SW8050136_Historical File_20050609

Letter of Transmit tal
SI TE
TO NCDENR Division of Water Quality 1
r
DATE 6.7.05 JOB NO. 2563 SOLUTIONS
ATTENTION 2 3 2 0
Robert Gordon
W. Morehead Street
RE: St. Mildred's Catholic Catholic Church Charlotte,NC 28208
Landscape Architecture
Site Planning
Civil Engineering
www.s itesolutionspa.com
P 704.521.9880 F 704.521.8955
www.sitesolutlonspa.com
WE ARE SENDING YOU: 0 Attached 0 Under separate cover via Chasid
❑Shop drawings 0 Prints ❑Plans
❑Copy of letter 0 Change order 0 Samples ❑Specifications
COPIES DATE NO. DESCRIPTION
2 6.7.05 Grading/Storm Drainage Plan
THESE ARE TRANSMITTED as checked below:
❑For approval 0 Approved as submitted ❑Resubmit �T�T
❑For your use 0 Approved as noted1
0 Submit W CEI�/ ED
El As requested
❑Returned for corrections ❑Return J U N 0 8 2005
❑For review and comment BY
REMARKS
COPY TO SIGNED: Phillip HobbsiPorcha Fuller

P. 1
* * * COMMUNICATION RESULT REPORT ( MAY.27.2005 2:45PM )
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RE T PAGE
437 MEMORY TX 917045218955 OK- P. 2/2
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
0C WAr$ Michael F. Easley, Governor
.Q 6 William G. Ross, Jr., Secretary
co 7 North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
May 27, 2005
Bishop F. Joseph Grossman
Roman Catholic Diocese of Raleigh, NC
715 Nazareth Street
Raleigh, NC 28606-2187
Subject: Request for Additional Information
Stormwater Project No. SW8 050136
St. Mildred's Catholic Church
Onslow County
Dear Bishop Grossman:
The Wilmington Regional Office received a Stormwater Management Permit Application for St.
Malldred's Catholic Church on May 23,2005. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Please provide an original signed copy of the updated application and supplement
for low density,
2. Please correct detail on landscape sheet that mounds landscape bed around
perimeter of parking lot. This mounding will likely impound water in the Darkinn AMA

OQF WA7- 6) Michael F. Easley, Governor
William G. Ross, Jr., Secretary
r North Carolina Department of Environment and Natural Resources
Y Alan W. Klimek, P.E. Director
Division of Water Quality
May 27, 2005
Bishop F. Joseph Grossman
Roman Catholic Diocese of Raleigh, NC
715 Nazareth Street
Raleigh, NC 28606-2187
Subject: Request for Additional Information
Stormwater Project No. SW8 050136
St. Mildred's Catholic Church
Onslow County
Dear Bishop Grossman: -
The Wilmington Regional Office received a Stormwater Management Permit Application for St.
Maildred's Catholic Church on May 23,2005. A preliminary review of that information has
determined that the application is not complete. The following information is needed to
continue the stormwater review:
1. Please provide an original signed copy of the updated application and supplement
for low density.
2. Please correct detail on landscape sheet that mounds landscape bed around
perimeter.of parking lot. This mounding will likely impound water in the parking area,
concentrating flow. All runoff from parking lot must remain sheet flow.
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 June3, 2005, or the
application will be returned as incomplete. The return of a project will necessitate resubmittal of
all required items, including the application fee.
If you need additional time to submit the information, please mail or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The
request must indicate the date by which you expect to submit the required information.
The construction of any impervious surfaces, other than a construction entrance under an
approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject
to enforcement action pursuant to NCGS 143-215.6A.
Post-it® 1Fax Note [� 7671 Date z 5-" 9�►
To pi,),/L-, IJ % From yw`'
Co./Dept. Co. A1 +/'�
Phone# „ + (��ge Phone# 9) , 73
Fax# 7 t) -..�c�.t�15'1,Y:� # 1 (1ld`3 O z oo�/
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone[phone] Customer Servicel-877-623-6748
Wilmington Regional Office Wilmington,NC 28405-3845 FAX [phone] Internet: h2o.enr.state.nc.us One
NorthCarolina
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper Naturally

St. Mildred's Catholic Church
May 27, 2005
Stormwater Permit # SW8050136
Please reference the State assigned project number on all correspondence. Any original
documents that need to be revised have been sent to the engineer or agent. All original
documents must be returned or new originals must be provided. Copies are not acceptable. If
you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
Robert D. Gordon
Environmental Engineer II
ENB/RDG: S:IWQS\STORMWATER\ADDINFO120051050136May27
cc: Site Solutions
Robert D. Gordon

DIV OF WATER QUALITY Fax:[phone] May 16 2005 15: 31 P. 02
65/16/2005 12:09 704-521-9955 SITE SOLUTIONS PAGE 02
---... VA • .12t2J ICE,► ,5) ZS .
NCDENR (26
North Carolina Department or Environment and Natural Resources
127 Cardinal Drive,Wilmington NC 28405-[phone] FAX[phone]
Request for Express Permit Review
FILL-IN all Information below and CHECK required Permit(s):
FAX or email to.Cameron.Weaver{alncmail.net along with a narrative andvicinity map ofihe project location.
Projects must be:submitted by 9:00 A.M.of the review date, unless prior arrangements are made.
APPLICANT_ Name- F.Joseph Gossman, Bishop of the Roman Catholic Diocese of Raleigh,NC
Company: Roman Catholic Diocese of Raleigh, NC •
Address; 715 Nazareth Street City/State:Raleigh, NC Zip: 27606 County
Phone : [phone] Fax Email_
PROJECT Name: St. Mildred's Catholic Church ;
PROJECT LOCATED IN Swansboro, NC Onslow County White Oak RIVER BASIN
ENGINEEBICONSULTANT Phillip Hobbs,ASIA
Company:Site Solutions
Address: 2320 West Morehead Street City/State: Charlotte, NC Zip 28208 County: Mecklenburg
Phone : [phone] Fax: [phone] Email : [e-mail]
❑ STREAM ORIGINATION CERTIFICATION; Stream Name
STORMWATER 0Low Density ❑ High Density-Detention Pond ❑High Density-Other
0 Low Density-Curb&Gutter ❑High Density-Infiltration ❑ Off Site
❑ COASTAL ❑ Excavation &Fill ❑Bridges&Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
•
LAND QUALITY ❑ Erosion and Sedimentation Control Plan with ' acres to be disturbed. ^
EI WETLANDS (401) ❑ No Wetlands on Site(letter from COE) ❑Wetlands Delineated/No JD
❑ Greater than 0.1 AC Wetlands Impacted ❑Jurisdictional Determination has been done
0 Less than 0.1 AC Wetlands Impacted ❑Greater'than 0.5 AC Wetlands Impacted
The legislation allows additional fees,not to exceed 50% of the original Express Review permit application
fee, to be charged for subsequent reviews due to the Insufficiency of the permit applications.
For DENR use only •
•SUBMITTAL DATES: Fee Split for multiple permits:
SW $
CAMA _ $..
LQS_ $
401 $ Total Fee Amount $

DIV OF WATER QUALITY F ax:91 y I;i;i'L4yb May lb 2UU5 i 5::iL N. U5
85/16/2005_12_09 704-521-8955
SITE SOLUTIONS PAGE 05
White
•
Oak
1443 River
1444
1450
Swansboro
401111r
151
1434 1445 11
Intracoastal
Waterway
SITE
ZR
T .
1509
Queens reek
Vicinity Map
(Not to Scale)

DIV OF WA I tH (DUAL I I Y F ax:y I y 1;S;i't4yb may lb tuu5 i n:.az r. ua
05/16/2005 12:09 704-521-8955 SITE SOLUTIONS PAGE 03
•
•
Storm Water.Management
Sedimentation and Erosion Control Narrative
St_ Mildred Catholic Church •
Site Solutions Job #2563
April 18, 2005
Existing Site Conditions
and is an undeveloped sieexis�n contains approximately theo enteeLof the0 site,s. The site is open,very gently sloping in
and flat. There is an8
frontsio Old Slopesm in Rohe portion of the site to be ad to the north and Hammock Beach Road toed range fthe westtand is adjacent
toronhe Hammock
the Town of Swansboro's property to the south. Storm water discharges very little and very
slowly to each of these
The existing land coverhree_ The vast majoisrity
grassf with a small amount storms,
of currentlywoods at
infiltrates into the sot . the
extreme west corner of the site. The site was previously used for a turf farm:
•
Proposed Site Conditions
The proposed site development is the first phase of the Church campers, consisting of a
fellowship building and associated parking. Although this portion of the campus will be well
under the Z5% maximum built upon area for low-density development, the eventual campus
will likely reach the ZS% maximum. The Church has made a conscience decision in this
development to limit the eventual built upon area to 25%.
Storm Water Management
It has been determined'that this site is within Si mile of SA Waters, requiring the site to be
developed with Best Management Practices (BMP) under the low density or high density
options. The site was reviewed rather thoroughly for its ultimate plan and the Church made
the decision to develop the site within the limits of the low-density option. They recognize
and acknowledge that this may limit their eventual development of the site, but believe that
their needs and program may be achievable within the 25% built upon area. On that basis the
site is developed for permanent storm water management utilizing sheet flow from the center
of the developed area outward to shallow depressions at the perimeter of the development.
The depressions will infiltrate the majority of the water (all storms were infiltrated in the
previous infiltration design) allowing any excess run-off to discharge from ery thosedepressions,o
sheet flow in all directions. This is being accomplished in very broad,
foot shallowo so depressions
ration ions
being approximately 2 feet deep, which should give approximately
rom
ground water in 4 of the 5 depressions- Whereas this does not meet the letter of the
ordinance, in terms of an infiltration BMP, the site is also not being submitted for to infiltration
BMP. The intent of the drainage plan is not to infiltrate. all storms,
te
majority of the rainfall and sheet discharge the remainder. we believe that is consistent with
the requirements of the low-density option. •
Additionally, we have indicated that the rain Leaders for the proposed building be discharged
into a sub grade drainage system, which encircles the building. That system again is not
designed to accommodate all storms or as an infiltration BMP, but simply to handle the
majority of the rainfall and to sheet flow the remainder. Pop-up emitters are added to the
system around the perimeter to discharge excess rainfall. This is proposed as an option to the
church and is not considered in the pond modeling.

DIV Ur YM I tH UUKL I I Y r ax:y 1 y/J.iL4yb may lb Luun 1 :,IL r. U4 y
05/16/2005 12_09 704-521-9955 SITE SOLUTIONS PAGE 0a
Sedimentation and Erosion Control '
Sedimentation and erosion acontrol
ll°be will
mewhat innovabe provided tive in nature In that they will be created
almr this site through the creation of five
ost
a traps. These p shallow manner. Given the relative depth to
entirely below grade in a very broad, very
ground water it became necessary to create these basins shallow. Given the size and surface
area rue greatest majorityrspillway to rallow'Lthe basin e toinfiltrated
overflowcompletely.
free drainagebasin
shouldb t
e
nstructed with a riprap Phin the become
necessary. Again the sediment traps are being Discharge constructed omtthe overflowtisaunl kety.
l basins,
which were originally designed to infiltrate all storms_ 4e
Storm water d eaenotllcove covered bye the swatesswilltes bethrough the use of protected by silt diversion swales.
be conductd to these fence. Gra el
The perimeterr ar
construction entrances will protect the offsite streets from siltation.
•
Erosion Control Basin Summary:
Drainage Area (ac) Disturbed Area(ac.) 10 Year Q Top Trap
Basin#1
4.78 3.30 6.14 30.00
Basin 42 3.15
3.15 9.33 30.00
��
Basin#31.91 7.82 30.00
2.97
Basin#4 1.12
1.12 3.74 30.00
Basin#5 1.51
1.51 4.63 30.00
Site Data
Site area 23.0 acres ._
• Proposed use: church
• Maximum impervious surface, low density (25% X 1,001,880 sa/ft = 25.0,470 sq/ft
a Proposed impervious surface this phase 129E of total 121,141 sq/ft)'
Worm Witter Management Summary:
Inflow Routed Discher Max WSE
Q2 Q10 Q50 _ Q2 _ a10 050 Q50
Pond#1 I 0.12 3.24 8.15 • 0 0 0 29.57
Pond #2 3.16 9.51 15.45 0 0 0 29.82
Pond#3 2.04 T 7.17 _ 12.19 0 0 . 0 _ 29.72
Pond#4 1.42 4.35 7.14 0 0 0 29.88
Pond#5 1.59 4.6 7.44 0 _, 0 0 29.78

DIV OF WATER QUALITY Fax: [phone] May lb 2UU5 15:iI I'. UI
• 09/16/200S 12:69 704-521--8955 SITE SOLUTIONS PAGE 01
111
•
•
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Job Name: 9. i r e r J W' U5 D 13 L
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Comments:
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SITE PLANNING
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TELEPHONE
704,S21.9980
FACSIMILE
704 5''4 1.5955 —
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DIV OF WATER QUALITY Fax:[phone] May 16 2005 15:31 P. 02
0/I6/2005 12:09 704-521-8955 SITE SOLUTIONS - PAGE 02
- AVA 06 0 I lo •
• NDENR
North Carolina department or Environment and Natural Resources
127 Cardinal Drive,Wilmington NC 28405•[phone] FAX[phone]
Request for Express Permit Review
FILL-1N all Information below and CHECK required Permit(x):
FAX or email to Cameron.Weaver(a3ncmail-net along with a narrative and vicinibtifiap.ofihe project location.
Projects must be:submitted by 9:00 A.M.of the review date,unless prior arrangements are made.
APPLICANT Name: F.Joseph Gossman,Bishop of the Roman Catholic Diocese of Raleigh, NC
Company: Roman Catholic Diocese of Raleigh, NC
Address; 715 Nazareth Street City/State:Raleigh, NC Zip: 27606 County _
Phone : [phone] Fax Email_
PROJECT Name: St, Mildred's Catholic Church ; -- -
PROJECT LOCATED IN Swansboro, NC Onslow County White Oak RIVER BASIN •
ENGINEER/CONSULTANT Phillip Hobbs,ASIA .
Company:Site Solutions
Address; 2320 West Morehead Street City/State: Charlotte, NC Zip 28208 County: Mecklenburg
Phone : [phone] Fax: [phone] Email : [e-mail]
❑ STREAM ORIGINATION CERTIFICATION; Stream Name •
w
WISTORMWATER Low Density ❑ •
High Density-Detention Pond ❑High Density-Other
❑Low Density-Curb&Gutter ❑High Density-Infiltration . ❑ Off Site
❑ COASTAL ❑ Excavation &Fill ❑Bridges&Culverts ❑ Structures Information
MANAGEMENT ❑ Upland Development ❑ Marina Development ❑ Urban Waterfront
LAND QUALITY ❑ Erosion and Sedimentation Control Plan with ' acres to be disturbed_
WETLANDS (401) 0 No Wetlands on Site(letter from COE) ['Wetlands Delineated/No JD
. ❑Greater than 0.1 AC Wetlands Impacted ❑Jurisdic(ional Determination has been done
❑Less than 0.1 AC Wetlands Impacted ❑Greater`than 0.5 AC Wetlands Impacted
The legislation allows additional fees,not to exceed 50% of the original Express Review permit application
fee, to be charged for subsequent reviews due to the insufficiency of the permit applications.
For DENR use only
.SUBMITTAL DATES: Fee Split for multiple permits:
SW •
$
CAMA _ $
LQS $ -
401 $
` Total Fee Amount

DIV OF WATER QUALITY Fax:[phone] May 16 2005 15:32 P. 05
05/16/2005_12_09 704-521-8955
SITE SOLUTIONS PAGE 95
White
Oak
1443 River
1444
1450
Swansboro
i0OP
Cs
Its
Cs 1111
1434 1445 1S1
Intracoastal
Waterway
Ilk SITE
Q
NG' 1509
Queens reek
Vicinity Map
(Not to Scale)

• DIV OF WATER QUALITY Fax:[phone] May 16 2005 15:32 P. 03
05/16/2005 12:09 704-52178355 SITE SOLUTIONS PAGE 03
•
Storm Water_Manasement
Sedimentation and Erosion Control Narrative
St_ Mildred Catholic Church •
.
Site Solutions Job #2563 ' -
April 18, 2005
Existing Site Conditions -.
This is an undeveloped site that contains approximately 23.00 acres. The gently sloping is open, grassed
and flat. There is an existing knoll in the center of the site, v
fronin all
tsihe
ion of the site to be ed range from Yi%Old Hammock
to the Town of Swansboro's property to the south. Storm water discharges very little and very
all�storms, currently
slowly to each of these three. The vast majority of storm water; a.
infiltrates into the soiolf,thThe e site existingTh land site was er is grass with a previouslyused for small urf farm,t °f woods at the
extreme west corn
Proposed Site Conditions
The proposed site development. is the first
hha ghoft ihe s poCti urch n of thepuS, c campus si tl be ine of
a
fellowship building and associated parking. a
ll
under the Z5% maximum built upon area for low-density development, the eventual campus
will likely reach the 25% maximum. The Church has made a conscience decision in this
development to limit the eventual built upon area to 25%. •
Storm Water Management
It has been determined'that this site is within Yz mite of SA Waters, requiring the site to be
developed with Best Management Practices (BMP) under the low density or high density
options. The site was reviewed rather thoroughly for its ultimate plan and the Church made
the decision to develop the site within the limits of the low-density option. They
and acknowledge that this may limit their eventual development of the'site, but believe that
their needs and program may be achievable within the 25% built upon area. On that basis the
site is developed for permanent storm water management utilizing sheet flow from the center
of the developed area outward to shallow depressions at the perimeter of the development.
The depressions will infiltrate the majority of the water (all storms were infiltrated in the
previous infiltration design) allowing any excess run-off to discharge from those depressions,
sheet flow in all directions. This is being accomplished in very broad, very shallow depressions
being approximately 2 feet deep, which should give approximately 1 foot of separation from
ground water in 4 of the 5 depressions. Whereas this does not meet the letter of the
ordinance, in terms of an infiltration BMP, the site is also not being submitted for infi tr tion
BMP. The intent of the drainage plan is not to infiltrate all storms,
but to majority of the rainfall and sheet discharge the remainder. we believe that is consistent with
the requirements of the low-density option.
Additionally, we have indicated that the rain leaders for the proposed building bestem
discharged
aris ged
into a.sub grade drainage system, which encircles the building.
t
designed to accommodate all storms or as an infiltration BMP, but simply to handle the
majority of the rainfall and to sheet flow the remainder. Pop-up emitters are added to the
system around the perimeter to discharge excess rainfall. This is proposed as an option to the
church and is not considered in the pond modeling.

DIV OF WATER QUALITY Fax:[phone] May 16 2005 15:32 P. 04
05/16/2005 12:09 704-521-8955 SITE SOLUTIONS 1 PAGE 0a
Sedimentation and Erosion Control , •
Sedimentation and erosion control will be provided for this site through the`•cye�!tie created
n of five
sediment traps. These traps wilt be somewhat innovative in nature in that they
almost entirely below grade in a very broad, very shallow manner. Given the relative depth to
ground water it became necessary to create these basins shallow. Given the size and surface
area the greatest majority of the storms will be infiltrated completely. Each •basin will be
constructed with a riprap spillway to allow the basin to overflow to free•drainage should it
become necessary. Again the sediment traps are being constructed within the eventual basins,
which were originally designed to infiltrate all storms. Discharge from the overflow is unlikely.
Storm water discharge will be conducted to these facilities through the use of diversion swales.
The perimeter.area not covered by the swales wilt be protected by silt fence. Gravel
construction entrances will protect the offsite streets from siltation.
Erosion Control Basin Summa : :^
-
Drainage Area(ac) Disturbed Area(ac.) 10 Year Q Top Trap
Basin#1 4.78 3.30 6.14 30.00
Basin#2 3.15 3.15 9.33 _. 30.00
Basin#3 2.97 1.91 7.82 30.00
Basin#4 1.12 1.12 • 3.74 30.00
Basin#5 1.51 . 1.51 4.63 • 30.00
Site Data
• Site area 23.0 acres
▪ Proposed use: church
• Maximum impervious surface, low density (25%X 1,001,880 sq/ft= 250,470 sq/ft
a Proposed impervious surface this phase 12%of total 121,141 sq/ft)'
•
Storm Water Management Summary:
inflow Routed DischarQe Max WSE
Q2 CI 10 Q50 02 010 • 050 Q50
Pond#1 0.12 3.24 . 8.15 0 _ 0 0 • 29.57
Pond#2 3.16 9.51 15.45 0 0 0 29.82
Pond#3 2.04 7.17 12.19 0 _ 0 • 0 _ 29.72
Pond#4 1.42 4.35 7.14 ,. 0 • 0 0 29.88
Pond#5 _ 1,59 4.6 _ 7.44 0 ^ 0 0 29.78

• DIV OF WATER QUALITY Fax:[phone] May 16 2005 15:31 P. 01
`e •05%16/2005 12:99 784-521-8955 SITE SOLUTIONS • PACE 91
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SITE
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704 52,1.5955
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I E
Ell
April 25, 2005 A I, t , ;
SOLUTIONS :,�,
2 3 2 0 _ — __—
W. Morehead Street Ms. Linda Lewis
Charlotte,NC 28208 NCDENR
Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
FAX: [phone]
RE: St. Mildred's Catholic Church
DWQ Storm Water Project Number 5W8 050136
Dear Ms. Lewis:
Attached please find a revised application addressing the comments in your letter of
April 22, 2005. The site is being submitted under the low-density option as a single
area. I appreciate your comments in regards to the eventual development of the
facility. We attempted initially to design the onsite basins as infiltration BMPs and the
letter of the regulation requires a two foot separation to ground water. We could not
reasonably achieve that without raising the site several feet. That became cost
prohibited. We informed the Church and received the decision to develop the property
now and in the future under the low-density option. They are aware that their built
upon area will be limited, but under the high density option they would simply not be
able to develop the property.
As stated in the storm water report, the onsite basins will provide an infiltration
function, but do not meet the letter of the regulation. The Church has acknowledged
and accepted the limitation of built upon area.
Ms. Lewis we appreciate your assistance and cooperation. If I can assist you further
please don't hesitate to call.
Sincerely,
Site Solutions
LANDSCAPE ARCHITECTURE 241414
/
Phillip Hobbs, ASLA
SYIE.PLANNING
CIVIL ENGINEERING
TELEPHONE
704.521.9880
FACSIMILE
704.521.8955
www.sitesolutionspa.com

APR-22-2005 FRI 07:26 AM FAX N0, P. 01
-- Michael F.Easley,Governor
Of*AN William G.Ross,Jr.,Secretary
. , • North Carolina Department of Environment and Natural Resources
•
0 Alan W.Klimek,P.E.Director
Q Division of Water Quality
FAX COVER SHEET
Date: AprilNo. of Pages: 1 40--i
l 22, 2004 From:Linda Lewis
To; : Phillips Hobbs Company: Site Solutions, P.A. Water Quality Section -Stormwater
FqX#g10-3`�0�2Q04
FAX#: [phone] Phorie#910-395-3900
DWQ Stormwater Project
CatNumholic Church: SW8 135 APR ` '� �%ice"J
Project Name: St. Mildreds
.L
MESSAGE:
Phillip: 2005.The
The Division received a stomnwater application for the subject project on April 19,
cation is incomplete at this time and cannot be accepted for ri nary view. Pleasee submit the
following items to process ss the application and complete p
please complete only one column on the application.
1, For low density projects,Multiple columns are used for high density projects where multiple engineered
systems are being proposed to treat runoff.
2. please complete the one column on the application in square feet.
3. This is the first phase of a larger project. Please be advised that at the time of
development of the future phases,the built-upon area must
of be accounted
oS ted for
in
the if
overall density, and if the allowable maximum density and
a pocket of high density is created, engineered systemsr for both this phase
asenow this he
future phases will be required. It advisable
basins as infiltration basins.
eventuality, i.e., using the temporary
ENB\ari: S:\WQS\STORMVVAT1ADDINF0120051050136.apr05
Phone MO)3S5-3900 customer S6Nke1$77-6i23-6/46
NCO
Wiimi mi Rena Division
Iona l O of Water duaN41 127' if Cardinal NC 2 extension FAX [phone] Internet h2o.enr state.no.ue �
wBmingf�j Regbnat office w�ur> � za4o�3aa5
._......I Mn„enm"dVIArtanat le Acton Employer'"50%Reoydedl10%Post Consumer Paper

f , 2005
Date Received OFFICE'USE ONiy
Fee Paid
Permit Number
State of North Carolina
Department of Envirom"nent and Natural Resources
Division of Water Quality
STORMVVATER MANAGEMENT PERMIT APPLICATION FO
This form may be photocopied for use as an original RM
I GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual,etc.who awns
d(9S(r(�* �J'-j�146✓ (� the project):
2. Print Owner/Signing Official's name and title � N �'�P U b I bt`(
o rs64 �fgMR (person legally responsible for facility and compliance):
3. Mailing Address far person listed in item 2 above:
City: PAL—R&M-
State:
J R NC
Bzi • `37 gip: 27606
Telephone Number:
4. Project Name(subdivision, facility,or establishment name-should be consistent
specifications,letters,operation and maintenance agreements,etc.):
�� with project name on plans,
C (r
5. Location of Project(street address):
01-02 1dS4MMpGK P40 iwaloc4-
cloy: S(�i9N.{' Po �• �•
6. Directions to project(from nearest major intersection): County: BMl'[fl
,A'pp o a Owl O 1214�'''1� AT�.�rt GL eq �[
7. Latitude: °
l.N Longitude: 77° 612-1
S. Contact person who can answer questions about the project: of project
Name: /a-Pi]' J/(!��'(41-6--
Telephone Number, LJR l Az-1 ' Ci4 7
24
Ii PERMIT INFORMATION:
L Specify whether project is(check one):) NeE"; Renewal
Modification
Fenn SWU_101 Version 3.99
Page 1 of 4

2. If this application is being submitted as the result of a renewal or modification to an existing permit,list the
existing permit number and its issue date(if known)
3. Specify the,type of project(check one):
Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements(check applicable blanks):
CAMA Major ✓Sedimentation/Erosion Control _404/401 Permit VNPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-S77-623-674S.
III. PROJECT INFORMATION
1. In the space provided below,summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
S-1-b r wuke w► ll I . ' I . e.Q ' +c , a.; .
tie 7i1 ■ v � se •
r' I S o r
r 7. . . I .. fir•
2. Stormwater runoff from this project drains to the Wks re 0e k
River basin.
3. Total Project Area: 023.(C) acres 4. Project Built Upon Area: /7. (� %
5. How many drainage areas does the project have?
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project,attach an additional sheet with the information for each area provided in the same format as below.
gan:k-,:':.::•::_--:.�i°� -IE •
Receiving Stream Name ;:::L-::_...:.._.:::•::_ ; :.:..,..a:2 :;t;=
Receiving Stream Class //�� L� ver
.S� Clsbfi�A.sTr eAiot
Drainage Area d O en S Q a SF Existing Impervious*Area 0
Proposed Impervious*Area 12 I� 15D SF
96 Impervious*Area(total) i 2,O q '4
:Im ervigiis�=5."usface::':..•._ ........ ......:::;, - . . ... ..
.p_.: ......-:..._......... :ea:::°::= •::;��-:.:_.. .:€:Dial ::;Y.:�:>.�::; _........ g.�..........•...:.:.••::• :s•,:•.:•:s:--•:,•..:••, :i�Drariage�eaZ:�;:;;•[;:°�:�'•
On-site Buildings :.................:..,...:..- ::• .......:• .,:..::,. ,. •.
ritSQo 5�
On-site Streets ;di*SO g F
On-site Parking 5't z ei O 4F
On-site Sidewalks G 23e,
Other on-site
IOff-site
5Q.
* Total: 17ie I �y Total:
Impervious area is defined as the built upon area including,but not limited to,buildings,roads,parking areas,
sidewalks,gravel areas,etc.
Form SWU-101 Version 3.99 Page 2 01.4

7. How was the off-site impervious area listed above derived? NL
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions,outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number,size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by
Impervious materials include asphalt, structures or impervious materials.
p gravel, concrete,brick,stone,slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in,piped,or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below,you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above,that the covenants will be binding on all parties and persons
claiming under them,that they will run with the land,that the required covenants cannot be changed or deleted
without concurrence from the State,and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at(919) 733-5083 for the status
and availability of these forms.
Form SWU-102 Wet Detention Basin Supplement
Form SWU-103 Infiltration Basin Supplement
Form SWU-104 Low Density Supplement
Form SWU-105 Curb Outlet System Supplement
Form SWU-106 Off-Site System Supplement
Form SWU-107 Underground Infiltration Trench Supplement
Form SWU-108 Neuse River Basin Supplement
Form SWU-109 Innovative Best Management Practice Supplement
Form SWIJ-101 Version 3.99 Page 3 of 4

VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality(DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
1. Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
• Original and one copy of the Stormwater Management Permit Application Form Initials
• One copy of the applicable Supplement Form(s)for each BMP
• Permit application processing fee of$420 (payable to NCDENR)
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications,including:
-Development/Project name
-Engineer and firm
-Legend
-North arrow
-Scale
-Revision number&date
-Mean high water line
-Dimensioned property/project boundary
-Location map with named streets or NCSR numbers
-Original contours,proposed contours,spot elevations,finished floor elevations
-Details of roads,drainage features,collection systems,and stormwater control measures
-Wetlands delineated,or a note on plans that none exist
-Existing drainage(including off-site),drainage easements,pipe sizes,runoff calculations
-Drainage areas delineated
-Vegetated buffers(where required)
VU. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf,please complete this section.
Designated agent(individual or Firm): 7hL 4 P y 4 bar u7
Mailing Address: TAU ) W /140 sn "Or.
City: QWQ;©IZ.LEJ77 State:
Phone: ( 104 ) ��/l� (WO Zip:
Fax:
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information,item 2) P•
certify that the information included an this permit application form is,to the best of my knowledge,correct and
that the project will be constructed in conformance with the approved plans,that the required deed restrictions
and protective J: _�. �� �� - . .-. d.: �_ ro
NCAC 2H.1001. ""' °`� :' SF`{ �f .} P Posed project complies with the requirements of 15A
Signature: 1 8Ltts +1' _
ram ' Date: 3`2 Ll 0 S
Form SWU-l01 Version 3.99 Page 4 of 4

Permit No.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can be
found in 15A NCAC 2H .1005 through .1007.
I. PROJECT INFORMATION
Project Name : 4T. Al I L OIS O CAtiM rll4
Contact Person: -NI Ll AP 1-101 Phone Number: .(7124 )5 2i_ $gQ
Number of Lots: NA (1) Allowable Built Upon Area Per Lot*: 2•�J0 ¢70
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area
for each lot. The attachment must include the project name,phase,page numbers and provide area subtotals
and totals.
II. BUILT UPON AREA
See the Stormwater Management Permit Application for specific language that must be recorded in the deed
restrictions for all subdivisions.
For uniform lot sizes, complete the following calculation in the space provided below where:
• SA Site Area-the total project area above Mean High Water. Wetlands may be excluded when the
development results in high density pockets.
• DF Density Factor-the appropriate percent built upon area divided by 100.
• RA Road Area-the total impervious surface occupied by roadways.
• OA Other Area-the total area of impervious surfaces such as clubhouses,tennis courts, sidewalks, etc.
• No. Lots -the total number of lots in the subdivision.
• BUA/Lot-the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
Form SWU-104 Rev 3.99 Page 1 of 2

(SAxDF) -RA-OA — BUA
No. Lots Lot
Calculation:
12A�(43a.04) (©.2S) I, oo1,58o(.29) = 2501410gp
III. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate that the following requirements have been met and supporting
documentation is provided as necessary. If the applicant has designated an agent on the Stormwater
Management Permit Application Form,the agent may initial below.
Applicants Initials
rea a. A 30 foot vegetative buffer is provided adjacent to surface waters. Projects in the Neuse
River basin may require additional buffers. (jqo yuRFdr4, GlAltrif d1g 00 Sl770')
f b. Deed restriction language as required on form SWU-101 shall be recorded as a restrictive
covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to sale of any lots. (C411,12/4i I c P ,W6 No77fi&0 Iti )
9 c. Built upon area calculations are provided for the overall project and all lots.
? d. Project conforms to low density requirements within the ORW AEC (if applicable).
[15A NCAC 2H.1007(2)(b)] pp �'
Foram SW1J-104. Rev 3.99 Page 2 of 2

W :TFR Michael F. Easley,Governor
.e William G. Ross, Jr.,Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
FAX COVER SHEET
Date: April 22, 2004 No. of Pages: 1
To: Phillips Hobbs From: Linda Lewis i,
Company: Site Solutions, P.A. Water Quality Section - Stormwater
FAX #: [phone] FAX# [phone]
Phone # [phone]
DWQ Stormwater Project Number: SW8 050136
Project Name: St. Mildreds Catholic Church
MESSAGE:
Phillip:
The Division received a stormwater application for the subject project on April 19, 2005. The
application is incomplete at this time and cannot be accepted for review. Please submit the
following items to process the application and complete the preliminary review:
1. For low density projects, please complete only one column on the application.
Multiple columns are used for high density projects where multiple engineered
systems are being proposed to treat runoff.
2. Please complete the one column on the application in square feet.
3. This is the first phase of a larger project. Please be advised that at the time of
development of the future phases, the built-upon area must be accounted for in the
overall density, and if the allowable maximum density level of 25% is exceeded or if
a pocket of high density is created, engineered systems for both this phase and the
future phases will be required. It is advisable to plan for (but not permit now)this
eventuality, i.e., using the temporary sediment basins as infiltration basins.
ENB1arl: S:IWQS\STORMWAT\ADDINFO120051050136.apr05
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone[phone] Customer Service1-877 623-6748
Wilmington Regional Office Wilmington,NC 28405-3845 FAX [phone] Internet h2o.enr.state.nc.us e
1VdthCarollina
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper Naturally

Letter of Transmit tal
SITE
TO Division of Water Quality ( � ,
127 Cardinal Dive Extension os(
Wilmington, NC 28405-3845
910-395-3900
4,2
DATE 4.18.05 JOB NO. 2563 SOLUTIONS
ATTENTION Linda Lewis 2 3 2 0
W.Morehead Street
RE: St. Mildred Catholic Church Charlotte,NC 28208
Storm Water Project ,,, cogrIVED Landscape Architecture
APR 1 9 2005 Site Planning
c� Civil Engineering
BY: Off 2)3s www.sitesolutionspa.com
P 704.521.9880 F 704.521.8955
www.sitesolutIonspa.com
WE ARE SENDING YOU: ❑Attached ❑Under separate cover via Fed Ex
❑Shop drawings ❑Prints 0 Plans
❑Copy of letter ❑Change order ❑Samples ❑Specifications
COPIES DATE NO. _ DESCRIPTION
2 Storm Water Permit Application Packages
THESE ARE TRANSMITTED as checked below:
2 For approval ❑Approved as submitted ❑Resubmit
❑For your use ❑Approved as noted ❑Submit
❑As requested ❑Returned for corrections ❑Return
❑For review and comment
REMARKS
COPY TO SIGNED: Phillip Hobbs

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Storm Water Management
Sedimentation & Erosion Control For:
St. Mildred's Catholic
Church
April 18,2005
. r s 3 Jor
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I
i
SITE
..,,PIlid..411
SOLUTIONS
2 3 2 0
W. Morehead Street
Charlotte,NC 28208
Landscape Architecture
Site Planning
Civil Engineering
www.sitesolutionspa.com
Telephone-704-521-9880
Facsimile-704-521.8955
L.

Storm Water Management
Sedimentation and Erosion Control Narrative
St. Mildred Catholic Church
Site Solutions Job #2563
April 18, 2005
Existing Site Conditions
This is an undeveloped site that contains approximately 23.00 acres. The site is open, grassed
and flat. There is an existing knoll in the center of the site, very gently sloping in all
directions. Slopes in the portion of the site to be developed range from ' % to 1%. The site
fronts Old Hammock Road to the north and Hammock Beach Road to the west and is adjacent
to the Town of Swansboro's property to the south. Storm water discharges very little and very
slowly to each of these three. The vast majority of storm water, all storms, currently
infiltrates into the soil. The existing land cover is grass with a small amount of woods at the
extreme west corner of the site. The site was previously used for a turf farm.
Proposed Site Conditions
The proposed site development is the first phase of the Church campus, consisting of a
fellowship building and associated parking. Although this portion of the campus will be well
under the 25% maximum built upon area for low-density development, the eventual campus
will likely reach the 25% maximum. The Church has made a conscience decision in this
development to limit the eventual built upon area to 25%.
Storm Water Management
It has been determined that this site is within 1/2 mile of SA Waters, requiring the site to be
developed with Best Management Practices (BMP) under the low density or high density
options. The site was reviewed rather thoroughly for its ultimate plan and the Church made
the decision to develop the site within the limits of the low-density option. They recognize
and acknowledge that this may limit their eventual development of the site, but believe that
their needs and program may be achievable within the 25% built upon area. On that basis the
site is developed for permanent storm water management utilizing sheet flow from the center
of the developed area outward to shallow depressions at the perimeter of the development.
The depressions will infiltrate the majority of the water (all storms were infiltrated in the
previous infiltration design) allowing any excess run-off to discharge from those depressions,
sheet flow in all directions. This is being accomplished in very broad, very shallow depressions
being approximately 2 feet deep, which should give approximately 1 foot of separation from
ground water in 4 of the 5 depressions. Whereas this does not meet the letter of the
ordinance, in terms of an infiltration BMP, the site is also not being submitted for infiltration
BMP. The intent of the drainage plan is not to infiltrate all storms, but to infiltrate the
majority of the rainfall and sheet discharge the remainder. We believe that is consistent with
the requirements of the low-density option.
Additionally, we have indicated that the rain leaders for the proposed building be discharged
into a sub grade drainage system, which encircles the building. That system again is not
designed to accommodate all storms or as an infiltration BMP, but simply to handle the
majority of the rainfall and to sheet flow the remainder. Pop-up emitters are added to the
system around the perimeter to discharge excess rainfall. This is proposed as an option to the
church and is not considered in the pond modeling.
I_.

Sedimentation and Erosion Control
Sedimentation and erosion control will be provided for this site through the creation of five
sediment traps. These traps will be somewhat innovative in nature in that they will be created
almost entirely below grade in a very broad, very shallow manner. Given the relative depth to
ground water it became necessary to create these basins shallow. Given the size and surface
area the greatest majority of the storms will be infiltrated completely. Each basin will be
constructed with a riprap spillway to allow the basin to overflow to free drainage should it
become necessary. Again the sediment traps are being constructed within the eventual basins,
which were originally designed to infiltrate all storms. Discharge from the overflow is unlikely.
Storm water discharge will be conducted to these facilities through the use of diversion swales.
The perimeter area not covered by the swales will be protected by silt fence. Gravel
construction entrances will protect the offsite streets from siltation.
Erosion Control Basin Summary:
Drainage Area (ac) Disturbed Area (ac.) 10 Year Q Top Trap
Basin#1 4.78 3.30 6.14 30.00
Basin#2 3.15 3.15 9.33 30.00
Basin#3 2.97 1.91 7.82 30.00
Basin#4 1.12 1.12 3.74 30.00
Basin#5 I 1.51 I 1.51 I 4.63 I 30.00
Site Data
• Site area 23.0 acres
• Proposed use: church
• Maximum impervious surface, low density (25%X 1,001,880 sq/ft= 250,470 sq/ft
• Proposed impervious surface this phase 12%of total 121,141 sq/ft)
Storm Water Management Summary:
Inflow Routed Discharge Max WSE
Q2 Q10 Q50 Q2 Q10 Q50 Q50
Pond#1 0.12 3.24 8.15 0 0 0 29.57
Pond#2 3.16 9.51 15.45 0 0 0 29.82
Pond#3 2.04 7.17 12.19 0 0 0 29.72
Pond#4 1.42 4.35 7.14 0 0 0 29.88
Pond#5 1.59 4.6 7.44 0 0 0 29.78
I _

Photo taken from mid property looking north
r•;r'1^.. � . . •- -
Photo taken at Old Hammock Road, near Hammock Beach Road looking west
I.

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FENA'S COOPERATING _ TrCNNICIL PARTNER
N.C.Floodplein Mapping Information System
On-Line Napping Application Provided by the
North Carolina Floodplain Mapping Program'
Disclaimer:This is not a legally binding(FIRM)Flood I
Insurance Rate Map and should not be used as such.
http://149.168.101.8/servlet/com.esri.esrimap.Esrimap?S erviceName=locator&ClientVers i... 4/18/2005

Type. . . . Vol: Elev-Area Page 6.01
Name. . . . POND 1
File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
28.00 .1123 .0000 .000 .000
29.00 .1878 .4453 .148 .148
30.00 .3620 .8105 .270 .419
31.00 .8000 1.7001 .567
.985
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Areal*Area2) )
where: ELi, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Type. . . . Vol: Elev-Area Page 6.02
Name. . . . POND 2
File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PpW
Elevation Planimeter Area Al+A2+sqr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
28.00 .2020 .0000 .000 .000
29.00 .3110 .7636 .255 .255
30.00 .4920 1.1942 .398 .653
31.00 2.1000 3.6085 1.203 1.855
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Areal*Areal) )
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Type. .. . Vol: Elev-Area Page 6.03
Name. . . . POND 3
File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
28.00 .1156 .0000 .000 .000
29.00 .1990 .4663 .155 .155
30.00 .2900 .7292 .243 .399
31.00 .8000 1.5717 .524 .922
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Areal*Areal) )
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Type. . . . Vol: Elev-Area Page 6.04
Name. . . . POND 4
File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
Elevation Planimeter Area Al+A2+sqr(Al*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
29.00 .1550 .0000 .000 .000
30.00 .2130 .5497 .183 .183
31.00 .5000 1.0393 .346 .530
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Areal*Area2) )
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areds computed for ELI, EL2, respectively
Volume = Incremental volume between EL1 and EL2
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005
I
1

Type. . . . Vol: Elev-Area Page 6.05
Name. . . . POND 5
File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
Elevation Planimeter Area A1+A2+sgr(A1*A2) Volume Volume Sum
(ft) (sq.in) (acres) (acres) (ac-ft) (ac-ft)
29.00 .1563 .0000 .000 .000
30.00 .2490 .6026 .201 .201
31.00 .3400 .8800 .293 .494
1 POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt. (Areal*Areal) )
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
I
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Type. . . . Pond E-V-Q Table Page 8.02
Name. . . . POND 1
File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
LEVEL POOL ROUTING DATA
HYG Dir = \\storage\users$\Phillip\My Documents\
Inflow HYG file = NONE STORED - POND 1 IN 2 yr
Outflow HYG file = NONE STORED - POND 1 OUT 2 yr
Pond Node Data = POND 1
Pond Volume Data = POND 1
Pond Outlet Data = Outlet 1
Infiltration = 3.0000 in/hr
INITIAL CONDITIONS
Starting WS Elev = 28.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0200 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft acres cfs cfs cfs
28.00 .00 .000 .1123 .00 .00 .00
28.25 .00 .030 .1294 .39 .39 36.91
28.50 .00 .065 .1476 .45 .45 78.83
28.75 .00 .104 .1671 .51 .51 126.47
29.00 .00 .148 .1878 .57 .57 180.18
29.25 .00 .200 .2260 .68 .68 242.80
29.50 .00 .262 .2678 .81 .81 317.53
29.75 .00 .334 .3131 .95 .95 405.45
30.00 .00 .419 .3620 1.10 1.10 507.63
30.25 .00 .521 .4554 1.38 1.38 631.27
30.40 .00 .593 .5166 1.56 1.56 719.62
30.50 10.G2 .647 .5596 1.69 12.32 795.46
30.75 69.53 .801 .6744 2.04 71.57 1041.09
31.00 155.98 .985 .8000 2.42 158.40 1350.66
I
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Type. . . . Pond E-V-Q Table Page 8.17
Name. . . . POND 2
, File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
LEVEL POOL ROUTING DATA
HYG Dir = \\storage\users$\Phillip\My Documents\
Inflow HYG file = NONE STORED - POND 2 IN 2 yr
Outflow HYG file = NONE STORED - POND 2 OUT 2 yr
Pond Node Data = POND 2
Pond Volume Data = POND 2
Pond Outlet Data = Outlet 2
Infiltration = 1.5000 in/hr
INITIAL CONDITIONS
Starting WS Elev = 28.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0200 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft acres cfs cfs cfs
28.00 .00 .000 .2020 .00 .00 .00
28.25 .00 .054 .2271 .34 .34 65.20
28.50 .00 .114 .2536 .38 .38 137.90
28.75 .00 .181 .2816 .43 .43 218.84
29.00 .00 .255 .3110 .47 .47 308.47
29.25 .00 .337 .3524 .53 .53 408.81
29.50 .00 .431 .3963 .60 .60 522.05
29.75 .00 .536 .4429 .67 .67 648.99
30.00 .00 .653 .4920 .74 .74 790.39
30.25 .00 .811 .7892 1.19 1.19 982.86
30.40 .00 .945 1.0010 1.51 1.51 1145.26
30.50 22.26 1.053 1.1562 1.75 24.01 1298.16
30.75 145.73 1.395 1.5932 2.41 148.14 1836.37
31.00 327.01 1.855 2.1000 3.18 330.19 2575.25
{
I
S/N: B21E012070C3 Site Solutions
1 PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005
1

Type. . . . Pond E-V-Q Table Page 8.38
Name. . . . POND 3
File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
LEVEL POOL ROUTING DATA
HYG Dir = \\storage\users$\Phillip\My Documents\
Inflow HYG file = NONE STORED - POND 3 IN 2 yr
Outflow HYG file = NONE STORED - POND 3 OUT 2 yr
Pond Node Data = POND 3
Pond Volume Data = POND 3
Pond Outlet Data = Outlet 3
Infiltration = 7.5000 in/hr
INITIAL CONDITIONS
Starting WS Elev = 28.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0200 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft acres cfs cfs cfs
I28.00 .00 .000 .1156 .00 .00 .00
28.25 .00 .031 .1343 1.02 1.02 38.78
28.50 .00 .067 .1545 1.17 1.17 82.59
28.75 .00 .109 .1760 1.33 1.33 132.71
29.00 .00 .155 .1990 1.50 1.50 189.57
29.25 .00 .208 .2201 1.66 1.66 253.10
29.50 .00 .266 .2424 1.83 1.83 323.19
29.75 .00 .329 .2656 2.01 2.01 400.18
30.00 .00 .399 .2900 2.19 2.19 484.38
30.25 .00 .484 .3937 2.98 2.98 588.18
30.50 31.98 .597 .5133 3.88 35.86 757.86
30.75 90.40 .742 .6487 4.91 95.30 992.67
31.00 165.97 .922 .8000 6.05 172.02 1288.11
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Type. . . . Pond E-V-Q Table Page 8.52
Name. . . . POND 4
, File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
LEVEL POOL ROUTING DATA
HYG Dir = \\storage\users$\Phillip\My Documents\
Inflow HYG file = NONE STORED - POND 4 IN 2 yr
Outflow HYG file = NONE STORED - POND 4 OUT 2 yr
Pond Node Data = POND 4
Pond Volume Data = POND 4
Pond Outlet Data = Outlet 4
Infiltration = 6.0000 in/hr
INITIAL CONDITIONS
Starting WS Elev = 29.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. _ .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0200 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft acres cfs cfs cfs
29.00 .00 .000 .1550 .00 .00 .00
29.25 .00 .040 .1686 1.02 1.02 49.96
29.50 . 00 .084 .1829 1.11 1.11 103.19
29.75 . 00 .132 .1976 1.20 1.20 160.81
30.00 00 .183 .2130 1.29 1.29 223.00
30.25 .00 .244 .2734 1.65 1.65 296.75
30.50 .00 .321 .3414 2.07 2.07 389.97
30.60 .00 .356 .3707 2.24 2.24 433.22
30.75 17.66 .415 .4169 2.52 20.18 522.59
31.00 76.8A .530 .5000 3.03 79.87 720.78
I
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Type. . . . Pond E-V-Q Table Page 8.66
Name. . . . POND 5
File. . . . \\storage\users$\Phillip\My Documents\2563 POST DEV.PPW
of LEVEL POOL ROUTING DATA
l HYG Dir = \\storage\users$\Phillip\My Documents\
Inflow HYG file = NONE STORED - POND 5 IN 2 yr
Outflow HYG file = NONE STORED - POND 5 OUT 2 yr
Pond Node Data = POND 5
Pond Volume Data = POND 5
I
Pond Outlet Data = Outlet 5
Infiltration = 9.0000 in/hr
INITIAL CONDITIONS
Starting WS Elev = 29.00 ft
Starting Volume = .000 ac-ft
Starting Outflow = .00 cfs
Starting Infiltr. = .00 cfs
Starting Total Qout= .00 cfs
Time Increment = .0200 hrs
Elevation Outflow Storage Area Infilt. Q Total 2S/t + 0
ft cfs ac-ft acres cfs cfs cfs
29.00 .00 .000 .1563 .00 .00
.00
29.25 .00 .042 .1775 1.61 1.61 52.06
29.50 .00 .089 .2000 1.81 1.81 109.31
29.75 .00 .142 .2238 2.03 2.03 173.59
30.00 .00 .201 .2490 2.26 2.26 245.30
30.25 .00 .266 .2704 2.45 2.45 324.03
30.50 .00 .336 .2927 2.66 2.66 409.39
30.70 .00 .397 .3112 2.82 2.82 482.63
30.75 1.07 .412 .3159 2.87 3.94 502.71
31.00 15.74 .494 .3400 3.09 18.83 616.79
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

• 03/21/2005 17:40 704-521-8955 SITE SOLUTIONS PAGE 01/01
E
E
..• SITE
riC
March 21,2005
CMs. Linda Lewis
NCDENR- Division of Water Quality
127 Cardinal Dr Extension
Wilmington, NC 28405-3845
RE: St. Mildred Catholic Church
Stormwater Project#SW8 050136
Request for Stormwater Management Permit Application
Dear Ms. Lewis:
As we discussed on the phone today, we have received a Letter of Approval from the
Land Quality Section for this project's erosion control plan. I regret to inform you that
we will not be able to submit a Stormwater Permit Application to your office by March
23, 2005 as requested in your February 2, 2005 letter. We presently plan to submit this
information to your office by April 1, 2005.
Please Let me know if you have any questions or need any additional information.
Sincerely,
SITE OL TIONS
Wesley E. Sherrill, PE
Sr. Civil Engineer
C: Phillip Hobbs
tANS:NP:.,si E Arsci1F!1CTU1(E
CiNit NEFAING
TELEPHONE
04..521,9860
FACSIMILE
704.5.Z I.6955
www.s:Le. raltitiongpe.com

o�GF WA7z-6) Michael F. Easley, Governor
William G. Ross, Jr., Secretary
0-3 r North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
February 22, 2005
Bishop F. Joseph Gossman
Roman Catholic Diocese of Raleigh, NC
715 Nazareth Street
Raleigh, NC 28606-2187
Subject: Request for Stormwater Management Permit Application
St. Mildred Catholic Church
Stormwater Project No. SW8 050136
Onslow County
Dear Bishop Gossman:
On January 27, 2005, the Wilmington Regional Office received a copy of a Notice of Receipt of
Erosion & Sedimentation Control Plan for the subject project. The North Carolina
Administrative Code requires any project that must receive either Sedimentation and Erosion
Control Plan approval and/or a CAMA Major permit to apply for and receive a Stormwater
Management Permit by the Division of Water Quality. Any construction on the subject site,
prior to receipt of the required permit, will constitute a violation of 15A NCAC 2H.1000 and may
result in appropriate enforcement action by this Office.
Either a Stormwater Permit Application Package including 2 sets of plans, completed
application form, fee, and supporting documentation, or a written response regarding the
status of this project and the expected submittal date must be received in this Office no later
than March 22, 2005. Failure to respond to this request may result in the initiation of
enforcement action, and construction may experience a subsequent delay.
•
The NPDES 010000 Federal Stormwater Permit that accompanies the Erosion Control Plan
approval letter must NOT be considered the Coastal Stormwater Management Permit, which
will be signed by the Water Quality Supervisor. Please reference the Project Number above
on all correspondence. If you have any questions, please call me at (910)-395-3900.
Sincerely,
4-A.) 464;6'
Linda Lewis
Environmental Engineer
ENB/arl: S:IWQSISTORMWATISTORMSUB1050136.feb05
cc: Mike Morris, Onslow County Building Inspections
Phillip E. Hobbs; Site Solutions
Wilmington Regional Office
Central Files
North Carolina Division of Water Quality 127 Cardinal Drive Extension Phone[phone]
Wilmington Regional Office Wilmington,NC 28405-3845 FAX [phone] Internet: www.enr.state.nc.us N 1Caroiiina
An Equal Opportunity/Affirmative Action Employer—50%Recycled/10%Post Consumer Paper Naturally

Ardi
NCDENR BY: 0S-0/
North Carolina Department of Environment and Natural Resources
Division of Land Resources
James D. Simons,PG, PE Land Quality Section Michael F. Easley,Governor
Director and State Geologist William G. Ross Jr., Secretary
(� „//
January 25, 2005
LETTER OF RECEIPT OF REVISED EROSION CONTROL PLAN j(
Roman Catholic Diocese of Raleigh, NC 1`
Bishop F. Joseph Gossman
715 Nazareth Street
Raleigh, NC 27606-2187
RE: Project Name: St. Mildred Catholic Church
Project ID: Onslo-2004-346
County: Onslow
River Basin: White Oak
Submitted By: Site Solutions
Date Received by LQS:January 24, 2005
Plan Type: REVISED
Dear Bishop F.Joseph Gossman:
This office has received the revised soil erosion and sediment control plan submitted for the project
listed above. G.S. 113A-54.1(a)requires that this office approve or disapprove a submitted revised plan within
15 days of receipt of such plan. Failure to act by this office within this time period shall be deemed approval of
the revised plan.
Commencement or continuation of a land-disturbing activity under the jurisdiction of this Act prior to
the approval of an erosion and sediment control plan is a violation of the Act.
The approval of an erosion and sediment control plan is conditioned on the applicant's compliance
with Federal and State water quality laws, regulations and rules.
If you have questions please do not hesitate to contact this office. Your cooperation in this matter is
appreciated and we look forward to working with you on this project.
Sincerely,
eirt
Janet R. Russell
Land Quality Section
cc: Phillip E. Hobbs, Site Solutions
LQS WiRO; SWS-WiRO
Wilmington Regional Office
127 Cardinal Drive Ext.,Wilmington,North Carolina 28405-3845 • Phone: [phone]/FAX: [phone]

OCT-1-2004 10:27A FROM:ECS LTD-WILM 19106869666 TO:17045218955 P:2/6
ErrAttli• ENGINEERING CONSULTING SERVICES, LTD.
nimmiA L GeotechnicaI o Construction Materials 6 Environmental
i
September 28,2004
Mr. Gray Hudson
WKWW Architects
2300 East Seventh St.,Suite 200
Charlotte,North Carolina 28204-4366
Re: Infiltration Evaluation
St.Mildred Catholic Church
Swansboro,North Carolina
ECS Project No.22.11055
fDear Mr.Hudson:
Engineering Consulting Services, Ltd. (ECS) recently conducted an infiltration evaluation for
1 the St. Mildred's Catholic Church located at the corner of Old Hammock Road and Hammock
Beach Road in Swansboro, North Carolina. This letter, with attachments, is the report of our
investigation.
Field Investigations
On September 27, 2004, ECS conducted an investigation of the subsurface soil and ground
water conditions at the locations indicated on the provided Site Sketch. The purpose of our
investigation was to determine the consistency of the subsurface soils across the site and the
infiltration rate of the subsurface soils at six requested test locations. We investigated the
subsurface soil and ground water conditions by drilling six hand auger borings to depths of
approximately six feet below the existing ground surface at the approximate locations indicated
on the site sketch. We visually classified the subsurface soils. The attached Infiltration
Evaluation Form provides a summary of the subsurface conditions encountered at the hand
auger boring locations and the results of our infiltration tests.
Our field classifications indicate that the subsurface soils at the test locations consisted of gray
silty fine to medium sand,tan silty fine to medium sand,and gray fine to medium sand stratas.
Ground water was encountered at the time of our exploration to the depths investigated at
depths ranging from 18 to 36 inches below present site grades.
We conducted six infiltration tests near the hand auger boringlocations. The infiltration tests
were conducted within the upper stratum of sands at least 12 inches above seasonal high ground
water levels as requested by Mr. Phillip Hobbs of Site Solutions. The results of the tests are
summarized on the attached Infiltration Evaluation sheets and are also listed below.
P. O. Box IU4.3 Wilmington,NC 28404•[phone]• FAX [phone]•Jacksonville.NC(910)355 2727•www.ecalimited.cum
Ahcntecu,MD* A.IJttt.t.GA Au,uu.TX Baltimore.MD-Boron'.GA:•Chantilly.VA•Charlotte.NC-Chicago.II.-Dallas.TX Frcdet iek.MD•Fredentkxhurg.VA
Cirecmhoro NC•Grvenrtiie.tit' Nnrlolk,V A.(hhnttto.FL R,tletnh.NC i tchntond•VA Rn.u1014c.V A San Antonio.TX Williuni,hurg.VA-'Wilmington.NC wtneht.+tct.VA York PA
„......-:
.1e:n11_S'•:r,t:.,r7n14

OCT-1-2004 10:28A FROM:ECS LTD-WILM 1910686966E TO:17045218955 P:3/6
Infiltration Evaluation
St.Mildred's Catholic Church
Swansboro,North Carolina
ECS Project No.22.11055
Infiltration test #1 was performed at a depth of approximately 12 inches below existing grade
and indicated an infiltration rate of 0.05 inches per minute (3 in/hr). Infiltration test #2 was
performed at a depth of approximately 12 inches below existing grade and indicated an
infiltration rate of 0.1 inches per minute (6 in/hr). Infiltration test#3 was performed at a depth
of approximately 12 inches below existing grade and indicated an infiltration rate of 0.125
inches per minute(7.5 in/hr). Infiltration test#4 was performed at a depth of approximately 12
inches below existing grade and indicated an infiltration rate of 0.15 inches per minute(9 in/hr).
Infiltration test#5 was performed at a depth of approximately 12 inches below existing grade
and indicated an infiltration rate of 0.05 inches per minute (3 in/hr). Infiltration test #6 was
performed at a depth of approximately 6 inches below existing grade and indicated an
infiltration rate of 0.025 inches per minute (1.5 in/hr). Please see the attached site sketch for
infiltration test locations.
Evaluations
Based on observations in the hand auger borings, it is our opinion that the seasonal high ground
water level at the test locations ranges from a depth of approximately 18 inches to 24 inches
below existing grade.
1
The lower stratum of relatively free-draining fine to medium sands is expected to have
infiltration rates considerably greater than the controlling infiltration rates for the shallow soils.
It is also likely that the seasonal high groundwater conditions and infiltration rates can vary
across the site due to naturally occurring soil type and because of the surface topography.
•
If you have any questions regarding this report,please do not hesitate to contact us.
Respectfully,
ENGINEERING CONSULTING SERVICES,LTD.
0..A.-AN•042-4.43 Wkit Al cgre_____
Winslow Gains,E.I. Walid M.Sobh,P.E.
Staff Engineer Principal Engineer
NC License No.22983
Attachments: Site Sketch
Infiltration Evaluation
CC: Phillip Hobbs,ASLA '
Site Solutions,P.A.

OCT-1-2004 10:28A FROM:ECS LTD-WILM 19106869666 TO:17045218955 P:4/6
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OCT-1-2004 10:29A FROM:ECS LTD-NILM 19106869666 TO:17045212955 P:5/6
1
-A 1TM
ngincering Consulting Services,Ltd.
Infiltration Evaluation
Job Number: 11055 Location: Swansboro,NC
Job Name: St. Mildred's Catholic Church
; ••••
Augr Date
5:` : LC1az4tcson 13141 ' Reniarks - 7
•.'• T. '
I 9/27/04 0-24" Gray Silty Fine to Medium SAND Ground water was encountered at 36
inches below surface grade
24-30" Tan Silty Fine to Medium SAND(Trace Clay) Infiltration Test#1/Rate=0.05 in/min •
30-72" Gray Fine to Medium SAND
Seasonal High Water Level at 24"
2 9/27/04 0-24" Gray Silty Fine to Medium SAND Ground water was encountered at 36
inches below surface grade
24-30" Tan Silty Fine to Medium SAND(Trace Clay) Infiltration Test#2/Rate=0.1 in/min
30-72" Gray Fine to Medium SAND
Seasonal High Water Level at 24"
I3 9/27/04 0-24" Gray Silty Fine to Medium SAND Ground water was encountered at 36
inches below surface grade
24-30" Tan Silty Fine to Medium SAND(Trace Clay) Infiltration Test#3/Rate=0.125
in/min
30-72" Gray Fine to Medium SAND
Seasonal Iligh Water Level at 24"
4 9/27/04 0-24" Gray Silty Fine to Medium SAND Ground watcr was encountered at 36
inches below surface grade
24-36" Tan Silty Fine to Medium SAND(Trace Clay) Infiltration Test#4/Ratecz0.1 5 in/min
36-72" Gray Fine to Medium SAND
Seasonal High Water Level at 24"

OCT-1-2004 10:29A FROM:ECS LTD-W ILM 19106869666 TO:17045218955 P:6/6
' 1 I
I -I
I 1
Engineering Consulting Services,Ltd.
Infiltration Evaluation
Job Number: 11055
Location: Swansboro,NC
Job Name: St.Mildred's Catholic Church
_-'::4144. '-',.. 'I' :',- '"'-' •-•,', 11--4*A. ::,•; 1; ::,:.!::,:.-"":': :::-•:'...-,1'.::';::::::r.i:',":.1.-C.i. .....:',:..:;;::-,:','.-:-.:.'.,; :.::.. ,-- •I:_.-,. : - ..: .: , , ..- 1 :::., •::`.-. 2-.:I:
H0i4get ...;',`' -0*. -.. :' ,Elevaiiiit.- ''I- :-:--... '.:*'.-:::::':!Sii_it.tli.440ikiiiii.:.4!:,', '.-V.'''. .:'... ::;-:.°"!is
-I, :'• . - _ -..! , .." :- -
5 9/27/04 0-24" Gray Silty Fine to Medium SAND Ground water was encountered at 36
inches below surface grade
24-30" Tan Silty Fine to Medium SAND(Trace Clay) infiltration Test#5/Ratc0.05 in/min
30-72" Gray Fine to Medium SAND
. ,
Seasonal High Water Level at 24"
,---,
6 9/27/04 0-18" Gray Silty Fine to Medium SAND Ground water was encountered at 18
. inches below surface grade _
18-36" Tan Silty Fine to Medium SAND(Trace Clay) Infiltration Test#6/Rate ).025
. in/min
36-72" Gray Fine to Medium SAND
Seasonal High Water Level at 18"
1 !
1
1
1
_ ..,

TEMPORARY SEDIMENT TRAP#1
I
PROJECT NAME: St.Mildred Catholic Church BY: Phillip Hobbs
PROJECT NUMBER: 2563 DATE: 6/17/04
REV: 1/1.8/05
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT&EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
SEDIMENT TRAP AREA#1
WHERE:110= 7.20 in/hr (10 YEAR STORM)
DISTURBED AREA= 3.30 Ac A= 4.61 Ac GRASS C=0.15
DRAINAGE AREA= 4.78 Ac A= 0.00 Ac `SOIL C=0.20
A= 0.00 Ac WOODS C=0.25
PEAK FLOW: Qu=CcIioA A= 017 Ac BLDG/PVM'T C=0.95
Q1a=6.14 cfs A= 4.78 Ac TOTAL Cc=0.18
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
28 4892.00 0 0 0 0
29. 8184.00. 8184 4092 4092 4092
30 15770.00 15770 11977 11977 16069
REQUIRED BASIN VOLUME,(VR)=(DISTURBED AREA X 1800 cf/ac)= 5,940 cf
REQUIRED Q10 SURFACE AREA,(AR)=(0.01 x Q10 cfs)= 2,875 sf
DETERMINE ELEVATION OF Q10 YR STORM,(X): ELEV. AREA(sf)
28 0
X 2675 X= 28.33
29 8184
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE,(Hs)=(Q10 EL.)
Hs=28.33
Use Hs=29 50
DETERMINE VOLUME OF SEDIMENT STORAGE,(Vs)©Hs:
FLFV. VOLUME(cf)
29 4092
Hs= 29.50 Vs Vs= 10,081 cf
30 16069
PROVIDED STORAGE VOLUME EXCEEDS REQUIRED.VOLUME,THEREFORE OKAY
SEDIMENT DEPTH(H)=(Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH(Z)=1/2(H)
H Z STORAGE VOLUME STORAGE VOLUME
Il (R) (fL) REQUIRED(cf.) PROVIDED(cf.)
1.50 0.75 5940 10081
ELEVATION BOTTOM POND=28.00
ELEVATION SEDIMENT STORAGE=29.50
ELEVATION TOP OF DAM=30.00
SEDTRAP(NCDENR)-1.xls Page 1
L

TEMPORARY SEDIMENT TRAP #2
PROJECT NAME: St.Mildred Catholic Church BY: Phillip Hobbs
PROJECT NUMBER: 2563 DATE: 6/17/04 .
REV: 1/18/05
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT&EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
SEDIMENT TRAP AREA#2
WHERE:Iia= 7.20 in/hr (10 YEAR STORM)
DISTURBED AREA= 3.15 Ac A= 2.12 Ac .GRASS C=0.15
DRAINAGE AREA= 3.15 Ac A= 0.00 Ac SOIL C=0.20
A= 0.00 Ac WOODS C=0.25
PEAK FLOW: Q1c=CchoA A= 1.03 Ac BLDG/PVMT C=0.95
Cho=9.33 cfs A= 3.15 Ac TOTAL Cc=0.41
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT 5')
ELEV. I PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
28 8779.00 0 U 0 0
29 13549 00. • 13549 6775 6775 6775
30. .21455.00 21455 17502 17502 24277
•
REQUIRED BASIN VOLUME,(VR)=(DISTURBED AREA X 1800 cf/ac)= 5,670 cf
REQUIRED Q1c SURFACE AREA,(AR).(0.01 x Qio cfs)= 4,066 sf
DETERMINE ELEVATION OF Q10 YR STORM,(X): ELEV. AREA(sf)
28 0
X 4066 X= 28.30
29 13549
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE,(Hs)=(Q10 EL)
Hs=28.30
Use Hs=29.00
DETERMINE VOLUME OF SEDIMENT STORAGE,(Vs)a Hs:
ELEV. VOLUME(cf)
29 6775
Hs= 29.00 Vs Vs=6,775 cf
28 0
PROVIDED STORAGE VOLUME EXCEEDS REQUIRED VOLUME,THEREFORE OKAY
SEDIMENT DEPTH(H)=(Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH(Z)=1/2(H)
H Z STORAGE VOLUME STORAGE VOLUME
(ft) (ft.) REQUIRED(cf.) PROVIDED(ef.)
1.00 0.50 5670 6775
ELEVATION BOTTOM POND=28.00
ELEVATION SEDIMENT STORAGE=29.00
ELEVATION TOP OF DAM=30.00
SEDTRAP(NCDENR)-2.xls Pape 1

TEMPORARY SEDIMENT TRAP#3
PROJECT NAME: St.Mildred Catholic Church BY: Phillip Hobbs
PROJECT NUMBER: 2563 .: DATE: 6/17/04
REV: 1.18/05
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT&EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
SEDIMENT TRAP AREA#3
WHERE:Iio= 7.20 in/hr (10 YEAR STORM)
DISTURBED AREA= 1.91 Ac A= 2.17Ac GRASS C=0.15
DRAINAGE AREA= 2.97 Ac A= .O OO Ac. SOIL C=0.20
A= 0.00 Ac WOODS C=0.25
PEAK FLOW: Qio=CclioA A= 0.80 Ac BLDG/PVMT C=0.95
Qio=7.82 cfs A= 2.97 Ac TOTAL Cc=0.37
BASIN STAGE/STORAGE: DWG.SCALE:1'= • 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) I VOL(cf) ACCUM.VOL(cf.)
28 5035.00 5035 0 0 0
. 29 8672.00 8672 6854 6854 6854
30 12632.00. 12632 10652 10652 17506
REQUIRED BASIN VOLUME,(VR)=(DISTURBED AREA X 1800 cf/ac)= 3,438 cf
REQUIRED Q,o SURFACE AREA,(AR).(0.01 x Q10 cfs)= 3,404 sf
DETERMINE ELEVATION OF Qfo YR STORM,(X): ELEV. AREA(sf)
28 5035
X 3404 X= 28.50
29 8672
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE,(Hs)=(Qfo EL)
Hs=28.50
Use Hs=29:00
DETERMINE VOLUME OF SEDIMENT STORAGE,(Vs)@ Hs:
ELEV. VOLUME(cf)
29 6854
Hs= 29.00 Vs Vs=6,854 cf
30 17506
PROVIDED STORAGE VOLUME EXCEEDS.REQUIRED VOLUME,THEREFORE OKAY
SEDIMENT DEPTH(H)=(Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH(Z)=1/2(H)
H Z STORAGE VOLUME STORAGE VOLUME
(ft.) (ft.) REQUIRED(cf.) PROVIDED(cf.)
1.00 0.50 3438 6854
ELEVATION BOTTOM POND=28.00
ELEVATION SEDIMENT STORAGE=29.00
ELEVATION TOP OF DAM=30.00
SEDTRAP(NCDENR)-3.xls Page 1

TEMPORARY SEDIMENT TRAP #4
PROJECT NAME: St.Mildred Catholic Church BY: Phillip Hobbs
PROJECT NUMBER: 2563 DATE: 6/17/04
REV: 1/18/05
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT&EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
SEDIMENT TRAP AREA#4
WHERE:I io= 7.20 in/hr (10 YEAR STORM)
DISTURBED AREA= 1.12 Ac A= 0.68 Ac GRASS C=0.15
DRAINAGE AREA= 1.12 Ac A= 0.00 Ac SOIL C=0.20
A= 0.00 Ac WOODS C=0.25
PEAK FLOW: Quo=CcI1 A A= 0 44 Ac BLDG/PVM'T C= 0.95
Qio=3.74 cfs A= 1.12 Ac TOTAL Cc=0.46
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=s)
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
29. 6763.00 6763 0 0 0
If 30 929:1.00 9291 8027 8027 8027
30.5 11655.00 11655 10473 5237 13264
REQUIRED BASIN VOLUME,(VR)=(DISTURBEDAREA X 1800 cf/ac)= 2,016 cf
REQUIRED am SURFACE AREA,(AR)=(0.01 x Q10 cfs)= 1,631 sf
DETERMINE.ELEVATION OF Q10 YR STORM,(X): ELEV. AREA(sf)
28 #N/A
X 1631 X= 29.00
29 6763
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE,(Hs)=(Q10 EL.)
Hs=29.00
Use Hs=29.50
DETERMINE VOLUME OF SEDIMENT STORAGE,(Vs)(Hs:
ELEV. VOLUME(cf)
29 0
Hs= 29.50 Vs Vs=4,014 cf
30 8027
PROVIDED STORAGE VOLUME EXCEEDS REQUIRED VOLUME,THEREFORE OKAY
SEDIMENT DEPTH(H)=(Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH(Z)=1/2(H)
H Z STORAGE VOLUME STORAGE VOLUME
(R) (R) REQUIRED(cf.) PROVIDED(cf.)
0.50 0.25 2016 4014
ELEVATION BOTTOM POND= 29.00
ELEVATION SEDIMENT STORAGE= 29.50
ELEVATION TOP OF DAM= 30.50
SEDTRAP(NCDENR)-4.xls Page 1

TEMPORARY SEDIMENT TRAP#5
PROJECT NAME: St.Mildred Catholic Church BY: Phillip Hobbs
PROJECT NUMBER: 2563 DATE: 6/17/04
REV: 1/18/05
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C.SEDIMENT&EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
SEDIMENT TRAP AREA#5
WHERE:110= 7.20 in/hr (10 YEAR STORM)
DISTURBED AREA= 1.51 Ac A= 0.99 Ac GRASS C=0.15
DRAINAGE AREA= 1.51 Ac A= l):OO Ac SOIL C=0.20
A= .0.00 Ac WOODS C=0.25
PEAK FLOW: Q10=CcI1oA A= 0.52 Ac BLDG/PVMT C=0.95
Q10=4.63 cfs A= 1.51 Ac TOTAL Cc=0.43
BASIN STAGE/STORAGE: DWG.SCALE:1"= 1 (NOTE:MAX.FILL HEIGHT=5')
ELEV. PLANIMETER READING AREA(sf) AVG.AREA(sf) VOL(cf) ACCUM.VOL(cf.)
29 6810.00 6810 0 0 0
30 10847.00 10847 8829 8829 8829
30.5: 13600.00 13600 12224 6112 14940
REQUIRED BASIN VOLUME,(VR)=(DISTURBED AREA X 1800 cf/ac)= 2,718 cf
REQUIRED Q10 SURFACE AREA,(AR)=(0.01 x Q10 cfs)= 2,015 sf
DETERMINE ELEVATION OF Q10 YR STORM,(X): ELEV. AREA(sf)
29 6810
X 2015 X= 29.50
29 6810
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE,(Hs)=(Q70 EL.)
He 29.50
Use Hs=29.50
DETERMINE VOLUME OF SEDIMENT STORAGE,(Vs)©Hs:
ELEV. VOLUME(cf)
29 0
Hs= 29.50 Vs Vs=4,414 cf
30 8829
PROVIDED STORAGE VOLUME EXCEEDS REQUIRED VOLUME,THEREFORE OKAY
SEDIMENT DEPTH(H)=(Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH(Z)=1/2(H)
jH Z STORAGE VOLUME STORAGE VOLUME
(t) (ft) REQUIRED(cf.) PROVIDED(cf.)
0.50 0.25 2718 4414
ELEVATION BOTTOM POND=29.00
ELEVATION SEDIMENT STORAGE=29.50
ELEVAI ION 1 OP OF DAM=30.50
SEDTRAP(NCDENR)-5.xls Page 1

Table of Contents i
Table of Contents
********************** MASTER SUMMARY **********************
Watershed Master Network Summary 1.01
*************** NETWORK SUMMARIES (DETAILED) ***************
Watershed 2 yr
( Executive Summary (Nodes) 2.01
Watershed 10 yr
Executive Summary (Nodes) 2.02
Watershed 50 yr
Executive Summary (Nodes) 2.03
********************** TC CALCULATIONS *********************
AREA 1 POST Tc Calcs 3.01
AREA 2 Tc Calcs 3.03
AREA 3 Tc Calcs 3.05
AREA 4 Tc Calcs 3.07
AREA 5 Tc Calcs 3.09
********************** CN CALCULATIONS *********************
AREA 1 POST Runoff CN-Area 4.01
AREA 2 Runoff CN-Area 4.02
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Table of Contents ii
Table of Contents (continued)
AREA 3 Runoff CN-Area 4.03
AREA 4 Runoff CN-Area 4.04
AREA 5 Runoff CN-Area 4.05
******************** RUNOFF HYDROGRAPHS ********************
AREA 1 POST 2 yr
Unit Hyd. Summary 5.01
AREA 1 POST 10 yr
Unit Hyd. Summary 5.02
AREA 1 POST 50 yr
Unit Hyd. Summary 5.03
AREA 2 2 yr
Unit Hyd. Summary 5.04
AREA 2 10 yr
Unit Hyd. Summary 5.05
AREA 2 50 yr
Unit Hyd. Summary 5.06
AREA 3 2 yr
Unit Hyd. Summary 5.07
AREA 3 10 yr
Unit Hyd. Summary 5.08
AREA 3 50 yr
Unit Hyd. Summary 5.09
AREA 4 2 yr
Unit Hyd. Summary 5.10
AREA 4 10 yr
Unit Hyd. Summary 5.11
AREA 4 50 yr
Unit Hyd. Summary 5.12
AREA 5 2 yr
Unit Hyd. Summary 5.13
(
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Table of Contents iii
Table of Contents (continued)
AREA 5 10 yr
Unit Hyd. Summary 5.14
AREA 5 50 yr
Unit Hyd. Summary 5.15
*********************** POND VOLUMES ***********************
POND 1 Vol: Elev-Area 6.01
POND 2 Vol: Elev-Area 6.02
POND 3 Vol: Elev-Area 6.03
POND 4 Vol: Elev-Area 6.04
POND 5 Vol: Elev-Area 6.05
******************** OUTLET STRUCTURES *********************
Outlet 1 Outlet Input Data 7.01
Individual Outlet Curves 7.03
Composite Rating Curve 7.04
Outlet 2 Outlet Input Data 7.05
Individual Outlet Curves 7.07
Composite Rating Curve 7.08
Outlet 3 Outlet Input Data 7.09
Individual Outlet Curves 7.11
Composite Rating Curve 7.12
Outlet 4 Outlet Input Data 7.13
Individual Outlet Curves 7.15
Composite Rating Curve 7.16
Outlet 5 Outlet Input Data 7.17
Individual Outlet Curves 7.19
Composite Rating Curve 7.20
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005
1

Table of Contents iv
it Table of Contents (continued)
*********************** POND ROUTING ***********************
POND 1 Pond Infiltration Calcs 8.01
( Pond E-V-Q Table 8.02
POND 1 INF 2 yr
Pond Infiltration HYG 8.03
POND 1 INF 10 yr
Pond Infiltration HYG 8.07
POND 1 INF 50 yr
Pond Infiltration HYG 8.11
POND 2 Pond Infiltration Calcs 8.16
Pond E-V-Q Table 8.17
POND 2 INF 2 yr
Pond Infiltration HYG 8.18
POND 2 INF 10 yr
Pond Infiltration HYG 8.23
POND 2 INF 50 yr
Pond Infiltration HYG 8.29
POND 3 Pond Infiltration Calcs 8.37
Pond E-V-Q Table 8.38
POND 3 INF 2 yr
Pond Infiltration HYG 8.39
POND 3 INF 10 yr
Pond Infiltration HYG 8.43
POND 3 INF 50 yr
Pond Infiltration HYG 8.47
POND 4 Pond Infiltration Calcs 8.51
Pond E-V-Q Table 8.52
POND 4 INF 2 yr
Pond Infiltration HYG 8.53
S/N: S21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

Table of Contents y
Table of Contents (continued)
POND 4 INF 10 yr
Pond Infiltration HYG 8.57
POND 4 INF 50 yr
Pond Infiltration HYG 8.61
POND 5 Pond Infiltration Calcs 8.65
Pond E-V-Q Table 8.66
POND 5 INF 2 yr
Pond Infiltration HYG 8.67
POND 5 INF 10 yr
Pond Infiltration HYG 8.71
POND 5 INF 50 yr
Pond Infiltration HYG 8.75
S/N: B21E012070C3 Site Solutions
PondPack Ver. 8.0067 Time: 7:59 AM Date: 4/18/2005

'12004 12:09 704-521-8955 SITE SOLUTIONS PAGE 02
'IL. 1.2004 9:42AM NCDENR WIRO NO.988 P.2/2
Pennit No,
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
WATER QUALITY CLASSIFICATION REQUEST FORM
This form may be photocopied for use as an mend
I. PROJECT INFORMATION
In order to deter ire whether a State Stormwater Management Permit will be required for a project in a
non-coastal;county,the classification of the closest downslope surface waters(the surface waters that any sheet
flow or overflow from the project would flow toward)must be determined. Please complete Sections I and II
below.DQW Staff will determine the receiving stream classification,complete Section III, and return the
completed form to you.
1. Project Name: 'T• Pi L-Drzfb &A G CHU R County: 6'N 5600-
2., Contact Person: I - Si;F& W-{IA
3, Mailing Address: Z 329 Id- /lid N 6.AD ST ..
4. City -1-01TIi State l6 Zip 2 22a Phone No. l.1 er-3 3 t
5. Name of closest downslope surface waters: 11.)H lT oAK P if C2
6. Signature of contact person: Date: -al-6`F
iti
7. Is a Sedimentation Erosion Contro lan or a CAMA Major Permit required? GYES O
IL REQUIRED ITEMS
An 82 @ x 11"copy of the appropriate portion of a USGS quad sheet showing the project=s property
boundaries,receiving stream,major roads or State Roads numbers,and nearest town or city must be
attached.
III. CLASSIFICATION REQUEST(To be completed by Regional Office personnel)
1. Name of surface waters: ( iee4 / Po, j ���
2. River Basin: !Nilrte (/GIB Index No.1'V O/ 19414, / a/ 20-35
f -
3. Classification(as eatablfai2ed by the Environmental Management Commission): 54 / Sc
4, Proposed Classification,if applicable: 111
S. State Stormwater Management Permit required? MS GNO
6. Signature of Regional,Office personnel:, Gd:042 Date 7—8-04-
cc; Linda Lewis
Engineer
Building Inspector
Central.Files
Form SW1I-11V I Version 10.99

P. 1 kJON
* * * COMMUNICATION RESULT REPORT ( JUL. 8.2004 12:37PM ) * * *
TTI NCDENR WIRO
FILE MODE OPTION ADDRESS (GROUP) RESULT PAGE
205 MEMORY TX 8-7045218955 OK P. 2/2
REASON FOR ERROR
E-1) HANG UP OR LINE FAIL E-2) BUSY
E-3) NO ANSWER E-4) NO FACSIMILE CONNECTION
State of l' O C r l teal Resoux s
of En�iro ► t o al affiee
DepartmentV+l In gt°11Ual .Moss 7r g etarY
William G •
Michael •
1 Easley,G01 Or
FAX
co'TR SMET )1iI�j 'o
I 2-
pate: }.�i3,04 from: Lilo 2
w ` CO:
To " Fes: g1p-350-2004
FAX#: �1C.pcol �r � �$Q� ._--
110�3o-x4oa
$ T bone(911439`r3900 Fax(9
eF,ztensWild+inl °o'roanitY ytWe t0nEmployer
127 Cr Mile An dual OPP

State of North Carolina
Department of Environment and Natural Resources
Wilmington Regional Office
Michael F. Easley, Governor William G. Ross Jr., Secretary
FAX COVER SHEET
St: Hil dyed Ch0rc1
Date: 7-8-04 No. Of Pages: # Z.
To: F Wehl a/, From: Li11d2 Leers
CO: CO: OGJQ
FAX #: r7U4-521 61 S5 FAX#: [phone]
REMARKS:
127 Cardinal Drive Extension,Wilmington,N.C.28405-3845 Telephone[phone] Fax[phone]
An Equal Opportunity Affirmative Action Employer

/2004 12:09 704-521-8955 SITE SOLUTIONS PAGE 01
ITE
- A
- OLUTIONS FA)C
3 2 6
W. MorEhead Street
ar!oLIC,NC 213208
To: Water Quality Division From: Jeff Wehling
Company NCDENR Pages: .(includes cover)
Fax [phone] Date: 07-01-04
Job Name: St. Mildred Catholic Church Job 0 #2563
Re: Water Classification Request CC:
r For Review r Please Comment r Please Reply r For Information
• Comments:
Please complete request for water classification for this
project area and send back to me either by e-mail or
fax. [e-mail] or [phone](fax).
1,ANEo.!iC.../4 ARCanTEx TUR
SITE F::PLANNING
?:1•469NEF.R*
TELEPHONE
704.52.1.90W)
rACSi MILE
704,511.895S
www,s iteso JtiOnsp..c..Om

07/2 /2004 12:09 704-521-8955 SITE SOLUTIONS PAGE 03
SR 1447
NC HWY 24 1111111
SR 1559
(11
17)
\Williams Dr
11
site
SR 1511
ti
NOT TOSCALE

07/01/2004 12:09 704-521-8955 SITE SOLUTIONS PAGE 04
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