SW8970603_HISTORICAL FILE_20080408

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO. SW Y`/�l ID�cD3
DOC TYPE ❑CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

Michael F. Easley, Governor
William G. Ross Jr,, Scerctary
North Carolina Department of Environment and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
April 8, 2008
Mr. and Mrs. Carl McGalliard
1074 Hale Beach Road, SW
Ocean Isle Beach, NC 28469
Subject:: Stormwater Permit No. SW8970603
Parker's Point
Brunswick County
Dear Mr. and Mrs. McGalliard:
The Division of Water Quality issued a Coastal Stormwater Management Permit, Number SW8970603
to Mr. and Mrs. Carl McGalliard, Owners, for a High Density pond to serve Parker's Point on 3/9/1998.
This permit expired on 31912008. Section .1003(h) of 15 A NCAC 2H .1000 (the stormwater rules)
requires that applications for permit renewals shall be submitted 180 days prior to the expiration of a
permit and must be accompanied by a processing fee, which is currently set at $505.00. If this is still an
active project please complete and submit the enclosed renewal application in a timely manner. If this
project has not been constructed and a permit is no longer needed, please submit a request to have the
permit rescinded. If you have sold the project, or are no longer the permittee, please provide the name,
mailing address and phone number of the person or entity that is now responsible for this permit.
Enclosed is a form for change of ownership, which should be completed and submitted if the property
has changed hands.
Your permit requires that upon completion of construction and prior to operation of the permitted
treatment units a certification of completion be submitted to the Division from an appropriate designer
for the system installed. This is to certify that the permitted facility has been installed in accordance with
the permit, the approved plans, specifications and supporting documentation. Please include a copy of
the certification with your permit renewal request and processing fee. Enclosed is a copy of a sample
certification. Also enclosed is a new Operation and Maintenance agreement that should be completed
and submitted along with your renewal application.
You should be aware that failure to provide the Designer's Certification and the operation of a
stormwater treatment facility without a valid permit, are violations of NC General Statute 143-215.1 and
may result in appropriate enforcement action including the assessment of civil penalties of up to
$10,000 per day.
If you have any questions, please feel free to contact staff in the stormwater group at 910-796-7215.
Sincerely,
Ed Beck, Regional Supervisor
Surface Water Protection Section
Wilmington Regional Office
Enclosures
cc: Wilmington Regional Office
Noi7h Caro I i na
,Naturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Service
Wilmington Regional Office Internet: u�ww.ncw;ucr, yuality.o� Fax [phone]
An Equal Opportunity/Affirmative Action Employer — 50% Recycled110% Post Consumer Paper

r
March 9, 1998
Mr. and Mrs. Carl McGalliard
1074 Hale Beach Road, SW
Ocean Isle Beach, NC 28469
Dear Mr. and Mrs. McGalliard:
Subject. Permit No. SW8 970603
Parker's Point
High Density Commercial Stormwater Project
Brunswick County
The Wilmington Regional Office received the Stormwater Management Permit Application for Parker's Point on June 4,1997, with final information on March 9,
1998. Staff review of the plans and specifications has determined that the project, as proposed, will comp}y with the Stormwater Regulations set forth in Title
15A NCAC 21-1.1000. We are forwarding Permit No, SW8 970603 dated March 9,1998, for the construction of Parker's Point.
This permit shall be effective from the date of issuance until March 9, 2008, and shaft 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 1 SOB 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 shalt 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, P.G.
Acting Regional Water Quality Supervisor
1155/art: S:\WQS\STORMWAT\PERMIT\970603.MAR
cc: Scott Quaintance
Stuart Cooke, Agent
Delaney Aycock, Brunswick County Inspections
Linda Lewis
Wilmington Regional Office
Central Files

State Stoimwater Ntanagement Systems
Pelmit No. SW8 97060
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 15 HEREBY GRANTED TO
Mr. and Mrs. CarlMcGalliard, Owners
Parker's Poinr
Brunswick Cuunry
FORTHE
construction, operation and maintenance of 2 sand filters and 2 infiltration basins in compliance with the provisions of 15A NCAC 2H .1000 (hereafter referred to
as the "srormwarerrules' and the approved stormwater management plans and specifications and other supporting data as attached and on file with and
approved by the Division of Water Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until March 9, 2008 and shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
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 controls (Basin 1, Basin 2, Sand Filter 1 and Sand Filter 2 have been designed to handle the runoff from 23,914 ft', 10,367 ft" 74,270 ftz
and 61,028 ft2, respectively of impervious area.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable parts of the permit.
4. The tract will he limited to the amount of built -upon area indicated on page 3 of this permit, and per approved plans.
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name: Parker's Point
2

State Stormwater Management Svstems
Permit Number:
970603
Location:
Brunswick County
Applicant:
Mr. and Mrs. Carl McGalliard
Mailing Address:
1074 hale Beach Road, SW
Ocean Isle
Beach, NC
28469
Application Date:
June 4, 1997
Water Body Receiving Stormwater Runoff:
ICWW
Classification of Water Body:
"SA"
Basin 1
Basin 2
Sand Filter 1 Sand Filter 2
BGtZom Elevation, FMSL:
24
27
8
8
Storage Elevation, FMSL:
26.5
28
10
10
Total Impervious Surfaces, ft':
23,914
10,367
74,270
61,028
Units, ft':
9,484
0
26,615
38,290
Pavement, ft':
13,295
0 28,924
18,950
Walks, ft':
915
0
3,790
3,788
Amenity Area, W:
220
10,367
14,941
0
Offsite Impervious Area entering Pond, ft':
n/a n/a
n/a n/a
Required Surface Area, ft':
n/a
n/a
Sediment 360
360
Sand 360
360
Provided Surface Area @ Bottom, W:
n/a
n/a
Sediment 595
36C
Sand 760
520
Required Storage Volume, ft3:
3,S98
1,303
Sediment 1,581 1,233
Sand 1,S81
1,233
Provided Storage Volume, ft':
3,986
2,126
Sediment 2,047 1,383
Sand 2,293
1,743
Type of Soil:
Wando Sand
Seasonal High Water Table, FMSL:
22
Time to Drawdown, hours:
27
25.2
n/a
n/a
5. The permittee is responsible forverifying that the proposed built -upon area
does not exceed
the allowable built -upon area.
6. The following items will require a modification to the permit:
3

State Stormwater Management Systems
Permit No. SM 970603
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign oraddition to the approved amount of built -upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan,
In addition, the Director may determine that other revisions to the project should require a modification to the permit.
7. 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 permiuee shall provide copies of revised plans and certification in writing to the Director that the changes have been made.
IL SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for construction and maintenance of the stormwater management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and operational for it's intended use prior to the
construction of any built -upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will he repaired immediately.
2. 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 he followed In its entirety and maintenance must occur at the sched6led intervals
including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
C. Mowing and revegetation of side slopes for infiltration basins, and all grassed areas of project.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes In accordance with approved plans and specifications.
f. Debris removal and unclogging of sand filter media, infiltration basins, catch basins and piping.
g. Access to the sand filters and infiltration basins must be available at all times.
I 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.
4. 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.
5. 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.
6. 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.
4

State Stozmwater Management Systems
Permit No. SWS 970603
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 perminee if
access to the stormwater facilities will be restricted by the sale of any portion of the property.
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 Permiuee, 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 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 complyingwith any and all statutes, riles, 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.
S. The perminee 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 he 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 9th day of March, 1998.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston Howard, jr_, P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SWB 970603
Parker's Point
Stormwater Permit No. SW8 970603
Brunswick County
Engineer's Certification
as a duly registered Professional Engineer in the State of North Carolina, having been authorized to observe
(periodically/weekly/full time) the construction of the project,

State Stonnwater Management Systems
Pet7njt %. SWS 970603
Project)
for (Project Owner) hereby state that, in 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.
Noted deviations from approved {clans and specification:
SEAL
Signature
Registration Number
Date

Parkers Pointe
September 8, 2008
Stormwater Permit No. SW8 970603
September 8, 2008
CERTIFIED MAIL #7007 0220 0000 8216 7831
RETURN RECEIPT REQUESTED
Mr. And Mrs. Carl McGalliard
5685 Watts Rd.
Ocean Isle Beach, NC 28469
CERTIFIED MAIL #7007 0220 0000 8216 7855
RETURN RECEIPT REQUESTED
Mr. Jim Memory
726 Bluff School Rd.
Kernersville, NC 27284
CERTIFIED MAIL #7007 0220 0000 8216 7848
RETURN RECEIPT REQUESTED
Mr. Stewart Cooke
PO Box 6689
Ocean Isle Beach, NC 28469
NOTICE OF INSPECTION AND NON-COMPLIANCE
Parkers Pointe Subdivision
Stormwater Project No. SW8 970603
Brunswick County
Dear Mr. and Mrs. Carl McGalliard:
Please find attached a copy of the completed form entitled "Stormwater Compliance Inspection
Report". The report summarizes the findings of a recent inspection of the project's stormwater
controls conducted on August 28, 2008 to determine compliance with Stormwater Permit
Number SW8 970603 issued on March 9, 2008.
A summary of the findings and comments are noted under Section 4 of the report. Please inform
this Office in writing before October 8, 2008, of the specific actions that will be undertaken and
the time frame required to correct the deficiencies. Failure to provide the requested information,
when required, may initiate enforcement action. If you have any questions please contact me at
the Wilmington Regional Office, telephone number [phone].
Sincerely,
David Cox
Senior Environmental Specialist
ENB/dwc: S:IWQSISTORMWATIINSPECT1970603.sep08
cc: Jay Houston, Houston & Associates.
Wilmington Regional Office
David Cox
Page 1 of 6

Parkers Pointe
September 8, 2008
Stormwater Permit No. SW8 970603
STORMWATER COMPLIANCE INSPECTION REPORT
Project Name
Parkers Pointe
Project Number: SW8970603 Control Measure: Infiltration
Water Body: ICWW Classification: "SA"
Directions to site, address: Culpepper Dr.
2. Inspection Date: August 28,
Weather Conditions: Sunny
3. Compliance Issues:
Y N
®❑ The drainage area (including offsite) and built -upon area to the permitted
system are per the approved plan. No unpermitted offsite drainage enters
the system.
®❑ All the built -upon area associated with the project is graded such that the
runoff drains to the system.
❑ ® For ponds/infiltration, the outlet/bypass structure relative elevations are
per the approved plan. (Must be verified via as -built survey if in question).
❑ ® The inlets and outlet structure are located per the approved plans and do
not cause short-circuiting.
❑ ® All slopes are grassed with permanent vegetation and are not eroding.
❑ ® Vegetated slopes are no steeper than 3:1.
®❑ The approximate amount of permitted surface area has been provided.
(Must be verified via as -built survey or designer's certification.)
❑ ® Required drawdown devices are correctly sized per the approved plans.
All required design} depths are provided.
❑ ® All required parts of the system are provided, such as a level spreaders
and a overflow bypass.
®❑ The designer's certification has been submitted.
❑ ® The required deed restrictions are correctly recorded and submitted.
❑ ® The number of lots or outparcels is per the permitted amount and have not
been subdivided.
❑ ® The built -upon area on the lots or outparcels does not appear to exceed
the maximum amount (must be verified via as -built survey if in question)
®❑ The road, cul-de-sac, parking lot and sidewalk widths are per the
approved plan.
❑ ® Required maintenance is being performed.
❑ ® Has access been provided to the sand filters .
4. Required Actions: (Explain each deficiency and what needs to be done to bring
the system back into compliance)
Page 2 of 6

Parkers Pointe
September 8, 2008
Stormwater Permit No. SW8 970603
It appears that the approved plan has been subdivided and differs from
the approved permit, which did not incorporate any subdivision of the
project area. The original permit was approved with a specific floor
plan that showed duplexes and did not include a pool house. Please
submit a modification that provides the new lot lines, verifies as -built
conditions, and incorporates deed restrictions.
2. Please verify that the addition of the pool house did not compromise
the design of sand chamber number 1, by recertifying the approved
stormwater system.
3. Please perform the maintenance necessary to restore the integrity of
the stormwater system which includes,
a. Removing accumulated sediment in the sediment basins.
b. Remove excess vegetation in the sediment basins and repair all
eroded areas.
c. The sand in the sand chambers has not been compromised or
provide the required maintenance records.
d. Repair all crushed catch basins within the permitted stormwater
system.
4. Please install all level spreaders within the sediment basins, the flow
spreader at the outfail and the overflow bypass as per the approved
plan.
5. Please be reminded that your state stormwater permit expired on
March 9, 2008 and the operation of a stormwater treatment facility
without a valid permit, is a violation of NC General Statue 143-215.1
and may result in appropriate enforcement action including the
assessment of civil penalties of up to 10,000 per day. This office sent
you a renewal package on April 8, 2008 to this date we have received
no response.
Inspector: David Cox
Water QualitylWilmington Regional Officel(910) 796-7215
Page 3 of 6

Parkers Pointe
September 8, 2008
Stormwater Permit No. SW8 970603
Enb/dwc: S:1WQSISTORMWA-RINSPECT1970603.sep08
Parker's Pointe
Brunswick County
Stormwater Project No. SW8 970603
Designer's Certification
I, , as a duly registered in
the State of North Carolina, having been authorized to observe (periodically 1 weekly 1
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.
Required Items to be checked for this certification to be considered complete are on
page 2 of this form.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 4 of 6

Parkers Pointe
September 8, 2008
Stormwater Permit No. SW8 970603
cc: NCDENR DWQ Regional Office
Brunswick County Building Inspector
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 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 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. Ali required parts of the system are provided, such as a vegetated shelf,
and a forebay.
14. The dimensions of the system, as shown on the approved plans, are
provided.
cc: NCDENR-DWQ
Brunswick County Building Inspector
Page 5 of 6

Compliance Inspection Report
Permit: SW8970603 Effective: 03/09/98 Expiration: Owner: Mr and Mrs Carl McGailiard
Project: Parker's Pointe Phase I
County: Brunswick Culpepper Ln
Region: Wilmington
Ocean Isl Bch NC 28469
Contact Person: Carl McGaliard Title: Phone:
Directions to Project:
Ocean Isle Beach Causeway, Turn right on Culpepper Lane project is on left
Type of Project: State Stormwater - Alternative Design State Stormwater - Infiltration System
Drain Areas: 1 -
On -Site Representative(s):
Related Permits:
Inspection Date: 12/03/2008 Entry Time: 10:30 AM
Primary Inspector: David W Cox
Secondary Inspector(s):
Reason for Inspection: Follow-up
Permit Inspection Type: State Stormwater
Facility Status: ❑ Compliant ■ Not Compliant
Question Areas:
0 State Stormwater
(See attachment summary)
Exit Time: 11:00 AM
Phone: [phone]
Inspection Type: Compliance Evaluation
Page: 1

Permit: SW8970603 Owner - Project: Mr and Mrs Carl McGalliard
Inspection Date: 12/03/2008 Inspection Type: Compliance Evaivation Reason for Visit: Follow-up
Inspection Summary:
1. Provide a written "Plan of Action" which outlines the actions you will take to correct the violation(s) and a time frame
for completion of those actions, on or before January 5, 2008.
2. Submit a modification that addresses the new impervious (built -upon) areas and subdivided areas. This modification
should include updated site plans, revised calculations of impervious area and any changes that may be required
because of the modification, including recorded deed restrictions.
3. Perform the maintenance necessary to bring the stormwater system into compliance. This includes repairing all
crushed catch basins.
4. Install the level spreader and overflow bypass.
5. Recertify the stormwater system to verify that the addition of the pool house did not compromise sand filter 1.
Page:2

Permit: SW8970603 Owner - Project: Mr and Mrs Carl McGalliard
Inspection Date: 12/03/2008 Inspection Type: Compliance Evaluation
File Review
Is the permit active?
Signed copy of the Engineer's certification is in the file?
Signed copy of the Operation & Maintenance Agreement is in the file?
Copy of the recorded deed restrictions is in the rile?
Comment:
Built Upon Area
Is the site BUA constructed as per the permit and approval plans?
Is the drainage area as per the permit and approved plans?
Is the BUA (as permitted) graded such that the runoff drains to the system?
Reason for Visit: Follow-up
Comment: The inspection revealed the following inconsistencies with the permitted
plans. The project area was subdivided and differs from the approved permit. This
approval did not incorporate any subdivision within the project area. The original permit
was approved with a specific -floor plan that showed town homes, and did not include a
pool house. There was no evidence that the overflow bypass located north of sand
chamber 1 and the level spreader for this system was ever installed.
CUU RA--r—
Are the SW measures constructed as per the approved plans?
Are the inlets located per the approved plans?
Are the outlet structures located per the approved plans?
Comment: There was no evidence that the overflow bypass located north of sand
chamber 1 and the level spreader for this system was ever installed.
Operation and Maintenance
Are the SW measures being maintained and operated as per the permit requirements?
vas u„ ue NF
■ n n n
■n00
■nnn
nnn■
Yes No NA NE
Conn
■nnn
■nnn
Yes No NA NE
n■nn
■nnn
n■nn
Yes No NA NE
Conn
Are the SW BMP inspection and maintenance records complete and available for review or provided to DWQ n ❑ n ■
upon request?
Comment: At all times, the permittee shall provide the operation and maintenance
necessary to assure the permitted stormwater system functions at optimum efficiency.
Therefore, all sediment accumulated in the basins must be removed and all erode areas
on the outer slopes must be repaired. Re-establish the approved vegetation on the
outer slopes of the sediment basins. Furthermore, access to the sand filters must be
available at all times. As stated in the permit, the approved Operation and Maintenance
Plan must be followed in its entirety and maintenance must occur at the scheduled
intervals.
Page:3

December 4, 2008
Parkers Pointe
Stormwater Permit No. SW8 970603
December 5, 2008
NOV-2008-PC-0828
CERTIFIED MAIL #7008 1140 0002 9561 9784
RETURN RECEIPT REQUESTED
Mr. Ms Carl Mc Galliard
5658 Watts Rd.
Ocean Isle Beach, NC 28469
Subject: NOTICE OF VIOLATION
Parkers Pointe
Stormwater Permit No. SW8 970603
Brunswick County
Dear Mr. Ms. Carl McGalllard:
On August 28, 2008 and December 3, 2008, Wilmington Regional Office personnel
performed a Compliance Inspection of the subject project, located at Hale Beach Road
in Ocean Isle, Brunswick County, North Carolina. The inspection was performed to
determine the status of compliance with Stormwater Permit Number SW8 970603,
issued to you on March 9, 1998.
The project has been found in violation of Stormwater Permit Number SW8 970603,
issued pursuant to the requirements of 15A NCAC 2H.1000. The violations found are:
Failure to build accordina to the approved plan. The inspection
revealed the following inconsistencies with the permitted plans. The
project area was subdivided and differs from the approved permit. The
approved permit did not incorporate any subdivision within the project
area. The original permit was approved with a specific floor plan that
showed town homes, and did not include a pool house. There was no
evidence that the overflow bypass located north of sand chamber 1 and
the level spreader for this system was ever installed.
Permit conditions require that 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.
2. Failure to properly maintain the infiltration system. At all times, the
permittee shall provide the operation and maintenance necessary to
assure the permitted stormwater system functions at optimum efficiency.
Therefore, all sediment accumulated in the basins must be removed.
Eroded areas on the outer slopes must be repaired and the approved
vegetation must be reestablished on the outer slopes of the sediment
basins. Furthermore, access to the sand filters must be available at all
times. As stated in the permit, 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:
Page 1 of 5

December 4, 2008
Parkers Pointe
Stormwater Permit No. SW8 970603
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes for infiltration basins,
and all grassed areas of the project.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved
plans and specifications.
f. Debris removal and unclogging of the sand filter media,
infiltration basins, catch basins and piping.
g. Access to the sand filters and infiltration basins must be
available at all times.
3. Failure to respond to a written request. On April 8, 2008 this office sent
you a renewal request package that included a renewal application,
Operations and maintenance Agreement and a Transfer of Ownership
form. On September 8, 2008, this office sent you a Inspection and
Noncompliance Letter. As stated in your permit, "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
also provide copies of revised plans and certification in writing to the
Director that the changes have been made". To date, this office has not
received your response as required by this permit condition.
To correct these violations you must:
Provide a written "Plan of Action" which outlines the actions you will take
to correct the violation(s) and a time frame for completion of those actions,
on or before January 5, 2009.
2. Submit a modification that addresses the new impervious (built -upon)
areas and subdivided areas. This modification should include updated site
plans, revised calculations of impervious area and any changes that may
be required because of the modification, including recorded deed
restrictions.
3. Perform the maintenance necessary to bring the stormwater system into
compliance. This includes repairing all crushed catch basins.
4. Install the level spreader and overflow bypass.
5. Recertify the stormwater system to verify that the addition of the pool
house did not compromise sand filter 1.
Failure to provide the "Plan of Action" by January 5, 2009, or to correct the violations by
the date designated in the "Plan of Action", are considered violations of 15A NCAC
2H.1000, and may result in the initiation of enforcement action which may include
recommendations for the assessment of civil penalties, pursuant to NCGS 143-215.6A.
Page 2 of 5

December 4, 2008
Parkers Pointe
Stormwater Permit No. SW8 970603
By copy of this letter to the Brunswick County Building Inspector, this Office is
requesting that the Building Inspector consider withholding building permits and
Certificates of Occupancy for this project until this matter is satisfactorily resolved.
If you have any questions concerning this matter, please call David Cox at 796-7318
Sincerely,
Goergette Scott
Stormwater Supervisor
Surface Water Protection Section
GSldwc: S:1WQSISTORMWATERINOTICE1970603.dec08
cc: Jay Houston
Brunswick County Building Inspections
John Hennessey
David Cox
Central Files
Page 3 of 5

December 4, 2008
Parkers Pointe
Stormwater Permit No. SW8 970603
Parkers Pointe
Brunswick County
Stormwater Project No. SW8 970603
Designer's Certification
Page 1 of 2
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.
Required Items to be checked for this certification to be considered complete are on
page 2 of this form.
Noted deviations from approved plans and specifications:
Signature
Registration Number
Date
SEAL
Page 4 of 5

December 4, 2008
Parkers Pointe
Stormwater Permit No. SW8 970603
Certification Requirements:
Page 2 of 2
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 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 dimensions of the system, as shown on the approved plans, are
provided.
CC' NCDENR-DWQ
Brunswick County Building Inspections
Page 5 of 5

.,,;on
i!CDENR-Surface Water Pro,
127 Cardinal Drive E':�tensions
Wilmington, NC 28405
of "liveratle As A ddFes. �
Unable fo Fo,�ard
❑ InsuPicienlAddress Mr. and Mrs. Carl McGalliard
lUn aI-jd f°`"'u153 1074 Hale Beach Road, SW
❑ Unclairnt�d=�R.fusNd
❑Anonplyd - tot Ocean Isle Beach, NC 28469
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April 8, 2008
Mr. and Mrs. Carl McGalliard
1074 Hale Beach Road, SW
Ocean Isle Beach, NC 28469
Subject:: Stormwater Permit No. SW8970603
Parker's Point
Brunswick County
Dear Mr. and Mrs. McGalliard:
Michael N. i;asiey, Governor
William G. Ross Jr., Secretary
North Carolina Department of Fnvironment and Natural Resources
Colcen H, Sullins Director
Division of Water Quality
lfC-05
The Division of Water Quality issued a Coastal Stormwater Management Permit, Number SW8970603
to Mr. and Mrs. Carl McGalliard, Owners, for a High Density pond to serve Parker's Point on 31911998.
This permit expired on 31912008. Section .1003(h) of 15 A NCAC 2H .1000 (the stormwater rules)
requires that applications for permit renewals shall be submitted 180 days prior to the expiration of a
permit and must be accompanied by a processing fee, which is currently set at $505.00. If this is still an
active project please complete and submit the enclosed renewal application in a timely manner. If this
project has not been constructed and a permit is no longer needed, please submit a request to have the
permit rescinded. If you have sold the project, or are no longer the permittee, please provide the name,
mailing address and phone number of the person or entity that is now responsible for this permit.
Enclosed is a form for change of ownership, which should be completed and submitted if the property
has changed hands.
Your permit requires that upon completion of construction and prior to operation of the permitted
treatment units a certification of completion be submitted to the Division from an appropriate designer
for the system installed. This is to certify that the permitted facility has been installed in accordance with
the permit, the approved plans, specifications and supporting documentation. Please include a copy of
the certification with your permit renewal request and processing fee. Enclosed is a copy of a sample
certification. Also enclosed is a new Operation and Maintenance agreement that should be completed
and submitted along with your renewal application.
You should be aware that failure to provide the Designer's Certification and the operation of a
stormwater treatment facility without a valid permit, are violations of NC General Statute 143-215.1 and
may result in appropriate enforcement action including the assessment of civil penalties of up to
$10,000 per day.
If you have any questions, please feel free to contact staff in the stormwater group at 910-796-7215.
S erel ,
Ed Beck, Regional Supervisor
Surface Water Protection Section
Wilmington Regional Office
Enclosures
cc: Wilmington Regional Office
ol-
NliCarolina
Naturallil
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 Phone [phone] Customer Sezvice
Wilmington Regional Office Internet: www.new.teryuality.ort Fax [phone]
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STATE OF NORTH CAROL -NA
Department of Environmental and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
(910) 796-72I5
ME ACCESS RECORD
SECTION SW
TIMEIDATE rr 16 ' t)
NAME h; ►j 4 au _ ---
REPRESENTING NT' [A
Guidelines for Access: The staff of Wilmington Regional office is dedicated to making public records in
our custody readily available to the public for review and copying. We also have the responsibility to the
Public to safeguard these records and to carry out our day-to-day program obligations- Please read
carefully the following guidelines signing the farm:
Z. Due to the large public demand for fie access, we request thatyou. call, at least a day in
advance to schedule an appointment to review the files. Appointments will be, scheduled
between MOftm and 3:00pm. Viewing time ends at 4:45pm. Anyone arriving without an
appointment may view the files to the extent that time and staff supervision is available.
2. You must specify fles you want to review by facility, name. The number of fdes that you
may review at one tune will be limited to five.
3. You may make copies of a file when the copier is not in use by the staff and if time permits.
Cost per copy is $.05 cents. Pavment may be made, by check, money order, or cash at the
reception desk. Copies totaling $5.00 or more can be invoiced for your eonyedence.
4- MILES MUST BE KEPT IN ORDER YOU FOUND THEM.' files may not be taken from
the office. To remove, alter, deface, mutilate, or destroy material in one of these files is a
misdemeanor for which you can be fined up to $500,00, Na briefcases, lame totes, etc. are
pezmitted in the file review area, .
5. In accordance with General Statue 25-3-512, a $25.00 processing fee will be charged and
coliected.for checks on which payment has been refused.
FACI.I,ITY NAME COUNTY
2.
3.
Signature and Name of Firn-i/Busiaess Date
.Please attach a business cmd to this form
COPIES MOE PAID
S.Adrnin.file access
Time In Time Out
INVOICE

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HOUSTON AND ASSOCIATES, P.A.
MXM
uVATER°Mn"M11pN0R"'"'""
over
CONSULTING ENGINEERS
PARKERS POfNTE
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HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SFIALLOTFE, NOR li CAROLINA 28459
Telephone [phone] Pine Street
Facsimile [phone] Post Office Box 627
F)-idary, June 23, 2000
Ms. Linda Lewis, Environmental Engineer
Division of Water Quality`
NC Department of Environment and Natural Resources
127 Cardinal Drive Extension REC:EIVED
Wilmington, North Carolina 28405 JUN 3 0 2000
Subject: Parkers Pointe - Phase 1 I
SW8 970603 BY' J
Partial Certification of Construction
Dear Ms. Lewis:
In accordance with the conditions and requirements of the subject
project permit, I hereby certify that the construction of the stormwater
collection system, the sediment basins, and Sand Filter # 1 and Sand Filter #2
has been completed and that the facilities are in substantial accordance with
the technical requirements of the approved permit.
Our firm performed periodic observation, with due care and diligence
during the construction period, to the best of our abilities, to ensure that the
grades, sizes and other critical features of the stormwater facilities met the
intent of design. The facilities should function as designed as long as they are
maintained as required by the permit conditions.
At this time, both filters are open to the atmosphere. The developer
eventually will construct the pool and pool deck above and around the filters
and has been instructed to allow access for maintenance. A removable deck
has been proposed. Attached is a drawing of the completed facilities for Phase
1. This certification is good for construction of future impervious surface up to
the elevations below Infiltration Basins # 1 and #2. Total impervious surface
has been reduced slightly from the approved permit total.
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at nc our conveniee
y � tst`rVui�rrr�,�jR�
wC*% r.
:
Attachment
rely,
3ouston, P.E.
n and Associates, P.A.
pc: Mr. Stuart Cooke, Parkers Pointe
Mr. Chris Williams, Planner, Town of Ocean Isle Beach
File; 96-0109 (Parkers Pointe - Phase 1 Certifications)

ono� W A 7
�9�i✓
January 6, 2009
Mr. & Mrs. Carl Mc Galliard, Owners
5658 Watts Rd.
Ocean Isle Beach, NC 28469
CERTIFIED MAIL #7008 1140 0002 9561 9913
RETURN RECEIPT REQUESTED
Subject: Ownership of Parker's Pointe
Parkers Pointe
Stormwater Project No. SW8 970603
Brunswick County
Dear Mr. And Mrs. Mc Galliard:
Michael F Easley, Governor
WilliantC. Rnss Jr., Secretary'
North Cnwhna Department of Envirorunent and Natural Resources
Coleen H. Sullins Director
Division of Water Quality
Thank you for your response received on December 29, 2008, Upon a file review, this office has
determined that the State Stormwater Permit SW8 970603 is still in your name. Unless you can
produce a copy of another State Stormwater Permit for Parker's Pointe issued in someone else's name
this will hold you as the responsible party. Permit condition states that 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, documentation from
the parties involved, and other supporting materials as may be appropriate.
Due to the circumstances, of non -compliant status, this office cannot proceed with transfer of ownership
unless the proposed permittee verifies in writing, to this office that they are willing to address all issues
of non-compliance.
In order to avoid further action by this office, you must provide a written Plan of Action to this office by
February 5, 2009. Failure to provide this written Plan of Action will 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 and impose fines of up to $10,000 per day.
Another copy of the Notice of Violation issued on December 5, 2008 is attached
If you have any questions, please do not hesitate to call me at [phone].
Sincere) ,
David Cox
Environmental Senior Specialist
r
GSldwc: S:1WQSlSTORMWATILETTERS120071970603.jan09
. cc: Jay Houston Central files
John Hennessey V. ,,iRO=
Wne
rlhCarolina
'Vaturally
North Carolina Division of Water Quality 127 Cardinal Drive Extension Wilmington, NC 28405 , Phone [phone] Customer Scrvice
Wilmington Regional Office Internet: uwu.ncwxterdualit}um fax [phone] I-877-623-6748
An Equal Opportunity/Aff rmalive Action Employer — 50% Recycled110% Post Consumer Paper

Postal
RECEIPTCERTIFIED MAIL,r,
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PARKERS POINT REPORT
STORMWATER DECEIVE
DEC 0 8 1997 D
3
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- -
DATE:' 1211819611:17
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PARKERS POINT REPORT
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12 18 96

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROI.INA 28459
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
117 Pine Street
Post Office Box 2927
Thursday, December 4, 1997
Subject: Parkers Pointe - Phase 1
Shallotte, North Carolina
Resubmittal of Stormwater Plan for Approval
Dear Ms. Lewis:
DEC 0 8 1997
sr: 23
Enclosed are two copies each of revised plans. In response to your letter
dated December 3, 1997 we offer the following revisions:
1. The soils report prepared by Land Management has been enclosed.
2. Both vegetated filters have been delineated, hatched, and labeled.
3. Runoff is proposed to enter infiltration basin #2 by sheet flow and from
our conversation earlier today a flow spreader will not be required.
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience.
Sincerely,
Scott W. Quaintance E.I.T.
Houston and Associates, P.A.
Enclosures
pc: Mr. Stuart Cooke
File; 96-0109 (Parkers Pointe)

State of Forth Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
,lames B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
December 3, 1997
Mr. Scott Quaintance
Houston and Associates
PO Box 2927
Shallotte, NC 28459
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stonnwater Project No. SW8 970603
Parkers Pointe
Bninswick County
Dear Mr. Quaintance:
The Wilmington Regional Office received previously requested information for the Stonnwater
Management Pennit Application for Parkers Pointe on October 28, 1997. 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. The soil bore table on the plans only reports that "wetness" was encountered. This does not
equate to the seasonal high water table elevation. Please provide the elevation of the SHWT,
and the expected infiltration rate.
2. Please identify all of the vegetated filter area by shading or cross -hatching or some other
manner. Please label this area with the words "Vegetated Filter".
3. Where is the flow spreader for Infiltration Basin ##2? None of the sections have it on them.
127 North Cardinal Dr., Wilmiu;ton, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

Mr. Quaintance
December 3, 1997 -
Stormwater-Project N6. -SWS' 970603 = - - - - - - — -- -
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 5, 1998, or the application will be
returned as incomplete. The return of a project will necessitate resubEnittal of all required items, including
the application fee.
If you have any questions concerning this matter please feel free to call me at [phone]
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSSlarl: S:IWQSISTORMWATIADDINFO1970603.DEC
cc: Linda Lewis
Central Files
r

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Telephone [phone] REC R Z ED Post Oftice Box 2117 Pine treel
927
Facsimile [phone]\�i -� V
OCT 2 8 1997
n1day, October 24, 1997
BY:
Ms. Linda Lewis, Environmental Engineer
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Parkers Pointe - Phase 1
Shallotte, North Carolina
Resubmittal of Stormwater Plan for Approval
Dear Ms. Lewis:
In response to your letter dated September 24, 1997 and our meeting on
October 9, 1997 we offer the following revisions:
1. A boring data table and boring locations have been added to Sheet 1.
2. Flow spreaders have been added along the sides of the sand chambers as
discussed during our meeting.
3. The monitoring well requirement has been waived per our meeting.
4. Inlet protection is required at all catch basins and only the sediment
chamber will be utilized during construction.
5. The 50 feet minimum separation between the flow spreader and MHW for
the sand filter has been illustrated. A flow spreader has been added for
the off -site bypass swale and Basin 2 overflow with excess of 50 feet to
MHW.
6. A note has been added requiring sheet flow from the amenity area to
Basin 2. The final site layout has not been determined as we discussed
during our meeting.
7. Sidewalks have been added to the typical and the maximum of 4' by 20'
was used in revising impervious area calculations.
8. The total square footage has been added tc the typical building
footprints. The building layout is final, due to space limitations, as we
discussed during our meeting.

Ms. Lewis Page Two Parkers Pointe
October 24, 1997 Stormwater
Enclosed are two copies each of revised plans, calculations, building
typical, and application.
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience.
Sincerely,
Scott W. Quaintance E.I.T.
Houston and Associates, P.A.
Enclosures
pc: Mr. Stuart Cooke
File; 96-0109 (Parkers Pointe)

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Wayne McDevitt
Governor Water Quality Section Secretary
September 24, 1997
Mr. Scott Quaintance
Houston and Associates
PO Box 2927
Shallotte, NC 28459
Subject: REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 970603
Parkers Pointe, Phase I
Brunswick County
Dear Mr. Quaintance:
The Wilmington Regional Office received previously requested information for the Stormwater
Management Permit Application for. Parkers Pointe, Phase I on August 27, 1997. 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. Provide this Office with a copy of the soils report by Land Management. You cannot simply
state that the 2' separation between SHWT and the bottom of the basins will be maintained.
You must prove it. The soils report and the required elements for meeting the infiltration
criteria must be based on an actual site visit, not gleaned from County soils maps.
2. Where is the flow spreader for the 2 sand filters? The BMP design acts as a natural overflow
weir and distribution device, however, since you have not followed that design, another way
to evenly distribute the flow over the surface area of the filter must be provided. The design
requirements for a sediment chamber specifically require that the outlet to the sand chamber
result in sheet flow, ie., even distribution over the sand filter area. I don't see how the asphalt
weir you specify will act as a distribution device.
3. hr vida m�t ng we lei ocate� the pl nos -and detail
4. Provide alternate. means of sediment control during construction. Sand filters are only to be
utilized in a stable drainage area, per BMP design guidance.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Quaintance
September 24, 1997
Stormwater Project No. SW8 970603
----------------------------------
5. Please specify the location and design of and the 50' width (measured to MHW) of the
vegetated filters for the overflow from the sand filters and for the off -site bypass swale, per
the detail enclosed. It appears that if Basin 2 ever overflowed, it would be picked up by this
swale. Direct discharges (through pipes or swales) to SA waters are prohibited. Vegetated
filter design can be found. in the BMP guidance.
,N 6. Provide proposed elevations for the facilites behind the clubhouse, (what is that?) and for the
tennis courts.
7. Have you accounted for the sidewalks from the front door to the driveway? Please show on
the plans and typicals.
cox 8. Provide the total square footage for each building on the typical. Is the current layout of the
C buildings in stone, or can they be swapped out as the market demands? I just need to make
�K - sure that enough impervious area has been allotted to the buildings in case every one of them
turns out to be one of the largest ones. Please specify the minimum number of each type of
building to be built on the typical. Assume that the number of buildings leftover will be the
largest footprint.
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 October 24, 1997, 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 have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
awl
Ms. Linda Lewis
Environmental Engineer
RSS/arl: S:IWQSISTORMWATIADDINFO1970603.SEP
cc: Linda Lewis
Central Files
2

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE. NORTH CAROLINA 28459
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
117 Pine Street
Post Office Box 2927
Monday, August 25, 1997
AUG 2 7 1997
Subject: Parkers Pointe - Phase 1 I U
Shallotte, North Carolina S r^RMAT
Submittal of Stormwater Plan for Approval
Dear Ms. Lewis:
In response to your letter dated June 20, 1997 we offer the following
revisions:
1. The proposed sand filter has been reconfigured and split into two systems
in order to reduce the drainage areas to each of the sand filters to less
than 2 acres. The sand filters have been designed on the minimum of
540 cubic feet per acre of drainage area, to drawdown within 24 hours,
and the design is based on the Stormwater Best Management Practices,
NCDEHNR November, 1995, Pages 26 through 31. The sand chambers of
both systems are located underneath the proposed pool deck and
clearance has been ailowed for access to the chambers for maintenance.
2. Overflows have been provided in the sand filter systems and will have to
travel over 50 feet of vegetation prior to reaching the ICWW.
3. A 12 inch pipe, cut in half, has been added to the infiltration basin by
connecting to the inlet pipes to allow for a distribution device. The pipe
will be laid level and the top edges shall be at the same elevation of the
bottom of the basin for even distribution. This method of distributing
the flow is much more economical, allows for easier maintenance, and
does not create the problems of backing water up into the streets as does
the manifold type distribution devices.
4. Wetlands have been delineated on the plans with a 404 Line.
5. A note has been added to the plans requiring the basins to be recorded in
access/drainage easements.
6. Flow lines have been added to the plans to demonstrate the off site flow
routing.
7. The Mean High Water line has been delineated.
8. Unit footprints with dimensions have been enclosed and no additional
decking is proposed.

Ms. Lewis Page Two Parkers Pointe
August 25, 1997 Stormwater
9. Dimensions have been added to the plan view of the infiltration basins
and dimensions have been added to the cross sections of the sand filters
due to amount of information on the plan views to avoid confusion.
10. A note has been added to the plans requiring all roof drainage to be
directed towards or tied into the storm drainage system.
11. Property line dimensions have been added to the plans.
12. A walkway detail has been provided.
13. Parking spaces have been added with a typical dimension.
14. The storage elevation for Basin 1 has been revised on the cross section to
reflect 26.5 MSL.
15. A discussion of the soils has been provided at the beginning of the
infiltration basin calculations describing the existing soils and a soil
map has been provided.
16. Mr. Cooke's title is land developer and a notarized letter from the land
owner has been provided enabling him to apply for the permits.
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience.
Scott W. Quaintance E.I.T.
Houston and Associates, P.A.
Enclosures
pc: Mr. Stuart Cooke
File; 96-0109 (Parkers Pointe)

18 4'
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29.04'
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I
Garage {',� ! 1 I o I I Garage O
Garage
4n ne• r, » nn• 0
2.
TYPICAL UNIT DIMENSIONS
PARKERS POINTE
SCALE: 1 „-20•

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Garage
� Garage o
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TYPICAL UNIT DIMENSIONS
PARKERS POINTE
SCALE: 1-20'

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STORMWATER SUBMITTAL REQ S
INFILTRATION/EXFILTRATION SYSTEMS
Basins and Trench
A. Site Plan
1.
Development/Project Name
2.
Engineer name and firm.
✓
3.
Legend
�✓
4.
North Arrow
✓
5.
Location Map with direction, distance to named streets, NCSR numbers.
6.
Scale
t✓
7.
Date
A
8.
Revision number and date.
9.
Original contours, proposed contours, of elevati n fmished floor elevations.
X
10.
Existing drainage, including off-site.(Ma of offsite area?
XC
11.
Property/Project boundary line dimension
}C
12.
Mean High Water Line, if necessary.
01 A
13.
Drainage easements, pipe sizes.
>(
14.
Wetlands delineated, or a note on the plans that none
0X
15.
Details of the road, parking, cul-de-sacs, includin sidewalks, urb and gutter..
Ll_�__
16.
Drainage area to each basin/trench delineated.
— X
17.
Level spreader mechanism within a basin. (Not needed for trench).
X.,—
18
Vegetated filter detail if SA waters involved. This is NOT a connector ditch.
19.
Dimensions of the road, parking cul-de-sacs, sidewalks, and curb and gutter.
_
A
20.
Unit footprint with dimensions and concrete wood deck areas noted. for apartments
or condo development.
21.
Basin section with:
✓
Bottom elevation
Storage elevation ZC�. 5 Zt2` o� s�GLv s ZG• D
Slopes:3:1
22.
Trench section with:
Bottom elevation
Height and width of trench.
Perforated pipe size
Filter fabric
,,��
Fill material
0
23.
Bypass structure detail. Must bypass prior to entering the pond/trench. (Not needed
if the design storm is the 25 year, 24 hour event.)
24.
Location of monitoring wells, if necessary.
S2C.
c�� arl-e
oU41e.f ID s � d ch Sher /e5�1� %� sheP� /v�v
S te✓ S 'pi -IP/2cr�e 2CCe,55
�v sf SA- J
2 hr, drowd cw i

STORMWATER SUBMITTAL REQUIREMENTS
U,TF TRATION/EXFILTRATION SYSTEMS
Basins and Trench
B. Calculations
1. Required volume, for SA, based on 1.5", for non -bypassing systems, base on 8",
for non -SA, base on 1".
>L X 2. Soils report including type of soil, depth to Seasonal High Water Table, expected
infiitration rate.
3. Provided volume.
4. Drawdown time for the basin/trench.
✓ 5. Built -upon area draining to each basin/trench
C. Supporting Documentation
1. A completed permit application.
�— a. Is the person who signed the landowner or a Ieasee? Must be landowner.
b. Section III completely filled in- can tailor this section for submittal type.
_ C. Check signature per .1003 (e). Make sure title is provided.
d. If agent signs, signatory authorization from owner.
k� e. Attachment A provided for subdivided lots, future development, outparcels..
n✓ f. Mailing address & phone of applicant- no C/O.
g. Verify water body classification.
✓ 2. A signed Operation and Maintenance Plan.

I
r
Parkers Pointe
Drainage Basin Data
10/21/97
BASIN
I.D.
UNITS
IMPERVIOUS AREA
ROADS/DRIVES SIDEWALK
PATHS
AMENITY
TOTAL
IMPERVIOUS
TOTAL
AREA
WEIGHTED
"C"
* *
AC
AC
A
0.000
0.053
0.000
0.000
0.000
0.05
0.95
0.24
B
0.029
0.046
0.000
0.004
0.000
0.08
0.23
0.46
C
0.000
0.139
0.000
0.000
0.005
0.14
0.26
0.61
D
0.000
0.000
0.000
0.000
0.238
0.24
0.50
0.56
E
0.124
0.067
0.006
0.000
0.000
0.20
0.31
0.67
F
0.064
0.053
0.000
0.012
0.000
0.13
0.32
0.50
G
0.064
0.073
0.004
0.010
0.100
0.25
0.45
0.62
H
0.054
0.040
0.000
0.001
0.000
0.10
0.14
0.70
1
0.059
0.064
0.000
0.000
0.039
0.16
0.34
0.56
J
0.105
0.156
0.011
0.000
0.000
0.27
0.43
0.67
K
0.067
0.060
0.007
0.000
0.000
0.13
0.23
0.64
L
0.000
0.022
0.000
0.000
0.000
0.02
0.05
0.52
L1
0.133
0.053
0.007
0.000
0.000
0.19
0.26
0.75
M
0.000
0.000
0.000
0.030
0.000
0.03
0.35
0.26
N
0.193
0.077
0.007
0.000
0.000
0.28
0.35
0.79
O
0.188
0.105
0.013
0.000
0.000
0.31
0.50
0.66
p
0.203
0.093
0.011
0.007
0.000
0.31
0.45
0.72
a
0.065
0.068
0.007
0.000
0.000
0.14
0.19
0.75
R
0.129
0.129
0.007
0.026
0.004
0.30
0.64
0.55
S
0.231
0.093
0.011
0.000
0.000
0.34
0.44
0.77
T
0.000
0.059
0.000
0.001
0.000
0.06
0.08
0.73
U
0.000
0.008
0.000
0.013
0.200
0.22
0.30
0.75
TOTAL 1.707 1.4588 0.092 0.1025 0.5863 3.9466 7.7803
Used most critical sidewalk area @ 20' by 4'= 80 SF per Unit

Parkers Pointe
Storm Drainage Flowrate Calculations
1 0/21 /97
Storm Drain
I.D.
Contributing
Area
Drainage
Area
Impervious
Area
Weighted
"C"
Length
Slope
*Tc
i10
010
ac.
ac.
ft
ft/ft
min.
in/hr
cfs
SD1A
G,H,I,J,K,L,LI,R,T
2.62
1.48
0.62
730
0.022
2.72
7.0
11.47
SD1
M,N,O,P,Q,S
2.28
1.40
0.66
675
0.021
2.62
7.0
10.55
SD2
M,N,O,P,Q
1.84
1.07
0.63
475
0.025
1.85
7.0
8.18
SD3
N,O
0.85
0.58
0.71
290
0.021
1.37
7.0
4.26
SD4
N
0.35
0.28
0.79
230
0.026
1.05
7.0
1.95
SD5
M,Q
0.54
0.17
0.44
380
0.016
1.87
7.0
1.65
SD6
M
0.35
0.03
0.26
270
0.022
1.26
7.0
0.64
SD7
G,H,I,J,K,L,L1,R
2.54
1.43
0.62
597
0.010
3.15
7.0
11.04
SD8
G,H,I,J,K,L,L1
1.90
1.13
0.65
445
0.022
1.84
7.0
8.59
SD9
J,L
0.48
0.29
0.66
275
0.022
1.29
7.0
2.22
SDiO
J
0.43
0.27
0.67
265
0.023
1.23
7.0
2.03
SD11
J
0.43
0.27
0.67
240
0.025
1.10
7.0
2.03
SD12
G,H,I,K
1.16
0.64
0.62
340
0.018
1.64
7.0
4.99
SD13
G,H
0.59
0.35
0.64
175
0.023
0.89
7.0
2.64
SD14
H
0.14
0.10
0.70
150
0.020
0.83
7.0
0.70
SD15
1
0.34
0.16
0.56
160
0.025
0.80
7.0
1.32
SD16
E
0.31
0.20
0.67
160
0.025
0.80
7.0
1.47
SD17
B,C
0.49
0.22
0.54
180
0.022
0.92
7.0
1.86
SD18
C
0.26
0.14
0.61
150
0.020
0.83
7.0
1.13

Parkers Pointe
Storm Drainage Inverts
8/13/97
Storm Drain
Length
Inv. In
Inv. Out
Throat Elev.
Culvert
I.D.
!
@ Inv. In
Diam. in
SD1 A
25
8.10
8.00
1 1 .40
18
SD1
5 5 I
9.50
8.00
12.40
18
SD2
200
14.30 !
9.50
17.00
15
SD3 I
185
19.00 I
14.30
21.50
12
5D4 i
30 j
19.20 I
19.00
I 21.60
12
SD5 I
25 j
14.50 l
14.30
I 17.00
15
S06 I
1 i 0 I
14.80
14.50
16.50
12
SD7 !
25
8.25
8.10
11.50
18
S08 j
152 I
14.00 I
8.25
17.10
15
SD9 j
25 i
14.70 I
14.50
17.20
12
SD10
15
14.90 I
14.70
i 17.70
12
SDI ?
25
15,10 I
14.90
i 17.70
12
SD12 I
105 1
14.75 ',
13.50
17.70
15
SD13
165 I
19.00 4
15.00
21.60
12
SD14
25
19.20
19.00
21.70
12
SD15
25
15.20
15.00
17.80
12
S016 I
25 ':
24.50
24.30
26.70
12
SD17 '
55
26.50
24.30
29.00
12
SD18
30
26.80 i
26.50
29.00
12
I

Parkers Pointe
Cuivert Hydraulics
10/21/97
SD1A
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
11.47 CFS
MANNINGS n =
0" 012
DIA. FOR CULVERT PIPE =
18: INCHES
DIA. FOR RISER =
0,; INCHES
LENGTH OF CULVERT PIPE =
2 5FEET
INV. IN ELEV. OF CULVERT =
$.101 FEET
INV. OUT ELEV. OF CULVERT =
80.0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5.
INLET COEF. FOR CULVERT INLET CONTROL
0. 6''
RISER WEIR ELEVATION =
o oo:, FEET
WEIR FLOW COEF. =
0'
TAILWATER ELEVATION =
10.00 FEET
VELOCITY=
6.49 FPS
TAILWATER UNKNOWN = ZERO 0
NO RISER = ZERO (0) RISER DIA.
SD1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
','! ;10:55 CFS
MANNINGS n
DIA. FOR CULVERT PIPE =
181 INCHES
DIA. FOR RISER =
„0; INCHES
LENGTH OF CULVERT PIPE =
551 FEET
WV. IN ELEV. OF CULVERT =
95O! FEET
.`8.0
INV. OUT ELEV. OF CULVERT =
. 0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0 6
RISER WEIR ELEVATION =
000 FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
10.00 FEET
VELOCITY=
1.89 FPS
TAILWATER UNKNOWN = ZERO f01
NO RISER = ZERO (0) RISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.82
HEADWATER ELEVATION = 10.67
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 1.24
HEADWATER ELEVATION = 1 1 .24
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #DIV/O!
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.54
HEADWATER ELEVATION = 1 1 .79
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 1.30
HEADWATER ELEVATION = 11.30
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/01

Parkers Pointe
Culvert Hydraulics
1 0/21 /97
SD2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
$.,:.1.8; CFS
MANNINGS n
DIA. FOR CULVERT PIPE=
15 INCHES
DIA FOR RISER=
0! INCHES
LENGTH OF CULVERT PIPE _
;;20,01 FEET
INV. IN ELEV. OF CULVERT =
14:30! FEET
INV. OUT ELEV. OF CULVERT =
9.50; FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL
0.61
RISER WEIR ELEVATION =
0 001 FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
1 1.79 FEET
VELOCITY=
1.02 FPS
TAILWATER_ UNKNOWN = ZEROS
SD3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE = a.---
4:-26 CFS
MANNINGSn= „
0!0:12'
DIA FOR CULVERT PIPE _
12. INCHES
DIA FOR RISER
INCHES
LENGTH OF CULVERT PIPE =
1-8 5 FEET
INV. IN ELEV. OF CULVERT =
-'.19:00 FEET
INV. OUT ELEV. OF CULVERT =
14.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL
06'.
RISER WEIR ELEVATION =
0:00FEET
WEIR FLOW COEF. =
0'!
..
TAILWATER ELEVATION =
16.84 FEET
VELOCITY=
5.42 FPS
TAILWATER UNKNOWN = ZERO (0)
NO RISER = ZERO (0) RISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.92
HEADWATER ELEVATION = 16.84
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 3.77
HEADWATER ELEVATION = 15.56
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION- #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.27
HEADWATER ELEVATION = 20.77
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 2.94
HEADWATER ELEVATION = 19,78
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
10/21/97
SD4
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
f.95 CFS
MANNINGS n=
0.012
DIA. FOR CULVERT PIPE ;
.1 2: INCHES
DIA. FOR RISER T
s Oj
INCHES
LENGTH OF CULVERT PIPE =
3`OI
FEET
INV, IN ELEV. OF CULVERT =
19 20j FEET
INV. OUT ELEV. OF CULVERT =
19 D0 FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =-.'',
RISER WEIR ELEVATION =
0 00', FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
20.77 FEET
VELOCITY=
2.48 FPS
TAILWATER UNKNOWN = ZEROS)
NO RISER -= ZERO (0) RISER DIA.
SD5
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1 165: CFS
MANNINGS n =
0, 012`
DIA. FOR CULVERT PIPE =
1 5! INCHES
DIA. FOR RISER =
0: INCHES
LENGTH OF CULVERT PIPE =
25. FEET
INV. IN ELEV. OF CULVERT =
1-450 FEET
INV. OUT ELEV. OF CULVERT
1.4.301 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.51
INLET COEF. FOR CULVERT INLET CONTROL =.
.-.0. 6.
RISER WEIR ELEVATION =i
000. FEET
WEIR FLOW COEF. =
0,
TAILWATER ELEVATION =
16,84 FEET
VELOCITY=
1''3.4: FPS
TAILWAT R UNKNOWN = ZERO (0)
NO RISER =_ ZERO (0) RISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.27
HEADWATER ELEVATION = 19.97
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.22
HEADWATER ELEVATION = 20.99
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.08
HEADWATER ELEVATION = 15.20
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.06
HEADWATER ELEVATION 16.90
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION #DIV/DI

Parkers Pointe
Culvert Hydraulics
1 0/21 /97
SDB
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
0.64 CFS
MANNINGS n ;
0r012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
1 2 INCHES
DIA FOR RISER =
'0', INCHES
HEAD = 0.03
LENGTH OF CULVERT PIPE -
1;1'0 FEET
HEADWATER ELEVATION = 15.33
INV. IN ELEV. OF CULVERT =
14.80 FE1=T
INV. OUT ELEV. OF CULVERT =
14 50: FEET
INLET COEF. FOR CULV. PIPE FLOW =
O'5.
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
omri
RISER WEIR ELEVATION=
000. FEET
HEAD = 0.05
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 16.94
TAILWATER ELEVATION =
16.90 FEET
VELOCITY=
0 8 i i FPS
TAILWATER UNKNOWN W ZEROS
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISERDIA.
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
SD7
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
11 :04 CPS
MANNINGS n =
0:012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
0 INCHES
HEAD = 1.68
LENGTH OF CULVERT PIPE _
:2 5 FEET
HEADWATER ELEVATION = 10.68
INV. IN ELEV. OF CULVERT =
8.25 FEET
INV. OUT ELEV. OF CULVERT =
8..10.. FEET
INLET COEF. FOR CULV, PIPE FLOW =
0"5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
:.; 0:6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.14
WEIR FLOW COEF. =
0
HEADWATER ELEVATION = 12.38
TAILWATER ELEVATION =
11.24 FEET
VELOCITY=
..:6125: FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA,
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
10/21/97
SD8
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
8:59 CFS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
1''5! INCHES
DIA. FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE =
152i FEET
INV. IN ELEV. OF CULVERT
14:'00`: FEET
INV. OUT ELEV. OF CULVERT=
8 25i FEET
INLET COEF. FOR CULV. PIPE FLOW =
0 :5, .
INLET COEF. FOR CULVERT INLET CONTROL
06'
RIS1=RWEIR ELEVATION =
0 00; FEET
WEIR FLOW COEF. =
0'
TAILWATER ELEVATION =
12.38 FEET
VELOCITY=
7 00 FPS
TAILWATER UNKNOWN = ZERO(Q)
NO RISER = ZERO (0) RISER DIA.
SD9
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
; 2::22 CFS
MANNINGS n=
0. 01 2.
DIA. FOR CULVERT PIPE =
1'.2 INCHES
DIA. FOR RISER =
0. INCHES
LENGTH OF CULVERT PIPE =
2 5 FEET
INV. IN ELEV. OF CULVERT=
14.7a FEET
INV. OUT ELEV. OF CULVERT =
14 50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL_
0. 6
RISER WEIR ELEVATION =
.0.00 FEET
WEIR FLOW COEF. =
0
TAILWATER ELEVATION =
16.74 FEET
VELOCITY=
2.83 FPS
TAILWATER UNKNOWN = ZERO (0)
NO RISER = ZERO (0) RISER DIA,
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 2.11
HEADWATER ELEVATION = 16.74
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 3.43
HEADWATER ELEVATION 15.81
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.34
HEADWATER ELEVATION = 15.54
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.27
HEADWATER ELEVATION = 17.01
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
1 0/21 /97
SD10
HEADWATER ELEVATION CALCULATIONS
FLOWRATE
2.03 CFS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
12, INCHES
DIA. FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE =
1:51 FEET
INV. IN ELEV. OF CULVERT =
14.901 FEET
INV. OUT ELEV. OF CULVERT =
1.4.7,Q, FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
WEIR FLOW COEF. =
0
TAILWATER ELEVATION =
17.01 FEET
VELOCITY=
2.581; FPS
TAILWATER UNKNOWN = ZERO (01
NO RISER = ZERO 0 RISER DIA.
SD11
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
2.03 CPS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
1 2INCHES
DIA FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE _
'2 5 FEET
INV. IN ELEV. OF CULVERT =
15.10; FEET
INV. OUT ELEV. OF CULVERT =
14.90 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
WEIR FLOW COEF. =
0:
TAILWATER ELEVATION =
17.20 FEET
VELOCITY=
2.5 8' FPS
TAILWATER UNKNOWN = ZERO (IG
NO RISER ,= ZERO (0) RISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.29
HEADWATER ELEVATION = 15.69
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.20
HEADWATER ELEVATION = 17.20
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0,29
HEADWATER ELEVATION = 15.89
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0,22
HEADWATER ELEVATION = 17.43
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
1 0/21 /97
SD12
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
4.99CFS
MANNINGS n =
0:012
DIA. FOR CULVERT PIPE =
i!5 INCHES
DIA. FOR RISER =
0. INCHES
LENGTH OF CULVERT PIPE =
1105 FEET
INV. IN ELEV. OF CULVERT =
14 75' FEET
INV. OUT ELEV. OF CULVERT =
13 50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL
0.6
RISER WEIR ELEVATION =
0. '00 FEET
WEIR FLOW COEF.
10
TAILWATER ELEVATION =
16.74 FEET
VELOCITY=
;,:4`07 FPS
TAILWATER UNKNOWN = ZERO (Ol
NO RISER = ZERO (0) RISER_DIA.
SD13
HEADWATER ELEVATION CALCULATIONS
FLOWRATE -
2' 64 CFS
MANNINGS n =
l 0012`
DIA. FOR CULVERT PIPE =
1 2' INCHES
DIA. FOR RISER=
0:: INCHES
LENGTH OF CULVERT PIPE =
165 FEET
INV, IN ELEV. OF CULVERT =
1.9.00: FEET
INV. OUT ELEV. OF CULVERT =
1.5.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
"'- 000' FEET
WEIR FLOW COEF. _
0'
TAILWATER ELEVATION =
17.66 FEET
VELOCITY=
.3 36 FPS
TAILWATER UNKNOWN W ZERQM
NO RISER = ZERO (0) RISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.71
HEADWATER ELEVATION = 16.09
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.92
HEADWATER ELEVATION = 17.66
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.49
HEADWATER ELEVATION = 19.99
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 1.04
HEADWATER ELEVATION = 18.69
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
10/21/97
SD14
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
0. T CPS
MANNINGS n =
.0.0;12.
DIA. FOR CULVERT PIPE _
1 2 [NCHES
DIA. FOR RISER =
0;, INCHES
LENGTH OF CULVERT PIPE =
2 5 FEET
INV. IN ELEV. OF CULVERT =
19.20 FEET
INV. OUT ELEV. OF CULVERT =
19`00 FEET
INLET COEF. FOR CULV. PIPE FLOW
10.5'
INLET COEF. FOR CULVERT INLET CONTROL
Oi6'
RISER WEIR ELEVATION =
0.00'° FEET
WEIR FLOW COEF. _
' 0`
TAILWATER ELEVATION =
19.99 FEET
VELOCITY=
0:89' FPS
TAILWATER UNKNOWN = ZERgM
NO RISER = ZERO u RISER DIA,
SD15
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1' 3 2 CPS
MANNINGS n =
0 '012
DIA. FOR CULVERT PIPE =
1 2 INCHES
DIA. FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE _
:2 5 FEET
INV. IN ELEV. OF CULVERT =
15 20' FEET
INV, OUT ELEV. OF CULVERT =
15.00, FEET
INLET COEF. FOR CULV, PIPE FLOW =
0:'5
INLET COEF. FOR CULVERT INLET CONTROL - "'
0`6
RISER WEIR ELEVATION =
0.00 FEET
WEIR FLOW COEF. =
0
TAILWATER ELEVATION =
17.66 FEET
VELOCITY=
; 68 FPS
TAILWAT R UNKNOWN = ZERO i0]
NO RISER = ZERO &BISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.03
HEADWATER ELEVATION = 19.73
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.03
HEADWATER ELEVATION = 20.01
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD= 0.12
HEADWATER ELEVATION = 15.82
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD= 0.10
HEADWATER ELEVATION = 17.75
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

markers Pointe
Culvert Hydraulics
10121 /97
SD16
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1.47CFS
MANNINGS n =
0 O 12'
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISER =
O,j INCHES
LENGTH OF CULVERT PIPE =
251 FEET
INV. IN ELEV. OF CULVERT W
24 50r FEET
INV. OUT ELEV. OF CULVERT= '''24.30` FEET
INLET COEF. FOR CULV, PIPE FLOW =
INLETCOEF. FOR CULVERT INLET CONTROL
0'r6
RISER WEIR ELEVATION =
0:00' FEET
WEIR FLOW COEF. =
0
TAILWATER ELEVATION =
2 6.5 0 FEET
VELOCITY=
1.87 FPS
TAILWATER UNKNOWN = ZERO {O)
NO RISER = ZERO, (0) RISER, DIA.
SD17
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
'1.86 CFS
MANNINGS n =
0.012'
DIA. FOR CULVERT PIPE =
12 INCHES
DIA. FOR RISEN =
0. INCHES
LENGTH OF CULVERT PIPE =
5 5 FEET
INV. IN ELEV. OF CULVERT =
26:50', FEET
INV. OUT ELEV, OF CULVERT =
24; 30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
05
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
0.00: FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
26.50 FEET
VELOCITY=
2':37 FPS
TAILWATER UNKNOWN = ZERO (0)
NO RISER = ZERO 0 RISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.15
HEADWATER ELEVATION = 25.15
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD= 0.12
HEADWATER ELEVATION = 26.62
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.24
HEADWATER ELEVATION = 27.24
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.26
HEADWATER ELEVATION = 26.76
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD= #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Calvert Hydraulics
10121 /97
SD18
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1 .13 CFS
MANNINGS n =
0:012'
DIA. FOR CULVERT PIPE _
" 1`2. INCHES
DIA FOR RISER
0'1 INCHES
LENGTH OF CULVERT PIPE =
' 3 0' FEET
INV. IN ELEV. OF CULVERT =
26.'S0 FEET
INV. OUT ELEV. OF CULVERT =
26`;50,; FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL?'
0!`6'
RISER WEIR ELEVATION =
0 00 FEET
WEIR FLOW COEF. _
0;
TAILWATER ELEVATION =
27.24 FEET
VELOCITY=
1:44 FPS
TAILWATER UNKNOWN = ZERO UO
NO RISER = ZERO (0) RISER DIA-
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.09
HEADWATER ELEVATION = 27.39
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.07
HEADWATER ELEVATION = 27.32
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!

Telephone [phone]
Facsimile [phone]
HOUSTON and .ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Sand Filter Design
117 Pine Street
Post Office Box 2927
The following pages illustrate the use of two (2) sand filters for
the subject project located along the Intercoastal Waterway. The
sand chamber of each of the sand filters is located underneath the
proposed pool decking with a clearance of approximately four (4) feet
between the top of the decking and the top of the sand for access.
The .design criteria for the sand filters is based on the Stormwater
Best Management Practices, NCDEHNR November 1995, pages 26
through 31.
The following calculations show that each of the sand filters are
based on the following design criteria:
Sediment Chamber:
1. Volume = 540 CF per Acre of drainage area
2. At least 18 Inches deep
3. Surface area greater than 360 SF
4. Positive drainage to chamber by culvert
5. Outlet to sand chamber only
6. Outlet to sand chamber by sheet flow (Asphalt Weir)
Sand Filter Chamber:
1. Volume = 540 CF per Acre of drainage area
2. At least 18 Inches of sand particles less than 2 mm ave.
diam.
3. Surface area greater than 360 SF
4. Outlet sized for drawdown within 24 hrs, (we have used a 6
inch pipe cover with Filter Fabric and have illustrated under
the given conditions that the sand chamber will drawdown in
less than 24 hours)
An asphalt overflow weir has been provided between the sand filters
and on the outer edge of sand filter # 1. The overflow will travel
through a 50 feet vegetative filter prior to reaching the ICWW.

Parkers Pointe
1 0/21 /97
Sand Filter #1 Design
Contributing Drainage Areas:
BASIN
IMPERVIOUS AREA
TOTAL
TOTAL
WEIGHTED
I.D.
BUILDINGS
ROADS/DRIVES
SIDEWALK
PATHS
AMENITY
IMPERVIOUS
AREA
"C"
AC
AC
G
0.064
0.073
0.004
0.010
0.100
0.25
0.45
0.62
H
0.054
0.040
0.000
0.001
0.000
0.10
0.14
0.71
1
0.059
0.064
0.000
0.000
0.039
0.16
0.34
0.56
J
0.105
0.156
0.011
0.000
0.000
0.27
0.43
0.67
K
0.067
0.060
0.007
0.000
0.000
0.13
0.23
0.64
L
0.000
0.022
0.000
0.000
0.000
0.02
0.05
0.53
L 1
0.133
0.053
0.007
0.000
0.000
0.19
0.26
0.76
R
0.129
0.129
0.007
0.026
0.004
0.30
0.64
0.55
T
0.000
0.059
0.000
0.001
0.000
0.06
0.08
0.73
U
0.000
0.008
0.000
0.013
0.200
0.22
0.30
0.75
TOTAL
0.611
0.664
0.036
0.051
0.343
1.70
2.93
0.64

Parkers Pointe
10/21/97
SEDIMENT CHAMBER DESIGN #1:
Design Criteria:
Volume = 540 CF per acre of drainage area
At least 18 Inches deep
Minimum Surface Area = 360 SF
Outlet to Sand Chamber to result in sheet flow
Required Storage Volume:
1581 CF
Provided Depth of Storage:
.. 42, Feet
Contour 8' msl:
x. .
5,9'S
SF
Contour 9' msl:
1 00
SF
Contour 10' msl:
`a 1j4r75
SF
Provided Storage Volume:
2047 CF
SAND CHAMBER DESIGN #1:
Design Criteria:
Volume = 540 CF per acre of drainage area
At least 18 Inches of sand particles less than 2 mm average diam.
Minimum Surface Area = 360 SF
Outlet sized such that sand chamber drains within 24 hours
Required Storage Volume: 1 581 CF
Provided Depth of Storage:2. Feet
Contour 8' msl: :760 SF
Contour 9' msl: 1 0 S7=
Contour 10' msL1,5"50 SF
Provided Storage Volume: 2293 CF
Sand Filter Outlet Pipes/ Drawdown:
Pipe Inlet Covered with Filter Fabric
Contech Represenative recommends C-45NW for servicability reasons.
Water Flow thru C-45NW at 1 Foot of Head = 120 GPM per SF
Pipe Diam. :nq ,' , 6 inches
Opening Area: 0.197 SF
No. of Pipes: MEM,
Flowrate during 24 Hrs: 4542.2 CF/Day
"*The allowable flowrate thru the Pipe at a 1 Foot Head during a 24 Hr Period
is Greater than the Required and Provided Design Storage of the Sand Filter
Therefore, the System will Drawdown in Less than 24 Hours,

Parker's Pointe
1 0/2 1 /97
Sand Filter #2 Design
Contributing Drainage Areas:
BASIN
I.D.
BUILDINGS
IMPERVIOUS AREA
ROADS/DRIVES SIDEWALK
PATHS
AMENITY
TOTAL
IMPERVIOUS
TOTAL
AREA
WEIGHTED
"C"
AC
AC
M
0.000
0.000
0.000
0.030
0.000
0.03
0.35
0.26
N
0.193
0.077
0.007
0.000
0.000
0.28
0.35
0.79
0
0.188
0.105
0.013
0.000
0.000
0.31
0.50
0.66
P
0.203
0.093
0.011
0.007
0.000
0.31
0.45
0.72
Q
0.065
0.068
0.007
0.000
0.000
0.14
0.19
0.75
S
0.231
0.093
0.011
0.000
0.000
0.34
0.44
0.77
Total:
0.879
0.436
0.049
0.037
0.00
1.40
2.28

Parker's Pointe
1 0/21 /97
SEDIMENT CHAMBER DESIGN #2:
Design Criteria:
Volume = 540 CF per acre of drainage area
At least 18 Inches deep
Minimum Surface Area = 360 SF
Outlet to Sand Chamber to result in sheet flow
Required Storage Volume:
1233 CF
Provided Depth of Storage:
Feet
2
Contour 8' msl:
Lg, " 3'6 Q
SF
Contour 9' msl:
Contour 10 msl:
k f 11045
�'' ��_„ �.
SF
Provided Storage Volume:
1 383 CF
SAND FILTER CHAMBER DESIGN #2:
Design Criteria:
Volume = 540 CF per acre of drainage area
At least 18 Inches of sand particles less than 2 mm average diam.
Minimum Surface Area = 360 SF
Outlet sized such that sand chamber drains within 24 hours
Required Storage Volume:
1233 CF
Provided Depth of Storage:,,"
Contour 8' msl:520
21, Feet
SF
Contour 9' msl:
8'5,5
SF
Contour 10' msl:
2 0
T
Provided Storage Volume:
1 743 CF
Sand Filter Outlet Pipesl Drawdown:
Pipe Inlet Covered with Filter Fabric
Contech Represenative recommends C-45NW for servicabiiity reasons.
Water Flow thru C-45NW at 1 Foot of Head = 120 GPM per SF
Pipe Diam. "4 �' RQC6 Inches
Opening Area: 0.197 SF
No. of Pipes: r ,
Flowrate during 24 Hrs: 4542.2 CF/Day
"The allowable flowrate thru the Pipe at a 1 Foot Head during a 24 Hr Period
is Greater than the Required and Provided Design Storage of the Sand Filter
_. Therefore_ the System will Drawdown in Less than 24 Hours.

HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE. NORTH CAROLINA 28459
Telephone [phone] Pine Street
Facsimile [phone] Post Office Box 2927
Infiltration Basins
The following pages calculate required runoff for design of the
proposed infiltration basins based on storing the 25 year storm
without discharge. The required rainfall associated with a 25 year
storm is 8 Inches. The calculations show the drawdown of the 25
year storm based on the permeability provided from the soil survey of
Brunswick County and the soils report prepared by G. Craig Turner
of Land Management Group, Inc. Mr. Turner's report indicates the
project lies on a high sandy bluff that is deep and well to excessively
well drained. Auger borings indicate that the two (2) feet separation
between the SHWT and the bottom of the infiltration basins will be
maintained.

Parkers Pointe
Phase 1
Infiltration Basin Data Table
Basin 1
Basin 2
Top of Storage Elevation (MSQ:
26.5
28
Bottom of Basin Elevation (MSl_):
24
27
24' Contour Area (SF):
1025
NA
25' Contour Area (SF):
1575
NA
26' Contour Area (SF):
2190
NA
27' Contour Area (SF):
NA
1850
28' Contour Area (SF):
NA
2400
Depth of Storage (FEET):
2.5
1
Drawdown Time (HRS):
27.00
25.20
Water Shed Classification:
SA
SA
Rainfall Runoff (INCHES):
1.5
1.5
Minimum Required Storage (CF):
_ 3,543
1,303
Provided Storage (CF):
3,986
2,126

Parkers Pointe
Stormwater Calculations
1 0/21 /97
Infiltration Basin #1 - 25 Year, 24 Hour Storm
Drainage Basin I.D.: B,C;E,F
Drainage Area: 1 :1'2' Acres
Impervious Area:
Units:.:
0217; AC
Roads/ Drives:0.30&
AC
Sidewalk
0006 AC
Walk Paths.
0 0..1 & AC
;0':0051AC Amenity
Total: 0.549 AC
% Impervious :
Rainfall:
"Simple Method"
Rv
Volume from Runoff:
Permeability of Soil:
Depth of Storage:
Top of Basin Elev.
Bottom of Basin Elev.
Contour 24' msl:
Contour 25' msl:
Contour 26' msl:
Mean Infiltration Basin Area:
Infiltration during 24 Hours:
49.02 %
8,Inches
0.49
15,975 CF
Required Storage Volume = Volume From Runoff - Infiltration During 24 Hours
Required Storage Volume = -1591 1 CF
Provided Storage Volume = Average Surface Area X Depth of Storage
Provided Storage Volume = 3986 CF
Drawdown Calculations
Average Surface Area:
1 594 SF
Storage Provided:
3986 CF
Permeability:
1 0 Inches/Hour
"`Drawdown Time:
27.00 Hours
"'Drawdown Time is from beginning of rainfall and assumes a full basin at the end of 24 hours.
•* The soil survey of Brunswick County indicates that the soils present are
Wando series consisting of excessively drained soils. Based on the SCS data
ranges, the infiltration rate for Wando soils is 6.0 to 20.0 inches
per hour. Therefore using a rate of 10.0 inches per hour will be conservative.
The SCS data distinguishes the high water table to be 4 to 6 feet.

Parkers Pointe
Stormwater Calculations
1 0/21 /97
Infiltration Basin #1 - 25 Year, 1 Hour Storm
Drainage Basin I.D
Drainage Area:
Impervious Area:
% Impervious :
Rainfall:
"Simple Method"
Rv
Volume from Runoff:
Permeability of Soil:
Infiltration Basin Area:
Infiltration during 1 Hour:
B;C;D,E,F
1 .12 Acres
49.02 %
`2.8 Inches
0.49
5591 CF
15:Inches/Hour
1594 SF
1993 CF
Required Storage Volume = Volume From Runoff - Infiltration During 1 Hour
Required Storage Volume = 3598 CF
Provided Storage Volume = Average Surface Area X Depth of Storage
Provided Storage Volume = 3986 CF
„ The soil survey of Brunswick County indicates that the soils present are
Wando series consisting of excessively drained soils. Based on the SCS data
ranges, the infiltration rate for Wando soils is 6.0 to 20.0 inches
per hour. Therefore using a rate of 15.0 inches per hour will be conservative
during the first hour of rainfall.
The SCS data distinguishes the high water table to be 4 to 6 feet.
Minimum Storage Requirement:
Water Classification: SA
Rainfall: 1.5
Minimum Volume: 2995 CF

Parkers Pointe
Stormwater Calculations
5/28/97
Infiltration Basin #2 - 25 Year, 24 Hour Storm
Drainage Basin I.D.: D
Drainage Area: 0.50 Acres
Impervious Area:
Units: ''' £50" AC
Roads/ Drives: A 'o. AC
V
Walk Paths: ,� 0� AC
Amenity: ''� 0=23821 AC
Total: 0.2382 AC
% Impervious :
Rainfall:
"Simple Method"
Rv
Volume from Runoff:
Permeability of Soil:
Depth of Storage:
Top of Basin Elev.:
Bottom of Basin Elev:
Contour 27' msl:
Contour 28' msl:
Infiltration Basin Area:
Infiltration during 24 Hours:
47.88 %
8" Inches
0.48
6,948 CF
.1'& Inches/Hour
1-:0' FT
270'
0.0425 AC
0.0551° • AC
2 126 SF
42,515 CF
Required Storage Volume = Volume From Runoff - Infiltration During 24 Hours
Required Storage Volume =-35,567 CF
Provided Storage Volume = Average Surface Area X Depth of Storage
Provided Storage Volume = 2,126 CF
Drawdown Calculations
Average Surface Area:
Storage Provided:
Permeability:
***Drawdown Time:
2,126
SF
2,126
CF
10
Inches/Hour
25.20
Hours
***Drawdown Time is from beginning of rainfall and assumes a full basin at the end of 24 hours.
** The soil survey of Brunswick County indicates that the soils present are
Wando series consisting of excessively drained soils. Based on the SCS data
ranges, the infiltration rate for Wando soils is 6.0 to 20.0 inches
per hour. Therefore using a rate of 10.0 inches per hour will be conservative.
The SCS data distinguishes the high water table to be 4 to 6 feet.

Parkers Pointe
Stormwater Calculations
5/28/97
Infiltration Basin #2 - 25 Year, 1 Hour Storm
Drainage Basin I.D.: D
Drainage Area: 0.50 Acres
Impervious Area:
Units. , ' 0:`AC
Roads/ Drives E` OyAC
Walk Paths" ,0 < AC
Amenity x0 2382>AC
Total: 0.2382 AC
% Impervious: 47.88 %
Rainfall -
"Simple Inches
"Simple Method"
Rv 0.48
Volume from Runoff: 2432 CF
Permeability of Soil: 1 5Inches/Hour
Infiltration Basin Area: 2126 SF
Infiltration during 1 Hour: 2657 CF
Required Storage Volume = Volume From Runoff - Infiltration During 1 Hour
Required Storage Volume = -225 CF
Provided Storage Volume = Average Surface Area X Depth of Storage
Provided Storage Volume = 2126 CF
" The soil survey of Brunswick County indicates that the soils present are
Wando series consisting of excessively drained soils. Based on the SCS data
ranges, the infiltration rate for Wando soils is 6.0 to 20.0 inches
per hour. Therefore using a rate of 15.0 inches per hour will be conservative
during the first hour of rainfall.
The SCS data distinguishes the high water table to be 4 to 6 feet.
Minimum Storage Requirement:
Water Classification: SA
Rainfall: 1.5
Minimum Volume: 1303 CF

Hydrologic and Hydraulic Calculations
for
T1 (Ono .C@
OCEAN ISLE BEACH
BRUNSWICK COUNTY, NORTH CAROLINA
Prepared By
CONSULTING ENGINEERS
ShaIlotte, North Carolina
May 1997
Revised August 1997
STORMWATER
E C E I V E
AUG 2 71997
D
PROJ #�706,o3

Parkers Pointe
Phase 1
Stormwater Data Table
Impervious Surface:
Basin #1
Basin #2
Sand Filter#1
Sand Filter#2
Basin A
Total
Units (SF):
0.217
0.000
0.611
0.879
0.000
1.707
Roadway/ Drives (SF):
0.305
0.000
0.664
0.436
0.053
1.458
Walk Paths (SF):
0.016
0.000
0.051
0.037
0.000
0.104
Amenity (SF):
0.005
0.238
0.343
0.000
0.000
0.586
Total (SF):
0.543
0.238
1.669
1.352
0.053
3.855
Drainage Area (Ac):
Total Project Area:
% Impervious:
1.12 0.5 2.93 2.28 0.95 7.78
6.77 Acres
49.55 % (BUA/Drainage Area)
56.94 (BUA/ Project Area)

Parkers Pointe
Drainage Basin Data
5/22/97
BASIN
I.D.
UNITS
IMPERVIOUS AREA
ROADS/DRIVES PATHS
AMENITY
TOTAL
IMPERVIOUS
TOTAL
AREA
WEIGHTED
"C"
AC
AC
A
0.000
0.053
0.000
0.000
0.05
0.95
0.24
B
0.029
0.046
0.004
0.000
0.08
0.23
0.46
C
0.000
0.139
0.000
0.005
0.14
0.26
0.61
0
0.000
0.000
0.000
0,238
0.24
0.50
0.56
E
0.124
0.067
0.000
0.000
0.19
0.31
0.66
F
0.064
0.053
0.012
0.000
0.13
0.32
0.50
G
0.064
0.073
0.010
0.100
0,25
0.45
0.61
H
0.054
0.040
0.001
0.000
0.10
0.14
0.70
1
0.059
0.064
0.000
0.039
0.16
0.34
0.56
J
0.105
0,156
0.000
0.000
0.26
0.43
0.65
K
0.067
0.060
0.000
0.000
0.13
0.23
0.62
L
0.000
0.022
0.000
0.000
0.02
0.05
0.52
L1
0.133
0.053
0.000
0.000
0.19
0.26
0.73
M
0.000
0.000
0.030
0.000
0,03
0.35
0.26
N
0.193
0.077
0.000
0.000
0,27
0.35
0.78
O
0.188
0.105
0,000
0.000
0.29
0.50
0.64
P
0.203
0.093
0.007
0.000
0.30
0.45
0.70
O
0.065
0.068
0.000
0.000
0,13
0.19
0.72
R
0.129
0.129
0.026
0.004
0.29
0.64
0.54
S
0.231
0.093
0.000
0.000
0.32
0.44
0.75
T
0.000
0.059
0,001
0.000
0.06
0,08
0,73
U
0.000
0.008
0.013
0.200
0.22
0.30
0.75
TOTAL
1.7072
1.4588
0.1025
0.5863
3.8548
7.7803

Parkers Pointe
Storm Drainage Flowrate Calculations
811 3/97
Storm Drain
I.D.
Contributing
Area
Drainage
Area
Impervious
Area
Weighted
°C"
Length
Slope
*Tc
i10
Q10
ac.
ac.
ft
ftlft
min.
inlhr
cfs
SMA
G,H,I,J,K,L,LI,R,T
2.62
1.45
0.61
730
0.022
2.72
7.0
11.27
SD1
M,N,O,P,Q,S
2.28
1.35
0.64
675
0.021
2.62
7.0
10.29
SD2
M,N,O,P,Q
1.84
1.03
0.62
475
0.025
1.85
7.0
7.97
SD3
N,O
0.85
0.56
0.69
290
0.021
1.37
7.0
4.15
SD4
N
0.35
0.27
0.78
230
0.026
1.05
7.0
1.91
SD5
M,Q
0.54
0.16
0.43
380
0.016
1.87
7.0
1.61
SD6
M
0.35
0.03
0.26
270
0.022
1.26
7.0
0.64
SD7
G,H,I,J,K,L,L1,R
2.54
1.39
0.61
597
0.010
3.15
7.0
10.84
SD8
G,H,I,J,K,L,L1
1.90
1.10
0.63
445
0.022
1.84
7.0
8.44
SD9
J,L
0.48
0.28
0.64
275
0.022
1,29
7.0
2.16
SD10
J
0.43
0.26
0.65
265
0.023
1.23
7.0
1.97
SD11
J
0.43
0.26
0.65
240
0.025
1.10
7.0
1.97
SD12
G,H,I,K
1.16
0.63
0.61
340
0.018
1.64
7.0
4.93
SD13
G,H
0.59
0.34
0.63
175
0.023
0.89
7.0
2.62
SD14
H
0.14
0.10
0.70
150
0.020
0.83
7.0
0.70
SD15
1
0.34
0.16
0.56
160
0.025
0.80
7.0
1.32
SD16
E
0.31
0.19
0.66
160
0.025
0.80
7.0
1.44
SD17
B,C
0.49
0.22
0.54
180
0.022
0.92
7.0
1.86
SD18
C
0.26
0.14
0.61
150
0.020
0.83
7.0
1.13

Parkers Pointe
Storm Drainage Inverts
811 3197
Storm Drain I Length I Inv. In I Inv. out I Throat Elev. I Culvert
I.D. I I I 0 Inv. In I Diiam. in
SD_1 A
25
8.10 I 8.00 I 11.40 18
_ _�
SD1 I
55
9.50 I 8.00 I
12.40 I
18
SD2
200
14.30 9.50
17.00
15
SD3
I 185
19.00 I 14.30 I
21.50 I_
12
_
SD4
30 119.20
I 19.00 I
21.60 I
12
SD5
i 25 I
14. 5 0-1 14.30 I
17.00 I
15
SD6
I 110 I
14.80 14.50 I
16.50
12
SD7
I 25 I
8.25 I 8.10 I
1 1 .50 I
18
SD8
I 152
14.00 I
8.25 I
17.10 I
15
SD9
I 25 I
14.70 I
14.50 I
17.20 I
12
SDIO
I 15
I 14.90
I 14.70
I 17.70
I 12
SDI
I 25
15.10
I 14.90
17.70
I 12
SD12
I 105
I 14.75
I 13.50
I 17.70
I 15
SD13
j 165
19.00
I 15.00
I 21.60
12
SD14
I 25
I 19.20
I 19.00
I 21.70
12
SD15
I 25
I 15.20
I 15.00
I 17.80
I 12
SD16
25
I 24.50
I 24.30
I 26.70
i 12
SD17
55
I 26.50
I 24.30
I 29.00
j 12
SD18
I 30
I 26.80
I 26.50
I 29.00
I 12
I
I
l
I
I

Parkers Pointe
Culvert Hydraulics
8/13/97
SD1 A
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1' 1 .2.7` CF S
MANNINGS n =
0.012'
DIA. FOR CULVERT PIPE _
18 INCHES
DIA. FOR RISER =
' '0`1, INCHES
LENGTH OF CULVERT PIPE =
=2 5' FEET
INV. IN ELEV. OF CULVERT =
`'%8.A O FEET
INV. OUT ELEV. OF CULVEFIT =
*'-8:00�: FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =. <:; ; ,,,,,0 6°:
RISER WEIR ELEVATION =
0: 00 FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
10.00 FEET
VELOCITY=
6.38 FPS
TAILWATER UNKNOWN = ZERO (0)
SD1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE
' 1`0:29! CFS
MANNINGS n =
0.012°
DIA. FOR CULVERT PIPE =
1 8! INCHES
DIA. FOR RISER =
0, INCHES
LENGTH OF CULVERT PIPE _
5 5, FEET
INV. IN ELEV. OF CULVERT =
9.50, FEET
INV. OUT ELEV. OF CULVERT =
8.00� FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5.
INLET COEF. FOR CULVERT INLET CONTROL =
. 0.6;
RISER WEIR ELEVATION =
0.00� FEET
WEIR FLOW COEF. =
0
TAILWATER ELEVATION =
10.00 FEET
VELOCITY=
1.84 FPS
TAILWATER UNKNOWN = ggRO TOl
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.75
HEADWATER ELEVATION = 10.60
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD= 1.19
HEADWATER ELEVATION = 11.19
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.46
HEADWATER ELEVATION = 11.71
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 1.24
HEADWATER ELEVATION = 11.24
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
8/ 1 3/97
SD2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
7.97 CFS
MANNINGS n =
0'.012
DIA, FOR CULVERT PIPE =
1 5'L INCHES
DIA. FOR RISER =
0' INCHES
LENGTH OF CULVERT PIPE _
`200, FEET
INV. IN ELEV. OF CULVERT =
14:30� FEET
INV, OUT ELEV. OF CULVERT= ?`
,:,9:50; FEET
INLET COEF. FOR CULV. PIPE FLOW =
;:; 0.5
INLET COEF. FOR CULVERT INLET CONTROL =.
;,' 0-6
RISER WEIR ELEVATION =
0.00! FEET
WEIR FLOW COEF. _
TAILWATER ELEVATION =
1 1 .71 FEET
VELOCITY=
0.99 FPS
TAILWATER UNKNOWN =ZERO (0)
SD3
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
` 4A 6i CFS
MANNINGS n =
0.012'
DIA. FOR CULVERT PIPE _
„ 1 Z INCHES
DIA. FOR RISER =
0! INCHES
LENGTH OF CULVERT PIPE -
18 Sr FEET
INV, IN ELEV. OF CULVERT =
19.00 FEET
INV. OUT ELEV. OF CULVERT =
14.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5.
INLET COEF. FOR CULVERT INLET CONTROL =
0. 6;
RISER WEIR ELEVATION
000FEET
WEIR FLOW COEF. =
0
TAILWATER ELEVATION =
16.74 FEET
VELOCITY=
TAILWATgR UNKNOWN = ZERO (0)
5.28 FPS
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.82
HEADWATER ELEVATION = 16.74
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 3.58
HEADWATER ELEVATION = 15.29
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.20
HEADWATER ELEVATION = 20.70
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 2.79
HEADWATER ELEVATION = 19.53
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/01

Parkers Pointe
Culvert Hydraulics
8/13/97
SD4
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1.91, CPS
MANNINGS n =
0.012'
DIA, FOR CULVERT PIPE =
12 INCHES
DIA FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE =
o-; 3 0� FEET
INV. W ELEV. OF CULVERT =
1.9.20 FEET
INV. OUT ELEV. OF CULVERT =
'19. o 6i FEET
INLET COEF. FOR CULV. PIPE FLOW =
0 "s
INLET COEF. FOR CULVERT INLET CONTROL
� Or.6
RISER WEIR ELEVATION =
0.0O� FEET
WEIR FLOW COEF. =
ry 0
TAILWATER ELEVATION =
20.70 FEET
VELOCITY=
2.43; FPS
TAILWATER UNKNOWN =ZERO (0)
SD5
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1 .61' CP5
MANNINGS n =
0.012-
DIA. FOR CULVERT PIPE =
1 5 INCHES
DIA. FOR RISER =
W INCHES
LENGTH OF CULVERT PIPE =
2 5€ FEET
INV. IN ELEV. OF CULVERT =
14.50E FEET
INV. OUT ELEV. OF CULVERT
14.30 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.'5
INLET COEF. FOR CULVERT INLET CONTROL =
O:6'
RISER WEIR ELEVATION =
=O.00V FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
16.74 FEET
VELOCITY=
1 .31' FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.26
HEADWATER ELEVATION = 19.96
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.21
HEADWATER ELEVATION = 20.92
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.07
HEADWATER ELEVATION = 15.20
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.05
HEADWATER ELEVATION = 16.80
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
8/13/97
SD6
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
0:64: CPS
MANNINGS n =
0.0121.
DIA. FOR CULVERT PIPE =
1 2' INCHES
DIA. FOR RISER =
" 0 INCHES
LENGTH OF CULVERT PIPE _
1' 1:0i FEET
INV. IN ELEV. OF CULVERT
4.80 FEET
INV. OUT ELEV. OF CULVERT =
14.50€ FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5{
INLET COEF. FOR CULVERT INLET CONTROL =`r '
0.6
RISER WEIR ELEVATION =
F
' ' O.'00 FEET
WEIR FLOW COEF. _ 7
0§
TAILWATER ELEVATION =
16.80 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO (0
0:81. FPS
SD7
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
10.84 CFS
MANNINGS n =
.0.0.12.
DIA. FOR CULVERT PIPE =
18 INCHES
DIA. FOR RISER =
0,. INCHES
LENGTH OF CULVERT PIPE =
2 5' FEET
INV. IN ELEV. OF CULVERT =
8.25, FEET
INV. OUT ELEV. OF CULVERT =
8.10' FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL = '
0.6
RISER WEIR ELEVATION =
0.00, FEET
WEIR FLOW COEF. _
.0 €
TAILWATER ELEVATION =
1 1 .19 FEET
VELOCITY=
6113', FPS
TAILWATER UNKNOWN = ZERO(0)
NO RISER = ZERO (0) RISER DIA,
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.03
HEADWATER ELEVATION = 15.33
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.05
HEADWATER ELEVATION = 16.84
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 1.62
HEADWATER ELEVATION = 10.62
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD= 1.10
HEADWATER ELEVATION = 12.30
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!

Parkers Pointe
Culvert Hydraulics
8113/97
SD8
HEADWATER ELEVATION CALCULATIONS
FLOW RATE
MANNINGS n
DIA. FOR CULVERT PIPE _
"" 1''5€ INCHES
DIA. FOR RISER =
01 INCHES
LENGTH OF CULVERT PIPE =
15 2 FEET
INV. IN ELEV. OF CULVERT = `:.
'=1'A,00! FEET
INV. OUT ELEV. OF CULVERT =
; 8.25€ FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL °._.
0;.�6�
RISER WEIR ELEVATION =
0.00€ FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
12.30 FEET
VELOCITY=
6 88 FPS
TAILWATER UNKNOWN = ZERO (0)
SD9
HEADWATER ELEVATION CALCULATIONS
FLOWRATE
2.1�6'CPS
MANNINGS n
0:012
DIA. FOR CULVERT PIPE =
k
1 2� INCHES
DIA. FOR RISER =
0.' INCHES
LENGTH OF CULVERT PIPE _
`:,; .2 5; FEET
INV. IN ELEV. OF CULVERT =
14.70 FEET
INV. OUT ELEV. OF CULVERT =
"1:4.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5�
INLET COEF. FOR CULVERT INLET CONTROL =
0.6'
RISER WEIR ELEVATION =
0.00 FEET
WEIR FLOW COEF. _
0'
TAILWATER ELEVATION =
16.67 FEET
VELOCITY=
2..751 FPS
TAILWATgR Ut4KNOWN=
•lI1`�gC : • f
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 2.04
HEADWATER ELEVATION = 16.67
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 3.31
HEADWATER ELEVATION = 15.61
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.33
HEADWATER ELEVATION = 1 5.53
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.25
HEADWATER ELEVATION = 16.92
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
8/13/97
SDI
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
:1.97' CFS
MANNINGS n =
„0.012:
DIA. FOR CULVERT PIPE =
1 2, INCHES
DIA. FOR RISER =
0' INCHES
LENGTH OF CULVERT PIPE =
1,5; FEET
INV. IN ELEV. OF CULVERT =
4':90 FEET
INV. OUT ELEV. OF CULVERT=
.",14.70 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL
RISER WEIR ELEVATION =
0.00] FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
16.92 FEET
VELOCITY=
2.61 FPS
TAILWATER UNKNOWN = ZERO (0.)
NO RISER = ZERO (0) RISER DIA.
SDI
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1.,97' CFS
MANNINGS n=
0.012'
DIA. FOR CULVERT PIPE =
1'2; INCHES
DIA. FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE =
2 & FEET
INV. IN ELEV. OF CULVERT =
15.10; FEET
INV. OUT ELEV. OF CULVERT =
14.90 FEET
INLET COEF, FOR CULV. PIPE FLOW =
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0: 6
RISER WEIR ELEVATION =
0.00: FEET
WEIR FLOW COEF. _:.:.,��0�
TAILWATER ELEVATION =
17.11 FEET
VELOCITY=
-2.'5"1�! FPS
TAILWATER UNKNOWN=ZERO (0)
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.27
HEADWATER ELEVATION = 15.67
HEAD = 0.19
HEADWATER ELEVATION = 1 7.1 1
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.27
HEADWATER ELEVATION = 15.87
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.21
HEADWATER ELEVATION = 17.32
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/0!

Parkers Pointe
Culvert Hydraulics
8/13/97
SD12
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
4.93` CFS
MANNINGS n =
0'.012'
DIA. FOR CULVERT PIPE _
.1.5' INCHES
DIA FOR RISER =
01 INCHES
LENGTH OF CULVERT PI PE =
-'' ' `' `A=1'0 5; FEET
INV. IN ELEV. OF CULVERT =
14 75I FEET
INV. OUT ELEV. OF CULVERT =
13 50( FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL = 0.6
RISER WEIR ELEVATION =
,V0 0 FEET
WEIR FLOW COEF. _
�_...o.mma<
TAILWATER ELEVATION =
16.67 FEET
VELOCITY=
TAILWATER UNKNOWN = ZERO (0)(0)
O RISER = ZERO (0) RISER DIA.
SD13
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
-2:62 CFS
MANNINGS n =
0.012!
DIA. FOR CULVERT PIPE = -`:1
2' INCHES
DIA. FOR RISER =
WINCHES
LENGTH OF CULVERT PIPE =
1 651 FEET
INV. IN ELEV. OF CULVERT =
19..'00t FEET
INV. OUT ELEV. OF CULVERT = ".
15,00` FEET
INLET COEF. FOR CULV. PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =.
e.0.64
RISER WEIR ELEVATION ;`
''"000` FEET
WEIR FLOW COEF
TAILWATER ELEVATION =
17.56 FEET
VELOCITY=
3s34' FF5
TAILWATER UNKNOWN = ZER0 (0)
NO RISER = ZERO LOLRISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.70
HEADWATER ELEVATION = 16.07
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.90
HEADWATER ELEVATION = 17.56
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.48
HEADWATER ELEVATION = 19.98
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 1.02
HEADWATER ELEVATION = 18.58
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
8/13/97
SD14
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
0: 7CFS
MANNINGS n =
0.012"
DIA. FOR CULVERT PIPE =
1 2' INCHES
DIA. FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE =
2 51, FEET
INV. IN ELEV. OF CULVERT =
:t•1'.920! FEET
INV. OUT ELEV. OF CULVERT =
.19. D0 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5€
INLET COEF. FOR CULVERT INLET CONTROL -. " `0:61
RISER WEIR ELEVATION =
.=>0:00 1 FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
19.98 FEET
VELOCITY=
0° 89� FPS
TAILWATER UNKNOWN = ZERO-(Q)
SD15
HEADWATER ELEVATION CALCULATIONS
FLOWRATE
MANNINGS n =
0.012.
DIA. FOR CULVERT PIPE =
12. INCHES
DIA. FOR RISER =
0 INCHES
LENGTH OF CULVERT PIPE =
2 S FEET
INV. IN ELEV. OF CULVERT =
1Z.20 FEET
INV. OUT ELEV. OF CULVERT =
1.5.00 FEET
INLET COEF. FOR CULV. PIPE FLOW W
0.5
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00� FEET
WEIR FLOW COEF. =
0
TAILWATER ELEVATION =
17.56 FEET
VELOCITY=
1.68, FPS
TAILWATER—UNKNOWN = ZERO (0)
NO RISER =_ZERO (0) RISER DIA,
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.03
HEADWATER ELEVATION = 19.73
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.03
HEADWATER ELEVATION = 20.01
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/0!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.12
HEADWATER ELEVATION = 15.82
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.10
HEADWATER ELEVATION = 17.66
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Parkers Pointe
Culvert Hydraulics
8/13/97
SD16
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1.44`CFS
MANNINGS n =
0.012
DIA. FOR CULVERT PIPE =
1 2 INCHES
DIA. FOR RISER =
0.1 INCHES
LENGTH OF CULVERT PIPE _
:x &.' 2 5 FEET
INV. IN ELEV. OF CULVERT =
° 24 5O": FEET
INV. OUT ELEV. OF CULVERT =
°.24:30� FEET
INLET COEF. FOR CULV. PIPE FLOW =
0:51;
INLET COEF. FOR CULVERT INLET CONTROL -'''
' ` " "0: 6
RISER WEIR ELEVATION =
- '0 '00 FEET
WEIR FLOW COEF. =
m 0
TAILWATER ELEVATION =
26.50 FEET
VELOCITY=
= - 1 83'= FPS
TAILWATER UNKNOWN = ZERO (0)
SD17
HEADWATER ELEVATION CALCULATIONS
FLOWRATE=
1'86 CP5
MANNINGS n =
0.01:2
DIA. FOR CULVERT PIPE =
1 2! INCHES
DIA. FOR RISER =
` 0s INCHES
LENGTH OF CULVERT PIPE =
5 5," FEET
INV. IN ELEV. OF CULVERT =
26:50 FEET
INV. OUT ELEV. OF CULVERT =
24.3& FEET
INLET COEF. FOR CULV. PIPE FLOW =
`0.5
INLET COEF. FOR CULVERT INLET CONTROL =
' '. ° 0. 6;
RISER WEIR ELEVATION =
.:.: 0.00: FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
26.50 FEET
VELOCITY=
237' FPS
TAILWATER UNKNOWN = ZERO (0)
NO RISER = ZERO (0) RISER DIX
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD= 0.14
HEADWATER ELEVATION = 25.14
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.11
HEADWATER ELEVATION = 26.61
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.24
HEADWATER ELEVATION = 2 7.2 4
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.26
HEADWATER ELEVATION = 26.76
HEADWATER ELEVATION ASSUMING WEIR FLOW
DEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/01

Parkers Pointe
Culvert Hydraulics
8/13/97
SDI
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
1.13' CFS
MANNINGS n
00.12
DIA. FOR CULVERT PIPE =
12': INCHES
DIA. FOR RISER =
0, INCHES
LENGTH OF CULVERT PIPE =
3 0! FEET
INV, IN ELEV. OF CULVERT =
26.80FEET
INV. OUT ELEV. OF CULVERT
26:501 FEET
INLET COEF. FOR CULV, PIPE FLOW =
`0.5.
INLET COEF. FOR CULVERT INLET CONTROL =
��� 0: 61
RISER WEIR ELEVATION =
0.001 FEET
WEIR FLOW COEF.
TAILWATER ELEVATION =
27.24 FEET
VELOCITY=°
1.44' FPS
TAILWATER UNKNOWN = Z,9,R0 (0)
NO RISER = ZE10,(Q)_RISER DIA.
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.09
HEADWATER ELEVATION = 27.39
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.07
HEADWATER ELEVATION = 27.32
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/O!
HEADWATER ELEVATION = #DIV/O!

Telephone [phone]
Facsimile [phone]
HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Sand Filter Design
117 Pine Street
Post Office Box 2927
The following pages illustrate the use of two (2) sand filters for
the subject project located along the Intercoastal Waterway. The
sand chamber of each of the sand filters is located underneath the
proposed pool decking with a clearance of approximately four (4) feet
between the top of the decking and the top of the sand for access.
The design criteria for the sand filters is based on the Stormwater
Best Management Practices, NCDEHNR November 1995, pages 26
through 31.
The following calculations show that each of the sand filters are
based on the following design criteria:
Sediment Chamber:
1. Volume = 540 CF per Acre of drainage area
2. At least 18 Inches deep
3. Surface area greater than 360 SF
4. Positive drainage to chamber by culvert
5. Outlet to sand chamber only
6. Outlet to sand chamber by sheet flow (Asphalt Weir)
Sand Filter Chamber:
1. Volume = 540 CF per Acre of drainage area
2. At least 18 Inches of sand particles less than 2 mm ave.
diam.
3. Surface area greater than 360 SF
4. Outlet sized for drawdown within 24 hrs, (we have used a 6
inch pipe cover with Filter Fabric and have illustrated under
the given conditions that the sand chamber will drawdown in
less than 24 hours)
An asphalt overflow weir has been provided between the sand filters
and on the outer edge of sand filter # 1. The overflow will travel
through a 50 feet vegetative filter prior to reaching the ICWW.

Parkers Pointe
8/21/97
Sand Filter #1 Design
Contributing Drainage Areas:
BASIN
I.D.
BUILDINGS
IMPERVIOUS AREA
ROADSIDRIVES PATHS
AMENITY
TOTAL
IMPERVIOUS
TOTAL
AREA
WEIGHTED
"C"
AC
AC
G
0.064
0.073
0.010
0.100
0.25
0.45
0.61
H
0.054
0.040
0.001
0.000
0.10
0.14
0.71
1
0.059
0.064
0.000
0.039
0.16
0.34
0.56
J
0.105
0.156
0.000
0.000
0.26
0.43
0.65
K
0.067
0.060
0.000
0.000
0.13
0.23
0.61
L
0.000
0.022
0.000
0.000
0.02
0.05
0.53
L1
0.133
0.053
0.000
0.000
0.19
0.26
0.74
R
0.129
0.129
0.026
0.004
0.29
0.64
0.54
T
0.000
0.059
0.001
0.000
0.06
0.08
0.73
U
0.000
0.008
0.013
0.200
0.22
0.30
0.75
TOTAL
0.611
0.664
0.051
0.343
1.67
2.93
0.63

Parkers Pointe
8/21 /97
SEDIMENT CHAMBER DESIGN: Lam,
Design Criteria:
Volume = 540 CF per acre of drainage area
At least 18 Inches deep
Minimum Surface Area = 360 SF
Outlet to Sand Chamber to result in sheet flow
Required Storage Volume:
1581 CF
Provided Depth of Storage:
Feet
Contour 8' msl:
59' S=
Contour 9' msl:
1�0O0 SF
Contour 10' msl:
� 4'Z 5 E
Provided Storage Volume: 2047 CF
SAND CHAMBER DESIGN: A i
Design Criteria:
Volume = 540 CF per acre of drainage area
At least 18 Inches of sand particles less than 2 mm average diam.
Minimum Surface Area = 360 SF
Outlet sized such that sand chamber drains within 24 hours
Required Storage Volume:
1 581 CF
Provided Depth of Storage:
Feet
Contour 8' msl:
7�6`C# �
Contour 9' msl:
J 30 SF
Contour 10' msl:
S'S"f# SF
Provided Storage Volume:
2293 CF
Sand Filter Outlet Pipes/ Drawdown:
Pipe Inlet Covered with Filter Fabric
Contech Represenative recommends C-45NW for servicability reasons.
Water Flow thru C-45NW at 1 Foot of Head = 120 GPM per SF
Pipe Diam. 6 Inches
Opening Area: 0.197 SF
No. of Pipes: MEM
Flowrate during 24 Hrs: 4542.2 CF/Day
""The allowable Flowrate thru the Pipe at a 1 Foot Head during a 24 Hr Period
is Greater than the Required and Provided Design Storage of the Sand Filter
Therefore, the System will Drawdown in Less than 24 Hours.

Parker's Pointe
8/21 /97
Sand Filter #2 Design
Contributing Drainage Areas:
BASIN
IMPERVIOUS AREA
TOTAL
TOTAL
WEIGHTED
I.D.
BUILDINGS
ROADS/DRIVES
PATHS
AMENITY
IMPERVIOUS
AREA
"C"
AC
AC
M
0.000
0.000
0.030
0.000
0.03
0.35
0.26
N
0.193
0.077
0.000
0.000
0.27
0.35
0.78
O
0.188
0.105
0.000
0.000
0.29
0.50
0.64
P
0.203
0.093
0.007
0.000
0.30
0.45
0.70
a
0.065
0.068
0.000
0.000
0.13
0.19
0.72
S
0.231
0.093
0.000
0.000
0.32
0.44
0.75
Total:
0.879
0.436
0.037
0.00
1.35
2.28

Parker's Pointe
8/21/97
SEDIMENT CHAMBER DESIGN: 42L
Design Criteria:
Volume = 540 CF per acre of drainage area
At least 18 Inches deep
Minimum Surface Area = 360 SF
Outlet to Sand Chamber to result in sheet flow
Required Storage Volume:
1233 CF
Provided Depth of Storage:
2 Feet
Contour 8' msl:
S0 Sr
Contour 9' msl:
ST0 SF
Contour 10' msl:
4,04� SF
Provided Storage Volume:
1 383 CF
SAND FILTER CHAMBER DESIGN: -"� a'
Design Criteria:
Volume = 540 CF per acre of drainage area
At least 18 Inches of sand particles less than 2 mm average diam.
Minimum Surface Area = 360 SF
Outlet sized such that sand chamber drains within 24 hours
Required Storage Volume:
1233 CF
Provided Depth of Storage:
2 Feet
Contour 8' msl:
2.0 SF
Contour 9' msl:
a65 SF
Contour 10' msl:
12.`4.0 g
Provided Storage Volume:
1743 CF
Sand Filter Outlet Pipes/ Drawdown:
Pipe Inlet Covered with Filter Fabric
Contech Represenative recommends C-45NW for servicability reasons,
Water Flow thru C-45NW at 1 Foot of Head = 120 GPM per SF
Pipe Diam. "°gr;$ Inches
Opening Area: 0.1 97 SF
No. of Pipes:
Flowrate during 24 Hrs: 4542.2 CF/Day
""The allowable flowrate thru the Pipe at a 1 Foot Head during a 24 Hr Period
is Greater than the Required and Provided Design Storage of the Sand Filter
Therefore, the System will Drawdown in Less than 24 Hours.

Telephone [phone]
Facsimile [phone]
HOUSTON and ASSOCIATES, P.A.
Consulting Engineers
SHALLOTTE, NORTH CAROLINA 28459
Infiltration Basins
117 Pine Street
Post Office Box 2927
The following pages calculate required runoff for design of the
proposed infiltration basins based on storing the 25 year storm
without discharge. The required rainfall associated with a 25 year
storm is 8 Inches. The calculations show the drawdown of the 25
year storm based on the permeability provided from the soil survey of
Brunswick County and the soils report prepared by G. Craig Turner
of Land Management Group, Inc. Mr. Turner's report indicates the
project lies on a high sandy bluff that is deep and well to excessively
well drained. Auger borings indicate that the two (2) feet separation
between the SHWT and the bottom of the infiltration basins will be
maintained.

Parkers Pointe
Phase 1
Infiltration Basin Data Table
Basin 1
Basin 2
Top of Storage Elevation (MSL):
26.5
28
Bottom of Basin Elevation (MSL):
24
27
24' Contour Area (SF):
1025
NA
25' Contour Area (SF):
1575
NA
26' Contour Area (SF):
2190
NA
27' Contour Area (SF):
NA
1850
28' Contour Area (SF):
NA
2400
Depth of Storage (FEET):
2.5
1
Drawdown Time (HRS):
27.00
25.20
Water Shed Classification:
SA
SA
Rainfall Runoff (INCHES):
1.5
1.5
Minimum Required Storage (CF):
3,543
1,303
Provided Storage (CF):
3,986
2,126

Parkers Pointe
Stormwater Calculations
5/22/97
Infiltration Basin #1 - 25 Year, 24 Hour Storm
Drainage Basin I.D.: "B,C,E;F
Drainage Area: _ 1.,1,2' Acres
Impervious Area:
Units 0 217 AC
Roads/ Drives kaY� 0 305AC
Walk Paths �0:016 AC
Amenity. ..,` 0005�'AC
Total: 0.543 AC
% Impervious:
Rainfall:
"Simple Method"
Rv
Volume from Runoff:
Permeability of Soil:
Depth of Storage:
Top of Basin Elev.
Bottom of Basin Elev.
Contour 24' msi:
Contour 25' msl:
Contour 26' msl:
Mean Infiltration Basin Area:
Infiltration during 24 Hours:
48.48 %
Inches
0.49
15,818 CIF
:1`fl'.Inches/Hour
2.5 FT
s
24" 0:
-0 b235EAC
-O° 36V AC
,. r
O:k0502' AC
1594 T
31 886 CF
Required Storage Volume = Volume From Runoff - Infiltration During 24 Hours
Required Storage Volume = -16068 CIF
Provided Storage Volume = Average Surface Area X Depth of Storage
Provided Storage Volume = 3986 CIF
Drawdown Calculations
Average Surface Area:
Storage Provided:
Permeability:
"'Drawdown Time:
1594 SF
3986 CIF
10 Inches/Hour
27.00 Hours
"'Drawdown Time is from beginning of rainfall and assumes a full basin at the end of 24 hours.
" The soil survey of Brunswick County indicates that the soils present are
Wando series consisting of excessively drained soils. Based on the SCS data
ranges, the infiltration rate for Wando soils is 6.0 to 20.0 inches
per hour. Therefore using a rate of 10.0 inches per hour will be conservative.
The SCS data distinguishes the high water table to be 4 to 6 feet.

Parkers Pointe
Stormwater Calculations
5/22/97
Infiltration Basin #1 - 25 Year, 1 Hour Storm
Drainage Basin I.D.:
B,CAE;F
Drainage Area:
1 .12 Acres
Impervious Area:
Units
z
0,2.17:?AC
Roads/ Drives
,., .
0 306 AC
Walk Paths:
0:0.1,6i AC
Amenity
eE' 00051AC
Total:
0.543 AC
% Impervious : 48.48 %
Rainfall: Inches
"Simple Method"
Rv 0.49
Volume from Runoff: 5536 CF
Permeability of Sail: 1v5 inches/Hour
Infiltration Basin Area: 1594 T
Infiltration during 1 Hour: 1993 CF
Required Storage Volume = Volume From Runoff - Infiltration During 1 Hour
Required Storage Volume = 3543 CF
Provided Storage Volume = Average Surface Area X Depth of Storage
Provided Storage Volume = 3986 CF
The soil survey of Brunswick County indicates that the soils present are
Wando series consisting of excessively drained soils. Based on the SCS data
ranges, the infiltration rate for Wando soils is 6.0 to 20.0 inches
per hour. Therefore using a rate of 15.0 inches per hour will be conservative
during the first hour of rainfall.
The SCS data distinguishes the high water table to be 4 to 6 feet.
Minimum Storage Requirement:
Water Classification: SA
Rainfall: 1.5
Minimum Volume: 2966 CF

Parkers Pointe
Stormwater Calculations
5/28/97
Infiltration Basin #2 - 25 Year, 24 Hour Storm
Drainage Basin I.D.: D
Drainage Area: 0.50' Acres
Impervious Area:
Units: �" ,"0 AC
Roads/ Drives: 0' AC
Walk Paths: =',0-; AC
Amenity:-01'.2382E AC
Total: 0.2382 AC
% Impervious:
Rainfall:
"Simple Method"
RV
Volume from Runoff:
Permeability of Soil:
Depth of Storage:
Top of Basin Elev.:
Bottom of Basin Elev:
Contour 27' msl:
Contour 28' msl:
Infiltration Basin Area:
Infiltration during 24 Hours:
47.88 %
8•Inches
0.48
6,948 CF
10 Inches/Hour
.01,, FT
-a
'x :.27zF0.
0`0.425 AC
0.0551' `AC
2,126 SF
42,515 CF
Required Storage Volume = Volume From Runoff - Infiltration During 24 Hours
Required Storage Volume =-35,567 CF
Provided Storage Volume = Average Surface Area X Depth of Storage
Provided Storage Volume = 2,126 CF
Drawdown Calculations
Average Surface Area:
Storage Provided:
Permeability:
***Drawdown Time:
2,126
SF
2,126
CF
10
Inches/Hour
25.20
Hours
***Drawdown Time is from beginning of rainfall and assumes a full basin at the end of 24 hours.
** The soil survey of Brunswick County indicates that the soils present are
Wando series consisting of excessively drained soils. Based on the SCS data
ranges, the infiltration rate for Wanda soils is 6.0 to 20.0 inches
per hour. Therefore using a rate of 10.0 inches per hour will be conservative.
The SCS data distinguishes the high water table to be 4 to 6 feet.

Parkers Pointe
Stormwater Calculations
5/28/97
Infiltration Basin #2 - 25 Year, 1 Hour Storm
Drainage Basin I.D.: D
Drainage Area: 0.50 Acres
Impervious Area:
Units Ot AC
Roads/ Drives:% 0 AC
Walk Paths
Amenity::,'rz:`« 0 2382!AC
Total: 0.2382 AC
% Impervious:
Rainfall:
"Simple Method"
Rv
Volume from Runoff:
Permeability of Soil:
Infiltration Basin Area:
Infiltration during 1 Hour:
47.88 %
_. ..,.w w.2"81Inches
0.48
2432 CF
•';1<5i IncheslHour '
2126 SF
2657 CF
Required Storage Volume = Volume From Runoff - Infiltration During 1 Hour
Required Storage Volume = -225 CF
Provided Storage Volume = Average Surface Area X Depth of Storage
Provided Storage Volume = 2126 CF
The soil survey of Brunswick County indicates that the soils present are
Wando series consisting of excessively drained soils. Based on the SCS data
ranges, the infiltration rate for Wando soils is 6.0 to 20.0 inches
per hour. Therefore using a rate of 15.0 inches per hour will be conservative
during the first hour of rainfall.
The SCS data distinguishes the high water table to be 4 to 6 feet.
Minimum Storage Requirement:
Water Classification. SA
Rainfall: 1.5
Minimum Volume: 1303 CF

State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. Division of Water Quality Jonathan B. Howes
Governor Water Quality Section Secretary
June 20, 1997
Mr. Jay Houston, P.E.
Houston and Associates
PO Box 2927
Shallotte, NC 28459
Subject: ACKNOWLEDGEMENT OF RECEIPT AND
REQUEST FOR ADDITIONAL INFORMATION
Stormwater Project No. SW8 970603
Parkers Pointe, Phase I
Brunswick County
Dear Mr. Houston:
The Wilmington Regional Office received a, Stormwater Management Permit Application for Parkers
Pointe, Phase I on June 4, 1997. 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. The sand filter you propose is not in accordance with the details provided in the BMP Guidance
document. The maximum drainage area for a sand filter is 5 acres, the volume calculations are
based on a minimum of 540 cubic feet per acre of drainage area, not the 25 year storm, and the
system must drawdown within 24 hours. Maintenance accessibility is very limited. The profile
of the proposed system does not fit the profiles shown in the BMP document. You may make
this proposal more permittable by: providing a better distribution device throughout the filter;
reducing the drainage area to 5 acres; revising the calculations to include the 540 cubic feet per
acre requirement; providing a drawdown of less than 24 hours; and providing easy access to to
site for routine maintenance. Sand filters need frequent maintenance- I don't envision the owners
wanting to remove the pool deck every month to clean out the filter.
v,,0� 2. The SA water classification requires all overflows from the sand filter to run through a 50'
vegetated filter prior to sheet flowing into the ICWW.
2i �5
3. Provide a distribution device to evenly distribute the runoff into the infiltration basins. See the
enclosed detail.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 0 Telephone [phone] Fax [phone]
An Equal Opportunity Affirmative Action Employer

' J Mr. Houston
June 20, 1997
Siormwater Project -No. SW8 970603
----------------------------------------------
t/ 4. Delineate ll wetlands on site, or note on the plans that none exist.
Z. Locate the basins in recorded access/drainage easements.
6. There appears to be offsite runoff entering the site at the north property line, and from the
west across Causeway Drive. Please clarify/show off -site runoff routing.
t% 7. Delineate the Mean High Water Line.
e;2GV 8. Provide a typical unit footprint with dimensions, �a�nd note all concrete and wood deck areas.
5� 9. Provide the dimensions of th infiltration basins, and th sand filter Ll�
10. Add a note to the plans that all roof drainage must be directed so that it will be picked up by
the basins or the sand filter.
f 11. Add the property line dimensions.
r/ 12. Add a detail of the walkway.
c,-"_ 13. Add dimensions of the parking areas.
14. The storage elevation for Basin 1 is noted as 26.5, but the sectionn details indicate the top
elevation as 26. Please clarify.
15. Provide a soils report indicating the depth to the SHWT, the type of soil, and the expected
infiltration rate.
.� 16. What is the title of Mr. Cooke? Is he the landowner, or a leasee? Add the title to the permit
Uy� application.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 0 Telephone [phone] Fax [phone]
An Equal Opportunity AIrmative Action Employer

Mr. Houston
June 20, 1997
Stormwater Project No. SW$ 970603
--------------------------------------------
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 July 20, 1997, or the application will be
returned as incomplete. The return of a project will necessitate resubmittal of all required items, including
the application fee.
1f you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Ms. Linda Lewis
Environmental Engineer
RSSlarl: S:1WQSISTORMWATIADDINFO1970603.JUN
cc: Linda Lewis
Central Files
3

HOUSTON and ASSOCIATES, P:A:' -' ` ' E
Consulting SHAL O'1TE, NORTH ECAROLINA 28459� ngineers J �;� 0 419�1
Telephone [phone] �,I�7
1�i,' �!�"I 1067dJ11 Pine Street
Facsimile [phone] PeeFGfte Box 2927
Mesday, June 3, 1997
Ms. Linda Lewis, Environmental Engineer
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Parkers Pointe - Phase 1
Shallotte, North Carolina
Submittal of Stor>water Plan for Approval
Dear Ms. Lewis:
On behalf of Stuart Cooke, developer of Parkers Pointe, we are pleased to
submit for your review and approval two copies each of the Stormwater Plans,
the hydrologic and hydraulic calculations and the executed Permit Application
forms.
The proposed subject project falls within the high density guidelines.
Enclosed is a check in the amount of $385.00 to cover the required high
density application fee.
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience.
Houston, P.E.
in and Associates, P.A.
JRH/swq
Enclosures
pc: Mr. Stuart Cooke
File; 96-0109 (Parkers Pointe)