SW8990940_HISTORICAL FILE_19991216

,f
STORMWATER DIVISION CODING SHEET
POST-CONSTRUCTION PERMITS
PERMIT NO. SW8 4 G10g46
DOC TYPE ❑ CURRENT PERMIT
❑ APPROVED PLANS
LW HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE I;g �b
YYYYMMDD

Department of Environment A
and Natural Resources
Wilmington Regional Office s���
James B. Hunt, Jr., Governor NCDENR
Bill Holman, Secretary NoR C Rou" prrnR mN or
ENVIRONMENT m o,NRTURA RESOURCES
Division of Water Quality
December 16, 1999
Mr. Anthony Civello, Chairman and CEO
Ross-Civello Development, Inc.
2522 S. Tri-Center Boulevard
Durham, NC 27713
Subject: Permit No. SW8 990940
Kerr Drugs-Southport
High Density Stormwater Project =
Brunswick County
Dear Mr. Civello:
The Wilmington Regional Office received a complete Stormwater Management Permit Application for Kerr Drugs-
Southport on December 15, 1999. Staff review of the plans and specifications has determined that the project, as
proposed,will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000. We are forwarding
Permit No. SW8 990940 dated December 16, 1999, for the construction of Kerr Drugs-Southport.
This permit shall be effective from the date of issuance until December 16, 2009, 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 stolmwater
management system will result in future compliance problems.
If any parts,requirements,or limitations contained in this permit are unacceptable, you have the right to request an
adjudicatory hearing upon written request within thirty(30)days following receipt of this permit. This request must
be in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed
with the Office of Administrative Hearings, P.O. Drawer 27447, Raleigh,NC 27611-7447. Unless such demands
are made this permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis, or
me at [phone].
Sincerely,
Rick Shiver
Water Quality Regional Supervisor
RSS/arl: S:\WQS\STORMWAT\PERMIT\990940.DEC
cc: Brian Soltz, P.E.
Delaney Aycock, Brunswick County Inspections
Linda Lewis
Wilmington Regional Office
Central Files
127 Cardinal Dr. Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper -

State Stormwater Management Systems
Permit No. SW8 990940
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 ofNorth Carolina as amended,and
other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Ross-Civello Development, Inc.
Kerr Drugs-Southport
Brunswick County
FOR THE
construction,operation and maintenance of 7 sand filters 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 December 16, 2009 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. A series of seven(7) sand filters has been approved for the management of stormwater runoff as described
on page 3 of this permit,the Project Data Sheet.Each sand filter has been designed to handle the runoff from
a maximum amount of built-upon area as follows: #1 @12,200 ft'; #2 @2,614 ft'; #3 @10,020 ft'; #4
@1,742 ft'; #5 @10,890 ft'; #6 @1,742 ft'; and #7 @871 ft'.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts
of the permit.
4. The tract will be limited to the amount of built-upon area indicated on page 3 of this permit, and per
approved plans. The total impervious area is limited to 38,821 square feet.
2

State Stormwater Management Systems
Permit No. SW8 990940
DIVISION OF WATER QUALITY
PROJECT DESIGN DATA SHEET
Project Name: Kerr Drugs-Southport
Permit Number: SW8 990940
Location: Brunswick County
Applicant: Mr. Anthony Civello, Chairman and CEO
Mailing Address: Ross-Civello Development, Inc.
2522 S. Tri-Center Boulevard
Durham,NC 27713
Application Date: December 15, 1999
Name of Receiving Stream/Index #: Price Creek/(CFR 18-88-3)
Classification of Water Body: "SC Sw"
Sand Filter#: 1 2 3 4 5 6 7
Sand Depth, inches: 18" 18" 18" 18" 18" 18" 18"
Invert Elevation, FMSL: 19.5 19.95 21.25 19.75 19.5 20.25 21
Drainage Area, ft2: 12,200 2,614 10,020 1,742 10,890 1,742 871
Total Impervious Surfaces, ft2: 12,200 2,614 10,020 1,742 10,890 1,742 871
Offsite Area entering Pond, ft2: None, per Engineer
Required Surface Area, ft2: 202 43 166 29 180 29 14
Provided Surface Area, ft2: 224 64 192 32 192 32 32
Required Storage Volume, ft3: 302 65 248 43 270 43 22
Provided Storage Volume, ft3: 336 96 288 48 288 48 48
Top of Weir Elevation, FMSL: 21 21.45 22.75 21.25 21 21.75 22.5
Controlling Orifice, pipe: 6"4) 6"� 6"4) 6"� 6"(� 6"(� 6"(�
3

State Stormwater Management Systems
Permit No. SW8 990940
H. SCHEDULE OF COMPLIANCE
I. The stormwater management system shall be constructed in it's entirety, vegetated and operational for its
intended use prior to the construction of any built-upon surface except roads.
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. Annual scheduled inspection.
b. Sediment removal. !'
c. Debris removal and unclogging of the filter media, orifice devices, catch basins and piping.
d. Access to the sediment chamber and sand filter must be available at all times. i s
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
ofDWQ. The records will indicate the date,activity,name of person performing the work and what actions
were taken.
5. The facilities shall be constructed as shown on the approved plans.This permit shall become voidable unless
the facilities are constructed in accordance with the conditions of this permit, the approved plans and
specifications, and other supporting data.
6. Upon completion of construction,prior to issuance of a Certificate of Occupancy,and prior to operation of
this permitted facility,a certification must be received from an appropriate designer for the system installed
certifying that the permitted facility has been installed in accordance with this permit, the approved plans
and specifications, and other supporting documentation. Any deviations from the approved plans and
specifications must be noted on the Certification.
7. If the stormwater system was used as an Erosion Control device,it must be restored to design condition prior
to operation as a stormwater treatment device, and prior to occupancy of the facility.
8. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision,acquisition,or sale of the project area.The project area is defined as all property
owned by the permittee, for which Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
9. The Director may determine that other revisions to the project should require a modification to the permit.
10. 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.
11. Prior to the sale of any portion of the property,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
of any portion of the property.
4

State Stormwater Management Systems
Permit No. SW8 990940
12. The permittee is responsible for verifying that the proposed built-upon area does not exceed the allowable
built-upon area.
13. The runoff from all built-upon area on the project must be directed into the permitted stormwater control
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.
III. GENERAL CONDITIONS
1. This permit is not transferable. In the event there is a desire for the facilities to change ownership,or there
is a name change of the Permittee, a formal permit request must be submitted to the Division of Water
Quality accompanied by an application fee,documentation from the parties involved,and other supporting i
materials as may be appropriate. The approval of this request will be considered on its merits and may or
may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6A 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) is
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 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.
Permit issued this the 15th day of December, 1999.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Kerr T. Stevens, Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 990940
5

State Stormwater Management Systems
Permit No. SW8 990940
Kerr Drugs-Southport
Stormwater Permit No. SW8 990940
Brunswick County
Designer's Certification
1> 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
6

State Stormwater Management Systems
Permit No. SW8 990940
Certification Requirements:
I. 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 outlet bypass structure elevations are per the approved plan.
5. The outlet structure is located per the approved plans.
6. Trash rack is provided on the outletibypass 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
Delaney Aycock, Brunswick County Building Inspector
7

1 _.f
a
"� ,'OF FICE USE ONLY
Date Received Fee Paid Perit Number m
#3533g S 9 9
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name(specify the name of the corporation,individual,etc.who owns the project):
Ross-Civello Development Inc.
2. Print Owner/Signing Official's name and title(person legally responsible for facility and compliance):
Jerry Root - Director of PlanninV & Construction
3. Mailing Address for person listed in item 2 above:
2522 Tri-Center Boulevard
City: Durham State: NC Zip: 27713 _
Telephone Number: ( 919 1 544-3896
4. Project Name(subdivision,facility,or establishment name-should be consistent with project name on
plans,specifications,letters,operation and maintenance agreements,etc.):
Kerr Drugs Inc
5. Location of Project(street address):
Highway 211 -
City: Southport County: Brunswick
6. Directions to project(from nearest major intersection):
Subject property is on the right if traveling south on Hwy_ 9.11 just south
of the Hwy. 87 intersection
7. Latitude: 33°566'0"0" Longitude: 78002'30" of project
01, ?3�
8. Contact person who can answer questions about the project:
Name: Brian Soltz Telephone Number: ( 919 1 361-5000
II. PERMIT INFORMATION:
1. Specify whether project is(check one): x New Renewal Modification
Form SWU-101 Version 3.99 Page I of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit,list the
existing permit number and its issue date(if known)
t
3. Specify the type of project(check one):
_Low Density x High Density _Redevelop _General Permit Other
4. Additional Project Requirements(check applicable blanks):
_LAMA Major x Sedimentation/Erosion Control _404/401 Permit _NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages)describing stormwater management for the project. Sq FI LTIE2S
_S_tormwater will flow• over land into top of ¢rate on the sediment chamber
Then over the weir to the ton of the sancl. filter and to A 611 PVC outlet
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area: 1.11 acres 4. Project Built Upon Area: 80
5. How many drainage areas does the project have? 6
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.
See Attachment "A" for 3 6 Basin information.
aasiiwl#k?ratation� _Zo ,ga �) ge Aiea l a 1)ramage AAm r
Receiving Stream Name reek Price Creek
Receiving Stream Class Sc Sc
Drainage Area . 0.28 0.06
Existing Impervious*Area 0
Proposed Impervious Area 0.06
%Impervious*Area(total) 0 100%
MOLLS Surface>Area '�`'� A ""DfBt[lag['Ared?7
On-site Buildings 0 0
On-site Streets 0 0
On-site Parking 0,2 7 0.05
On-site Sidewalks 0.01 0.01
Other on-site 0 0
Off-site 0 0
Total: 0.28 Total: 0.06
Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
Form SWU-101 Version 3.99 Page 2 of 4

ATTACHMENT ".A"
AF
OISIIatIfIIt",. " ..+mu I Ki am' R„pg
Receiving Stream Name Price Creek
Receiving Stream Class S C S C
Price Creek
Drainage Area 0 S C
Existinglm ervious*Area 0 0
Proposed Im ervious Area 0.23 0 i 04
%Im ervious'Area(total) 100°s 100
FT
s�Suzface Are Drainage:Area X 3 Drainageildings 0.23reets rkingewalksite 0
Total: 0 23 RTotal:
n 040
Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
132S1I1IAf0lrllatlOR,°�G�'- 'e ''°"•.'_"""'be1AI23�, y,j' -
Receiving Stream Name Price Creek
Price 'Creek
Receiving Stream Class SC
SC
Drainage Area 0.25
..0.06
Existin Im ervious*Area 0 0
Pro osed Im ervious'Area 0.25 0.06
%Im ervious'Area(total)
ivtous".Sdrface Area` .Drainage'Areal 5 .tea - Drainage AreaY 6 ;
On-site Buildings
On-site Streets 0 0
On-site Parking 0.24 0.06
On-site Sidewalks 0.01 0
Other on-site 0 0
Off-site
0
Total: 0.25 Total:
0.06
Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.

12/15/99 14:14 '0919 061 2269 JOHN R McADAMS Q002/002
ATTACHMENT'S"
Basin Information Drainage Area 7 Drain a Area
Receivin Stream Name Price Creek
ReceivingStream Class SC
Drainage Area 0.02
Existin Impervious*Area 0
Proposed Impervious*Area 0.02
% Impervious Area total 100%
Impervious* Surface Area 'Drainage Area 7 Drainage Area
On-Site Buildings 0
On-Site Streets 0
On-Site Parking 0.02
On-Ske Sidewalks 0
Other On-Site 0
Off-Site 0
Total: 0.02 Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads,
parking areas, sidewalks, gravel areas, etc.

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

1:. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ). ,
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form ;_O --
• One copy of the applicable Supplement Form(s) for each BMP —�l
• Permit application processing fee of$420(payable to NCDENR) .mv�
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications,including:
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date
-Mean high water line
-Dimensioned 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): The John R. McAdams Company Inc. - Brian Soltz
Mailing Address: P.O. Box 14005
City: Research Triangle Park State: NC Zip: 27709
Phone: ( 919, ) 361-5000 Fax: ( 919 ) 361-2269
VIH. APPLICANT'S CERTIFICATION
I,(print or type name of person listed in General Information,item 2) Jerry Root
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 ill be recor a
t the proposed project complies with the requirements of 15A
NCAC 2H.1000.
Signature: Date: 9 7
Form SWU-101 Version 3.99 Page 4 of 4

SAND FILTERS OPERATION AND MAINTENANCE AGREEMENT
1. After every runoff producing rainfall event and at least monthly inspect the system
for trash accumulation and general condition.
2. At least once a year each filter must be inspected after a rainfall event to determine if
the filter bed is passing the runoff within 24 hours.
3. The following maintenance operations must be performed when storms of
approximately one inch are not passing through the filter withing 24 hours.
a. The first two or three inches of discolored sand must be removed from the sand
filter and replaced with new sand. Note that the removal sand shall be dewatered,
if necessary, and the land filled.
b. The sediment chamber shall be pumped and cleaned. It is also likely that the
sediment removed will need to be dewatered prior to landfill disposed.
I acknowledge and agree by my signature below that I am responsible for the
performance of the above maintenance procedures. I agree to notify DWQ of any
problems with the system or changes in the name of the project, responsible party, or
address.
Print name: Ross-Civello Development, Inc Jerry Root
Address: 2522 S. Tri-Center Blvd. Durham, NC 27713
Phone: [phone]
Title: Dire o of Planning on truction
Signature:
Date:
I, rhRYrt/ f 76-41P.P91 i, a Notary Public for the State of
County of 4y4/ � do hereby certify that 0-,eAA% L1J. Roo%
personally appeared before me on this Z z day of 19
and acknowledge the due execution of the forgoing infiltration system maintenance
requirements. Witness my hand and official seal, 110GpRRO(( '
Qj• .may
¢_ SEAL)-* V Z
My commission expires //—/�/-Z /�UZ:6 • v
•�'••..........
WAKE
"on mm10A%

SAND FILTER DESIGN FILENAME: S:\WQS\SFILTER\990940-1.WK1
DATE: 15-Dec-99 PROJECT# SW8 990940-1
PROJECT NAME: Kerr Drugs Southport
DRAINAGE BASIN: Cape Fear REVIEWER: arl
RECEIVING STREAM: Price Creek CLASS: SC SW
Index No.: 18-88-3 If ORW, is site within the 575' AEC?
SITE AREA 1.11 acres DRAINAGE AREA 12200 SF
IMPERVIOUS AREA CALCULATION
BUILDINGS SQUARE FEET
PARKING/WALKS 11760 SQUARE FEET
CONCRETE 440 SQUARE FEET
OTHER SQUARE FEET
TOTAL 1'2200#SQUARE FEET
% IMPERVIOUS, 1= 100.0%> RV= .05+.009 ( I )
BOTTOM OF FILTER 19.5 FEET MSL
TOP OF SAND kli FEET MSL
OVERFLOW WEIR 21.17`FEET MSL
REQUIRED VOLUME
Sediment Chamber Sand Filter
540 cubic feet per acre of DA 151.24 CF 151.29 CF
Total volume required 302A793: CF
PROVIDED VOLUME
Sediment Chamber Sand Filter
DESIGN STORM 1 r IN 1 s IN
AVERAGE SURFACE AREA 112' SF 112 SF
DEPTH 1800; IN
VOLUME 168i CF 168' CF
TOTAL VOLUME PROVIDED 336 CF
ORIFICE DESIGN
PROPOSED ORIFICE DIAMETER 05' FEET
AVERAGE HEAD 0'!6 FEET
NUMBER OF ORIFICES 1 ff EACH
VOLUME DRAINED IN 24 HOURS 64577'0! CF
SURFACE AREA
360 SF /ACRE EACH CHAMBER 201.65 SF REQ.
PROVIDED AREA 224 SF
COMMENTS
Volume and drawdown are within Design Requirements.

SAND FILTER DESIGN FILENAME: S:\WQS\SFILTER\990940-2.WK1
DATE: 15-Dec-99 PROJECT# SW8 990940-2
PROJECT NAME: Kerr Drugs Southport
DRAINAGE BASIN: Cape Fear REVIEWER: arl
RECEIVING STREAM: Price Creek CLASS: SC SW
Index No.: 18-88-3 If ORW, is site within the 575' AEC?
SITE AREA 1.11 acres DRAINAGE AREA 2614 SF
IMPERVIOUS AREA CALCULATION
BUILDINGS SQUARE FEET
PARKING/WALKS 2178 SQUARE FEET
CONCRETE 436 SQUARE FEET
OTHER SQUARE FEET
TOTAL 2614 SQUARE FEET
% IMPERVIOUS, 1= 100.0% RV= .05+.009 ( 1 ) 0.95
BOTTOM OF FILTER 19.95 FEET MSL
TOP OF SAND 21.45:FEET MSL
OVERFLOW WEIR 21.62 FEET MSL
REQUIRED VOLUME
Sediment Chamber Sand Filter
540 cubic feet per acre of DA 3240 CF 32.403 CF
Total volume required 84.81': CF
PROVIDED VOLUME
Sediment Chamber Sand Filter
DESIGN STORM 1E IN 1" IN
AVERAGE SURFACE AREA 32 SF 32' SF
DEPTH 1800 IN 1'8t IN
VOLUME 48'CF 48 CF
TOTAL VOLUME PROVIDED 969i CF
ORIFICE DESIGN
PROPOSED ORIFICE DIAMETER =0.5 FEET
AVERAGE HEAD 0,6I;FEET
NUMBER OF ORIFICES ]'.0 EACH
VOLUME DRAINED IN 24 HOURS 645797.0 CF
SURFACE AREA
360 SF /ACRE EACH CHAMBER 43.21 SF REQ.
PROVIDED AREA 64 SF
COMMENTS
Volume and drawdown are within Design Requirements.

SAND FILTER DESIGN FILENAME: S:\WQS\SFILTER\990940-3.WK1
DATE: 15-Dec-99 PROJECT# SW8 990940-3
PROJECT NAME: Kerr Drugs Southport
DRAINAGE BASIN: Cape Fear REVIEWER: arl
RECEIVING STREAM: Price Creek CLASS: SC SW
Index No.: 18-88-3 If ORW, is site within the 575' AEC?
SITE AREA 1.11 acres DRAINAGE AREA 1,Q020 SF
IMPERVIOUS AREA CALCULATION
BUILDINGS 10020 SQUARE FEET
PARKING/WALKS SQUARE FEET
CONCRETE SQUARE FEET
OTHER SQUARE FEET
TOTAL 10020 SQUARE FEET
% IMPERVIOUS, 1= 100.0%! RV= .05+.009 ( I )
BOTTOM OF FILTER 21.25 FEET MSL
TOP OF SAND 22.75 IFEET MSL
OVERFLOW WEIR 22917 FEET MSL
REQUIRED VOLUME
Sediment Chamber Sand Filter
540 cubic feet per acre of DA 124.2T CF 124.21 CF
Total volume required 298.43iCF
PROVIDED VOLUME
Sediment Chamber Sand Filter
DESIGN STORM 61' IN I ] IN
AVERAGE SURFACE AREA 96' SF
DEPTH 18 003 IN 1'8: IN
VOLUME 144 CF 144` CF
TOTAL VOLUME PROVIDED 288 CF
ORIFICE DESIGN
PROPOSED ORIFICE DIAMETER 05',FEET
AVERAGE HEAD 0 & FEET
NUMBER OF ORIFICES . 1':0 EACH
VOLUME DRAINED IN 24 HOURS 64577.0 CF
SURFACE AREA
360 SF /ACRE EACH CHAMBER 165.62 SF REQ.
PROVIDED AREA 192 SF
COMMENTS
Volume and drawdown are within Design Requirements.

SAND FILTER DESIGN FILENAME: S:\WQS\SFILTER\990940-4.WK1
DATE: 15-Dec-99 PROJECT# SW8 990940-4
PROJECT NAME: Kerr Drugs Southport
DRAINAGE BASIN: Cape Fear REVIEWER: arl
RECEIVING STREAM: Price Creek CLASS: SC SW
Index No.: 18-88-3 If ORW, is site within the 575' AEC?
SITE AREA 1.11 acres DRAINAGE AREA 1742i SF
IMPERVIOUS AREA CALCULATION
BUILDINGS SQUARE FEET
PARKINGMALKS 1742 SQUARE FEET
CONCRETE SQUARE FEET
OTHER SQUARE FEET
TOTAL 1742'SQUARE FEET
% IMPERVIOUS, 1= 100.0°l0 RV= .05+.009 ( 1 ) 0.95
BOTTOM OF FILTER 19.75 FEET MSL
TOP OF SAND 21.25 FEET MSL
OVERFLOW WEIR 21.417! FEET MSL
REQUIRED VOLUME
Sediment Chamber Sand Filter
540 cubic feet per acre of DA 21.60`'CF 21.60: CF
Total volume required 43.19 CF
PROVIDED VOLUME
Sediment Chamber Sand Filter
DESIGN STORM 1' IN 1 IN
AVERAGE SURFACE AREA 16 SF 16 SF
DEPTH 18.00 IN 1'8 IN
VOLUME 24 CF 24 CF
TOTAL VOLUME PROVIDED i 48 CF
ORIFICE DESIGN
PROPOSED ORIFICE DIAMETER 0 5. FEET
AVERAGE HEAD 06 FEET
NUMBER OF ORIFICES 1.01 EACH
VOLUME DRAINED IN 24 HOURS 64577>0i CF
SURFACE AREA
360 SF /ACRE EACH CHAMBER 28.79 SF REQ.
PROVIDED AREA 32 SF
COMMENTS
Volume and drawdown are within Design Requirements.

SAND FILTER DESIGN FILENAME: S:\WQS\SFILTER\990940-5.WK1
DATE: 15-Dec-99 PROJECT# SW8 990940-5
PROJECT NAME: Kerr Drugs Southport
DRAINAGE BASIN: Cape Fear REVIEWER: arl
RECEIVING STREAM: Price Creek CLASS: SC SW
Index No.: 18-88-3 If ORW, is site within the 575' AEC?
SITE AREA 1.11 acres DRAINAGE AREA 1Q890" SF
IMPERVIOUS AREA CALCULATION
BUILDINGS SQUARE FEET
PARKINGIWALKS 10890 SQUARE FEET
CONCRETE SQUAREFEET
OTHER SQUARE FEET
TOTAL 1Q890 SQUARE FEET
% IMPERVIOUS, I= 100.0% RV= .05+.009 ( I ) 0.95
BOTTOM OF FILTER 19.5 FEET MSL
TOP OF SAND 21 FEET MSL
OVERFLOW WEIR 21.167j FEET MSL
REQUIRED VOLUME
Sediment Chamber Sand Filter
540 cubic feet per acre of DA 135.00#CF 135:00'CF
Total volume required 270.00 CF
PROVIDED VOLUME
Sediment Chamber Sand Filter
DESIGN STORM 1; IN 11:' IN
AVERAGE SURFACE AREA i96i SF 96. SF
DEPTH 18:00 IN 184 IN
VOLUME 144'CF 144 CF
TOTAL VOLUME PROVIDED 288 iCF
ORIFICE DESIGN
PROPOSED ORIFICE DIAMETER 0'5` FEET
AVERAGE HEAD 06 FEET
NUMBER OF ORIFICES 1'0; EACH
VOLUME DRAINED IN 24 HOURS 645770t CF
SURFACE AREA
360 SF /ACRE EACH CHAMBER 180.00 SF REQ.
PROVIDED AREA 192 SF
COMMENTS
Volume and drawdown are within Design Requirements.

SAND FILTER DESIGN FILENAME: S:\WQS\SFILTER\990940-6.WK1
DATE: 15-Dec-99 PROJECT# SW8 990940-6
PROJECT NAME: Kerr Drugs Southport
DRAINAGE BASIN: Cape Fear REVIEWER: arl
RECEIVING STREAM: Price Creek CLASS: SC SW
Index No.: 18-88-3 If ORW, is site within the 575' AEC?
SITE AREA 1.11 acres DRAINAGE AREA 1742' SF
IMPERVIOUS AREA CALCULATION
BUILDINGS - SQUARE FEET
PARKING/WALKS 1742 SQUARE FEET
CONCRETE SQUARE FEET
OTHER SQUARE FEET
TOTAL 1;742? SQUARE FEET
% IMPERVIOUS, 1= 100.0%' RV= .05+.009 ( I ) 0.95
BOTTOM OF FILTER 20.25 FEET MSL
TOP OF SAND 21.75:FEET MSL
OVERFLOW WEIR 21.917 FEET MSL
REQUIRED VOLUME
Sediment Chamber Sand Filter
540 cubic feet per acre of DA 21 i60-' CF 21 i60' CF
Total volume required 43.19 CF
PROVIDED VOLUME
Sediment Chamber Sand Filter
DESIGN STORM 1 ' IN R7i IN
AVERAGE SURFACE AREA t6t SF 16 SF
DEPTH 18OOi IN 1'8 IN
VOLUME 241 CF 24 CF
TOTAL VOLUME PROVIDED 48 CF
ORIFICE DESIGN
PROPOSED ORIFICE DIAMETER 05 FEET
AVERAGE HEAD 06' FEET
NUMBER OF ORIFICES 10 EACH
VOLUME DRAINED IN 24 HOURS 645770.CF
SURFACE AREA
360 SF /ACRE EACH CHAMBER 28.79 SF REQ.
PROVIDED AREA 32 SF
COMMENTS
Volume and drawdown are within Design Requirements.

SAND FILTER DESIGN FILENAME: S:\WQS\SFILTER\990940-7.WK1
DATE: 15-Dec-99 PROJECT# SW8 990940-7
PROJECT NAME: Kerr Drugs Southport
DRAINAGE BASIN: Cape Fear REVIEWER: arl
RECEIVING STREAM: Price Creek CLASS: SC SW
Index No.: 18-88-3 If ORW, is site within the 575' AEC?
SITE AREA 1.11 acres DRAINAGE AREA 871 SF
IMPERVIOUS AREA CALCULATION
BUILDINGS SQUARE FEET
PARKING/WALKS 871 SQUARE FEET
CONCRETE SQUARE FEET
OTHER SQUARE FEET
TOTAL 871 SQUARE FEET
% IMPERVIOUS, 1= 100.0% RV= .05+.009 ( 1 ) 0.951
BOTTOM OF FILTER 21 FEET MSL
TOP OF SAND 22.5'FEET MSL
OVERFLOW WEIR 22667 FEET MSL
REQUIRED VOLUME
Sediment Chamber Sand Filter
540 cubic feet per acre of DA 1080:'CF 10;80 CF
Total volume required 21.60: CF
PROVIDED VOLUME
Sediment Chamber Sand Filter
DESIGN STORM 1` IN 1 IN
AVERAGE SURFACE AREA 16 SF 16 SF
DEPTH 1800: IN 18 IN
VOLUME 24 CF 24`CF
TOTAL VOLUME PROVIDED 48: CF
ORIFICE DESIGN
PROPOSED ORIFICE DIAMETER 0'e5': FEET
AVERAGE HEAD 06i FEET
NUMBER OF ORIFICES 1'0 EACH
VOLUME DRAINED IN 24 HOURS 645770: CF
SURFACE AREA
360 SF/ACRE EACH CHAMBER 14.40 SF REQ.
PROVIDED AREA 32 SF
COMMENTS
Volume and drawdown are within Design Requirements.

TIC JOHN R McADAMS COMPANY, INC. V6
LETTER OF TRANSMITTAL
To: Linda Lewis Date: September22, 1999
Water Quality
NC DENR STO R I N WATE R
NC
127 Cardinal Drive Extention FEDERAL EXPRESS "
Wilmington, North Carolina 28405
E C E I V E D
Re: Kerr Drug - Southport, NC Job No.: KER-990 ta SEP 2 3 1999 D
D E M
PROJ N
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
2 Application Forms&OSM Agreement (one original)
2 Calculation Booklet
2 Site Plan, Grading Plan & Sand Filter Detail
1 Ck#35338 Check for$420.00
These are transmitted as checked below:
❑ As requested ❑ For your use
® For approval ❑
❑ For review and comment ❑
Remarks: Revised submittal per your 9/9/99 letter(attached). Please call if you have any questions.
Thank You.
Copy to: Signed:
Brian T. Soltz, AICFO
Project Manager
CIVIL ENGINEERING LAND PLANNING LANDSCAPE ARCHITECTURE • SURVEYING
PO Box 14005 • Research Tnangle Park,NC 27709 • [phone] . fax[phone]
w .johnrmcadams.com

Ross-Civello
Development Inc.
September 17, 1999
2522 S. Tri-Center Blvd.
Durham, NC 27713
919-572-1870
Fax [phone] To Whom It May Concern:
This letter is to advise that Jerry Root, Director of Planning and
Construction is authorized to sign any applications pertaining to financial
responsibility and/or maintenance of projects on behalf of Ross-Civello
Development, Inc. (RCD) of any of RCD's affiliated limited liability
companies.
Very ruly yours,
0 ;W/6
Anthony N. Civello,
Chairman & CEO

12/15/99 14:14 0919 361 2269 JOHN R MCADAMS Q 001/002
TFM JOHN R McADAMS COMPANY INC.
Facsimile Transmittal
TO: Linda Lewis
NCDENR-Water Quality
FROM: Brian Soltz
JOB NAME: KERR Drug-Southport, NC
JOB NUMBER: KER-99040
FAX PHONE: [phone]
DATE: 12-15-99 TIME: 1:00 NO. OF PAGES: 2
(including cover)
HARD COPY TO FOLLOW: YES: ❑ NO:
REMARKS: Linda, I have attached the seventh drainage area to Section III
of the application.
NOTE: If the following information is not clear or if you do not receive all of the
indicated sheets, please notify our office immediately at(919) 361-5000.
Thank you.
CIVIL ENGINEERING LAND PLANNING • LANDSCAPE ARCHITECTURE • SURVEYING
PO Bea 14005 . Re=,ealdl Triangle PadL NC 27709 • (919)361 • fmc(919)361.2269
www.ptmffncadwm.com adwm.com

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P. 1
COMMUNICATION RESULT REPORT ( DEC. 15.1999 10: 18AM l
TI-1, N ENR WIRO
FILE MODE OPTION ADDRESS (GROUP). RESULT PAGE
--------------------------------------------------------------------- --------------- -------------
552 MEMORY TX 8-9193612269 OK P. 2/2
----------------------------------------------------------------------------------------------------
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
James B. Hunt, Governor Bill Holman, Secretary
FAX COVER SHEET
Date:
No. Of gel s: '�-
To: (3r; a., Sdf; Fro d-z z4 4i
CO: 7ohn R MCAcI—oy,5 CO:
FAX4: 91q3(ol ZZ&ci F 10-350-20
REMARKS:
127 Cardinal Drive Extension,Wilmington,N.C.28405-3045 Telephone[phone] Fax[phone]
An Equal Opp0Mnity AfllrmArive Actloa Employer

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
James B. Hunt, Governor Bill Holman, Secretary
FAX COVER SHEET
Date: IZ�S— No. Of Pages:
To: (3r:2-, ScA f�z From: LI i d2 PtA4'S
CO: 70 4 fL M c m—."s CO:
FAX #: 9Ic( 3(el 22(ocl FAX#: [phone]
REMARKS:
127 Cardinal Drive Extension,Wilmington,N.C.28405-3845 Telephone[phone] Fax[phone]
An Equal Opportunity Affirmative Action Employer

Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor N C D EN R
Bill Holman, Secretary NC CAROUNA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
Division of Water Quality
December 15, 1999
Mr. Brian Soltz, P.E.
The John R. McAdams Company
PO Box 14005
Research Triangle Park,NC 27709
Subject: ACKNOWLEDGMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 990940
Kerr Drugs- Southport
Brunswick County
Dear Mr. Soltz:
The Wilmington Regional Office received a Stormwater Management Permit Application for Kerr
Drugs- Southport on November 26, 1999. 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 add a seventh drainage area to Section III of the application to account for the new sand
filter, and modify the information listed for drainage area#6.
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 January 15, 2000, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including the
application fee.
If you 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. Please revise and return all
original documents enclosed with this letter, or provide new originals. Copies are not acceptable. If you have
any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWATIADDINFO\990940.DEC
cc: Linda Lewis
127 Cardinal Dr. Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper

Kerr Drug-Southport 990940
Subject: Kerr Drug-Southport 990940
Date: Wed, 15 Dec 1999 08:01:08 -0500
From: Linda Lewis <[e-mail]>
To: [e-mail]
Dear Brian Soltz:
Just wanted to make sure you realized that I am waiting for a revised
submittal to address the other items in my November 17, 1999 letter.
It 's a relatively slow time now, so if you get it in, I can turn it
around pretty quickly. Please note that the project number is supposed
to be 990940, not 980940. Thanks. .
Linda Lewis
Linda Lewis <[e-mail]
1 of 1 12/15/1999 8:03 AM

L
THE JOHN R. McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL 91 09
To: NCDENR Date: 11/25/99
Attn. Water Quality - Linda Lewis
127 Cardinal Drive Extention
Wilmington, NC 28405 " FEDERAL EXPRESS "
Re: Kerr Drug -Southport, NC Job No.: KER-99040
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 Memo in response to review comments.
2 Revised Calculation Booklets
2 Revised C-2, C-3, C-5 & C-7
These are transmitted as checked below:
® As requested ❑ For your use
® For approval ❑
❑ For review and comment ❑ Dl
1u NOV M1999
Remarks: Please call if you have any questions. D E M
PHW
Thank you.
Copy to: Signed:
Brian T. Soltz
Project Manager
CIVIL ENGINEERING - LAND PLANNING - LANDSCAPE ARCHITECTURE - SURVEYING
PO Box 14005 - Research Triangle Park,NC 27709 - [phone] - fax[phone]
w johnnncadams.wrn

Cele b ra r1 n,g 20)'ears
RE THE JOHN R McADAMS COMPANY, INC.
MEMORANDUM
TO: Linda Lewis, Environmental Engineer
W" ER
NCDENR— Water Quality Division D E C E I V E
FROM: Brian T. Soltz, Project Manager 11 D
;k NOV 2 6 1999
DATE: November 25, 1999
D E M
RE: Response to request of additional information Pao,; n----- _
Kerr Drug—Southport, NC—Brunswick County
Project Number: SW8 980940
KER-99040
The following plan revisions have been made in response to the request for
additional information letter dated November 17, 1999.
1. A symbol for the sand filters has been added to sheet C-2.
2. The sand filters have been re-numbered to correspond with the drainage area
number (see sheet C-3).
3. Sheet C-5 which shows the "spilling curb" detail has been added to the
submittal package.
4. An additional sand filter was added near the entrance to treat the runoff. The
plans and the calculations have been revised to accommodate this area.
5. Per our telephone conversations, the design requirements for the surface area
of the sand filter are based on "360 square feet per acre of drainage area". No
changes were necessary.
hope the above information will assist your review of the revised plans. If you
have any questions please contact me at [phone]. Thank you for your
assistance.
c: Jerry Root— Ross-Civello Development, Inc.
CIVIL ENGINEERING • LAND PLANNING • LANDSCAPE ARCHITECTURE • SURVEYING
PO Box 14005 • Research Tnangle Park, NC 27709 • [phone] • fax[phone]
wv Johnrmcadams.com

Department of Environment �1 '7
and Natural Resources
Wilmington Regional Office k
James B. Hunt, Jr., Governor NCDENR
Bill Holman, Secretary Nc i C ROLINA DEPARTMENT OF
ENVIRONMENT AND NQ RAL RESOURCES
Division of Water Quality
November 17, 1999
Mr. Jerry Root, Director of Planning and Construction
Ross-Civello Development, Inc.
2522 Tri-Center Boulevard
Durham, NC 27713
Subject: ACKNOWLEDGMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 980940
Kerr Drug Store-Southport
Brunswick County
Dear Mr. Root:
The Wilmington Regional Office received a Stormwater Management Permit Application for Kerr Drug
Store-Southport on September 23, 1999. 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 add the symbol for the sand filters to the legend, and label them on the plans.
2. Please number each sand filter to correspond to the Drainage Area number.
3. Please add a "spilling curb" detail to the plans.
4. The runoff at the entrance off of Highway 211 appears to bypass any treatment, however, I
cannot be sure until the existing pavement elevations are shown. Please add. If the existing
pavement is lower than elevation 24,please either provide another sand filter to treat that runoff,
or pipe it to another sand filter. This will require revised calculations and application.
5. The design requirements for the surface area of the sand filter are not based on"360 square feet
per acre of drainage area". Each chamber of the sand filter system must provide a minimum of
360 square feet of surface area. The increased volume may affect the drawdown time of the
system. Please revise the calculations as needed.
127 Cardinal Dr.Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper

Mr. Root
November 17, 1999
Stormwater Project No. SW8 980940
----------------------------------------------
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 December 17, 1999, or the application will
be returned as incomplete. The return of a project Will necessitate resubmittal of all required items, including
the application fee. 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 ofNCGS 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. If you have any questions
concerning this matter please feel free to call me at(910) 395-3900.
Sincerely,
Linda Lewis
Environmental Engineer
RSS/arl: S:\WQS\STORMWAT\ADDINFO\990940.NOV
cc: Linda Lewis
Anthony Civello
Brian Soltz, P.E.
127 Cardinal Dr.Ext.,Wilmington,North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post-consumer paper

11%
Celebrating ®/z }ears
THE JOHN R McADAMS COMPANY, INC.
WATER QUALITY CALCULATIONS
for
KERR DRUG STORE
Southport, North Carolina
KER-99040
September 2, 1999
Revised: November 22, 1999
Prepared by:
W. B. Burchett, PE, SIT
Project Engineer
CIVIL ENGINEERING - LAND PLANNING - LANDSCAPE ARCHITECTURE - SURVEYING
PO Box 14005 - Research Triangle Park, NC 27709 - [phone] - fax[phone]
w .johnrmcadams.com

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® ;

KERR DRUG STORE
SOUTHPORT, NORTH CAROLINA
N.C. HIGHWAY 211
UNDERGROUND SAND FILTER DESIGN CALCULATIONS
General Description
This report encompasses the final design calculations for the proposed Kerr Drug Store.
This project is located off existing N.C. Highway 211, on an existing 1.11 acre lot in Southport
North Carolina. The proposed project entails the construction of a new 9949 square foot
building, as well as associated parking areas. This project is located within the watershed
protection district of the Twenty Coastal Counties and drains to SC designated surface water.
Therefore, this site must be equipped with engineered methods of achieving 85% TSS removal
from stormwater runoff.
The stormwater BMP calculations presented in this report are intended as final.
Seven underground sand filters are proposed to treat runoff from the on-site impervious surfaces.
The filters have been sized using the Stormwater BMP Handbook published by NCDEHNR,
April 1999. The filters have been designed to treat the storm runoff from the first flush, and
safely pass the 100 year storm event with at least 0.50 foot of freeboard to the top of grate. The
underground sand filters are correctly designed as to the size required per the April 1999
Handbook, and will both completely drain within 24 hours of the design water quality storm
event.
Calculation Methodology for Analyses Conducted
• The time of concentration for the underground sand filters was taken to be 5 minutes,
since this filter collects drainage from a very small area, and this area is composed
primarily of roof drainage.
• The underground sand filters were designed using the NCDEHNR Stormwater Best
Management Practices handbook(published in April 1999). The filters were designed to
treat the storm runoff from the rainfall and safely pass the 100 year storm with 0.5 feet of
freeboard. The filters pass the 100 year storm through the emergency spillway overflow
weir as provided in each underground sand filter device(the emergency spillway system
will flow directly into the existing storm system).
CAR
oFE l•
E C E I V E
NOV 2 6 1999 D = 24601 ��

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SUMMARY OF RESULTS
WATER QUALITY REQUIREMENTS SAND SAND SAND SAND SAND SAND SAND
FILTER#1 FILTER#2 FILTER#3 FILTER#4 FILTER#5 FILTER#6 FILTER#7
SEDIMENT CHAMBER SURFACE AREA REQUIRED(so 100.8 21.6 82.8 14.4 90 14.4 7.2
SEDIMENT CHAMBER SURFACE AREA PROVIDED(so 112 32 96 16 96 16 16
SAND CHAMBER SURFACE AREA REQUIRED (so 100.8 21.6 82.8 14.4 90 14.4 7.2
SAND CHAMBER SURFACE AREA PROVIDED (so 112 32 96 16 96 16 16
SEDIMENT CHAMBER VOLUME REQUIRED (c1 151.2 32.4 124.2 21.6 135 21.6 10.8
SEDIMENT CHAMBER VOLUME PROVIDED (c1 168 48 144 24 144 24 24
SAND CHAMBER VOLUME REQUIRED (c1 151.2 32.4 124.2 21.6 135 21.6 10.8
SAND CHAMBER VOLUME PROVIDED (cD 168 48 144 24 144 24 24
SAND DEPTH PROVIDED (in) 18 18 18 18 18 18 18
MAXIMUM DEWATERING TIME (hr) 4.6 4.6 4.6 4.6 4.6 4.6 4.6
TOP OF GRATE ELEVATION 22 22.45 23.75 22.25 22 22.75 23.5
TOP OF SAND 21 21.45 22.75 21.25 21 21.75 22.5
BOTTOM OF SAND 1 19.5 19.95 21.25 19.75 19.5 20.25 21

IDF Chart
Southport, NC
Rainfall IDF and DDF data computations
Source: USWB HYDRO-35 and TPAO
Location: Southport, NC Input Data:
Operator: Brian Burchelt 2 Yr. P 100 Yr. P
Duration (inches) (inches)
5 min 0.49 0.80
Depth-Duration-Frequency Curve Values: 15 min 1.10 1.80
60 min 2.00 4.00
2-year 5-year 10-year 25-year 50-year 100-year 24 hrs. 4.50 10.50
(inches) (inches) (inches) (inches) (inches) (inches)
5 min 0.49 0.55 0.60 0.68 0.74 0.80
10 min 0.85 0.96 1.05 1.18 1.28 1.39
15 min 1.10 1.24 1.35 1.53 1.66 1.80
30 min 1.54 1.84 2.06 2.38 2.63 2.88
60 min 2.00 2.46 2.79 3.26 3.63 4.00 11.0 Intensity-Duration-Frequency Curves
-I-
2 hrs. 2.31 2.90 3.31 3.90 4.36 4.81
3 hrs 2.63 3.33 3.83 4.53 5.08 5.63 10.0
0 -
6 hrs. 3.25 4.21 4.87 5.80 6,53 7,25
12 hrs. 3.88 5.08 5.91 7.07 7,98 8.88 9.00 - - -- -
24 hrs. 4.50 5.95 6.951 8.34 9.42 10.50 8.00 - -
7.006.00
- -
r I I
Intensity-Duration-Frequency Curve Values: y.
5.00 - - --
2-year 5-year 10-year 25-year 50-year 100-year �+
(in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) - 4.00 -
5 min 5.88 6.63 7.23 8.15 8.87 9.60 3.00 - _ �-
10 min 5.10 5.76 6.27 7.07 7.71 8.34
15 min 4.40 4.97 5.42 6.11 6.65 7.20 2.00 -- - -
30 min 3.08 3.68 4.11 4.75 5.26 5.76 1,03 i -
60 min 2.00 2.46 2.79 3.26 3.63 4.00
2 hrs. 1.16 1.45 1.65 1.95 2.18 2.41 0.00
3 hrs 0.88 1.11 1.28 1.51 1.69 1.88 0 10 20 30 40 so 60 70 80 90 100 110 120
6 hrs. 0.54 0.70 0.81 0.97 1.09 1.21 Time(min)
12 hrs. 0.32 0.42 0.49 0.59 0.66 0.74 t 2 Yr. --0-S Yr. 6 10 Yr. 0 25 Yr.
24hrs. 0.19 0.25 0.29 0.35 0.39 0.44 -a-50Yr. -x-100Yr.
B.Burchett 8/24/99

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Hydrograph Predeveloped
Hydrograph Predeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.28 Acres
Tc: 5 Minutes
Intensity: Runoff Peak(Rational):
12 5.881n/Hr Q2 0.57624 CFS
15 6.631n/Hr Q5 0.64974 CFS
110 7.231n/Hr Q10 0.70854 CFS
125 8.151n/Hr Q25 0.7987 CFS
150 8.871n/Hr Q60 0.86926 CFS
1100 9.61n/Hr Q100 0.9408 CFS
%Impervious: 0
C Factor: 0.35
CN: 78
Ultimate Soil Storage: 2.82 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 Q`2 1.497373 Inches
P6hr,5yr 4.5 0'5 2.292828 Inches
P6hr,10yr 5 Q'10 2,711697 Inches
P6hr,25yr 5.5 Q'25 3.141026 Inches
P6hr,50yr 6.5 0'60 4.023895 Inches
P6hr,100yr 7 Q'100 4.474821 Inches
Time to Peak:
Tp2 31.6500141 Minutes
Tp5 42.9812674 Minutes
Tp10 46.6148272 Minutes
Tp25 47.8999528 Minutes
Tp50 56.3824922 Minutes
Tp100 57.932946 Minutes
Page 1

0
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Hydrograph Postdeveloped
Hydrograph Postdeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.28 Acres
Tc: 5 Minutes
Intensity: Runoff Peak(Rational):
12 5.881n/Hr Q2 1.56408 CFS
15 6.631n/Hr Q5 1.76358 CFS
110 7.231n/Hr Q10 1.92318 CFS
125 8.151n/Hr Q25 2.1679 CFS
150 8.871n/Hr QSO 2.35942 CFS
1100 9.61n/Hr Q100 2.5536 CFS
%Impervious: 100
C Factor: 0.95
CN: 98
Ultimate Soil Storage: 0.20 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 0"2 3.266471 Inches
P6hr,5yr 4.5 Q'S 4.264033 Inches
P6hr,lgr 5 Q'10 4.763169 Inches
P6hr,25yr 5.5 0'25 5.262456 Inches
P6hr,50yr 6.5 0'50 6.261353 Inches
P6hr,100yr 7 0*100 6.760916 Inches
Time to Peak:
Tp2 25.43708 Minutes
Tp5 29.44915 Minutes
Tp10 30.16639 Minutes
Tp25 29.56627 Minutes
TpS6 32.32289 Minutes
Tp166 32.24779 Minutes
Page 1

m

Required Parameters For Underground Sand Filter#1
Drainage Area = 0.28 Acres
Sediment Chamber
Volume Required = 540 Cubic Feet Per Acre 151.2
Surface Area Required = 360 Square Feet Per Acre 100.8
Water Shall Sheet Flow Into Sand Filter Chamber
Sand Chamber
Volume Required = 540 Cubic Feet Per Acre 151.2
Surface Area Required = 360 Square Feet Per Acre 100.8
Maximum Outlet Size (Any Single Pipe) Shall Be 6 Inches
Filter Must Drain Completely In 24 Hours
Physical Characteristics Of Underground Sand Filter#1
Top Of Grate= 22
Top Of Sand = 21
Bottom Of Sand = 19.5 (18 Inches Thick)
Surface Area Of Sand = 112 Square Feet
Surface Area Of Sediment Chamber= 112 Square Feet
Volume In Sand Chamber= 168 Cubic Feet
Volume In Sediment Chamber= 168 Cubic Feet
Minimum Depth Of Sand = 18 Inches
Therefore Will Act As BMP Per DENR Guidelines For Sand Filters

John R. McAdams Company, Inc. Page 1
Sand Filter Drain Pipe Design Sheet
D siphon = 6 inches
No. siphons = 1
Ks = 112
b = 1
Cd siphon = 0.60
Siphon Invert= 19.50 feet
Volume @ Normal Pool = 168 CF
Basin Invert= 19.50 feet
WSEL Vol. Remaining Siphon Flow Avg. Flow Incr. Vol. Incr. Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
22.000 280 1.416
21.799 257 1.351 1.383 22.6 16.3
21.597 235 1.283 1.317 22.6 17.1
21.396 212 1.211 1.247 22.6 18.1
21.194 190 1.134 1.173 22.6 19.2
20.993 167 1.052 1.093 22.6 20.6
20.792 145 0.963 1.008 22.6 22.4
20.590 122 0.865 0.914 22.6 24.7
20.389 100 0.754 0.810 22.6 27.9
20.187 77 0.624 0.689 22.6 32.7
19.986 54 0.454 0.539 22.6 41.8
19.785 32 0.203 0.329 22.6 68.7
19.583 9 0.032 0.118 22.6 191.6
k--Drawdown Time = 0.14 hours
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.750 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -6" inverted siphon = 0.196 ft2
O = 0.8185 cfs
Drawdown Time =Volume/ Flowrate/3600 (sec/hour)
Drawdown Time = 0.10 hours
Conclusion : Use 1 -6" Diameter PVC drain pipe to drawdown the accumulated
volume from the storm runoff, with a required time of about 1.5 hours.
Therefore, the pipe will not constrain the drainage of the sand media.
SIPHONS.XLS

4

John R. McAdams Company, Inc. Page 2
Drainage through the Sand Media:
Per NC DENR DWQ, the sand to be used in the filter is to be less than 2 mm in average diameter.
DWQ assumes this sand to have a permeability of 0.04 gal/min/SF (with 1 foot of head over the sand surface).
Average depth of water over sand surface (1/2 maximum depth) = 0.5 feet
The DWQ assumption for sand permeability will be used.
Calculation of drawdown time through the sand=_>
Surface area of horizontal sand surface = 112 SF
Assumed permeability of sand = 0.04 gal/min/SF
Volume stored during storm of interest= 168 CF
Time required to drawdown through the sand media = 0.19 days
In this case, the sand media is the restricting factor, resulting in a drawdown time
of 0.19 days (4.6 hours). This complies with the DWQ requirement that the filter be
drained within a 24 hour time period.
SIPHONS.XLS

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Hydrograph Predeveloped
Hydrograph Predeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.06 Acres
Tc: 5 Minutes
Intensity: Runoff Peak(Rational):
12 5.881n/Hr 02 0.12348 CFS ,
15 6.631n/Hr Q6 0.13923 CFS
110 7.231n/Hr Q10 0.15183 CFS
125 8.151n/Hr 025 0.17115 CFS
150 8.871n/Hr 060 0.18627 CFS
1100 9.61n/Hr 0100 0.2016 CFS
%Impervious: 0
C Factor: 0.35
CN: 78
Ultimate Soil Storage: 2.82 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 Q`2 1.497373 Inches
P6hr,Syr 4.5 Q'6 2.292828 Inches
P6hr,10yr 5 Q'10 2.711697 Inches
P6hr,25yr 5.5 0'25 3.141026 Inches
P6hr,50yr 6.5 Q*50 4.023895 Inches
P6hr,100yr 7 Q`100 4.474821 Inches
Time to Peak:
Tp2 31.6500141 Minutes
TP5 42.9812674 Minutes
Tp10 46.6148272 Minutes
Tp25 47.8999528 Minutes
TP60 56.3824922 Minutes
Tp100 57.932946 Minutes
Page 1

Sand Filter #2
0

Hydrograph Postdeveloped
Hydrograph Postdeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.06 Acres
Tc: 5 Minutes
Intensity: Runoff Peak(Rational:
12 5.881n/Hr Q2 0.33516 CFS
15 6.631n/Hr Q5 0.37791 CFS
110 7.231n/Hr Q10 0.41211 CFS
125 8.151n/Hr 025 0.46455 CFS
150 8.871n/Hr Q50 0.50559 CFS
1100 9.61n/Hr Q100 0.5472 CFS
%Impervious: 100
C Factor: 0.95
CN: 98
Ultimate Soil Storage: 0.20 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 0'2 3.266471 Inches
P6hr,Syr 4.5 Q•5 4.264033 Inches
P6hr,10yr 5 Q'10 4.763169 Inches
Pehr,25yr 5.5 Q"26 5.262456 Inches
P6hr,50yr 6.5 Q'60 6.261353 Inches
P6hr,100yr 7 Q'100 6.760916 Inches
Time to Peak:
Tp2 25.43708 Minutes
Tp5 29.44915 Minutes
Tp10 30.16639 Minutes
Tp25 29.56627 Minutes
Tp50 32.32289 Minutes
Tp100 32.24779 Minutes
Page 1

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Required Parameters For Underground Sand Filter#2
Drainage Area = 0.06 Acres
Sediment Chamber
Volume Required = 540 Cubic Feet Per Acre 32.4
Surface Area Required = 360 Square Feet Per Acre 21.6
Water Shall Sheet Flow Into Sand Filter Chamber
Sand Chamber
Volume Required = 540 Cubic Feet Per Acre 32.4
Surface Area Required = 360 Square Feet Per Acre 21.6
Maximum Outlet Size (Any Single Pipe) Shall Be 6 Inches
Filter Must Drain Completely In 24 Hours
Physical Characteristics Of Underground Sand Filter#2
Top Of Grate= 22.45
Top Of Sand = 21.45
Bottom Of Sand = 19.95 (18 Inches Thick)
Surface Area Of Sand = 32 Square Feet
Surface Area Of Sediment Chamber= 32 Square Feet
Volume In Sand Chamber= 48 Cubic Feet
Volume In Sediment Chamber= 48 Cubic Feet
Minimum Depth Of Sand = 18 Inches
Therefore Will Act As BMP Per DENR Guidelines For Sand Filters

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John R. McAdams Company, Inc. Page 1
Sand Filter Drain Pipe Design Sheet
D siphon = 6 inches
No. siphons = 1
Ks= 32
b= 1
Cd siphon = 0.60
Siphon Invert= 19.95 feet
Volume @ Normal Pool = 48 CF
Basin Invert= 19.95 feet
WSEL Vol. Remaining Siphon Flow Avg. Flow Incr.Vol. Incr.Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
22.450 80 1.416
22.249 74 1.351 1.383 6.4 4.7
22.047 67 1.283 1.317 6.4 4.9
21.846 61 1.211 1.247 6.4 5.2
21.644 54 1.134 1.173 6.4 5.5
21.443 48 1.052 1.093 6.4 5.9
21.242 41 0.963 1.008 6.4 6.4
21.040 35 0.865 0.914 6.4 7.0
20.839 28 0.754 0.810 6.4 8.0
20.637 22 0.624 0.689 6.4 9.3
20.436 16 0.454 0.539 6.4 12.0
20.235 9 0.203 0.329 6.4 19.6
20.033 3 0.032 0.118 6.4 54.7
k--Drawdown Time = 0.04 hours
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice= 0.750 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -6" inverted siphon = 0.196 ft'
Q = 0.8185 cfs
Drawdown Time =Volume/Flowrate/3600 (sec/hour)
Drawdown Time = 0.03 hours
Conclusion : Use 1 -6" Diameter PVC drain pipe to drawdown the accumulated
volume from the storm runoff, with a required time of about 1.5 hours.
Therefore, the pipe will not constrain the drainage of the sand media.
SIPHONS.XLS

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John R. McAdams Company, Inc. Page 2
Drainage through the Sand Media:
Per NC DENR DWQ, the sand to be used in the filter is to be less than 2 mm in average diameter.
DWQ assumes this sand to have a permeability of 0.04 gallmin/SF (with 1 foot of head over the sand surface).
Average depth of water over sand surface(1/2 maximum depth) = 0.5 feet
The DWQ assumption for sand permeability will be used.
Calculation of drawdown time through the sand=_>
Surface area of horizontal sand surface = 32 SF
Assumed permeability of sand = 0.04 gal/min/SF
Volume stored during storm of interest= 48 CF
Time required to drawdown through the sand media = 0.19 days
In this case, the sand media is the restricting factor, resulting in a drawdown time
of 0.19 days (4.6 hours). This complies with the DWQ requirement that the filter be
drained within a 24 hour time period.
SIPHONS.XLS

Hydrograph Predeveloped
Hydrograph Predeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.23 Acres
Tc: 5 Minutes
Intensity: Runoff Peak (Rational):
12 5.881n/Hr Q2 0.47334 CFS
IS 6.631n/Hr 05 0.533715 CFS
110 7.231n/Hr Q10 0.582015 CFS
125 8.151n/Hr Q25 0.656075 CFS
[so 8.871n/Hr Q50 0.714035 CFS
1100 9.61n/Hr Q100 0.7728 CFS
%impervious: 0
C Factor: 0.35
CN: 78
Ultimate Soil Storage: 2.82 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 Q-2 1.497373 Inches
P6hr,5yr 4.5 0'6 2.292828 Inches
P6hr,10yr 5 Q'10 2.711697 Inches
Pshr,75yr 5.5 Q`25 3.141026 Inches
P6hr,60yr 6.5 Q'60 4.023895 Inches
P6hr,100yr 7 0*100 4.474821 Inches
Time to Peak:
Tp2 31.6500141 Minutes
Tps 42.9812674 Minutes
Tp10 46.6148272 Minutes
Tp25 47.8999528 Minutes
Tp50 56.3824922 Minutes
Tp100 57.932946 Minutes
Page 1

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Sand Filter $3
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Hydrograph Postdeveloped
Hydrograph Postdeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.23 Acres
Tc: 5 Minutes
Intensity: Runoff Peak(Rational):
12 5.881n/Hr Q2 1.28478 CFS
IS 6.631n/Hr Q5 1.448655 CFS
110 7.231n/Hr Q10 1.579755 CFS
125 8.151n/Hr Q25 1.780775 CFS
150 8.871n/Hr Q50 1.938095 CFS
1100 9.61n/Hr Q100 2.0976 CFS
%Impervious: 100
C Factor: 0.95
CN: 98
Ultimate Soil Storage: 0.20 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 Q'2 3.266471 Inches
P6hr,5yr 4.5 Q'5 4.264033 Inches
P6hr,10yr 5 0'10 4.763169 Inches
P6hr,25yr 5.5 Q'25 5.262456 Inches
P6hr,50yr 6.5 Q"50 6.261353 Inches
P6hr,100yr 7 0'100 6.760916 Inches
Time to Peak:
Tp2 25.43708 Minutes
TP5 29.44915 Minutes
Tp10 30.16639 Minutes
Tp25 29.56627 Minutes
TP50 32.32289 Minutes
TP100 32.24779 Minutes
Page 1

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Required Parameters For Underground Sand Filter#3
Drainage Area = 0.23 Acres
Sediment Chamber
Volume Required = 540 Cubic Feet Per Acre 124.2
Surface Area Required = 360 Square Feet Per Acre 82.8
Water Shall Sheet Flow Into Sand Filter Chamber
Sand Chamber
Volume Required = 540 Cubic Feet Per Acre 124.2
Surface Area Required = 360 Square Feet Per Acre 82.8
Maximum Outlet Size (Any Single Pipe) Shall Be 6 Inches
Filter Must Drain Completely In 24 Hours
Physical Characteristics Of Underground Sand Filter#3
Top Of Grate = 23.75
Top Of Sand = 22.75
Bottom Of Sand = 21.25 (18 Inches Thick)
Surface Area Of Sand = 96 Square Feet
Surface Area Of Sediment Chamber= 96 Square Feet
Volume In Sand Chamber= 144 Cubic Feet
Volume In Sediment Chamber= 144 Cubic Feet
Minimum Depth Of Sand = 18 Inches
Therefore Will Act As BMP Per DENR Guidelines For Sand Filters

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Sand Filter#3
Sand Filter Drain Pipe Design Sheet
D siphon = 6 inches
No. siphons = 1
Ks= 96
b= 1
Cd siphon = 0.60
Siphon Invert= 21.25 feet
Volume @ Normal Pool = 144 CIF
Basin Invert= 21.25 feet
WSEL Vol. Remaining Siphon Flow Avg. Flow Incr. Vol. Incr.Time
(feet) (cf) (cfs) (cfs) (cf) (sec)
23.750 240 1.416
23.549 221 1.351 1.383 19.3 14.0
23.347 201 1.283 1.317 19.3 14.7
23.146 182 1.211 1.247 19.3 15.5
22.944 163 1.134 1.173 19.3 16.5
22.743 143 1.052 1.093 19.3 17.7
22.542 124 0.963 1.008 19.3 19.2
22.340 105 0.865 0.914 19.3 21.1
22.139 85 0.754 0.810 19.3 23.9
21.937 66 0.624 0.689 19.3 28.0
21.736 47 0.454 0.539 19.3 35.9
21.535 27 0.203 0.329 19.3 58.9
21.333 8 0.032 0.118 19.3 164.2
Drawdown Time = 0.12 hours
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice= 0.750 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -6" inverted siphon = 0.196 ftz
Q = 0.8185 cfs
Drawdown Time =Volume/ Flowrate/3600 (sec/hour)
Drawdown Time = 0.08 hours
Conclusion : Use 1 -6" Diameter PVC drain pipe to drawdown the accumulated
volume from the storm runoff, with a required time of about 1.5 hours.
Therefore, the pipe will not constrain the drainage of the sand media.
Page 1

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Sand Filter#3
Drainage through the Sand Media:
Per NC DENR DWQ, the sand to be used in the filter is to be less than 2 mm in average diameter.
DWQ assumes this sand to have a permeability of 0.04 gal/min/SF (with 1 foot of head over the sand surface).
Average depth of water over sand surface(1/2 maximum depth) = 0.5 feet
The DWQ assumption for sand permeability will be used.
Calculation of drawdown time through the sand==>
Surface area of horizontal sand surface = 96 SF
Assumed permeability of sand = 0.04 gal/min/SF
Volume stored during storm of interest= 144 CF
Time required to drawdown through the sand media = 0.19 days
In this case, the sand media is the restricting factor, resulting in a drawdown time
of 0.19 days (4.6 hours). This complies with the DWQ requirement that the filter be
drained within a 24 hour time period.
Page 2

Hydrograph Predeveloped
Hydrograph Predeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.04 Acres
Tc: 5 Minutes
Intensity: Runoff Peak (Rational):
12 5.881n/Hr 02 0.08232 CFS
is 6.631n/Hr Q5 0.09282 CFS
110 7.231n/Hr Q10 0.10122 CFS
125 8.151n/Hr Q25 0.1141 CFS
150 8.871n/Hr Q50 0.12418 CFS
1100 9.61n/Hr 0100 0.1344 CFS
%Impervious: 0
C Factor: 0.35
CN: 78
Ultimate Soil Storage: 2.82 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 Q`2 1.497373 Inches
P6hr,5yr 4.5 Q`5 2.292828 Inches
P6hr,10yr 5 Q'10 2.711697 Inches
P6hr,25yr 5.5 0'26 3.141026 Inches
P6hr,50yr 6.5 Q'50 4.023695 Inches
P6hr,100yr 7 Q`100 4.474821 Inches
Time to Peak:
Tp2 31.6500141 Minutes
Tp5 42.9812674 Minutes
TP10 46.6148272 Minutes
Tp25 47.8999528 Minutes
TP50 56.3824922 Minutes
TP10o 57.932946 Minutes
Page 1

Sand Filter #4
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Hydrograph Postdeveloped
Hydrograph Postdeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.04 Acres
Tc: 5 Minutes
Intensity: Runoff Peak(Rational):
12 5.881n/Hr Q2 0.22344 CFS
15 6.631n/Hr QS 0.25194 CFS
110 7.231n/Hr Q10 0.27474 CFS
125 8.151n/Hr 025 0.3097 CFS
150 8.871n/Hr 050 0.33706 CFS
1100 9.61n/Hr Q100 0.3648 CFS
%Impervious: 100
C Factor: 0.95
CN: 98
Ultimate Soil Storage: 0.20 Inches
Precipitation Depth: Runoff Depth:
PBhr,2yr 3.5 Q-2 3.266471 Inches
P6hr,5yr 4.5 Q'5 4.264033 Inches
P6hr,10yr 5 0'10 4.763169 Inches
P6hr,25yr 5.5 0'26 5.262456 Inches
P6hr,50yr 6.5 Q'50 6.261353 Inches
P6hr,100yr 7 Q`100 6.760916 Inches
Time to Peak:
TP2 25.43708 Minutes
Tp5 29.44915 Minutes
TP10 30.16639 Minutes
Tp25 29.56627 Minutes
TP50 32.32289 Minutes
TP100 32.24779 Minutes
Page 1

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Required Parameters For Underground Sand Filter#4
Drainage Area = 0.04 Acres
Sediment Chamber
Volume Required = 540 Cubic Feet Per Acre 21.6
Surface Area Required = 360 Square Feet Per Acre 14.4
Water Shall Sheet Flow Into Sand Filter Chamber
Sand Chamber
Volume Required = 540 Cubic Feet Per Acre 21.6
Surface Area Required = 360 Square Feet Per Acre 14.4
Maximum Outlet Size (Any Single Pipe) Shall Be 6 Inches
Filter Must Drain Completely In 24 Hours
Physical Characteristics Of Underground Sand Filter#4
Top Of Grate = 22.25
Top Of Sand = 21.25
Bottom Of Sand = 19.75 (18 Inches Thick)
Surface Area Of Sand = 16 Square Feet
Surface Area Of Sediment Chamber= 16 Square Feet
Volume In Sand Chamber= 24 Cubic Feet
Volume In Sediment Chamber= 24 Cubic Feet
Minimum Depth Of Sand = 18 Inches
Therefore Will Act As BMP Per DENR Guidelines For Sand Filters

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Sand Filter#4
Sand Filter Drain Pipe Design Sheet
D siphon = 6 inches
No. siphons = 1
Ks = 16
b = 1
Cd siphon = 0.60
Siphon Invert= 19.75 feet
Volume @ Normal Pool = 24 CIF
Basin Invert= 19.75 feet
WSEL Vol. Remaining Siphon Flow Avg. Flow Incr. Vol. Incr.Time
feet c cfs) (cfs) (cf) (sec)
22.250 40 1.416
22.049 37 1.351 1.383 3.2 2.3
21.847 34 1.283 1.317 3.2 2.4
21.646 30 1.211 1.247 3.2 2.6
21.444 27 1.134 1.173 3.2 2.7
21.243 24 1.052 1.093 3.2 2.9
21.042 21 0.963 1.008 3.2 3.2
20.840 17 0.865 0.914 3.2 3.5
20.639 14 0.754 0.810 3.2 4.0
20.437 11 0.624 0.689 3.2 4.7
20,236 8 0.454 0.539 3.2 6.0
20.035 5 0.203 0.329 3.2 9.8
Drawdown Time= 0.01 hours
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.750 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -6" inverted siphon = 0.196 ft'
Q = 0.8185 cfs
Drawdown Time =Volume/Flowrate/3600 (sec/hour)
Drawdown Time= 0.01 hours
Conclusion : Use 1 -6" Diameter PVC drain pipe to drawdown the accumulated
volume from the storm runoff, with a required time of about 1.5 hours.
Therefore, the pipe will not constrain the drainage of the sand media.
Page 1

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Sand Filter#4
Drainage through the Sand Media:
Per NC DENR DWQ, the sand to be used in the filter is to be less than 2 mm in average diameter.
DWQ assumes this sand to have a permeability of 0.04 gal/min/SF (with 1 foot of head over the sand surface).
Average depth of water over sand surface (1/2 maximum depth) = 0.5 feet
The DWQ assumption for sand permeability will be used.
Calculation of drawdown time through the sand==>
Surface area of horizontal sand surface = 16 SF
Assumed permeability of sand = 0.04 gal/min/SF
Volume stored during storm of interest= 24 CF
Time required to drawdown through the sand media = 0.19 days
In this case, the sand media is the restricting factor, resulting in a drawdown time
of 0.19 days (4.6 hours). This complies with the DWQ requirement that the filter be
drained within a 24 hour time period.
Page 2

Hydrograph Predeveloped
Hydrograph Predeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.25 Acres
Tc: 5 Minutes
Intensity: Runoff Peak (Rational):
12 5.881n/Hr Q2 0.5145 CFS
15 6.631n/Hr Q5 0.580125 CFS
110 7.23In/Hr 010 0.632625 CFS
125 8.151n/Hr Q25 0.713125 CFS
150 8.871n/Hr Q50 0.776125 CFS
1100 9.61n/Hr Q100 0.84 CFS
%Impervious: 0
C Factor: 0.35
CN: 78
Ultimate Soil Storage: 2.82 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 Q-2 1.497373 Inches
P6hr,5yr 4.5 Q'5 2.292828 Inches
P6hr,10yr 5 Q`10 2.711697 Inches
P5hr,25yr 5.5 Q'25 3.141026 Inches
P5hr,50yr 6.5 Q*60 4.023895 Inches
P6hr,100yr 7 Q'100 4.474821 Inches
Time to Peak:
Toe 31.6500141 Minutes
Tp5 42.9812674 Minutes
Tp10 46.6148272 Minutes
Tp25 47.8999528 Minutes
Tp50 56.3824922 Minutes
Tp100 57.932946 Minutes
Page 1

Sand Filter_ #5
0
0

Hydrograph Postdeveloped
Hydrograph Postdeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.25 Acres
Tc: 5 Minutes
Intensity: Runoff Peak (Rational):
12 5.881n/Hr Q2 1.3965 CFS
15 6.631n/Hr Q6 1.574625 CFS
110 7.231n/Hr Q10 1.717125 CFS
125 8.151n/Hr Q25 1.935625 CFS
150 8.87 1n/Hr Q50 2,106625 CFS
1100 9.61n/Hr Q100 2.28 CFS
%Impervious: 100
C Factor: 0.95
CN: 98
Ultimate Soil Storage: 0.20 Inches
Precipitation Depth: Runoff Depth:
P6hr2yr 3.5 Q*2 3.266471 Inches
P6hr,5yr 4.5 Q*6 4.264033 Inches
P6hr,10yr 5 Q*10 4.763169 Inches
P6hr,25yr 5.5 Q*25 5.262456 Inches
P6hr,50yr 6.5 Q*50 6.261353 Inches
P6hr,100yr 7 Q*10o 6.760916 Inches
Time to Peak:
Tp2 25.43708 Minutes
TP6 29.44915 Minutes
TP10 30.16639 Minutes
Tp25 29.56627 Minutes
Tp50 32.32289 Minutes
TP10o 32.24779 Minutes
Page 1

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Required Parameters For Underground Sand Filter#5
Drainage Area = 0.25 Acres
Sediment Chamber
Volume Required = 540 Cubic Feet Per Acre 135
Surface Area Required = 360 Square Feet Per Acre 90
Water Shall Sheet Flow Into Sand Filter Chamber
Sand Chamber
Volume Required = 540 Cubic Feet Per Acre 135
Surface Area Required = 360 Square Feet Per Acre 90
Maximum Outlet Size (Any Single Pipe) Shall Be 6 Inches
Filter Must Drain Completely In 24 Hours
Physical Characteristics Of Underground Sand Filter#5
Top Of Grate = 22
Top Of Sand = 21
Bottom Of Sand = 19.5 (18 Inches Thick)
Surface Area Of Sand = 96 Square Feet
Surface Area Of Sediment Chamber= 96 Square Feet
Volume In Sand Chamber= 144 Cubic Feet
Volume In Sediment Chamber= 144 Cubic Feet
Minimum Depth Of Sand = 18 Inches
Therefore Will Act As BMP Per DENR Guidelines For Sand Filters

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Sand Filter#5
Sand Filter Drain Pipe Design Sheet
D siphon = 6 inches
No. siphons = 1
Ks= 96
b= 1
Cd siphon = 0.60
Siphon Invert= 19.50 feet
Volume @ Normal Pool = 144 CF
Basin Invert= 19.50 feet
WSEL Vol. Remaining Siphon Flow Avg. Flow Incr.Vol. Incr. Time
feet) (cf) cfs) (cfs) (cf) (sec)
22.000 240 1.416
21.799 221 1.351 1.383 19.3 14.0
21.597 201 1.283 1.317 19.3 14.7
21.396 182 1.211 1.247 19.3 15.5
21.194 163 1.134 1.173 19.3 16.5
20.993 143 1.052 1.093 19.3 17.7
20.792 124 0.963 1.008 19.3 19.2
20.590 105 0.865 0.914 19.3 21.1
20.389 85 0.754 0.810 19.3 23.9
20.187 66 0.624 0.689 19.3 28.0
19.986 47 0.454 0.539 19.3 35.9
19.785 27 0.203 0.329 19.3 58.9
19.583 8 0.032 0.118 19.3 164.2
k--Drawdown Time= 0.12 hours
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.750 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -6" inverted siphon = 0.196 ft'
Q= 0.8185 cfs
Drawdown Time =Volume/ Flowrate/3600 (sec/hour)
Drawdown Time = 0.08 hours
Conclusion : Use 1 -6" Diameter PVC drain pipe to drawdown the accumulated
volume from the storm runoff, with a required time of about 1.5 hours.
Therefore, the pipe will not constrain the drainage of the sand media.
Page 1

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Sand Filter#5
Drainage through the Sand Media:
Per NC DENR DWQ, the sand to be used in the filter is to be less than 2 mm in average diameter.
DWQ assumes this sand to have a permeability of 0.04 gal/min/SF (with 1 foot of head over the sand surface).
Average depth of water over sand surface (1/2 maximum depth) = 0.5 feet
The DWQ assumption for sand permeability will be used.
Calculation of drawdown time through the sand==>
Surface area of horizontal sand surface = 96 SF
Assumed permeability of sand = 0.04 gal/min/SF
Volume stored during storm of interest= 144 CF
Time required to drawdown through the sand media = 0.19 days
In this case, the sand media is the restricting factor, resulting in a drawdown time
of 0.19 days (4.6 hours). This complies with the DWQ requirement that the filter be
drained within a 24 hour time period.
Page 2

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0
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O
OO

Hydrograph Predeveloped
Hydrograph Predeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.04 Acres
Tc: 5 Minutes
Intensity: Runoff Peak(Rational):
IZ 5.881n/Hr QZ 0.08232 CFS
IS 6.631n/Hr 05 0.09282 CFS
110 7.231n/Hr Q10 0.10122 CFS
125 8.151n/Hr Q25 0.1141 CFS
ISO 8.871n/Hr Q50 0.12418 CFS
1100 9.61n/Hr Q100 0.1344 CFS
%Impervious: 0
C Factor: 0.35
CN: 78
Ultimate Soil Storage: 2.82 Inches
Precipitation Depth: Runoff Depth:
P6hr,2yr 3.5 Q', 1.497373 Inches
P6hr,5yr 4.5 Q`5 2.292828 Inches
P6hr,10yr 5 Q'10 2.711697 Inches
P6hr,25yr 5.5 Q*25 3.141026 Inches
P6hr,60yr 6.5 Q`50 4.023895 Inches
P6hr,100yr 7 0`100 4.474821 Inches
Time to Peak:
TPZ 31.6500141 Minutes
Tp5 42.9812674 Minutes
Tp10 46.6148272 Minutes
Tp25 47.8999528 Minutes
TP50 56.3824922 Minutes
TP10u 57.932946 Minutes
Page 1

Sand Filter #6
C
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C

Hydrograph Postdeveloped
Hydrograph Postdeveloped
Project Number: KER-99040
Location: Southport, NC
Drainage Area: 0.04 Acres
Tc: 5 Minutes
Intensity: Runoff Peak(Rational):
Ix 5.881n/Hr Q2 0.22344 CFS
15 6.631n/Hr Q5 0.25194 CFS
110 7.23In/Hr 010 0,27474 CFS
125 8.151n/Hr Q25 0.3097 CFS
150 8.871n/Hr Q50 0.33706 CFS
1100 9.61n/Hr 0100 0.3648 CFS
%Impervious: 100
C Factor: 0.95
CN: 98
Ultimate Soil Storage: 0.20 Inches
Precipitation Depth: Runoff Depth:
P6hr2yr 3.5 Q"2 3.266471 Inches
P6hr,eyr 4.5 Q'5 4.264033 Inches
P6hr,10yr 5 Q*10 4.763169 Inches
P6hr,25yr 5.5 Q'25 5.262456 Inches
P6hr,50yr 6.5 0*60 6.261353 Inches
P6hr,100yr 7 Q'100 6.760916 Inches
Time to Peak:
Tp2 25.43708 Minutes
TP6 29.44915 Minutes
Tp10 30.16639 Minutes
Tp25 29.56627 Minutes
TpsO 32.32289 Minutes
Tp100 32.24779 Minutes
Page 1

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Required Parameters For Underground Sand Filter#6
Drainage Area = 0.04 Acres
Sediment Chamber
Volume Required = 540 Cubic Feet Per Acre 21.6
Surface Area Required = 360 Square Feet Per Acre 14.4
Water Shall Sheet Flow Into Sand Filter Chamber
Sand Chamber
Volume Required = 540 Cubic Feet Per Acre 21.6
Surface Area Required = 360 Square Feet Per Acre 14.4
Maximum Outlet Size (Any Single Pipe) Shall Be 6 Inches
Filter Must Drain Completely In 24 Hours
Physical Characteristics Of Underground Sand Filter#6
Top Of Grate= 22.75
Top Of Sand = 21.75
Bottom Of Sand = 20.25 (18 Inches Thick)
Surface Area Of Sand = 16 Square Feet
Surface Area Of Sediment Chamber= 16 Square Feet
Volume In Sand Chamber= 24 Cubic Feet
Volume In Sediment Chamber= 24 Cubic Feet
Minimum Depth Of Sand = 18 Inches
Therefore Will Act As BMP Per DENR Guidelines For Sand Filters

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Sand Filter#6
Sand Filter Drain Pipe Design Sheet
D siphon = 6 inches
No. siphons = 1
Ks = 16
b= 1
Cd siphon = 0.60
Siphon Invert= 20.25 feet
Volume @ Normal Pool = 24 CF
Basin Invert= 20.25 feet
WSEL Vol. Remaining Siphon Flow Avg. Flow Incr.Vol. Incr.Time
feet (cf) (cfs) (cfs) (cf) (sec)
22.750 40 1.416
22.549 37 1.351 1.383 3.2 2.3
22.347 34 1.283 1.317 3.2 2.4
22.146 30 1.211 1.247 3.2 2.6
21.944 27 1.134 1.173 3.2 2.7
21.743 24 1.052 1.093 3.2 2.9
21.542 21 0.963 1.008 3.2 3.2
21.340 17 0.865 0.914 3.2 3.5
21.139 14 0.754 0.810 3.2 4.0
20.937 11 0.624 0.689 3.2 4.7
20.736 8 0.454 0.539 3.2 6.0
20.535 5 0.203 0.329 3.2 9.8
20.333 1 0.032 0.118 3.2 27.4
k--Drawdown Time = 0.02 hours
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.750 feet
Orifice composite loss coefficient= 0.600
X-Sectional area of 1 -6" inverted siphon = 0.196 ft'
Q = 0.8185 cfs
Drawdown Time=Volume/ Flowrate/3600 (sec/hour)
Drawdown Time = 0.01 hours
Conclusion : Use 1 -6" Diameter PVC drain pipe to drawdown the accumulated
volume from the storm runoff, with a required time of about 1.5 hours.
Therefore, the pipe will not constrain the drainage of the sand media.
Page 1

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Sand Filter#6
Drainage through the Sand Media:
Per NC DENR DWQ, the sand to be used in the filter is to be less than 2 mm in average diameter.
DWQ assumes this sand to have a permeability of 0.04 gal/min/SF (with 1 foot of head over the sand surface).
Average depth of water over sand surface (1/2 maximum depth) = 0.5 feet
The DWQ assumption for sand permeability will be used.
Calculation of drawdown time through the sand==>
Surface area of horizontal sand surface= 16 SF
Assumed permeability of sand = 0.04 gal/min/SF
Volume stored during storm of interest= 24 CF
Time required to drawdown through the sand media = 0.19 days
In this case, the sand media is the restricting factor, resulting in a drawdown time
of 0.19 days (4.6 hours). This complies with the DWQ requirement that the filter be
drained within a 24 hour time period.
Page 2

•
Hydrograph Predeveloped
•
• Hydrograph Predeveloped
• Project Number: KER-99040
• Location: Southport, NC
• Drainage Area: 0.02 Acres
• Tc: 5 Minutes
• Intensity: Runoff Peak(Rational):
• 12 5.881n/Hr 02 0.04116 CFS
Is 6.631n/Hr Q5 0.04641 CFS
• 110 7.231n/Hr Q10 0.05061 CFS
• 125 8.151n/Hr Q25 0.05705 CFS
• 150 8.871n/Hr Q50 0.06209 CFS
• 1100 9.61n/Hr Q100 0.0672 CFS
%Impervious: 0
• C Factor: 0.35
• CN: 78
• Ultimate Soil Storage: 2.82 Inches
• Precipitation Depth: Runoff Depth:
• P6hr,2yr 3.5 Q-2 1.497373 Inches
• P6hr,5yr 4.5 Q.6 2.292828 Inches
• P6hr,10yr 5 Q'10 2.711697 Inches
• P6hr,25yr 5.5 Q`25 3.141026 Inches
P6hr,50yr 6.5 Q'50 4.023895 Inches
• P6hr,100yr 7 Q',00 4.474821 Inches
•
• Time to Peak:
Toe 31.6500141 Minutes
• TP5 42.9812674 Minutes
Tp10 46.6148272 Minutes
• Tp25 47.8999528 Minutes
• TP50 56.3824922 Minutes
• Tp100 57.932946 Minutes
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Sand Filter #7
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•
• Hydrograph Postdeveloped
•
• Hydrograph Postdeveloped
• Project Number: KER-99040
• Location: Southport, NC
• Drainage Area: 0.02 Acres
• Tc: 5 Minutes
• Intensity: Runoff Peak(Rational):
IZ 5.881n/Hr QZ 0.11172 CFS
• IS 6.631n/Hr QS 0.12597 CFS
• 110 7.231n/Hr Q10 0.13737 CFS
i• 125 8.15 In/Hr Q25 0.15485 CFS
• 150 8.871n/Hr Q50 0.16853 CFS
1100 9.61n/Hr 0100 0.1824 CFS
• %Impervious: 100
• C Factor: 0.95
• CN: 98
Ultimate Soil Storage: 0.20 Inches
• Precipitation Depth: Runoff Depth:
• PShr,Zyr 3.5 Q-2 3.266471 Inches
• P6hr,5yr 4.5 Q*5 4.264033 Inches
• PShr,10yr 5 Q*10 4.763169 Inches
• PShr,25yr 5.5 0*25 5.262456 Inches
PShr,50yr 6.5 Q*50 6.261353 Inches
• PShr,100yr 7 Q*100 6.760916 Inches
•
• Time to Peak:
Tp2 25.43708 Minutes
• Tp5 29.44915 Minutes
• Tp10 30.16639 Minutes
• Tpzs 29.56627 Minutes
• Tp50 32.32289 Minutes
• Tv1o0 32.24779 Minutes
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I•
Required Parameters For Underground Sand Filter#7
Drainage Area = 0.02 Acres
• Sediment Chamber
Volume Required = 540 Cubic Feet Per Acre 10.8
• Surface Area Required = 360 Square Feet Per Acre 7.2
• Water Shall Sheet Flow Into Sand Filter Chamber
Sand Chamber
Volume Required = 540 Cubic Feet Per Acre 10.8
Surface Area Required = 360 Square Feet Per Acre 7.2
• Maximum Outlet Size (Any Single Pipe) Shall Be 6 Inches
Filter Must Drain Completely In 24 Hours
• Physical Characteristics Of Underground Sand Filter#7
Top Of Grate= 23.5
• Top Of Sand = 22.5
• Bottom Of Sand = 21 (18 Inches Thick)
Surface Area Of Sand = 16 Square Feet
Surface Area Of Sediment Chamber= 16 Square Feet
Volume In Sand Chamber= 24 Cubic Feet
Volume In Sediment Chamber= 24 Cubic Feet
• Minimum Depth Of Sand = 18 Inches
Therefore Will Act As BMP Per DENR Guidelines For Sand Filters

_ _. _ 1
® ,

•
• Sand Filter#7
•
• Sand Filter Drain Pipe Design Sheet
D siphon = 6 inches -_
• No. siphons = 1
• I Ks= -
• I b= 1 -ram-
Cd siphon =1 0.601
• _ j Siphon Invert=1 21.00 feet
• Volume @ Normal Pool = 24CF
1 Basin Invert= 21.00 feet
• _ I_- _
WSEL I. Remain iphon Flo Avg. Flow Incr.Vol. Incr.Time;
'• (feet) (of) (cfs) cfs) c (sec) �-
• 23.500 40 1.416
• 23.299 37 1.351 1.383 3.2 2.31
• 23.097 34 1.283 1.317 3.2 2.41
22.896 30 1.211 1.247 3.2 2.61
• 22.694 27 1.134 1.173 3.2 2.71
22.493 241.052 1.093 3.2 2.91
• 22.292 21 0.963 1.008 3.2 3.21 _
22.090 17 0.865 0.914
21.889 14 0.754 0.810 3.2 4.01 I --- --
• 21.687 11 0.624 0.689 3.2 4.71 ---- _
21.486 8 0.454 0.539 3.2 6.01
• 21.285 5 0.203 0.329 3.2 9.81 _
• - 21.083 1 0.032 0.118 3.2 27.41
Drawdown Time =1 0.021hours
• I
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
•
• Average driving head on orifice= 0.750 feet _-
Orifice composite loss coefficient= 0.600
• X-Sectional area of 1 -6"inverted siphon = 0.196 ftz
• I __
� O = 0.8185 cfs
Drawdown Time =Volume/Flowrate/3600(sec/hour)
• F Drawdown Time= 0.011hours
Conclusion : Use 1 -6" Diameter PVC drain pipe to drawdown the accumulated
• Ivolume from the storm runoff, with a required time of about 1.5 hours.
• ITherefore, the pipe will not constrain the drainage of the sand media. -�
•
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Sand Filter#7
•
• Drainage through the Sand Media:
• Per NC DENR DWQ, the sand to be used in the filter is to be less than 2 mm in average diameter.
• DWQ assumes this sand to have a permeability of 0.04 gal/min/SF (with 1 foot of head over the sand surface)__
• Average depth of water over sand surface(1/2 maximu O.Slfeet
The DWQ assumption for sand permeability will be used.
• I I I j _- -
Calculation of drawdown time through the sand=_>
• I - --
• Surface area of horizontal sand surface = 161SF
Assumed permeability of sand = 0.641sal/min/SF
• Volume stored during storm of interest=1 241CF 1I
• fired to drawdown through the sand media =j 0.191days �
• I -
•
• In this case, the sand media is the restricting factor, resulting in a drawdown time
• of 0.19 days (4.6 hours). This complies with the DWQ requirement that the filter be
• drained within a 24 hour time period.
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i13.624Z99 08:30 0919 361 2269 JOHN R McADAMS 001
1'I- E JOHN R. McADAMS COMPANY, INC.
2
Facsimile Transmittal
TO: Linda Lewis
NCDENR-Water Quality
FROM: Brian T. Soltz
JOB NAME: Kerr Drug -Southport, NC
JOB NUMBER: KER-99040
FAX PHONE: [phone]
DATE: 11/24/99 TIME: 8:30 NO. OF PAGES: 3
(including cover)
HARD COPY TO FOLLOW: YES: ❑ NO:
REMARKS: See attached pages, Please call to discuss.
Thanks
NOTE: If the following information is not clear or if you do not receive all of the
indicated sheets, please notify our office immediately at(919) 361-5000.
Thank you.
CIVIL ENGINEERING - LAND PLANNING - LANDSCAPE ARCHITECTURE - SURVEYING
PO Box 14005 - Research Triangle Palk NC 2TT09 - [phone] - fax[phone]
www.iohn rmcadams.cmm

11/24/99 08:31 $919 361 2269 JOHN R McADAMS 2002
f
STORMWATER
BEST MANAGEMENT PRACTICES
NCDENR
N.C. Department of Environment and Natural Resources
Division of Water Quality
Water Quality Section
April 1999
500 copies of this public document were printed at a cost of 5680.80,or S 1.36 per copy.

11/24/99 08:31 '0919 361 2269 JOHN R McADAMS 003
of rainfall are considered to meet the 85%TSS removal requirement. in most of North Carolina,this z
represents the runoff of over 90% of. all storm events.
3.2 Design Requirements
Sediment Chamber
• Volume= 540 e3 per acre of drainage area
• At least 18 inches deep
• A surface area of at least 360 fr2/acre
• Positive drainage to this chamber either in conduit or surface drainage
• No outlet except to sand chamber
• Outlet to the sand chamber to result in sheet flow
Sand Filter Chamber:
• Volume=540 fii per acre of drainage area
• At least 18 inches of sand particles less than 2 min average diameter
• A surface area of at least 360 ft2/acre
• An outler positioned and sized such that the sand chamber will drain completely in 24 hours
• No single outlet pipe sized greater than 6 inches, in order to provide a minimum of 12 inches of sand
above pipe
General:
• Access to both chambers must be sufficient for all maintenance activities. Because the sediment
from at least the first chamber will be somewhat wet when maintenance occurs,heavy equipment -;:
access should be provided.
• The filter must be designed to structurally withstand any load that is expected to occur(water
quantity,sediment quantity and surface loading).
The design parameters above assume an average filtration rate of 0.04 gaUmin/ft2 with one foot of head
on the sand surface. This rate is needed in order to allow the runoff from the first inch of rainfall to
pass through the filter within a period of 24 hours. The effect of this is that each square foot of sand
must transmit approximately 62 gallons of water over a period of 24 hours. This design assumes that
drainage through the sand chamber will be occurring throughout the duration of runoff_ Storms that
exceed one inch of runoff, depending on their intensity and duration, may overflow the sand filter. In
these situations,runoff may not receive the same level of treatment as runoff from smaller storms.
Where stormwater quantity control is required,runoff that will flow over the sand filter must be
considered in addition to the water flowing from the normal under from the sand filter.
Two examples of sand filters are shown below_ The first example,Figures 4 and 5, is one that might be
used in an area where land values are very high, or where there are severe physical limitations in siting a
BNV- This design uses a concrete structure and can be located or constructed in such a way as to occupy
no developable land. The second:example,Figure 6, is a sand filter that might be used an a project where
spatial limitations are present,but there is some land available for stormwater management. This design
does not use the same precast-concrete structure that is used above,and would be less expensive to
construct, but would take mote land area than the first example presented.
24

Ross-Civello
Development Inc.
September 17, 1999
2522 S. Tri-Center Blvd.
Durham, NC 27713
919-572-1870
Fax [phone] To Whom It May Concern:
This letter is to advise that The John R. McAdams Company, Inc.
(McAdams) is an authorized agent of Ross-Civello Development, Inc. (RCD)
and its affiliated limited liability companies.
Brian Soltz of McAdams, and any other person(s) as may be
specifically designated by Mr. Soltz, is authorized to execute development
applications on behalf of RCD and/or its above-noted affiliates.
Very ly yours,
Anthony N. Civello,
Chairman & CEO