number: SW8 030112
Location: New Hanover County
Applicant: E.D. McFarland
Mailing Address: Wrightsboro United Methodist Church
3300 North Kerr Avenue
Wilmington, NC 28405
Application Date: June 18, 2003
Receiving Stream/River Basin: Smith Creek/Cape Fear
Stream Index Number: CPF23 18-74-63
Classification of Water Body: "C Sw"
Drainage Area, acres: 2.58
Onsite, sq. ft.: 112,385
Offsite, sq. ft.: none
Total Impervious Surfaces, sq. ft.: 59,902
Pond Depth, feet: 4
TSS removal efficiency: 90% (no filter is required)
Permanent Pool Elevation, FMSL: 72.6
Permitted Surface Area, sq. ft.: 7,180@Permanent Pool
Permitted Storage Volume, cubic ft.: 6,165
Temporary Storage Elevation, FMSL: 73.4
Controlling Orifice: 1.25" � (drawdown in 2-5 days)
Permitted Forebay Volume, cubic ft.: 4,963
3

State Stormwater Management Systems
Permit No. SW8 030112
II. SCHEDULE OF COMPLIANCE
1. The stormwater management system shall be constructed in its entirety, vegetated and
operational for its intended use prior to the construction of any built-upon surface.
2. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
3. The permittee shall at all times provide the operation and maintenance necessary to assure
the permitted stormwater system functions at optimum efficiency. The approved
Operation and Maintenance Plan must be followed in its entirety and maintenance must
occur at the scheduled intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of slopes and the vegetated filter.
d. Immediate repair of eroded areas.
e. Maintenance of all slopes in accordance with approved plans and specifications.
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 not be allowed in the stormwater treatment system.
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 maybe 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. 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, 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.
4

State Stormwater Management Systems
Permit No. SW8 030112
10. The permittee shall submit final site layout and grading plans for any permitted future
areas shown on the approved plans, prior to construction. If the proposed BUA exceeds
the amount permitted under this permit, a modification to the permit must be submitted
and approved 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. At least 30 days prior to the sale or lease of any portion of the property, the permittee
shall notify DWQ and provide the name, mailing address and phone number of the
purchaser or leasee. An access/maintenance easement to the stormwater facilities shall be
granted in favor of the permittee if access to the stormwater facilities will be restricted by
the sale or lease of any portion of the property.
13. The permittee must maintain compliance with the proposed built-upon area and ensure
that the runoff from all the built-upon is directed into the permitted system.
14. 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.
15. The permittee must maintain the current permitted drainage area. No additional runoff
from outside of the permitted drainage area boundary may enter the permitted stormwater
facilities without first applying for and receiving a permit modification.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director. In the
event of a change of owership, 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) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action, including those
as may be required by this Division, such as the construction of additional or replacement
stormwater management systems.
5. The permittee grants 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.
5

State Stormwater Management Systems
Permit No. SW8 030112
7. Unless specified elsewhere, permanent seeding requirements for the stormwater control
must follow the guidelines established in the North Carolina Erosion and Sediment
Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
9. The permittee shall notify the Division any name, ownership or mailing address changes
within 30 days.
Permit issued this the 23rd day of June, 2003.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Alan W. Klimek, P.E., Director
( � Division of Water Quality
By Authority of the Environmental Management Commission
6

State Stormwater Management Systems
Permit No. SW8 030112
Wrightsboro United Methodist Church
Gymnatorium, Sanctuary Addition, Parking Lot Paving
Stormwater Permit No. SW8 036112
New Hanover County
Designer's Certification
I, as a duly registered
in the State of North Carolina, having been authorized to observe (periodically/weekly/full time)
the construction of the project,
(Project)
for (Project Owner) hereby state that, to the best of
my abilities, due care and diligence was used in the observation of the project construction such
that the construction was observed to be built within substantial compliance and intent of the
approved plans and specifications.
The checklist of items on page 2 of this form is included in the Certification.
Noted deviations from approved plans and specification:
SEAL
Signature
Registration Number
Date
7

State Stormwater Management Systems
Permit No. SW8 030112
Certification Requirements:
1. The drainage area to the system contains approximately the permitted acreage.
2. The drainage area to the system contains no more than the permitted amount of
built-upon area.
3. All the built-upon area associated with the project is graded such that the runoff
drains to the system.
4. The outletibypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outlet/bypass structure.
7. All slopes are grassed with permanent vegetation.
8. Vegetated slopes are no steeper than 3:1.
9. The inlets are located per the approved plans and do not cause short-circuiting of
the system.
10. The permitted amounts of surface area and/or volume have been provided.
11. Required drawdown devices are correctly sized per the approved plans.
12. All required design depths are provided.
13. All required parts of the system are provided, such as a vegetated shelf, and a
forebay.
14. The overall dimensions of the system, as shown on the approved plans, are
provided.
cc: NCDENR-DWQ Regional Office
New Hanover County Building Inspections
8

r.,
OFFICE USE ONLY
Date Received Fee Paid Permit Number
a-- D Z 06SIS-6, o 3-
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may he photocopied for use as an original
1. GENERAL INFORMATION
I. Applicants name(specify the name of the corporation, individual, etc. who owns the project):
TFRIGHTS'BORO UA'ITED:L(ETIIOD/STC'HCiRC.'H
2. Print Owner/Signing Official's narn?and title(the person who is legally responsible for the facility and its compliance):
E.D. NUarland Chaiamn_Board of Trustees
3. Mailing Address for person listed in item 2 above:
3300 NORTH/-ERR A F FNliE
Cite: TFIL:1[IA'GTO_A' Stale: NORTH(AROLVA Zip: 28405
TelephoneNumbee [phone]
4. Project Name(subdivision, facility, or establishment name-should be consistent with project name on
plans, specifications, letters,operation and maintenance agreements, etc.):
INUGH"CSBORO UNITED_F1F_THODLSTCH RCH-GY11AT-ITOR1(1dL S4A'C'TG.11Z1 -4DD'CIO:A:
114RIJ2Nr'G LOT Rd 17:VG
5. Location of Project(street address):
3300 ATORTH KERR A FF_AVE
Cih: TV1L:111NGT0Y County: YFff'IL-INOF'F_R
6. Directions to project(from nearest major intersection):
NORTH SIDE OF SR 1322, 0.5 d11LE.5'E4ST OF L\'TER.SEC'TIO,V_NC'133-US 117 AND SR 1322
7. Latitude: 34 17'22" Longitude: 77 54'S2" of project
8. Contact person who can answer questions about the project:
Name: _EA Vffarlwd Chairmdn. Board of Trustee$ Telephone Number: [phone]
II. PERMIT INFORMATION:
1. Specify w hether project is(check one): l" New Renewal Modification
WUMC.Form SWU-101 Ver3.99.doe Page ] of4

2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N/A and its issue date(if known)
3. Specify the type of project(check one):
Low Density X High Density Redevelop General Permit Other
4. Additional Project Requirements(check applicable blanks):
CAMA Major I edimentation/Erosion Control 404/401 Permit X NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
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.
6VET DETENTION POND WITHFOREBAYAND WOOD BAFFLE DIVIDING POND TO INCREASE
LENGTH TO WIDTH RATIO ABOVE 3 1
2. Stormwater runoff from this project drains to the CAPE FEAR River basin.
3. Total Project Area: 2.58 acres 4. Project Built Upon 53.3 %
5. How many drainage areas does the project have? /
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area I Drainage Area 2
Receiving Stream Name U,T. SMITH CREEK
Receiving Stream Class CSw
Drainage Area 2.58AC.
Existing Impervious* Area 0,54AC.
Proposed Impervious* Area a84AC.
%Impervious* Area(Total) 1.38AC.
Impervious* Surface Area Drainage Area I Drainage Area 2
On-Site Buildings 18,940 SF
On-Site Streets and Parking 35534 SF
On-Site Sidewalks 4188SF
Other On-site 1,240 SF
Off-Site 0
Total: 59,902(1,38AC) Total:
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads,parking areas, sidewalks, gravel
areas, etc.
WUMC.Fonn SWU-101 Ver3.99.doc Page of

7. How was the off-site impervious area listed above derived? SCALE, PLANIMRTER
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 following covenants are intended to ensure ongoing compliance with state stormwater management permit
number as issued by the Division of Water Quality. These covenants may not be changed or
deleted without the consent of the State.
2. No more than 59.902 square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include
wood decking or the water surface of swimming pools.
3. Swales shall not be filled in,piped, or altered except as necessary to provide driveway crossings.
d. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification
prior to construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater
control system. These connections to the stormwater control system shall be performed in a manner that
maintains the integrity and performance of the system as permitted.
By your signature below,you certify that the recorded deed restrictions and protective covenants for this project shall
include all the applicable items required above, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted without
concurrence from the State,and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each BMP
specified for this project. Contact the Storwmater and General Permits Units at(919)733-5083 for the status and
availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
VI. SUBMITTAL REQUIREMENTS
WUMC.Form SWU-101 Ver3.99.dm Page of

i ,
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ). A
complete package includes all of the items listed below. The complete application package should be submitted
to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by signing your initials in the space
provided next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form C
• One copy of the applicable Supplement Form(s) for each BMP c0'x t
• Permit application processing fee of$420(payable to NCDENR) '_C-A At
• Detailed narrative description of stormwater treatment/management f°'4'm
• Two copies of plans and specifications, including: C'0 1,71
- Development/Project name
-Engineer and firm
- Legend
-North arrow
- Scale
- Revision number&date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
-Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated,or a note on plans that none exist
- Existing drainage(including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers(where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your behalf,
please complete this section:
Designated agent(individual or firm): .IOSEPHS. HILL JR. AND ASSOC'IATES
Mailing Address: 1602 HARBOUR DRIVE
City: WILMINGTON State: NC Zip: 28401
Phone: [phone] FAX: [phone]
VIII. APPLICANT'S CERTIFICATION
I (print or type name ofperson listed in General Information, item 2) E:D. htFarland Chat man_Board-of Trustees
, certify that the information included on this permit application form is, to the best of my knowledge, correct and that
the project will be constructed in conformance with the approved plans, that the required deed restrictions and
protective covenants will be recorded, and that the proposed project complies with the requirements of 15A NCAC
2H.1000.
-Signature: 5! Q �� Date: aaes /4 0e'0_-_tr.
WUMC.Fonn SWU-101 Ver 3.99.dm Page 4 of 4

Permit No.
(to be provided by DWQ
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
I. PROJECT INFORMATION
Project Name: WRIGHTS60R0 UNITED METHODIST CHURCH
Contact Person: E.D. IUarland Chairman Board of TruSPW&e Number: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: N/A
elevations
Basin Bottom Elevation 68.6 ft. (floor of the basin)
Permanent Pool Elevation 72.6 ft. (elevation of the orifice)
Temporary Pool Elevation 73.4 ft. (elevation of the discharge structure overflow)
areas
Permanent Pool Surface Area 7,180 sq. ft. (water surface area at the orifice elevation)
Drainage Area 2.58 ac. (on-site and off-site drainage to the basin)
Impervious Area 1.38 ac. (on-site and of drainage to the basin)
volumes
Permanent Pool Volume 17,832 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 6,165 cu. ft. (volume detained above the permanent pool)
Forebay Volume 4,963 cu. ft. (approximately 20% of total volume)
Other parameters
SA/DAB d.7% Sut face area to drainage area ratio from DWQ table)
Diameter of Orifice JSN 2'ZS-H in. (2 to 5 day temporary pool draw-down required)
Design Rainfall 1.0 in.
Design TSS RemovaI2 90 % (minimum 85% required)
WUMC.Form SWU-102 Rev 3.99.b.03.doc Pagel of4

Footnotes:
When using the division SA/DA tables,the correct SA/DA ratio for permanent pool sizing should be computed based upon
the actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct
value for non-standard table entries.
z In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to
provide 90%TSS removal. The NCDENR BMP manual provides design tables for both 85%TSS removal and 90%TSS
removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C.
Department of Environment, Health and Natural Resources, February 1999) and Administrative Code Section: 15
A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met,attach justification.
Applicants Initials
a. The permanent pool depth is between 3 and 6 feet(required minimum of 3 feet)
y X b. The forebay volume is approximately equal to 20%of the basin volume.
L` c. The temporary pool controls runoff from the design storm event.
/t d. The temporary pool draws down in 2 to 5 days.
e. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f y f. The basin length to width ratio greater than 3:1.
c g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less(show detail)
i. Vegetative cover above the permanent pool elevation is specified.
<° 4, 22Y j. A trash rack or similar device is provided for both the overflow and orifice.
k. A recorded drainage easement is provided for each basin including access to nearest right-of-
way.
I. If the basin is used for sediment and erosion control during construction, clean out of the basin
is specified prior to use as a wet detention basin.
m. A mechanism is specified which will drain the basin for maintenance or an emergency.
II. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does Voes not incorporate a vegetated filter at the outlet.
This system (check one) 0 does Adoes not incorporate pretreatment other than a forebay.
WUMC.Form SWU-102 Rev 3.99.b.03.doc Page 2 of4

Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs
within 2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality(i.e.
stockpiling near a wet detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 3.0' feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 3.0' feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 72.6'
Sediment Rem val E1.69.6' 75°/
Sediment Removal Elevation 69.6' 175%
Bottom Elev ionAL6' 5% ......_..,...... .........................
Bottom Elevation 68.6' 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50%of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
WUMC.Form SWU-102 Rev 3.99.b.03.doc Page 3 of

7. All components of the wet detention basin shall be maintained in good working order.
I acknowledge and agree by my signature that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to
any changes to the system or responsible party.
Print Name: z -7. X c' LIf z, I
Title: ,,,,,, �_ „s..,� f.L
Address:
Phone: Vj-1•• - 721 - -3�2-
7 7 .(Z�
Signature: —
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
a Notary Public for the State of IV,.r>/i
County of /VL do hereby certify that E-, �/)
�y c :]
personally appeared before me this d day of 4P", and acknowledge the
due execution of the forgoing wet detention basin maintenance requirements. Witness my hand and
official seal, .<//ys
i
DEINIH W. EXU
Notary Public
New Hanover Coun jnya
State of Nor�Carol
My Commission Exp!r^a- Z.
SEAL
My commission expires
WUMC.Form SWU-102 Rev 3.99.b.03.doc Page 4 of

JOSEPH S. HILL, JR. AND ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
1602 HARBOUR DRIVE
WILMINGTON,NORTH CAROLINA 28401
TELEPIIONE 910-799-1544
FAX [phone]
June 17, 2003
RE CEIV. �
Ms. Laurie Munn J'UN 14 2003
Environmental Engineer
NCDENR-DWQ P*W* w9
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Stormwater Project No. SW8-030112
Wrightsboro United Methodist Church
Additional Information Request
Dear Ms. Munn:
Per your request for additional information (please see comment letter
attached), we have made various modifications to the plans. We offer the
following information for your continued review.
1. There are no Section 404 jurisdictional wetlands on this site. I
have placed a note to this effect on sheet 2 of 4 (Notes: #16).
2. I have indicated , dimensions for the buildings, sidewalks, and
parking areas per your request.
3. With regard to the roof drains, I have placed a note on sheet 2 of 4
(Notes: #17), indicating that roof drains/gutters/downspouts shall
be installed such that stormwater flow is directed to the
collection/detention system.
4. With regard to the orifice diameter, I have revised the diameter to
1.25 inches, as reflected in the calculations.
5. I have provided elevations on the "downstream view" of the
Detention Pond Weir Detail on sheet 2. They were also previously
provided on the "upstream view" of this detail.

Ms. Laurie Munn
Wrightsboro United Methodist Church
June 18, 2003
Page 2
6. The elevations shown at the western entrance (adjacent to
"existing Fellowship Hall') at the property line are existing ground
elevations. The elevations contained in the rectangular blocks at
the property line are finish elevations. I have adjusted the location
of these finish elevations slightly to coincide with the property line
at this location. I have indicated drainage flow directions to clarify
this item. The pavement will be at a high point as it crosses the
property line.
7. I believe, as you, that it will be a very minor amount of R/W runoff
as the entrance begins by matching the pavement elevations at
North Kerr Avenue, and then tapers to a shallow V-shaped section.
8. The pond outlet pipe, a 30" 0 RCP, will discharge on the North Kerr
Avenue R/W to what is actually an existing 18" RCP. This drainage
then flows in an easterly direction along the R/W for some
distance. There are drop inlets, piping, and ditches along both
sides of the roadway with no apparent interconnection in the
immediate vicinity of this project. This right of way drainage
system represents the only drainage outlet for properties in this
immediate area. The stormwater pond, as proposed, also meets
the requirements set by New Hanover County, and has been
permitted by the Engineering Department (AC#67/112-1/29/2003).
In addition to controlling the first one-inch (1'1 of runoff, the pond
limits post-development runoff rates to levels at or below pre-
development rates for the 2-year, 10-year, 25-year and 100-year
storms.
The 30" pipe outlet is shown to meet the New Hanover County
requirements for an emergency overflow for the 100-year event.
When a separate spillway is not provided to the outlet point, the
outlet pipe must be designed to handle the calculated,
unattenuated 100-year discharge from the project. We were not
able to construct such a spillway in this case because of space and
aesthetic reasons, thus the 30" 0 pipe outlet. The outlet pipe
would have been much smaller (100-year discharge of 2.6 cfs =
15" 0 @ 0.15%) had it not been for this N.H. County requirement.
Anecdotal reports indicate that, during 100-year storm conditions,
this area is under water anyhow.
WUMC.MUNN.061803.doc

Ms. Laurie Munn
Wrightsboro United Methodist Church
June 18, 2003
Page 3
We are not proposing any pipe size changes downstream of the
project because it would be necessary to re-construct the drainage
system for a long segment of North Kerr Avenue to have any
positive effect. The stormwater pond, when constructed, actually
reduces the net runoff rate for the project area, thus improving the
current overall drainage situation (on paper at least). At a
minimum, it will be no worse than the current pre-development
scenario.
Please find attached two (2) sets (sheets 1, 2 and 3) of revised plans (no
changes were necessary to sheet 3). Also find attached two (2) sets of the
revised supplement indicating the 1.25-inch orifice.
Please contact me at 799-1544 if you need additional submittals.
Sincerely,
JOSEPH S. HILL, JR. and, ASSOCIATES
L� S . d 2�1� .
JSH/pat Joseph S. Hill, Jr., P.E.
Attachments
W U M C.M U N N.061803.doc

o�oF wArF9QG
Michael F. Easley, Governor
William G. Ross Jr., Secretary
> North Carolina Department of Environment and Natural Resources
< Alan W. Klimek, P.E. Director.
Division of Water Quality
April 2, 2003
Mr. E.D. McFarland, Chairman
Wrightsboro United Methodist Church
3300 North Kerr Avenue
Wilmington, NC 28405
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. S W 8 030112
Wrightsboro United Methodist Church
Gymnatorium Sanctuary Addition
New Hanover County
Dear Mr. McFarland:
The Wilmington Regional Office received a Stormwater Management Permit Application for
Wrightsboro United Methodist Church on January 22, 2003. A preliminary review of that
information has determined that the application is not complete. The following information is needed
to continue the stormwater review:
1. Please either delineate all wetlands on site, disturbed or undisturbed, or note on the
plans that none exist. Your note regarding Class IV soils is not sufficient.
2. Please provide dimensions for the buildings and sidewalks.
3. Please add a note to the plans that all roof drains must be directed into the detention
pond.
4. Your calculations have used an orifice area of 0.0085 square feet which is equivalent
to a 1.25" � orifice. Your supplement and your detail show a 1.5"� orifice. Please
revise the plans and supplement to show a 1.25" � orifice.
5. Please provide elevations on the Detention Pond Weir Detail.
6. All built-upon areas must enter the detention pond. It appears that runoff may be
leaving the site through the western entrance. You may want to raise the entrance
elevation to 76.5 or higher to keep all runoff on-site.
N. C. Division of Water Quality 127 Cardinal Drive Extension [phone] Customer service
Wilmington Regional Office Wilmington, NC 28405 [phone] Fax [phone] NCDENFt

Mr. McFarland
April 2, 2003
Stormwater Project No..S W8 030112
7. It appears that off-site runoff is coming on-site through the eastern entrance from
North Kerr Avenue, but the amount appears to be small and probably will not make a
big difference in the detention requirements.
8. It appears that the 30" ifi pipe leaving the pond will discharge at the same location that
a 2 4" � p ipe d ischarges i nto a s wale i n t he North Kerr Avenue right-of way. The
combined flow from these pipes w ill t hen e nter an 1 8"� p ipe. Are you aware t hat
these pipes flow into a smaller diameter pipe? Also, please provide more information
on the 18" � pipe. No information is given on where this pipe flows.
Please note that this request for additional information is in response to a preliminary review.
The requested information should be received by this Office prior to April 2, 2003, or the application
will be returned as i ncomplete. T he return o f a p reject w ill n ecessitate r esubmittal o f a 11 required
items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a
time extension to the Division at the address and fax number at the bottom of this letter. The request
must indicate the date by which you expect to submit the required information. The Division is
allowed 90 days from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to
enforcement action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original documents
must be returned or new originals must be provided. C opies are not acceptable. If you have any
questions concerning this matter please feel free to call me at [phone].
Sincerely,
Laurie Munn
Environmental Engineer
RSSL1sm S:\WQS\STORMWAT\ADDINFO\2003\030112.apr03.doc
cc: Laurie Munn
Joseph S. Hill, Jr., P.E.

JOSEPH S. HILL, JR. AND ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
1602 HARBOUR DRIVE
WILMINGTON,NORTH CAROLINA 28401
^ n/ ��� TELEPHONE [phone]
V FAX 910-799-I551
NV Y
January 13, 2003 -DECEIVED
JAN 2 2 2003
Ms. Linda Lewis DWe
N.C.D.E.N.R. PROJ # /80��
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Wrightsboro United Methodist Church
Stormwater Management Plan
New Hanover County
Dear Ms. Lewis:
Enclosed is an original and one (1) copy of the application, Wet Detention
Basin Supplement, application fee of $420.00, two (2) copies of plans and
specifications, and color-coded plans showing pond drainage area, pipe drainage
areas, and travel routes used in Tc calculations for the subject stormwater plan.
Please review the plan as soon as possible.
Please do not hesitate to contact me if you have any questions.
Sincerely,
JOSEPH S. HILL, JR. and ASSOCIATES
S. ". ,
JSH/pat J eph S. Hill, Jr., P.E.
Attachments
LEWI5.011303.doc

WRIGHTSBORO UNITED
METHODIST CHURCH
PROPOSED GYMNATORIUM AND EXPANSION
STORMWATER CALCULATIONS
NEW HANOVER COUNTY
December 2002
Prepared By:
JOSEPH S. HILL, JR. and ASSOCIATES
CONSULTING ENGINEERS and PLANNERS
1602 Harbour Drive
Wilmington, North Carolina 28401
[phone]

Wrightsboro United Methodist Church
Stormwater Calculations
WRIGHTSBORO UNITED METHODIST CHURCH
PROPOSED GYMNATORIUM AND EXPANSION
STORMWATER MANAGEMENT PLAN
Wrightsboro United Methodist Church proposes the construction of a
gymnatorium with access streets and parking, plus the paving of an existing
gravel parking lot on the existing church site and additional parking to the rear of
the existing sanctuary. An expansion of the existing sanctuary is also proposed.
The total site area is 2.58 acres. The existing buildings, gravel streets and
parking, sidewalks and miscellaneous impervious surfaces comprise an existing
on-site impervious area of 0.5355 acres. The total proposed on-site impervious
area is 1.38 acres. The additional project site work will disturb 1.77 acres.
Existing church buildings were constructed in 1970 and 1990.
Under the New Hanover County Storm Water Ordinance, Section
10.1(2)(5), the project is considered "redevelopment". Redevelopment requires
compliance with the ordinance for the entire site and an "Authorization to
Construct"from New Hanover County.
The site was therefore analyzed for retention of the first one-inch (V of
runoff generated from the site and releasing the runoff over a 2 to 5 day period.
In addition, the site was analyzed for retention of the runoff generated by the 2,
10, and 25-year storm, with the discharge rate after redevelopment no greater
than the pre-development runoff. The site was also analyzed for potential
flooding by the 100-year storm.
The pond bottom elevation is 68.6'.
STN/TR CALC.doc Page 2 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
The first one-inch (1") of runoff is retained in the detention pond to an
elevation of 73.4' and discharged through a one and one-half inch (1.5")
approximately 2.75 days.
The runoff in excess of one-inch (1'� that is generated from the site is
stored in the detention pond. The stored runoff is discharged through a
rectangular weir at rates that do not exceed pre-development rates for the
design storms.
The first one inch (1'� of runoff fills the pond to elevation 73.4'.
The 2-year storm fills the pond and parking lots to elevation 74.8'.
The 10-year storm fills the pond and parking lots to elevation 75.5'.
The 25-year storm fills the pond and parking lots to elevation 75.9'.
The 100-year storm fills the pond and parking lots to elevation 76.3'.
Since the site characteristics do not allow construction of a separate
emergency spillway, the outlet pipe is sized to transmit the entire volume
generated by a 100-year storm, rather than the volume of a 25-year storm as
required by the ordinance.
STWTR CALC.doc Page 3 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
STORMWATER DETENTION POND CALCULATIONS
RETENTION OF FIRST 1.0 INCH OF RAINFALL
Stormwater runoff from the project will be retained in a wet detention
pond. This pond will store the runoff generated by 1 inch of rainfall. The stored
runoff will be discharged over a period of 2.75 days.
The pond area required to remove 90% of total suspended solids was
calculated using the SA/DA Percentage Chart (see chart) for North Carolina
coastal regions.
Runoff Calculations
Impervious Surfaces —
Buildings (3,600 SF/Lot x 54 Lots) = 18,940 SF
Streets & Parking = 35,534 SF
Walks 4,188 SF
Miscellaneous = 1,240 SF
Total Impervious Surfaces = 59,902 SF (1.3752 AC.)
Total Area = 112,400 SF (2.5804 AC.)
Total Pervious Area = 52,498 SF (1.2052 AC.)
1" Runoff from Impervious Surfaces = 0.0834' x 59,902 SF = 4,996 CF
1" Runoff from Pervious Surfaces = 0.2 x 0.0834' x 52,498 SF = 876 CF
Total runoff to be stored in pond = 5,872 CF
= 44,040 Gal.
Detention Pond Calculations
Pond Surface area @ Storage Pool Elev. Of 73.4' = 8,232 SF
Pond Surface area @ Permanent Pool Elev. Of 72.6' = 7,180 SF
Average pond Surface Area = 7,706 SF
Pond Storage Volume = 7,706 SF x 0.8' Depth = 6,165 CF
Actual Runoff Volume = 5,872 CF. Therefore, storage is adequate.
Total Watershed Area = 112,400 SF = 2.58035 AC.
Impervious % = 59,902 SF - 112,400 SF = 53.3%
Pond Depth = 4.0'
SfW'rR CALC.doc Page 4 of 78

i
Wrightsboro United Methodist Church
Stormwater Calculations
.SA/DA -- 85% TSS.REMOVAL 30_ WITH. '. VEGETATIVE'.FILTER '
IMPER.% 3.6FT 3.SET 4.OFT 4.5FT 5:OFT' 5.5FT 6.OFT 6.5FT 7.OFT 7.5FT
10% .9 . .8 . .7 .6 5
20% 1.7 . 1.3 1.2 '': 1.1 1.0 - .9 A , _.7 6 5
30% . . 2.5- '2.2 1.9 1.8,. 1.6, 1.5. '1.3' , 1.2 1.0 .9
40% 3.4 3.0 2.6 2.4 _ 2.1. '_7.9 1.6 1.4 'l.1 . 1.0
50% 4.2 3.7 3A . 3.0 2.7 .2.4 2.1 1..8 1.5 . 1.3 ,
60% 5.0. 4.5 3.8 3.5 , 3.2 2.9 .2.6 2.3 2.0 1.6
70% 6.0 5.2_ 4.5 - 4.1 .--3,.7 ' 3.1 2.92..5 2.1 1.8
80% 6.8 . 6.0 . 5.2 4.7 - 4.2 3`.7. . 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 . 3.8 3 3 2.8 1.3
100% 8.2 7.4 6.8 . . 6.2 5.6 5.0 4.4 3.8 3.2 2.6
SA/DA - > 90% TSS REMOVAL.
FOR WET DETENTIOM WITHOUT VEGETATIVE FILTER
IMPER.% 3.OFT 3.5FT 4.OFT 4.5FT..5.0FT 5.5FT 6.OFT 6.5FT 7.0FT 7.5FT _
10% 1.3 - 1.0 . .8 .7, .6 .5 .4 .3 _ ..2 .1
20$ 2.4 2.0 1.8 1.7 1.5 1.4 1:2 1.0 .9 .6
30% 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3' 1.1 .8
40% 4.5. 4.0 3.5 3.1 2.8 2.5 2.1 ' 1.8 1.4 1.1
50% 5.6 5.0 4.3 3.9 3:5 3.1 2.7 2.3 1.9 1..5
601 7.1 6:0 53 4.8 4.3 3.9' 3.4 2.9 2-4, 1.9 .
70% 8.1 7.0 6:0 5.5 5.0 4.5 3.9 3.4 2.9 2.3
80% 9.4 8.0 7.0 6.4 5.7 5.2 4.6 4.0 3.4 2.8
90% 10.7. 9.0 7.9 7.2 6.5 5.9 5.2 4.6 3,9 3.3
100% 12.0 10.0 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6
53.3%/4.7%
S1WfR CALC.doc Page 5 of 78

i
Wrightsboro United Methodist Church
Stormwater Calculations
SA/DA% required for 90% solids removal @ 9.0' Depth (see chart) = 4.7%
I4.7% x 2.58 AC. = 0.1213 AC. = 5,828 SF
Pond surface area @ Permanent Pool Elev. Of 72.6' = 7,180 SF
Pond is therefore adequate for 90% TSS removal.
Orifice Discharge Rate Calculations
Use 1.5" diameter orifice for outlet.
Calculate average discharge rate and time to lower orifice head from 0.8' to 0.7':
0.1' pond height x 7,706 SF average pond area x 7.5 ga/ft3
= 5,780 Gallons Storage
Average head on orifice from 0.8' to 0.7' = 0.75'
Average discharge rate @ 0.75' head:
Q(GPM) _ (449)c A 2gh
Q(GPM) = Volume discharge in gallons per minute
c = discharge coefficient = 0.6
A = orifice area in square feet
g = gravity = 32.2
h = head above center of gravity
Q(GPM) _ (449)(.6)(0.0085) (2)(32.2)(0.75)
Q = 15.9 GPM
Time required to lower pond 0.1' @ 0.75' average head:
T = 5,780 Gal. _ 15.9 GPM = 363
15.9 GPM vs 363 minutes plotted on curve (see discharge curve).
Discharge rate and time to lower head from 0.7' to 0.6':
Q = 14.8 GPM
T = 5,780 Gal. - 14.8 GPM = 390 minutes
14.8 GPM vs 753 minutes plotted on curve.
STWTR CALC.doc Page 6 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Discharge rate and time to lower head from 0.6' to 0.5':
Q = 13.6 GPM
T = 5,780 Gal. - 13.6 GPM = 425 minutes
13.6 GPM vs 1,178 minutes plotted on curve.
Discharge rate and time to lower head from OS to 0.4':
Q = 12.3 GPM
T = 5,780 Gal. _ 12.3 GPM = 470 minutes
12.3 GPM vs 1,647 minutes plotted on curve.
Discharge rate and time to lower head from 0.4' to 0.3':
Q = 10.9 GPM
T = 5,780 Gal. - 10.9 GPM = 530 minutes
10.9 GPM vs 2,177 minutes plotted on curve.
Discharge rate and time to lower head from 0.3' to 0.2':
Q = 9.2 GPM
T = 5,780 Gal. - 9.2 GPM = 628 minutes
9.2 GPM vs 2,805 minutes plotted on curve.
Discharge rate and time to lower head from 0.2' to 0.1':
Q = 7.1 GPM
T = 5,780 Gal. - 7.1 GPM = 814 minutes
7.1 GPM vs 3,619 minutes plotted on curve.
Discharge rate and time to lower head from 0.1' to 0.0':
Q = 4.1 GPM
T = 5,780 - 4.1 GPM = 1,410 minutes
4.1 GPM vs 5,029 minutes plotted on curve.
The outlet structure will discharge the total calculated runoff volume of 44,040
gallons in approximately 2.75 days (see Orifice Discharge Curve).
STWTR CALC.doc Page 7 of 78

WrIghtsboro United Methodist Church
Stormwater Calculations
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STWTR CALC.doc Page 8 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
FOREBAY CALCULATIONS
Provide approximately 20% of Total Pond volume including area of forebay
construction and temporary pool volume:
Permanent Pool Volume:
Permanent Pool Area @ Elev. 72.6' = 7,180 SF
Pond Area @ Bottom Elev. 68.6' = 1,736 SF
Pond Average Area = 4,458 SF
4,458 SF x 4.0' depth = 17,832 CF Permanent Pool Volume
Temporary Pool Volume = 6,165 CF
Total Pond Volume = 23,997 CF
IForebay Volume:
Forebay Area @ Elev. 73.4' = 1,860 SF
Forebay Area @ Elev. 68.6' = 208 SF
Forebay Average Area = 1,034 SF
1,034 SF x 4.8 Depth = 4,963 CF Forebay Volume
4,963 CF - 23,997 CF = 20.6%
Forebay = 20.6% of Permanent Pond Volume
STWTR CALC.doc Page 9 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
posr-aE,i�ormevl' Tc - ovs�rm+m paow -rc�r,r�ro Dx ei <z e..,,
posr- D�✓EGo/ N&✓r)<l Z -.jyiW TL740✓6/f 6$8 if-Q//F® 3 F/5 =3.8
M/5T DE✓�aa/ &t4-te3. - pernKaw-/4ntF®O,S �as
TiXlo✓Gt/ dS/GKO,6N'W6/ROp RZCfs rvfu•✓ = G•3,7,0.
/057-- DE✓t[D//yglGl r��/' _ FteW Tyesvf# /'tOtA ,DuP-ET/i/E G9 3H) e0_$�Ain.
Q05T-)eV1ktO.O*eA1T .L7pr7jt� - 13.7mir. .
G
eAC—b,,E V, Tc, F"* XF.JRoF GeesSKoWM $GDG. 70 N. 9E591&9✓E
H(FT.)
500 Tc (MIN.)
400 200
300 EXAMPLE
Height= 100 Ft. 150
200 Length=3,000Ft.
w Time of cancan!rc lion=14 Min. too
1-- 1I50 60
L(FT.)
10,000 60
W1 ` 50
m ��xA,NpL z 40
¢ 50 - 5,000
i 40 ` ` twit C 30
25
30 Q 0. F 20
W Note: 11- 2
20 2.00
o tJ3e aomogroph 7c for natural � ? F5
basins with well defined channels, 0 1,500 . o
w for overland flow on bore = n
and for mowed rood- 1.- 1O
earlh, q�� 0 1,000 u_
ai 10 side channels, z 6
C) For overland flow, grassed sur- W Ed
facts,multiply Tc by Z. 6
o 2 500 1 5
g Far overland flow, can or
} 4 asphalt surfaces, multiply-Te �_. 4
to by.0.4. a 300
w 3 3
_ Far concrete channels,molt �Te by 0.2..v gv--{G 200 i
2 I � 17- ISO
T c 2.Sp,a 100
t 1 -to[i70.8�d PosT-DL✓ .` G� _
l
Based on study by P.Z.Krpien,
Clril Engineering,Vat10, N0.6, June 1940,SL 362 ,
STWTR CALC.doc Page 10 of 78

Wrlght5boro United Methodist Church
Stormwater Calculations
Mr
Ok
Duration , Retain Peaod
190-yr
(time) AinYlz (n)
vt
.5 min 0.49i 0 60 065 :" _U 780-
0.59 J,07' ..:110 131 lomin --0.98
1.41
15min 115 I.29 -,J,S7 1.70 1.94
30 mmi 1.62' 1 92 2:'14".-
2A7 2.73: 2.99
60 min 2.10 -2'SC: -2 92 341 .380 4.18
:
2bT '2.50- 16r 4�70 510:
3 lir 2:80 4.50.'l' 4.6 4 70 - 5.20: 5.80
IN!, 4.20-: -4-82" -571 6.40: TOO
12 hr 3.90 SM- 680 6.90.
8.60
4.50 5. 0,',8 7 oo 9.00, 16.00
TABLE4
Duration ReturnPcnod:'�
2-yr, 10-yr ,25-�
yr
(time) wo,
"I (iztft) (in/hr).
Z-yg p".6tv. 5 min 5M 6.631-1,. 1
7.23. 8.15 8.87 1 9AU - F"-064
10 min ;5121 5.91 91 4 7.85 8
is min �.60 ps-15. '9, 6., 6.82 7'
1 16. Ls-M
30 min 3.23 184' 4.28' �4,94 46 597 4.sz
9
'73 60 min 2.10 2.58 3.4U:.1 8 Tl-IL
2 lu 1.25, 1.65 1.80 .2.10 2.3.51 2.60
,0-YX po-pev, -73 hT- 0.93 1,17 1.35 1.57 1.73 1..93
6hr 0.55
...0:70 0.80 0,95 1.07 . 1.17
in 7.&S-
12 hr 0.33 0.42. 0.48 658 • 0.64 0.72
Tc-= 1),7Al4 24 hr 0.19 170. 0.38 0.42
Source: Latest Versions ofWS TP-40 and-,IWS HydTo-35
STVVTR CALC.doc Page 11 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
TABLE 40-4
IHYDRAULIC SOILS GROUPS IN NEW HANOVER COUNTY'
Map Soil Hydrologic
Symbol Group Soil Type
Ba D Bavboro
Be .. A BaVmeade
Bh. * BaNmcadc-Urban Land Complex
Bp Borrow'Pit
'. .Cr _ .. C: Craven
DO D. Dorovan
JO D Johnston
Ke A Kenansville
Kr. A Kureb
Ku Kureb-Urban Land Complex
La A Lakeland
Le B/D Leon
Lo * Leon-urban Land Complex
Ls C Lynchburg
Ly B/D Lvnn Haven
Dip Mine Pits
MU AD Mun'ille
Nh P , Newhan
I.No B Norfolk ii:1 i5ry?.✓-
On B Onslow
Pm D Pamlico
Pn B/D Pante,,o
Ra B/D Rains
Rm A Rimini
Se A/D CeaHate
Sh * Seaeate-Urban Land Complex
St C Stallings
TM '. Tidal Marsh
To C Torhunta
Ur " Urban Land
Wa A Wakulla
Wo Woodincnon
Wr_ C Wriehtsboro
Requires Field Judgement by Designer, Subject to Concurrence of County Engineer AD Refers
to drained/undrained.
Source:Urban Hydrology for Small Watersheds,USDA-SCS,'_:0-b•I-TR-55, Second Ed.,June 1986
S1WTR CALC.doc Page 12 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
OND�fiON ;
CovecDesarphon `w . , *, •; Ar .;1t A; . ,. �s•-
Fully.Developedii1lmnAre, -
, ���
`' PoorCondittan(<so%grmBrj •6g a9 �6 ,'. s9
:,Fair, 4� 76� a 79 84
Good Condtnon(>75?/a gavj 39 61 74 80
impervious Area -
'r Pavefnent;�roofs !;. 98 `9$ y98 98
Gravel 76 8S 89, ` 91
lxrt
Urban Districts ," ..
Commercial and Bunnies: , 89 ,92 94 9S 85
'Industrial 81 x:88 91- 93 72
Residential Areas-(by Lot Size) '-
1/$acre(TOR'nHOUSeS)� 77 6SWRrCNi380R0:'
1/4acre, 61 ` .;:75 83. °. 87 3 '.cxrae.H
30
1/3 acre
I ,..,
112 acre 54, 70 80 85 >•25.. 51
.. 79 84 20
2 acres-.', `..�." 46 -'.65, 77,-` 82
- Agricultural areas -
. •Pasture,grassland .. -
Poor: :. 68 ::579 . 86 89 -
Fair 49 :.;`69 :',79 84
Good 39 �` 61 " 74 '. . 80
Meadow(mowed) . 30 r58- . 71 78
Brush 4 .
.. Poor. -48 6777 83' _
Fair 35 :>'. ,56 }'70. ... n..•, : . .
Good : 32. `-58 .' ''72" 79.
:.Woods .. - .
Poor 45 '::66 77 :' 83
Fair 36 ,. 60 ",.,73 79
Good. 30 '55 i'70 77
Row.Crops,straight,good 67.. - 78 85 89
Row Crops,contoured,good •:' 65 75 `82 86
Small Grain,good. . -63'. 75 ..82.` 86
Farmsteads 59 _ 74 :82 86 .. .
Source: SCS TR-55(SCS, 1986)
SfWfR CALC.doc Page 13 of 78

WrIghtsboro United Methodist Church
Stormwater Calculations
wRtamnJIVAD ClIVY4H N E."I HANOIER COUNTY. `JC,.TH CAROUNA
ZIA
-�7
3zlm
k
...........
A
u. / \ / I
NEW HANO�—nR COUNTY AIRPORT
STWTR CALC.doc Page 14 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
RUNOFF-COEFFICIENTS FOR,VARIOUS,LANM-USES
.. "- TYPICAL VALUES ++
,Saady,;Salls Clay Soils
Slope Land-Use - NSai:::. - mar.. Kin Has. .
- Flat Woodlands . 0.10 ` 0.15 0.15- 0.20,
(0-22) *Pastures.. grass. .6 Farmland. ` ', 0.15 .E 0:20, - 0.20: " 0.25
. . .Rooftops and pavemear -.: 0.45 _ 0.95.. .
Single family,Residential:'
3 acre lots and larger 0:30 0.35 0.35 0.45
Smaller Iots OAS '0.45 0.40 -0.50
multi-Family Residential: _
Duplexes - 0.35 '0.45 .0.40 0.50 .I
Apartments,,tovhous"..
and condominiums 0.45 0.60 - ' 0.50 0.70
Co=.rcial and Industrial 0.50 0.95 0.50 0.95
RollingWoodlavds r� �
0.20. - 0.25.
(2 - 7%) *Pasture; grans 'b Farmland .. . 0.25
Rooftops and�'Pavement - 0.95 . .Single family.residentail:
I acre lots'd.larger 0.40 0:55
Smaller. lots :. 5. 0.45 0.60Multi-family.reaidentlalr
Duplexes 5: 0.45' 0.66
Apartments, .townhouses,
and condominiums 0 0.60- 0.80
Commercial.and.Industrial 5.- 0.60 .0.95
Coefficients assume good grouad.cov sad conservation .treatment.
** Weighted coefficient based om per
rage of impervious surfaces and green areas
must be selected for each site., -
p,2E-DEVECoPED
Source: Stormwater Design Manual, Tovn of Mount Pleasant, S.C.
.posr- DEVELOPED G 0,
STWTR CALC.doc Page 15 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
DRAINAGE CALCULATIONS (2-YEAR STORM)
Estimate Peak Discharge: 2-Year Storm
Pre-development Runoff(Total)
Tc = 12 Min.
c = 0.20
i = 5.01 in/hr.
A = 2.58 Ac.
Q = 0.20 x 5.01 x 2.58 = 2.59 CFS
Post-development Runoff(Total with no controls)
Tc = 13.7 Min.
c = 0.54
i = 4.73 in/hr.
A = 2.58 Ac.
Q = 0.54x4.73x2.58 = 6.59CFS
STWTR CALC.doc Page 16 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Estimate Runoff Depth to Pond(2-Year Event)
Type B Soils (No)
SCS Curve Number = 81 (54% Impervious)
Soil Storage Capacity, S
S = 1000/cn — 10
S = 2.35
Runoff Depth
Runoff Depth = (P — 0.2 x S)
P + 0.8S
P = 24 Hr/2-Year Storm = 4.73 In/Hr.
S = 2.35
Depth = (4.73 x 0.2 x 2.35) = 2.75
4.73 + 0.8 (2.35)
2-Year Storm Conditions;
Uncontrolled Runoff= 0
Controlled Runoff
Pre-development runoff = 2.59
Post-development uncontrolled runoff = 0
Post-development controlled runoff = 1.5 CFS
Total Post-development runoff = 1.5 CFS
Post-development runoff is 1.1 CFS less than Pre-development runoff
SNJTR CALC.doc Page 17 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Compute Values for Inflow HydroQraoh (1-year 24-hour storml
Tp = 43.5 x Runoff depth x Area/QP (Peak flow to pond)
= 43.5 x 2.75 x 2.58/6.59
= 47 minutes
For Time (T) from zero to 1.25 x Tp = 59 minutes:
Q = (QP/2) 1
1 — (COS TP J TP J
QP/2 = 3.3
Solve for Q @ Time m = 0, 10, 20, 30, 40, 50, 59
@ 0 min., Q = 0.00
@ 10min., Q = 0.71
@ 20min., Q = 2.53
@ 30 min., Q = 4.69
@ 40min., Q = 6.24
@ 50 min., Q = 6.53
@ 59 min., Q = 5.43
For Time (T) from 60 min. to end (approx. 4 x Tp = 200 Min.):
Q = 4.34 QPe1-1.3(T/TP)1
@ 60 min., Q = 5.43 @ 140 min., Q = 0.60
@ 70 min., Q = 4.11 @ 150 min., Q = 0.46
@ 80 min., Q = 3.12 @ 160 min., Q = 0.34
@ 90 min., Q = 2.37 @ 170 min., Q = 0.26
@ 100 min., Q = 1.80 @ 180 min., Q = 0.20
@110min., Q = 1.37 @ 190 min., Q = 0.14
@ 120 min., Q = 1.03 @ 200 min., Q = 0.11
@ 130 min., Q = 0.77
STNTR CALC.doc Page 18 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
WKICHT5,60Ro CPVRCH_ - . ... _. _._._. _...-_--.. _... ... .. -.__. _ ... __...._.
AR SA z
.4c
- = s' min <s
1 _ y
/O c — 0, 71
1 97
�!/ Do \ a 4 L9
' IL �t7
a
'F7
Y-7
STVVM CALC.doc Page 19 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Z, FIR
..,� '�' � '�.,l",k '�-�"'�l}�, ,M ^.5: 2�S°`. .c4+�j M--i ..F'xYF � �i a e.-r- -�� �•
..adr �'
u.
M
M1
e
.i,Ro` -`-Y
FjE +: . Epp 6'l
77.
d iI 1^7T�
�E !U m;*,, :.� Gf 3c! � S j G r J, 0 3 .
1 � 1. ..`, 1 n_'. -, • ' _
ao z./
sF
D.QW
}
STNTR CALC.doc Page 20 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Iyf/F os✓ ..ItYDi3)GR f/�f. C4y cU�iP,". z Y.,- rP*4FS 60 -7�DAr.y).
_.. .. 10.00)
TT 0, L o
��iT O.OoS
Him !� 5' 31,
III O.00g `
�i�,a� aoor�:Ny„_,n = �f3S� �Cs➢,�e .3��i�]�
3�
STWTR CALC.doc Page 21 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
t
i
� _ l
f t
+, L
4 f r ;
I.
t_ _t
17
r+ r
tr�� ;?
trl
_ _. .
' r..
r rtr
tt
Tt
:f.
r
SfWTR CALC.doc Page 22 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Estimate Required Storage volume (2-Year Event)
S = (Qp — Qa) x Tp x 1.39 x 60
S = Estimated Stormwater Storage (CF)
IQp = Estimated Peak Flow (CFS) (Post-Development Flow Rate)
Tp = Estimated Time to Peak (Minutes)
S = (6.6 — 2.6) x 47 x 1.39 x 60 = 15,679
Estimate Peak Storage (100-Year Event)
S = (10.66 — 4.14) x 57 x 1.39 x 60 = 30,995 CF
Pond volume is 41,303 CF @ Elev. 77' and 28,403 CF @ Elev. 76. Pond appears
to be adequately sized to store runoff volume with z 1.0' of freeboard.
ACCUMULATED STORAGE CALCULATIONS — POND
HEIGHT(FT) ELEV. (FT.) POND PIPE ACCUMULATED
STORAGE STORAGE STORAGE(CF)
CF CF
0.0 73.4' 0 +0 = 0
0.6' 74' 5,427 +1,400 = 6,827
1.0' 75' 10,168 +0 = 16,995
1.0' 76' 11,408 + 0 =281403
1.0' 77' 12,900 + 0 = 41,303
STWTR CALC.doc Page 23 of 78

i
Wrightsboro United Methodist Church
Stormwater Calculations
(12,900 SF) (96 LF)— 77'
08,408 LF) (90 LF)— 76' . .
110,1232 SF) (89 LF)
094 SF LL ������ �� � /,fig L 74 —
(B232 Sf)(5� 1> Pl1:r-/ F)
(7,60 SF)w (PERMAWXY POOL)-(69.6 Lf1 72.6'
I ^
<D VEGETATM1£ S/ELf
o
f 49.6 LF)—no' � ^ �
� I
FX2R2LF) 6&6 m
A N
R 5 Q � .
_ e
P ;z
4 4
P �'J
V) I
O 11
_�NN NN
n n A n J y
in
(2z6 LF)-68.6' of
P = 1p
(42.6 LF)—72.d
f626 LF7 72.6'
(67.4 LF) l 71 LF) 7� 734'
—(77 LF) (83 LF) - 76, 73' .
(89 LF) 77'
STORMWATER DETENTION POND
Areas and Dimensions
SCALE ("=20'
LEGEND
77' - ELEVATION WL
(96 LF)- DIMEUXA( IN LWEAR FEET
(12,900 SO)- AREA IN SQUARE FEET
SZWTR CALC.doc Page 24 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
fiir a+;t,
fi
I � r1911F-,1.
1 I
1
.. tcT lis
I _
=C~ 1.
+ ' +
.. ._. . . .. .
i 1 ;:
SZWTR CALC.doc Page 25 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
STAGE STORAGE CALCULATIONS
4.5" rectangular Weir with End Contractions
(See ISCO Weir Table 6-2A)
Elev. (Ft.) Head Flow @ V (CFSx a33) = Discharge
Width Rate CFS
73.4 0 0.0000 X 0.375 0.0000
73.5 0.1 0.1032 X 0.375 0.04
73.6 0.2 0.2859 X 0.375 0.10
73.7 0.3 0.5143 X 0.375 0.19
73.8 0.4 0.7750 X 0.375 0.29
73.9 0.5 1.060 X 0.375 0.40
74.0 0.6 1.362 X 0.375 0.51
74.1 0.7 1.677 X 0.375 0.62
74.2 0.8 2.002 X 0.375 0.75
74.3 0.9 2.331 X 0.375 0.87
74.4 1.0 2.664 X 0.375 1.00
74.5 1.1 2.997 X 0.375 1.12
74.6 1.2 3.327 X 0.375 1.25
74.7 1.3 3.653 X 0.375 1.37
74.8 1.4 3.972 X 0.375 1.49
74.9 1.5 4.282 X 0.375 1.61
75.0 1.6 4.583 X 0.375 1.72
75.1 1.7 4.871 X 0.375 1.83
75.2 1.8 5.147 X 0.375 1.93
75.3 1.9 5.407 X 0.375 2.03
7504 2.0 5.651 X 0.375 2.12
75.5 2.1 5.878 X 0.375 2.20
75.6 2.2 6.085 X 0.375 2.28
75.7 2.3 6.272 X 0.375 2.35
75.8 2.4 6.438 X 0.375 2.41
75.9 2.5 6.581 X 0.375 2.47
76.0 2.6 6.701 X 0.375 2.51
76.1 2.7 6.796 X 0.375 2.55
76.2 2.8 6.865 X 0.375 2.57
76.3 2.9 6.907 X 0.375 2.59
76.4 3.0 6.921 X 0.375 2.60
I
STWTR CALC.doc Page 26 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
. .TABLE 6-2A, - -
DISCHARGE OF 2 , 1 5;2!,2.S'. & 3' RECTANGULAR.WEIRS
WITH END CONTRACTIONS
FORMULAS:�CFS=3.33(L 0.2H)H1:5 GS=CFS X T.481 .MGD=CFS"X 0.6463
' - MEAD LO FT. Y S FT. :2.O FT.. , 2.5 FT. ' 3.0 FT:.
FT. CFS -GS M$D CFS GS" 'MGD CFS GS ' MGD CFS GS MGD CFS FGSTMGD
.01 .amf .m�e .om1 mse - ..311 .ami .o6ai .war' .eo•a '.00u. eux .oast toloa .olat .am1
..m1I :a.... ...0
o.o• .azea l+n'. `.pNI: .mvi.:'aan` .oni .Dsn'. a+m '.mal .o1N ':.o .aI uI .INS .mN
.wle Al3l.Nu ams .mit ea .Ta .uxe' .pn1
e.o1 .Data .i.v .mu .ulzl-', .].�. .Dan ':wl.;.nn ':dla :Tau ntoe .olN :lau .1.Na
.vi .aloe .•N9 .mw .w.e .uN .maz ' .Irn. .11. .orN .Tan' 1.N1 .oN1 auz tan .uat
o.N .anl as.r . .pN+ .1tle� -:Iles .pua? '.NN .a+ee".len 1.wo .Ixla '.uN l.eel . 61,
Nas .vul" .»]3 we ..-.N11: -.n.2 '1:»> .tnz' .ssn LNa .u1x .aN aael .ma
o: p .Imx nxo' .ewt ' ssv I.u. :,Ioon; 1..1' .:1.saa'. . >. .relx Lx.. .Iwe atv za•e amr
.L O -.it.. .lam ,I 1.l+f .Is» .1010 S.S]i. .t9a. Jele ..... .»H
D.li .I3 I.O11 .0\n .IO« "1.51e I)ra" :.lot E.D•1 .Ilea .Nll. i.f.. .I11] .al» ].mz' .leel
a.0 .uxo Lm .p.u ' .Z3z l:ul:r.un" '.:Ieu, lom .z.o1 «w ]..n .woo
0.1. .INe 1.Ie. . .Iwa:•. .nu .'Lon'.".meo a•w ':.:2s1a .Tan. .«u
0.0 .ul] I.w. .Tau' .!I« : zaz] .u3e .lw .an. a.131
.1191.:-z:ltt '.xezl .a 1..' 1.11. am ezea l.n] .mo .aUl was .Ibal
_ p.v .zxfs 1.Ie1 .ts+r .Satz x.].v' :xzu' .a3N ..J:•n •t+N .slse 1 1. .nza .I9m 1.11, .au.
o.Ie .z.» LeJ•' .uet .]tn roN .14 wN'. ].m. ..)zz\ .uaa -v.eu .w3o .nn J....-...t.IZ
I:'N .»u :a0]z . 3.vtb 1m1 n•u •.Ne a.+r' .eila s.oeo .Nae .e111 wuz .1»a
o .teN z.Ilo .1Ne ..>N; 1.111 .2 '.111.` 1.sn '191 . 1 3..e1 .•»3 .Nu e "1 .IM
o.z1 .aato t.x+i -a1e1' .Tail >..ar .w2o `:Tan a.eN- .w» om s.Iv) .wn ill I 1.NL ..Ill
a.rl .J1\) r.a1\ .z III .J0.1 ).]a3 .J1>•. .Ilzl '1.020 .wN :N]f a.)1J .Nft 1.01e 1.1N ..H1
O.IJ .314. 2.01 .lIN .f Nl ].99f Hf3 .11ll saN .N). ..Dla a.lt) .»N .I.ON \.111 .]0»
o.xa "IT laesvNz .1xm. 1.u1 1.Ne. .laio
o.zs aN• zvse .zsse .om1 asu- a1v. .nv a.ort sz« LO» i.ua .Nn
•
DISCHARGE OF 1', 1.5\,2','2.5; & 31 RECTANGULAR WEIRS
WITH END CONTRACTIONS
TABLE 6-2A CONTINUED
KKAV 1.0 FT. 1.5 FT.' : 2.0 FT. 2.5 FT. 3.0 FT.
FT. CFS GS MGD 'CFS I GS MOD .CIS 'OS MGD' CFS CS MOO CFS CS MGD,
D.a .wet Lnl_ .i»3 .NN •.aez ail .rm.' .w.- e«1 ..Nt e.Ns .«u lam rm• Nu
o.n ..a I.
.r . ..... 3.m• .wN .111. .sue .nN L 11 l000 ..NS
.1N\ )..e• .nr. 113o NN .N+1 .n .11« Lxoa m 1Nu o Ie.N ..NI
o n >.Ns :use .1.N S.uo wl 1.om i s1f .aul 1.xm sod .\la\ lsx ILN .1Nf
e.lp aw Lw an• .lely s.evs ,.ev1t 1.pu ,r.1.1 Nt lau r.+u .I1» L1N 1z.m l.re ..
0:31 .S311 4-all .31 .e11f 6.M .1).t 1.11• •.]]I .7110 l.401 10.40 .1.11I.N9 Iz.N l.wl
0 ]z .SN2 •.»l .le 11 .INe. ♦ ..f1N 1.111 f.iw .lsw I.Ne 30.« .N.O ».t1 LNa
O.J] .Sw :.M ]e11 ..Ofr »z :)Nl l.ttl 1.1]> ' .rlw 1.»l ll.a1 w]v .N3 t' I.I11
O.l♦ .1»1 w i.o]I e110 l.i>s .elN 1..0. Ix.01 I.mI 1.911 1•.N I.nl
•.l+i .a{ .rNv i.il. .elr) 1.>II a.vf! .w01 L•l. It.3> I.OI\ 3.0x0 If.11 [.at
0.]1 .N]3 ♦:11• .wN I.ali N1. 1.>N Npl' IJ.Oe I.1,, i.1 al 11.1. 1..,
a.)1 fIli .Nf I.N• 1.1w .Nol ,10:w N» I.IN I1..0 1.11f x.IN 11.•1 1.•li
D.]\ .)EOI s.Ti ..N\ l.tll 1.]l0 .}Il. 1.%l Il.n .we0 ♦.{5 I.III I.zll Il.p. - 1..1.
S.sN ..N] 1.1» ..Se .r.N I.f19 II.N I.oei 1t.10 I.IIp x.]i0 Il.n LILT
p.w .r w .�n1 .+m• LtN �.N• .nn Lwi u.la. Lws i.e)i' n.» lau Law u..p LNp
O.al I.ON .Jlel 164 .. 1 .e011 1.91r. n.w IN- n.\I 1.)N z.s11 19.OI I.M•
.az .om •.xu �a�1 :"z .'al
e..I Tau a.ao s3r tail Nx .en1 1.r•1 u.N eau 1n• 1.•w z.na eon* l.ne
o.a. N1 .»» tan n.v .N. u.•o �:ani ta« irea su nuo I1.n LIn
Iv.w 1 i ..s
Da. a.0 nmr a] N.u., m N... .... ].aa xl.aa Lr»
.aru. i:.1N
m's nw✓. n> z.eet w.•x Lln ]sN ..ot :.ore
1 iam l.em u.w Lp» t.In ie:n i..N Lr.. »ax Lm ..��s i..ae 1.1•t
u... ..r. ..nr N.n 1.«1 l.ex• a.l• Lee . naa xaoi
iO.sl 1.on Llu .lmv Lw1 1.111 11.12 I..N n.l. I.... l.su N.tv 1.xn
.0 t.u1 Lne oral u.a. 1.1n zau n.n lem i:�.i moI .l.n• >.11e xr.of z.ni
u.w Lue z.w ..Ir la» .er• n.o1 Lrn >.ne n.0 l.wa
1.u1 i.iu Tall LN• I.N. i1.ro La• n.N law .ul IIn• x.we
o.a 1.xp1 vow .nu I.... .... . 1.u;. i.iu I..n Lwv IN :..t• I.N. IMI ».v 1.111
e.N Ln• 1.In .�aN Lnl N.« Ln1 z.Le]s1aa> a.an a.N
osi I zrD • .v1 pe N.e1 L:N x: LIv net
LSI l:aoe .:m i:o�s u.l> I.N. I.Tn Io.n ra ..gem n.n iaN •a•1 na• zi.r
It .Nv] I.ON 1f.10 l.ne I.NO tl.l] .N1 ).1N h.I< ),In t.3N' ]E.3. x..11
l0.» ..1vi x.IN Is.1. 1.] i.•le xLri 1.1 ).aN ».se i.>91 .13i ».)a x.Nl
Sl1NTR CALC.doc Page 27 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
'1SC0 OotNGdAN1/EL Ftow/11EASOMkN7� ;`'. �`- � -
DISCHARGE 0F, 1`,;1.5�,2"2 5�,A 3' RECTANGUL`AR.WEIRS
WITH END:CONTRACTIONS;
'. '.TABLE G' 2A CONTINUED .
. xEA '1.O FT:..... 1".SfT 2 0 FT: '_.'2'.5 FT.'.: 3.0 FT. . . .
FT. CFS GS .MCD. CFS .GS% MOD CFS GS 'MOD CFS:' '.OS MOD CFS GS. MOD
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DISCHARGE OF'Y', 1 5',2�,2.5', & 3' RECTANGULAR.WEIRS�
WITH END .CONT.RACTIONS
TABLE6-2A CONTINUED - '-
HEAD "1.0 FT. 7 1.5 FT. ' 2.0 FT. ' 2.5 FT. 3.0 FT. :
FT. CFSCS MCD CFS GS MOD CFSOS MCD CFS GS MGD CFS GS MGD
o.9e z.m u.,) oN. LpVI' fo.as LH,, i.w ,aaT - Ta» Y.a9 uY 9.rn ».Io f.ee. .•a.n zeel la.ie LHr. a.u1 l,.on Lees s.ia] v.ne � ni /.)n' Y.0 T». I.en H.n' s.tev. -
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SZWTR CALC.doc Page 28 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
DtSCH 1R6E OF V; 1.5 ,2 ;2 5', 3' RECTANGULAR•WEIRS
WITH END CONTRACTIONS
`. TABLE`S' 2A CONTINUED
.HEAD 1.PFT 1SFT _ 2'OFT'. �•' '2SFT.- 3.0FT.
I FT. CFS GS MGD CFS '.GS MGD '-�F9 GS MGD CFS GS M6D CFS ' 65 MGD
Ia1 3.uf zaeT.' x.vt ..lel v. x ] Nl �1 n .vi" s a. 11.u� u.N ia}} u.•r, loth ' , us '
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'.l.L. ].Nl 2e.T•' 1 a! .aN 50 Y 1vE .1 It N.la' 3 M .11.IT M 0) 1.ew L 1. 101.1 r.312 '.
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DISCHARGE OF, 1 , 1.5f2'9 2.5',, &:3'"RECTANGULAR WEIRS
WITH: ENO"CONTRACTIONS
TABLE 6 2A CONTINUED -
HEAD 1.0 FT. 'a1.5 FT 2.0'FT ` .: 2.5 FT., 3.0 FT.
FT. CFS .GS MGD CFS 'GS MGD CFSCS MGD CFS- GS MGD ,CFS GS MGD
Iw• .:71. I1A9 1.01 ..111 -)• .13.'1.11. a-ul r.ble 0:w uen.' n.On ttt:z I3.3�
Lu LN 4i:I'Ill
f ')»s.eOaal} Ja].-N1lNJ 11. 10 • t� 1>.«11. 1zL-90l
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'.
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STWTR CALC.doc Page 29 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
y5CO3 OoE91/.''C�I�NaE L,. .FLDw 3MkA"S t//REH7E<t'�l� .. ,.
DISCHARGE OF11, 1 51021,2.51, & 31 RECTANGULAR WEIRS
'WITH END CONTRACTIONS
TABLE 6.-2A'CONTINUED
HEAD 1.0 FT. .. 1.5 FT. "2;0.FT. 2.S FT. 3.0 FT.
FT: CFS .GS MGD CFS '.GS MGD . CFS 'GY' MDD CFS GS MGD .0 FS CS MGD
na 11.1. 111.4
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$a JS I9S.r I1.01
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2.04 f.r<a at-9l 1.llt I0.<0 iv.ta «. 13.15."IIS.e 9.9e) 2 . lJ l.e 1].l] 21.l5 "llf.l le.z5
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t2.02 e9.95 !.T)t 1 .71 03.1 OaO. D.1. flan 15.1) x+.]J lnla le.1e
Zl ae-a •.Ds. u.o1 90.)r. 1.lar 1r.99 U).s. ll.sa Dn0 111.1 Ifal 29.50 z20a I
2.31 1.390 11.01 a.p)s 13.10. 90.n r.M) ILM." 1H.5 -ILe1 D.0 Ve.z ts.K 21.0 111.0 Ib 11
5.11 e.)OI al-lB - 1.O tp L3.1• aI.20 T.el9. '11.J i {]f.l I1..1 ZI-S. IIS.E. 13.4. 19.1 1 S .DS 19.39
E.I] ..33♦ W.ol' •.1 19..0
].l. ..NI ♦i-« bY9. q-30 9L C] L9f 0' le.is ll..e II.BO S..2S IB LS l].OS l0.le I23.1 19.31
.1.2.2 0.1. ]e.]1 3$1.1 1....
DISCHARGE OF,`1; 1.5',2192.5!, & 3' RECTANGULAR WEIRS
WITH END CONTRACTIONS
TABLE 6-2A CONTINUED
HEAD " 1.0 FT. " 1.5 FT." 2.0 FT. 2.5 FT. 3.0 FT.
FT. CFS CS "MGD Cis 'GS MCD CFS' . GS" MCD CFS CS MGO CFS CS MOD
xzz.d1ne0! 0e..•).1 vO{t1 1a.`.iL.,.•n1J1s.{ a.1•,...1IlOI6`OIl1 1)e91.....0O0313S9x1 ,l1IlDle3....1Usr1.) 1Ib1I901..♦i1 11IzLl..va1!0' H2...n Bes tlIoBe 1e•...lI 1I1O'...zOe 30.SZ zn2e0J..a PN.J.w1r]
. 4a 4.N
5 3
D o 2J2
4.0) . . 1-EO l)J.a i200.0eS
1.'z 2' ...54 \Lze ..ll l- IL.e 9..0 f.{vi Ie.n' nl.s LL22 IS.« Is..I tern 11.31 2).,l zo.2i Lti e.w9 u.)9 1,te1 R.T1 R.ie e.231 l9.ao I4x.I 3I.2. "x L21 Iw.l Le.33 31.51 xla.o xo.39
z..) ♦.1e1 4..)0 1.I90 Il.n v).., 0.2e1 15.10 I.l.V ll.). 25.10 110.1 1...1 '1.11 33).2 20.30
Z03 L2.84 .0.0. 1.J01 19.15 I.3.0 I2..0 9'.. 191.0. l0.'a ]1.11 D1.5 20.61
$-.5 4.513 4).l$ 1,209 L1.90 I.... ..)10 19.11 1«.3 IZ.\a 25..r If l.O 1..)9 )z.i5 ]31.e M.,z
x.te e.SEr •1.)) ..Sle 12., 96.89 <.1 TO 11.J1 I3..a48l ♦4..5f4)51 t1.99e-n.014). ♦\.....53P3J0S1 Is...
P. 1..s...9 I - .. O. I )S...JO0 leb.eB7
t3 )1} I4)1-.1 01)
z.Se 4 2.]
143. 11 '9 }.1.3 M14
1 1a z : .
}.so r
. a1-.1 12.1. 2. l:le
2.at 246.2 21.27
Lf1 1.59s uv 1.112' t3.11 a9.91 ..s1L n-« u..a Lx.ex 22352♦ e. II .♦1D...2E a4.Z$i1l0e Ol -n 91 rs I9.q E20. 1e to Il])..o]v. 217.05 2]11a.001
2.5, -.Zo 5 3.3z %.Of .-e09 ID.Ol le.f9 Itle.. IL t. f).n zH.) z1.49
4.2b .>T .. .1 11.2r .1$ 20.
.ids 42 b IO 15 too.91!.)) nl.] 21.n A9 tolA 11.4. Jl.is n2.4 21.11
i.ft L.ISO ♦D.19 4.JOI o.e 9:)IJ I'J.JO I)I.e t1.11 ZI.II 20I.9 11.5I ]].« zf l.9 $1-a]E.11 p..19 ♦i.91 4.]Il ).1Ie 0 . a1). 1o1. Be. ]. ttCo.aO 1)).2 l)J.lIaB 11.111 34.11 x11.2 x1.04
31.11 1..Y 22.11
21.51 SJ].. (l,Ie J4..] }f T.l 22.27
0 10.1] •.J)I I).p. ML ..e.l 2J.De. 1)... 13.31 27.e. 21e-! 17... 14.a1 231.0 22.3a
}JI e.112 10.t1 4.))e to.11 112.1 S.I TS 10.11 IN:] 't].tt i).n tD r,) I,.-, J•.n Z. ti-19
-1 9.90! 30.Ba 1)].• L).al Sl-pl Io 1.! .1.O. M.9) i.l.a II.Io
x.e3 a-n2 r.]I a,Jsx u.e) l0)-. . %1 tD.a. u0.e 11.4, v-o1 n9,r Is.12 31.1. 2e1-. z1.11
LI4 e.raz SJ.« ..31i u.0 1D].9 6.11 21.^] 3n.1 I3.51 ze-n :LDn n.ta ».tl «.t D.ez 10..-1 v.o04 II.li Is.., .1.11 29.w 211.1 11.21 11.1. 2.1.1 22.11'
L1e .-rat SO.se 1.37o 11,. 1.1.1 1.031 11.11 01.I 11n1 E..,, 21:.1. te.]1 fL u xet.) l).O4 S0.1) 1.]11 1..0] IJ].e •.o,O II-JO 1f1.3 11.11 "Ee.1e $t).i le.ta ....J IN.O n.lt
i.e. e.179 SO.lI 4.)11 14-01 105.. '1-IOt :L.)1 leo.0 3).BS z.-N'. 211.] I1.). .. 3 $.... ...31
e )O.iS a.].l (..I] IOf.! 9.l]a31).. to.21 V].2 L4.4 lOp.l ..16 e- S1.•1 lel.. Il:^. t1.16 $I O.e ,l e.)l )e-]4 zlln S].19
STVVM CALC.doc Page 30 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
IDISCHARGE OF 11, 1 51,2%2.5 & 33 RECTANGULAR WEIRS
WITH END CONTRACTIONS
TABLE ¢-2ACONTINUED
HEAD 1.0FT. ': 1:SFT ' .. 2:O FT' 2.5FT- 3.0FT.
FT.'� CF9- -65 MGD CFS' GS MGD CFS -GS. MGD CFS OS M6D 'CFSGS: MGD
211E ..wa 110." I.317,' 11:23 141.5--1.11. 21.N Ii1.0 (I..w' 'I9.H - ix1t 91.,e lUl/...w91 )]a..2saz- ill.] T].W
4.119 ]1. 5 . . .14.2J9I {01:3 :Z61 161.a 1 .1} p )S 2 a '34.H 2HA 21.71
4 ../3] fL01 . .Iz. ..]e wl.e v.211 21.9] N9.1 1..11. 215.a SI.4z
217.0 23..l
11et]a 1.40 101
9:J3a- 21.0E ..:Ni.I 1..23 29.61 22I.1 .11._1. )1.31 218.3 Z.Al
3.1. e.OY SI.II 1121 la:a1 10e.) 1.315: 22.11 ,"165.4 I.:II 2).1a 222.5 19.x3 - Jt.J/, 219.4 24.19
Lt7 ,4.N1 - SL22 a.a2S l..Sl- M., .1.L6'� "22.30 'a 1N.l' 1.:J3 29.01 Y2).f H.31 37.51 200.9 24.2E
2.7. O.H3 SI.il a.e29 11.11 9..I1. 22:39.., I44.1 14.40 30.01 U4.9."11.39 37.72 :.Ztz.z, z4.3t
--51.31 1.4)]` _14..2 'to...:'L 9.Ht' :22.31. 161.a.' I.Al 30.1. -2}5.S .19a0 TAOr leJJ 24.N
.e0 e.N3 'SI.Je-:'1.N1' Ib11..; IOv:T:9:419' 22.47 .,,J6e.1"-l..Sz 30.21'.:.,220.4" 1..Se ....1 .. 201.1 x4A0 ..
2.t1- v.li0 ll.Y a.4to unf`:.:llo.l' 1.509 22.51 IN.7 11.ft '.]Q..0 ']Ib.:- 11.65 1424 - 2ee.{' N.72
S.a2' s. 7, ')l.Y 1..Y. Iw ra uo.. `1.390 22.1. 1.... .1..,. '30.51 '222.9". 11.73 11.41 3e7.4 24.H
2.n- 6.940 11.47 1.Y1' ,14.91.. 910.6....9.sM 22.73 -'110.1•' I'Al ''a.w' 229.♦ H.e2 1..19. 21e.1 '.1..*.
2.N a.of 3Lu I:... ...H'::w.I':Y;"% -27..12., 170.1, 14.7E :30.19 230.3 u.90 '34.Ie'� 2".a SS.H
3.63 ♦:4e9" 0tM- ...13 1A.va 111.5 .:636 ZZ.11 .111.a t'1..., 1a.92, 2)l.)- 19.94 Je.q -2914 21.16
2:61 1.$., SILST. a.NS H.1f Ili.4 '1.6.0 23.00 -11Z.1 16N 3601:, 2)1.1-. 20.0T 19.11 212.4. 'MET
2:H a./91 SLw: 4..50 t4.IS ll2:2 1d10 -:1"., '-U.vx JGU' 213.a 20.13 )9.2/: 291J IS.]9
z.10 A901' Sl.lx .1.Y0 .11.04 `111.1 -'9.119. :31.16_. . I73.♦ .11.E/":Jl:]l-:'ZH.J ..:SOA4 - )1.a1. 3H.1 S1:S0
. E4 51.11 6Y2 'I3.0t' 112.1:•-9.i41 11J.I1 ' 1r4:0 IS.04. 31.Y,-"'SJ5.2.- 20 32 31.0E 296.4 25:61
2.90 4.90 Sl.a1-; 1.aN 11.13' 'll).Z' 9.71e iZl.35 114:1. I5.09' -]1.57"..IJ0.2' 20.1E 19.10 197.E 13.T2
2.91 ..9{0 St.., 4.Ye 15.11 :-113.1 1.414 23:44 ' 1r1.4 15.1%, '31.71�'237.2 20.1) 39.9E 2".0 SS..,
.2.92 1.91E * SL.TI 4.Y7 IS.12 -'{U.0 1.431' 33.53, '.I11.0 I5.211' JLN as..2 MI. �•w.14 .)OOJ 25.1.
x.q '1AH SL1) 1.Y1 Ua1 114:2'. 9.M6: 31A2 -411.E IS.ZO 11.vi-' x19.1 20.N Y.11 101.• 14.04
3_.N 0.91e"ISLT1 .VO ISJ I' 111.5 p.69a -53:10 11,-3 .15.32" 12.1. Ha.1 x0.ia' .0.1' 302:1 2.:IT
9S '..9t, U.T5 a:.71 11.31 : 111.9 9:923'. 23.M' 11/.0" 11.38. J2:23. 'Z41.1 2.:93 4O.N 3N.2 Ita.
2.96 1..I. it.?. 6.a12. 15.Y' It 1.2:' 0.932 23_.6,.:.-ITS.. 4S.I1 "12.A 242.1 20:91 w.N las.S '20.11
2.97 6_vZ0 51.77 1.01- 11.1a IIS.J ' 9:160 23.9E IT.J 11.IS 3l.0 211.0- 21.00 .1.01 301./ z6.30
t.94 4.93E SI.Tl 4.4TJ'- 1S.49 Il).9 10.01' '24.0f' .�IT1.1 15.54' 32.42 1N:0 21.06 41.11' 304.1 19.4E
9 fl.T/' 1.4TJ I5.53
it..iIa.. ,24.11., 1e0.6 I3.00 '32.71 241.0 21.lS al.)f 3".. I6.73
I... O.9S1 ' 5I.T4 a.113 If.SL:'31e:5 Ia.00: .34.2E 191.2 "IS:Oa: )2A0 2.5.1 21.25 .1.53 310.E 26.1E
17
TABLE 6-.26
DISCHARGE ,OF S',6',8 & 105 RECTANGULAR'WEIRS
WITH END 'CONTRACTIONS
FORMULAS: CFS=3.33(L-0.2H)H115
.GS=CFS X 7.481 MGD=CFS X 0.6463
HEAD 4.OFT. �::'.S.OF'T: 6.0FT. 8.0FT.' -. 10'.OFT.
FT. CFS GS MGD' .CFS GS MCD' CFS '.CS MGD CFS -GS MGD CFS �,GS MOD
a.Ot .0133 --.M6�:'-.00N '.OIN 121s .0100 At. .Elva � .01}9 'a... .t992 .0px .O131' .xNt .03i5
0:02 .0110. .H16 -.0243 .0411 .)S30 .as" .0", .4xif - .9145 �.01s)�. .SOIi . ... ..H41 .Z"I
0.03 .Oa9l sll0 .OYi .OEM .H04 .0554 .IOT 0010 .UIJ -LOIf .NN .R39 1.31E .11l]
-0.04 .IOH .)H0 .ONI .U)0- .9N9. .OIA .ISM L194 : .I032 :212S 1.513 .137. '.2Nz t.S9l' .1720
0.03: .IYS l.11t A9a0 114s1 1.19a 1191 '2230 I:Obe',.d111 ..5113 3.13f .192) .]II9 2.M12 '.}N4
0.0. .1912 1.110 .1261 .2M1�' 1./2. ':357/ .213E 3.19E .I191 .3)O9 2:9T5 .2521 .4866 1.617'. .3159.
0.07' .145e ' 1.419 .I301 .JOIf . 3.". I.., .3.1. 1.1.2 .2L0 ..IS: I.Ns JlU ..I,, ..w1' JMO
0.et .3w2 1246• .1140 .11SI 2.aM _.26Z1 .45H )All .291E .60N ♦.f00 1e/9 .1f23 1.624 . 0e3 a.09 :.360 2.U4 .EllaLJSI .2H) J37, 4.OZ4 -'.3V6 .111E.' S.]N 4e3e .H)5 6.I14, .sw0
}.10 .4Iq J.{31� .2]H .sI41 „ ]All :3341 '�.6297 6.alt .40T0 '.H03- e.26e. �.f 13 1.051 ...2 ..Tz
a.11 ...33 3.615' .3123 ...N9 '1.12a .390E.a _ 172 6.auw n 1 1lw S.4J1 ae91' .39..0114E5 97.ZSI .6I01 (.312 9.0e1 .7134
40 0E .S06 1014 Aa uvs .6503ae 4 ]G 1.3rt I0.33 .N23
1 .2 1 2. . 0 .11
31 4a Lfsr tl.H 1.0p4
0. . a 1.3 1133 10.40 .NH 1.11, 13.01 1.IN. . . 52I1.51' AMs1.,?,
1
1.2.1
0
.16�' .i4li ' 4.326 nY3 LOfp TA11' 1.212' 1.SU .e220 t.av 31.T0 t.H/ :.li. IJ.H' IA73
0.1E .visi e.9xs �.HA 1.U1 s.Pt ;:Twl. '.IJ9J.". .,w00lA]9UA F' Id01. 2Jxe 1i.40 l.fOl -
0.0 t_004 'LSat' .aftf 1.36E v.9.a 51 L5v 11.3E .n0i x.0ls ts.lf L.{.HI9 1.SJ4- 12.96 L6]6
0.20 I.H3"'1.1T1 .1Nt 1.3ee 1 . 3 : :Seal. Le« ll:le' ' I'061 .2.196 11.43 1.411 2.741 20.3f 1.IT.
0.30 L171 6.Si1 .i62J: t.ait ,11.01'. :9SN lLlb 13.20 Llal "Z.311 11.1.' '1.5)2 2.9p :22.19 11AIl
a 21 1.2
.e I.Y9 .619t I.SH "11A9 LAZY '1.901 I. {.ZI. t.15U- II:Ce:' 1.a14 ),I9t' Il.et z.W2
0.33 1.159 IO.It ".pN IJ0 '�12.I. 1.1.1 Z.N1 ,'15J1 IJIL L1X: 30.1f' 1.>e1 3.43E 2f.f1 5.21E
O.23 1..12 I0.87 .N9]' 4.920- "l3.al l.lre .Ul la.la 1.a 13: '3.9i2 ILSe 1.eee '3,9f4 31J3 Z.J61
O.N 1.51E 'll.f4 1.000 '1.939 ' 'p.50 LIU 2 3W 1T.aJ l.f0e 1.113 21.29 2.012 1.8% .21.11 2.110
0.2E 1.a44 IS.IO -LM3, x.Ow' ''lf.al I:JR E.417: If.SJ: Id01 1.109 2.:10 -Z.13I ♦.UZ ',30.9,' 2.677
STWTR CALC.doc Page 31 of 78

Wrightsboro United Methodist Church
IStormwater Calculations
a i i IN!
rt-- %A�„ tu
Fr 71
t.
I
L
l +t + L µ ... .. ...I {y
1 :
1-
4 44-L +}_
,
4-4
i 1 1 La._r
.1�
-I H
MH
l
H
jil J --TIII�}
t Y f 1 1
.-L.a- 1 1 T. . . tiL t.
TI rTj
+ j g +
STWfR CALC.doc Page 32 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
DRAINAGE CALCULATIONS (10-YEAR STORM)
Estimate Peak Discharge: 10-Year Storm
Pre-development Runoff(Total)
Tc = 12 Min.
c = 0.20
i = 6.09 in/hr.
A = 2.58 Ac.
Q = 0.20 x 6.09 x 2.58 = 3.14 CFS
Post-development Runoff(Total with no controls)
Tc = 13.7 Min.
c = 0.54
i = 5.81 in/hr.
A = 2.58 Ac.
Q = 0.54x5.81x2.58 = 8.09CFS
STWTR CALC.doc Page 34 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Estimate Runoff Depth to Pond j10-Year Event
Type B Soils (No)
SCS Curve Number = 81 (54% Impervious)
Soil Storage Capacity, S
S = 1000/cn — 10
S = 2.35
Runoff Depth
Runoff Depth = (P — 0.2 x S)2
P + 0S
P = 24 Hr/10-Year Storm = 5.81 In/Hr.
S = 2.35
Depth = (5.81 x 0.2 x 2.351z = 3.71
5.81 + 0.8 (2.35)
10-Year Storm Conditions.
Uncontrolled Runoff= 0
Controlled Runoff
Pre-development runoff = 3.14
Post-development uncontrolled runoff = 0
Post-development controlled runoff = 2.15 CFS
Total Post-development runoff = 2.15 CFS
Post-development runoff is 1.0 CFS less than Pre-development runoff
SNOTR CALC.doc Page 35 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Compute Values for Inflow Hydrwraph (10-year 24-hour storms
Tp = 43.5 x Runoff depth x Area/Qp (Peak flow to pond)
= 43.5 x 3.71 x 2.58/8.09
= 52 minutes
For Time M from zero to 1.25 x Tp = 65 minutes:
Q = (Qp/2) Cl - (COS TrT) J
l TP J
Qp/2 = 4.05
Solve for Q @ Time m = 0, 10, 20, 30, 40, 50, 52
@ 0 min., Q = 0.00
@ 10min., Q = 0.71
@ 20min., Q = 2.61
@ 30 min., Q = 5.02
@ 40 min., Q = 7.08
@ 50 min., Q = 8.07
@ 60 min., Q = 7.63
@65min., Q = 6.91
For Time M from 70 min. to end (approx. 4 x Tp = 210 Min.):
Q = 4.34 Qpe1-i.3cr/rP)]
@ 70 min., Q = 6.11 @ 140 min., Q = 0.60
@ 70 min., Q = 6.11 @ 150 min., Q = 0.84
@ 80 min., Q = 4.74 @ 160 min., Q = 0.63
@ 90 min., Q = 3.69 @ 170 min., Q = 0.49
@ 100 min., Q = 2.87 @ 180 min., Q = 0.38
@ 110 min., Q = 2.25 @ 190 min., Q = 0.32
@ 120 min., Q = 1.76 @ 200 min., Q = 0.26
@ 130 min., Q = 1.76 @ 210 min., Q = 0.18
@ 140 min., Q = 1.05
STWTR CALC.doc Page 36 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
_ v
- `�ALE_LP.NLatYIF_962�40I�. CIF fVGfiT7Du5 . °-YK 3'.rim c s.-
F a 3
- 8.09
4P OW,cAf.
ID, c 7-
Tp
h O
S=
/Nrr. - OS 05 20 2. 6
L.
52
Im
0 Q —
410 = o
s'y
5O.�1rvi = �f:oS So 4,o
sz
sa
6s,«l. a os dr a 6 9
sL
SZWTR CAIC.doc Page 37 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
_ ;.._witlawT-sh0R.0, C N V R-C N _ ..... ......
--TUfw!v . /�.YDR2G? 1�N _CJttarsp-nptl5 (/o:.Y�; Thies 70- 7aorw`r,) .
71-
lit
'i
-h 3 90 A
j o. oB L
I( � ma Nria (� 4 3 y �8.09� B = z 87
:! T 0.NO
® //0
;�- 0.O.T0
C] l20 n, .�Q s �f 3 s`� )e = 1. 79
'j� 0.039
ri /30 iryih — 3`f4�B.o?) e-
0.030
0.oz y-
T
0. 0/'r
o.Dil
OL
-/.
STWTR CALC.doc Page 38 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
crra�rLrptt._rvo
0:009
0,007
20o rb` — C
o•oor
Z/o ^00 - L
SfVVTR CALC.doc Page 39 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
if
If it
t.
1 �
ti
14
y --`-
f-+=---�-�- Li-• r � �.-r�y i i ` r
1 i"�-+ � i 14 �Tl •_j T r -1rl
Li F+�-r
.tiff
4�4-
1 1 - ��-t-. �_ ��
` r
,
7.
i I
_ 1.7
1.o1
ST VTR CALC.doc Page 40 of 79

Wrightsboro United Methodist Church
Stormwater Calculations
DRAINAGE CALCULATIONS (25-YEAR STORM)
Estimate Peak Discharge: 25-Year Storm
Pre-development Runoff(Total)
Tc = 12 Min.
c = 0.20
i = 6.84 in/hr.
A = 2.58 Ac.
Q = 0.20x6.84x2.58 = 3.53CFS
Post-development Runoff(Total with no controls)
Tc = 13.7 Min.
c = 0.54
i = 6.52 in/hr.
A = 2.58 Ac.
Q = 0.54x6.52x2.58 = 9.08CFS
STARR CALC.doc Page 42 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Estimate Runoff Depth to Pond(25-Year Event)
Type B Soils (No)
SCS Curve Number = 81 (54% Impervious)
Soil Storage Capacity, S
S = 1000/cn — 10
S = 2.35
Runoh°Deoth
Runoff Depth = (P — 0.2 x S)Z
P + 0.8S
IP = 24 Hr/25-Year Storm = 6.52 In/Hr.
S = 2.35
Depth = (6.52 x 0.2 x 2.35)2 = 4.35
6.52 + 0.8 (2.35)
25-Year Storm Conditions:
IUncontrolled Runoff= 0
Controlled Runoff
Pre-development runoff = 3.53
Post-development uncontrolled runoff = 0
Post-development controlled runoff = 2.4 CFS
Total Post-development runoff = 2.4 CFS
Post-development runoff is 1.1 CFS less than Pre-development runoff
STNTR CALC.doc Page 43 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Compute Values for Inflow HydroQra- h (25-year 24-hour storm)
Tp = 43.5 x Runoff depth x Area/QP (Peak flow to pond)
= 43.5 x 4.35 x 2.58/9.08
= 54 minutes
For Time m from zero to 1.25 x Tp = 68 1minutes:
Q = (QP/2) (1 — (COS TTT) J
l TP
QP/2 = 4.54
Solve for Q @ Time (T) = 0, 10, 20, 30, 40, 50, 60, 68
@ 0 min., Q = 0.00
@ 10 min., Q = 0.71
@ 20 min., Q = 2.53
@ 30 min., Q = 4.69
@ 40min., Q = 6.24
@ 50 min., Q = 6.53
@ 59 min., Q = 5.43
For Time m from 110 min. to end (approx. 4 x Tp = 220 Min.):
Q = 4.34 QPe1-1s(T/TP)1
@ 60 min., Q = 5.43 @ 150 min., Q = 0.46
@ 70 min., Q = 4.11 @ 160 min., Q = 0.34
@ 80 min., Q = 3.12 @ 170 min., Q = 0.26
@ 90 min., Q = 2.37 @ 180 min., Q = 0.20
@ 100 min., Q = 1.80 @ 190 min., Q = 0.14
@ 110 min., Q = 1.37 @ 200 min., Q = 0.11
@ 120 min., Q = 1.03
@ 130 min., Q = 0.77
@ 140 min., Q = 0.66
S WTR CALC.doc Page 44 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
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STWTR CALC.doc Page 45 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
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STNTR CALC.doc Page 46 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
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STNTR CALC.doc Page 47 of 78

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.. .- : .

Wrightsboro United Methodist Church
Stormwater Calculations
DRAINAGE CALCULATIONS (100-YEAR STORM)
Estimate Peak Discharge: 100-Year Storm
Pre-development Runoff(Total)
Tc = 12 Min.
c = 0.20
i = 8.03 in/hr.
A = 2.58 Ac.
Q = 0.20 x 8.03 x 2.58 = 4.14 CFS
post development Runoff(Total with no controls)
Tc = 13.7 Min.
c = 0.54
i = 7.65 in/hr.
A = 2.58 Ac.
Q = 0.54x7.65x2.58 = 10.66CFS
STNTR CALC.doc Page 50 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Estimate Runoff Depth to Pond 000-Year Event)
Type B Soils (No)
SCS Curve Number = 81 (54% Impervious)
Soil Storage Capacity, S
S = 1000/cn — 10
S = 2.35
Runoff Depth
Runoff Depth = (P — 0.2 x S)Z
P + 0S
P = 24 Hr/100-Year Storm = 7.65 In/Hr.
S = 2.35
Depth = (7.65 x 0.2 x 2.35)Z = 5.41
7.65 + 0.8 (2.35)
100-Year Storm Conditions:
Uncontrolled Runoff= 0
Controlled Runoff
Pre-development runoff = 4.14
Post-development uncontrolled runoff = 0
Post-development controlled runoff = 2.60 CFS
Total Post-development runoff = 2.60 CFS
Post-development runoff is 1.5 CFS less than Pre-development runoff
I
STWTR CALC.doc Page 51 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Compute Values for Inflow HYdrograph (100-Year, 24-hour storm)
Tp = 43.5 x Runoff depth x Area/QP (Peak flow to pond)
= 43.5 x 5.41 x 2.58/10.66
= 57 minutes
For Time (T) from zero to 1.25 x Tp = 72 minutes:
Q = (Qa/2) 1 — (COS rrT)
C J l TP J
QP/2 = 5.33
Solve for Q @ Time (T) = 0, 10, 20, 30, 40, 50, 60, 70, 72
@ 0 min., Q = 0.00
@ 10 min., Q = 0.79
@ 20 min., Q = 2.92
@ 30 min., Q = 5.77
@ 40min., Q = 8.48
@ 50 min., Q = 10.27
@ 60 min., Q = 10.59
@ 70 min., Q = 9.35
@ 72 min., Q = 8.94
For Time (T) from 80 min. to end (approx. 4 x Tp = 230 Min.):
Q = 4.34 QPel-13(T(rp)]
@ 80 min., Q = 7.45 @ 170 min., Q = 0.97
@ 90 min., Q = 5.92 @ 180 min., Q = 0278
@ 100 min., Q = 4.72 @ 190 min., Q = 0.60
@ 110 min., Q = 3.75 _ @ 200 min., Q = 0.46
@ 120 min., Q = 3.05 @ 210 min., Q = 0.37
@ 130 min., Q = 2.41 @ 220 min., Q = 0.33
@ 140 min., Q = 1.89 @ 230 min., Q = 0.24
@ 150 min., Q = 1.53
@ 160 min., Q = 1.20
STWTR CALC.doc Page 52 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
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STMR CALC.doc Page 53 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
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STWfR CALC.doc Page 54 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
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STV TR CALC.doc Page 55 of 78

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Wrightsboro United Methodist Church
Stormwater Calculations
PIPE SIZE CALCULATIONS
AREA #1 (Pipe No. 1)
TC = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.25 Ac.
Q = GA
Q = 0.54x8.Ox0.25 = 1.08CFS
Provide 15" 0 RCP (Pipe No. 1) @ 0.1% slope. This pipe will transmit 2.2 CFS.
Area #2 (Pipe No. 2)
TC = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.15 Ac.
Q = GA
Q = 0.54x8.Ox0.15 = 0.65CFS
Runoff from Area #1 = 1.08 CFS
Total Runoff— Areas #1 & 2 = 1.73 CFS
Provide 15" 0 RCP (Pipe No. 2) @ 0.1% slope. This pipe will transmit 2.2 CFS.
STWTR CALL Page 58 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Area #3 6Plpe No. 3)
Tc = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.09 Ac.
Q = GA
Q = 0.54 x 8.0 x 0.09 = 0.39CFS
Runoff from Areas #1 & 2 = 1.73 CFS
Total Runoff = 2.12 CFS
Provide 15" 0 RCP (Pipe No. 3) @ 0.2% slope. This pipe will transmit 3.2 CFS.
Area #4 (Pie No. 41
Tc = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.15 Ac.
Q = GA
Q = 0.54 x 8.0 x 0.15 = 0.65CFS
Runoff from Areas #1 - 3 = 2.12 CFS
Total Runoff = 2.77 CFS
Provide 15" 0 RCP (Pipe No. 4) @ 0.2% slope. This pipe will transmit 3.2 CFS.
STVTR CALC.doc Page 59 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Area #5(Pipe No. SJ
TC = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.07 Ac.
Q = CiA
Q = 0.54 x 8.0 x 0.07 = 0.30CFS
Runoff from Areas #1-4 = 2.77 CFS
Total Runoff = 3.07 CFS
Provide 15" 0 RCP (Pipe No. 5) @ 0.15% slope. This pipe will transmit 3.2 CFS.
Area #6(Pipe No. 6J
TC = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.26 Ac.
Q = GA
Q = 0.54 x 8.0 x 0.26 = 1.12CFS
Runoff from Areas #1 - 5 = 3.07 CFS
Total Runoff = 4.19 CFS
Provide 18" 0 RCP (Pipe No. 6) @ 0.15% slope. This pipe will transmit 4.5 CFS.
STWrR CALC Page 60 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Area #7(Pipe No. 7)
Tc = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.09 Ac.
Q = GA
Q = 0.54 x 8.0 x 0.09 = 0.39CFS
Runoff from Areas #1 - 6 = 4.19 CFS
Total Runoff = 4.58 CFS
Provide 18" 0 RCP (Pipe No. 7) @ 0.2% slope. This pipe will transmit 5.0 CFS.
Area #8(Pipe No. 8)
TC = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.06 Ac.
Q = CiA
Q = 0.54 x 8.0 x 0.06 = 0.26CFS
Runoff from Areas #1 - 7 = 4.58 CFS
Total Runoff = 4.84 CFS
Provide 18" 0 RCP (Pipe No. 8) @ 0.2% slope. This pipe will transmit 5.0 CFS.
STVnR CALC Page 61 of 78

Wrightsboro United Meffiodist Church
Stormwater Calculations
Area #9(Pipe No. 9)
Tc = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.34 Ac.
Q = CiA
Q = 0.54 x 8.0 x 0.34 = 1.47CFS
Provide 15" 0 RCP (Pipe No. 9) @ 0.25% slope. This pipe will transmit 3.9 CFS.
Area #10 (&K No. 101
Tc = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.15 Ac.
Q = GA
Q = 0.54 x 8.0 x 0.15 = 0.65CFS
Runoff from Areas #1 - 9 = 6.31 CFS
Total Runoff = 6.96 CFS
Provide 24" 0 RCP (Pipe No. 10) @ 0.15% slope. This pipe will transmit 9.5
CFS.
STWTR CALC Page 62 of 78

Wrightsboro United Methodist Church
stormwater Calculations
Area #11 (Pipe No. 11)
TC = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.17 Ac.
Q = GA
Q = 0.54 x 8.0 x 0.17 = 0.73 CFS
Runoff from Areas #1 - 10 = 6.96 CFS
Total Runoff = 7.69 CFS
Provide 24" 0 RCP (Pipe No. 11) @ 0.2% slope. This pipe will transmit 12.0
CFS.
Area #12 (Pipe No. 12)
TC = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.14 Ac.
Q = CiA
Q = 0.54 x 8.0 x 0.14 = 0.60CFS
Runoff from Areas #1 - 11 = 7.69 CFS
Total Runoff = 8.29 CFS
Provide 24" 0 RCP (Pipe No. 12) @ 0.2% slope. This pipe will transmit 12.0
CFS.
STwTR CALC.doc Page 63 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Area #13 ffllpe No. 13)
Tc = 5 min.
C = 0.54
i = 8.0 in/hr. (25-year storm)
A = 0.14 Ac.
Q = CiA
Q = 0.54 x 8.0 x 0.14 = 0.60CFS
Runoff from Areas #1 - 12 = 8.29 CFS
I Total Runoff = 8.89 CFS
Provide 24" 0 RCP (Pipe No. 13) @ 0.2% slope. This pipe will transmit 12.0
CFS.
Area #14(Pipe No. 141
Tc = 5 min.
C = 0.54
i = 9.6 in/hr. (100-year storm)
A = 2.58 Ac.
Q = CiA
Q = 0.54 x 9.6 x 2.58 = 13.37CFS
Provide 30" 0 RCP (Pipe No. 14) @ 0.15% slope. This pipe will transmit 18.0
CFS. Site characteristics and topography do not allow construction of an
earthwork emergency spillway. Therefore, pond outlet pipe is sized to transmit
the entire flow from a 100-year storm.
STWTR CALC.doc Page 64 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
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ST VTR CALC Page 65 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
FIGURE R - . ..
FLOW FOR CIRCULAR PIPE FLOWING FULL . .
BA;iE�ON VIAIaNINGI n EQUATION
^t j^
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r r
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STVM CALC Page 66 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Outlet Protection Basin
24" 0 Outlet to Sediment Basin/Detention Pond
Use attached Nomograph to determine Rip-Rap size and Rip-Rap apron
configuration for 24" 0 RCP discharging to stormwater detention basin. Use 25-
year storm conditions at outlet to pond (8.90 CFS).
Design Criteria:
1. Flow = 8.90 CFS; 24" 0 outlet pipe
2. Assume minimum tailwater conditions: no defined channel.
Pipe Diameter = Do = 2.0'
Apron Length = La = 12' (from Nomograph)
Upstream Apron Width = Wu = 3 x Do = 3 x 2.0' = 6.0'
Downstream Apron Width = Do + La = 2.0' + 12' = 14.0' min.
Median Stone Size = d5o = 0.3' min. (from Nomograph)
(See attached Rip-Rap Blanket Configuration — Plan View)
Select"Class B" stone (minimum) 5"— 15"
Apron Thickness = 1.5' x droax = 23"
SNdTR CALC.doc Page 67 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
7.54 Erosion end Sediment Control Handbook
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Wieotter mnditiom.(6,14) ..-
i
to find the riprapaize and apron length.The apron width at the pipe end should
he 3 times the pipe diameter.Where theca is a well-defined charnel immediately
downstream from the apron„the width of the-downstream end of the apron
should be equal to the width of the channel Where there is no well-defined than- { -
nel immediately downstream from the apron, minimum.tailwater conditions 1 -
apply and the width of the downstream end of the apron should he equal to the 1
pipe diameter plus the length of the apron. -
EXAMPLE 7.d HipraD Gullet Protection Design Calcelalion for Minimum .!
Taflwater Condition
Girem A flaw of 6 fB/sec(0.17 ms/sec)discharges from a U-ia(30.)pipe onto a 2
percent gravy,slope with no defined channel {
Find The required length,width,and median stone size d,e for a r(pmp apron.
yy-"m pUTLEr'Tp POP .
Rfvr.RPAPRod
1
STNfR CALC Page 68 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Water Conveyance and�Energy Dissipation. - 7.67'
meat However;to simplify our calculations, we will assume that both i and A remain
constant Therefore,the:postdevelopment runoff is .
0 (20 ftr/sec) — 40 fts/sec I 0.3(0.57 m'/sec) — 1.14 m°/see .. ..
.This flow,will exceed the natural,capacity of the stream.It may erode the streambank.
and muse flooding problems. .
.STEP 3. Determine how to accommodate the poatdevelopment Sow in a nonerosive man-
ner.There an several ways we could handle the increased flow.We could further divide
. . the subdivision so that.approximately one-half dran, into,the stream and'one-half...
'pe= z.0'
.. � r3po
- f 114
12
/ 1 I
f
--� —-- -----r--- o
f 1 �
f �
f �
I I ,
f \ .
f 1
f �
Lw;max.Twl = 14�
wamfa.7wl_
Fig.7.47 - Riprap-blanket configuration for outlet protec-
tion;see the reference for design details(2)
kIPPAP BCA,We:E7'
S1WTR TALC Page 69 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Outlet Protection Basin
30" O Outlet From Sediment Basin/Detention Pond
Use attached Nomograph to determine Rip-Rap size and Rip-Rap apron
configuration for 30" 0 RCP discharging from stormwater detention basin. Use
100-year storm conditions at pond outlet (13.3 CFS).
Design Criteria:
1. Flow = 13.3 CFS; 30" 0 outlet pipe
2. Assume maximum tailwater conditions: no defined channel.
Pipe Diameter = Do = 2.5'
Apron Length = La = 12' (from Nomograph)
Upstream Apron Width = W = 3 x Do = 3 x 2.5' = 7.5'
Downstream Apron Width = Do + " = 2.5' + 12' = 14.5' min.
Median Stone Size = d50 = 0.2' min. (from Nomograph)
(See attached Rip-Rap Blanket Configuration — Plan View)
ISelect "Class B" stone (minimum) 5"— 15"
Apron Thickness = 1.5' x dmax = 23"
SfW M CALC.doc Page 70 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Water Conveyanee and Energy Dissivatiaa - - .7.55
30. -
pirs 1 5 1 W-Oe+OAL. -
d9meter .120
75
�. MI III I
110
. - 1430 p IW
. . do
25 0`s
.dP 0
�s20
�,
c 60
15 50
40 h.,Q. 3' 09
P • .D D '
10 E 30 mr�. a ..D'_ .a e
1 ♦ a p T
0 0 0.6
L4-lLt 5 20 0 2_ 05 d
$ 0.4'a
O 0 lie 03 n .
��e a'a a as ea -e a.a rio a O.Lc
. _ a•4 a is a o.l - [�S`0=
. 3 - 5- 10 20 'S0 1W 200 5W 1WO ..
.1 .2 '.3 .4-.5.6.T.8.91 2 3. '4587810 IS 2025
' Diairwae,mt/wc .
Fig.7A6 Design Of ripraP outlet protection from a round pipe flowing full;mnzrmu a .
teilwater conditigna.(6.14) - -
Solution: Since the pipe discharges onto a der area with no defined channel,a mini-
mum tm7water m ditioelan be assumed. - "
By Fig.7,45,the apron length L.and median stone size dw me 10 ft(3 m)end 03 ft
(9 cm),rsepa tivel➢•The upstream apron width W.equals 3 times the pipe diameter D.:
W„ = 3XD.
3(1 ft) -3 ft. 13(03 m) =0.9 ml -
The downstream apron width Wd equals the apron length plus the pipe diameter. ;
— lft+ loft lift , (0.3m+3.0m=3.3m)
Note: When a concentrated flow is discharged onto a slope(as in this example).gul-
lying can occur downhill from the outlet protection.The spreading of concentrated Bow
30`�-'poND 9fJr6E'r
RIPRRP 84}AIKET ' -
STNTR CALC Page 71 of 78

Wrightsboro United Methodist Church
Storafwater Calculations
,:..Water Conveyance ands-Eaergy Dissipation 7.57
meat.However to sunplify our calculations,we will resume that both i and A remain
.:conatant-Therefore,the postdevelopmeuf r
unoff.is
/sec.,. 6.6'�U3(0.57 ma/eee) = 1 14 m3/seal ..
.This flow will ezceed the natural capacity of thes am.It may'erodethe streambank.. ,
and cause.flooding Drohlema .
. S7'er 3. 'Determine how io accommodate the postdevelopment flow in nonerosive man-,
au.There are several-.ways we eould bandie the'ihcreased flow.We could further divide..:
-the subdivision,� that:approzimstely one=half drains into:the stream-and one-half
D. ZS�
f«-.1
e -
� . , r -3D
f
Of
E ...
) i I '❑
15
F.
I
f
/ l
'.. .. W(max.TW1
W Imin.TW) _
Fig. 7.47 Riprap blanket configuration for outlet protec-
tion;see the reference for design.details-(2)
30 "m YO,VD.ovrt.ET
RIPRhP'St.,4NWET
STWTR CALC Page 72 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Outlet Protection Design
24" 0 Entrance Pipe Outlet (NC DOT R/W)
Use attached Nomograph to determine Rip-Rap size and Rip-Rap apron
configuration for 24" 0 pipe outlet on NCDOT R/W (Q = 20 CFS).
Design Criteria:
1. 24" 0 RCP outlet pipe with 20 CFS discharge
2. Assume maximum tailwater conditions: well-defined channel.
Pipe Diameter = Do = 2.0'
Apron Length = La = 12' (from Nomograph)
Upstream Apron Width = W = 3 x Do = 3 x 2.0' = 6.0'
Downstream Apron Width = Do + La = 2.0' + 10' = 12.0' min.
Median Stone Size = d5o = 0.2' min. (from Nomograph)
(See attached Rip-Rap Blanket Configuration — Plan View)
Select"Class B" stone (minimum) 5"— 15"
Apron Thickness = 1.5' x dmax = 23"
SfWTR CALC.doc Page 73 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
Water Conveyance and Energy Dissipation
Tb6
30.
o tIa -
dhne[er 0. 1. 120
as
3
- „fro . -100
S .
90
y�O
\v s 25 �O 6f80
\ 70
d° 20
16 50 $81.0
- -
10 o.8
z 30 �T� v"6�D'e a a ' E
t a 0.7 $
2D 0.8. .
a
0.5 .
D o .4'tZ . a ; La�aa,a. a' a' a'a'n'aeeeee� m a.la dso -o7J .
r 5
0
3 5 . 10 2 .50 100 200 Soo 1000
20 LF5; Disanree,fP/xe .
.3 .4 S. .7.891 2 3 4 5 8 78 10 - IS 20 25 -
D'is& r .mr/nc
1Ng-T.46 Design of riprap outlet protection from a round pipe&wing full:maximum
tailwater condition&.(6,14) -
Sofuliwn Since the pipe discharges onto a Bat area with no defined channel,a mini-
- mum tailwatar conditiowhan he emumed.
. By Wig-7.45,the apron length L.and median stone sire d,are 10 ft(3 m)and 0.3 R
(9 en&),respectively-The upstream apron width W.equals 3 times the pipe diemater Do
W.—'31 X D. -
—3(1ft) -3ft l3(03 m) -0.9 mj
The down&tream apron width Wf equals the apron length plus the Pipe diameter.
W,-D.+L.
- 1R+ loft- 11It (03m+3.0m- 3.3 m)
Note: When a concentrated Bow is discharged onto a stop@("in this munpla),gal-
lying can occur downhill from the outlet protection The spreading of concentrated'flow
LY'"� DR-!✓EwHY !'iPE ZNL,ETtOrTi-ET .
RdFA/ oit+M/KETs
STWTR CALC Page 74 of 78

Wrlghtsboro United Methodist Church
Storrnwater Calculations
Water Conveyance and Energy Dissipation 7.57
ment However,to simplify our calculations,we will assume that both i and A remain
constant Therefore,the postdevelopment runoff is .
0.6 '. /0.6 1 '
0.3(20 ft/sec) 40 ft'/sec oa(0.67 m'/sec) 1.14 m'/eec
This flow will exceed the natural capacity of the stream.It may erode the streambank .
and cause floodingproblems.
Step 3. Determine how to accommodate the postdevelopment flow in a nonerosive man-
ner.There are several ways we could handle the increased flow.We could further divide
the subdivision so that approximately one-half drains into the stream and one-half
Do = z•
1 r30,
II ` �2
/ \
I 15
I 1 J
/ 1
I 1
/ I
I
I 1
/ 1
I � 1
/ I �
1
I
W(mes.TW)
W'(min.TW)
Fig.7A7 Riprap blanket configuration for outlet protec-
tion;see the reference for design details.(2)
zrocFarOOrc,67-
j5NrIP—AA166 PIPE OA/
R-/VKRP SLANKE� .
SNVTR CALC Page 75 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
T:rtapn,��ptios 8pecl FlcYtlnnr
e
0.
R
Clus d2tda .> 1 * .Mess .
-.f. Percent
S to'.�200 kba 25 to,:250 kbd, - "r ",2^ tq 6 S to SS 9tie Passing
x�` 051 to f6 90-100'
30 sha11 bD>; [baJ.l 700• lbs ) ` ' L 30-:'7O.
vei6h ,♦ sinimus': oelfb's mlulemO -'1S 10- 35
of b0 lbs aud, nt 100.11is aacd: 3/4 0-. .:S
.."To ties - no moca ehan �0>:'1 -
'tolacssce oq-,6aa
10% shall SS shill, maiS.h: '. tip i No. i-etbse,.
a _
veiih less lase khan 30 1Le •s14wa . 7l4'.
than 15� 1pa ea` aacd NoSrada� -No Hreds-
tion :ties
- � specltied spaelfied
.. ..Also. Class '
-
.. .. ` l.b?. as(er1p.
'-Netau' NC-OOS'Staadard Specitieatlan -
::..'NORTH CAROLINA :1. .. ...
AGGREGATES ASSOCIATWN -
. - 0:-Ina IDYLoI UGM:-.MZ UW
. INOME:'H1/f:bi011 .
STWTR CALC Page 76 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
WRIGHTSBORO UNITED METHODIST CHURCH
Stormwater Management System
Operation and Maintenance Plan
The stormwater management system, to include but not limited to all swales, berms,
infiltration and collection devices, stormwater detention pond, inlet and outlet structures
shall be owned and operated by the Wrightsboro United Methodist Church.
1. Grassing around any detention/retention facility shall be maintained to prevent
j the erosion of these areas. The areas shall be periodically mowed to maintain
the aesthetic quality of the site and to prevent a reduction in capacity of the
storm water system. Grass on slopes should not exceed a height of 15 inches.
2. Open ditches shall be kept free of undesirable growth and mowed or maintained
to the design cross-section and area as shown on the Storm Water Management
Plan acceptable to the County and on file in the office of the County Engineer.
Growth on the slopes and bottom should not exceed a height of 8 inches.
3. Landscaping of the area around the detention/retention facility shall not reduce
the capacity or hinder operation and maintenance of the storm water system.
4. The facility shall be routinely checked for and cleared of all accumulation of
debris and the detention/retention.
5. Storm drainage pipes and culverts shall be periodically inspected for debris and
sand build-up. They shall be cleaned as necessary to provide for the free
conveyance of storm water as designed.
6. The detention/retention facility shall be maintained at the design depth as shown
on the Storm Water Management Plan accepted by the County and on file in the
office of the County Engineer. The pond shall be inspected on a regular basis.
But not less than every six months. Debris and sedimentation shall be removed
if:
a. The primary outlet capacity is impaired and/or
b. The depth of the facility is more than one foot above the original facility
depth of facility volume is reduced by 25% of the design impoundment
volume.
7. Landscaping shall be maintained.
SNRR CALL Page 77 of 78

Wrightsboro United Methodist Church
Stormwater Calculations
I acknowledge and agree by my signature below that I am responsible for the
performance of the seven maintenance procedures listed above. I agree to notify New
Hanover County of any problems with the system or prior to any changes in the system
or responsible party.
Print Name:%,T
Title: '41� �i
Address:�T �< (;9- --e, s 7) I,J ` l n�
Phone: 21/0 7q1
Signature:,(-°
Date: 4 3
I, ` I/`zIIv2n 'i i ). L";. a Notary Public for the State of OJ t z G �•�9,
County of N � i cswz , do hereby certify that F— - Z) fn=F,�14�jp
Personally appeared before me this /Z"-- day of `J�i ✓�a/ z&&L and
acknowledge the due execution of the foregoing wet detention basin maintenance
requirements. Witness my hand and official seal,
DEBORAH W. EXUM
Notary Public
New Hanover County
✓ State of Nort Carolina
My commission Expires
/SEAL
My Commission expires
Sf WTR CALL Page 78 of 78

uL)r- -.,,!eu i.--..,.nisi'�„u,...l 1 I 1
Stormwater Ca1CU13t%OI7S
fCr AE p L<P�/Z = q;7 Mm c 29s. 'set ' CEP.µ7;d,,) Rou rl/J6- (Z-YE.LC EIIWr) .
L,VPCaW FRoy ,4CCVM ULArEO
I/) Y/mELMin,) NYoROGfAOMI 5/DMGf CGh�) OUY>'c-0WCCH), �dy CALCUG?nJ✓
es p .
2 4.7 0.3 O,O, : O ay (I-s =(o,3-0 o) Z3. 7V.r
I
709-i : i d3 (z-3)r(O.G-o.o) ZIT- 141
7 14.1 1,7 . ' i!/:5; , o.l Gy(J-4-) =(L7-0,/)z3r+ 376
S 19,9 7,0: ; 607:5? , :'0.1 a5(µ-s).- 0.0-o-/)z3sc44.G,r
. I 0
6 23.5" : 3.4. ! : j : : : : : Y34.0 . : 0:/ : 4y (£-6) (3.W0./) z3S +- 77 r,Y
45 = .77 f,S I : 1
7 0.1
B 32.7 sl : ! L/82 L: 0 O:IS - 41(7-9)=(s,7-o/S)2JSc 1�/63.LS
9 07,6 56 3,9g9,aS " ' O.zS 45(8-9)`(3:L-0,z5) x3S= /,Ls7 LS
45
10 4z:3 6:3i.. i ..' S/24.6. SDI 0,4s ; � aj(P-+o) = (L.3-0.43)z_3r= /,37ti1:75-
Il 47,0 4.4 -L/G21.35- O.So ey (io-rQ =(G¢-gs0)435-=/386.so
j ey. = 1, 336 ,sod .
I
IL s1,7 c-z '�. 8'097, 65-1 . 0,70 �(G.L-0,7r� 235-m Ilz 92.so
13 xi.Y s9 ' . :, : 1938o: 3sl d,9.r: Q,5(li-/3)
' I
1� 61.1 5.2- /0(567:.1..0 ; 0,95 (13491) (s z.-o.sS>23s = 778.7J-
l5 Ls.8 4,7 ; iU s6 S.BSI
60
17 7S.L 3.5 , ' ! ' 13r o6'9 .851 . 1.3 : , 4y (16-/7)=15,5--1.S) 2)s, r/7
Sli7
/E 79.9 3.3 � : .13/se( .85,i . LS. . oy(17-/8)= (3.3-/.3) 235-= 470 ' ,
470.00 � . . . '
17 9%c z:7 i ' I Iµ OJ4.8T 1,V 23S= 30s.S
p
s
zo B9,3 21z, /Y--36 z.3 5"1 . 1.4s j : ;5y (19-io) = (2.z-I.45)z35= 176.Ls
dy ._ . .1.74.2E . . .
sl 94,o i l l ' '/4/539, 60 645- :ay(to-z/) c (z.l-/.YS)z3S=/52.75
zz 98.7
43 1e3.y. 16 ', . : i/478d.7S ; l:ro . ps(xa-23� a'(LG-/.$) z35-- 23,5 ,
I Ij .
6o,B.8Si . I;ro d5:(z1-44) 41,4.4.$) Z3s 3;,,
4F 112.8 I L: : : .t 14'78•S:3S 1 ! I.T69 1 ,
. .
I :
24 /17.5 Poll
q
5C N 4 A(r,E!151.51 CA's
z7 IU.L
I
z9 131.E a7
I 1 II
' -
3 � 06 II I 1 1 1 ' I
I (
1 .:I'� f !, +'-M4'nrt}4� -1...1 1 ) t CY.` i I i r.:"9�1" �p.k�C�J I -� I-{..,1'i J ,�rrl�l]:_{' 1 . ,;{ S:'• .�.I i.iJ:�` F. f-3 4;.
Page 33 of 78

wrightsbo/o United Methodist Church
Stormwater Calculations -
5E'tl5f6) Ep/9,J = 6 At; :a 3Frr7�EC: { : (!/= 57), ROVTfJ/G- .� 1v0-4FlJl,C? E11F,UTT) .
4�, = CLI —�, )�i j ' l Qi CI (O,•.-,Zj')��' JA CJh.L FOC--'�' '
1/j rin;c (rnia,j' - ZNfcocr.� l:R•A,Yl FlCrvnr✓r-Nl'LP aJYF[.o Vv (CGz) 4 6,416V LA-7-OOP
MYDFo441'04 sroa4re (CO)
Z G 4.? p _ p GS (l"L) - (o•2-0j36o � 7L
72
3 17 i;c �.; 7.2. f7 360.
1 ills
936
,.I/36'6 5) =CO�,,0 0)360 U-VO
a5
4)= (Sg'0,l) 360 = a, 05t.
7 3G 7L , , j : `fj'.8.6D. ' ;0. 3 Gs(6-7)= (7L-a)) 360 =2, Cu-9
'vBY' i
S 4zDS(7-8) =(8.6-a.ss� 36o = 2, 998
''sc _ .z,:.a ? 13
0. 9s ! •nSCs-9) =(/0 - 0.95) 360 3,zss
iv sR lo, 'f 13 5 00 3' C�(9-ro) = (10.9 -1,3) 3Go = 3, a7G
I1 eo lo . b _. ; lL) 77b ;LG oy (ro-u) =(ro,'t;-G6) 36o = 3, zyo
I Z 6G 4:& Zoez,o Oy (ll-/L)=(4,8-Z,o) sG0 L .408
13 71 9.6 22, $Z'F ! Z Z 66 = 237(
4. 78 7. 9 Z'51ZOO Z135- as(l3 y) = 178-z,3S) 36o < // 96L
! S 0Lf' 6. g L7, l.bz' �,`l-S- t15(I'teS) =fG.8- 2.4-5) 36o= iS6C
.so s-/4) -zso)-3Go= lz6o
5
17 96 S,Z' 7-7/ :17 8'0 2, 75- pg(/6-/7) = (;.52-2,55)360s
18 I of 4 6 30) g qz i, 5-5- ns (/7 r8} ( b, 1,s5) 3Go = 73 8
As c 7.38
IR lo$ a:A , 3)) 6$0 Z,SS : 45(r$-/9) =(3,8-2,5-5) 31.0 4SD
zo I I `1- s,r} 3Z/ l 3q
L1 11.0 3.n
o-z.6) 3
zz IZG z,6.. 3z/ Tb'Z fib ' �y(2l22) _ (1,L'-ALJ560 = p
z; 13z z. ! - 3z�SGL y. b . . , as(2L�27}�=(Z,/-z. b) 36o =IYJO
S 38Z
Z'f j g z,G , '. y i
foNDSTOGkc I/OL✓n7E'.;! > 3 2/ 392- CF .
aS l u4 1.6 '
Po.vD 7Y/iP�' !D/S C/P�P.eGE / S 2, 6 CPS
Z9 166 Lo , . .
ao 1 7? o q
j°w wr,:i" 9 57 0
i ,a t ...... L .�`L. 1
1..:rtg���"""flr _. . a
,
l t (p�

Wrightsboro United Methodist Church
Stormwater Calculations
56r4C (D fF/119 = 6 m,.. = 36O sec. C `tr ' SY-) RAV1-IplG- ( Z5- Y6,9a- Fvel. r)
45 ° (zi - 0, l 360 cub", Feei-
LA/F[o ,l FKOr,J /IGC UPI VLR rGp Our j-LOW(CF5) 4, Cq LC✓LR Ill 0.✓
'i,J 1-I/ilE (,tLn ) IIYDKOGKAPH S7•J2AGECCF)
O (0-/) _ (0-0) 360 = o
0
Z (, 0.2- 0 0 45(l•Z) = (O.z-0) 36a9 = 7L
Ge = 7 L
3
`f .. 1 S Z,°h Z-3 Z 0 65 (3gb�f-
t� = 0 b[f
/fZ9'6 O.OS og(9--5) =(3.8-0,05) 360 = 1, 3SO
6 30 3.L Z/646 v.1S ZV5(S6)= �s2 -o,ls)3y� =//8/s
65
7 0. 3 As 7) v0
R f2 7.e 6% e0eL D. S .65 (7-0) " (77 25) 34o= 7, 6 69
65 - 2, 66y..
9 v'8 9•0 9,466 0.8 �y(e? �) (Y.v-o.g) 35v= z, 9rL
5-13
to s°r 8,q Iz14-z6 1 , 1 oy(9-ro) -(8,9-/,/) 36:51 =z,8678
Is239
p5 _ = Z, l In
I L 5b B.1 I7131 6 1, 75
13 7Z ZL Zo/ 130 Z, 00 45(lzii) -(77 -7,0) 360 = l, $7Z
d5 c 1, $7Z
Iv 7 ,1 6.0 Z21002_ Z, IS �5(ISIy) = (6..0- 2,1s) 360=1,386
61 = 396
s s2. z 3813 z, Z5- os(ly-,$) =(T.Z-1,7 s) 360 - 06 Z.
65 c /, 062-
i 5 [Ip 4.[F 2y/[l-Sp 2. 30 c�s(lS-l6)=(`r`f'-z:3o� 3h. 0 - 756
4,5 = 7s6
7 ?6 3.g ZS) ZOG z;3S Ag(J6 17) =�3.$•2,35) 3(,4= 5ZZ
0 5 = sLa
05 = 396
n 10 ? 2.[f 26717-+ Z. `-/ AS(18-191 = /2.9-2,`1) 360 = 18P
Oy = (80
Z(./ 304-
o, = 36
`! / L0 2 -L 2 6/34LO 2. [/ 05 (ZO-7/) = (2.z.-z,If) 5(0
05 _ - 7Z
p0/7v 9rvRA6-E VOL0i17£ l5 2-63`P0 0 `
Z3 13 Z 1.7 G3 ECEU 7s. 71
PouD 1174Y, D/:LN1f/e,[(, 5 0, 4- CFS
2 t? 16 Z
29 168 0,5
30 7`-
3 ! 1 8 Page 49 of 78

iyto s0C. (,E,, JZDVTI/UG (/O- YEA2;F_VEA17-) Wrightsboro United Methodist Church
"(Z; - o,') 6 ;j = z 40 (p" a /n !, vb,'c Fed f Stormwater Calculations
�J rrmF n1/n• tn/FZowpp-Om 4CCv/nVL,4TED
C ) HYPO-or,m4Pr4 sroa.AGF Ccc) ourr-c.owCCF5) !13 CAzcU6AT/0IJ
I D O o O Lear (o-0) Z 40 s 0
AS = O
os = zY
3 B 0,3 2 O a3 = (a. 3-D)L`fo � 7L
45 = 7z-
+ L o, 6 9 6 o Las = (0,6-0)Z-Y-0 = /y-4
S 16 1,9 2 4-rJ O as = (/.9-0) Z.Yfl = 46N .
6 ZD 2. 6 696 = 6Ly-
ns = � z 'f
7 2`f 3,6 1J32+ 0../ Ds `(3.6-0.1) LYo= 634o
n5 = goo
Z)l 64 0'/ Z, (Y 6-0/j z fv = I,Ogq
45 1, ogo
9 3L S,� 3/ z4i 0.15 dS =(S.9 0,/t)Lyv = J, z60
10 36 6.1 ¢509- 0. 3 e5 =(6./-0,3) 411-0 = 1 i9Z
1 I 4 0 7.0 5l 6 96 0, f oy = (7.0-0.y) 7.µ0 = 1 SSY
.7.6 7/ 400 0.6
�5 1, 650
7oy-
oy
14 SZ 8.0 10/864- Ag c(R,.0-1,1) ZYoa
d5 v 1, 6SG
15 i6 -7,4 12�520 l. Z. Ayz (>.9-/L) LYO 09
r, [ ; 7,6 It11Zg l. v 4 ; -( >.a /• r) zrc = lv-83
/
vs = 1, YSe
17 6't 6,9 15/ 6 r 6 1.6 oy = (C.9-l•6) L°fO = 1, z7z
ny = J, 7-72-
I S 68 6.6 /618R8 1.7 4g = (`.6-/.2) LYo = 1, l76
f 4 7'Z 5.R /gJ064 8 As =�5,9-/,8� zua- 9Ry
� 5 = 9 ©4
zO 7r 5-.3 140¢B 1, 9 p c(s.3 /.9) zYp ' 8/6
Qg = r G
'z! 80 4.8 f�/664-
45 , 67L
rZ &4 4 3 zo/S36 Z.0s py =(y,3-z.os) Z-41I1 s o
�s = s40
23 88 3.8 21J076 Z. /O 45 = (3.8-2✓0) 2YO = `f06-
65
2't 92 3.6 2.r/Y-8¢• i. /o as = (3.6-z.1) Lvo=13( 0
dS 44 3.2- 21/94q- Z,IT �s -(3.Z-Z,15) ZW 2-5
Z2/O_4- 2, / 5- _ - Ay n(L��'L,%S)-�YG.m /o.,Z,_ - -.
dg _ 1 Bo
Z7 104 2.6 ZZ,274 Z,15- ps=(z L -z,15) LYO = 106
z9 ! OS 2. 9 2.2, 5$�{- L, /5' AS =(2,L/'--z,/5) 2 O
oS = b o
2.7- Z2)44-4- Z. /S G5 = (Z,L-2,/S) Z*f , c / Z-
os
3-^• 116 Z.0 LL 14SL ' z,ls pgn�2,o - 2,/S) Zr{o
3 1 I Z O 1. S 2L y-Lv J�DND LTORAGf VOL1/NyE /S LZ! Y-SG CF
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poNO MAY. 1>1561i4AEE /5 21/ 5CFS
}L 12,t 1, 6
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