20060961 Ver 2_Stormwater Info_20100830

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EcoEngineering
I it A division of The John R. McAdams Company, Inc.
LETTER OF TRANSMITTAL
To: Mr. Joseph G amfi Date: August 27, 2010
NCDENR - DWQ
401 Oversight/Express Review Permitting Unit
2321 Crabtree Boulevard ** FEDERAL EXPRESS **
Raleigh, North Carolina 27604
919-733-1786 Job No.: LEN-10000
Re: Inside Wade Townhomes Package 2 of 2
1 am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 CD of plans
1 application fee - $1000.00
2 Express Review SW M mt Plan Application
2 Final SW M amt Plan Design books
Ian sets included in other package)
i nese are transmitted as checked below:
? As requested
® For approval
? For review and comment
Remarks: This is
e 2 of 2. (Other
? For your use
? ° ?C?GOI
? -- A U G ?
includes 2 full sized plan sets.) ,.-..NNR -WATER OuAirrv
Copy to:
Project Manager
EFOR NTERNAL USE ONLY
er of Transm ittal Only to File
ntire Document to File
2905 Meridian Parkway, Durham, North Carolina 27713
PO Box 14005, RTP, North Carolina 27709
Signed:
(Jeremy V. Flinch, PE
INSIDE WADE TOWNHOMES
Final Stormwater Management Plan Design
General Description
Located off of Wade Park Blvd., at the southeast corner of the intersection of Interstate 40 and
Wade Avenue, in Raleigh, North Carolina, is the proposed residential, townhome development
currently known as Inside Wade Townhomes. Development on this site (Lots 4 and 5) is part of
the overall Wade Subdivision and will consist of the construction of residential townhome lots,
along with associated streets, sidewalks, utilities, stormwater. management, and other
infrastructure.
The proposed development is located within the Neuse River basin and will be subject to the
stormwater management requirements set forth in Section 10, Chapter 9 of the City of Raleigh
regulations. Per City of Raleigh regulations, stormwater management on this site shall address
two primary issues: (1) peak discharge rates and (2) water quality management.
1. Storm water Runoff Controls [Section 10-90231
(a) Runoff limitation
The peak stormwater runoff leaving any site for the two-year and ten year storms shall be
no greater for post-development conditions than pre-development conditions. The same
methodologies used to calculate stormwater runoff must be used for both pre-
development and post-development conditions (Section 10-9023a).
For any land disturbing activity, as defined in Part 10 Chapter S, the peak stormwater
runoff leaving the site at each discharge point for the two-year storm shall be no greater
during construction than. for pre-development conditions. However, this regulation shall
not be applicable when the development site conforms to all of the following:
(1) The disturbed acreage is less than five (5) acres;
(2) The two-year peak discharge for the disturbed condition, for all points of
discharge, is less than ten (10) per cent of the peak discharge from the
contributing watershed as measured at the nearest receiving watercourse.
(b) Exemptions.
In addition to those activities exempted by §10-9003(b) and §10-9021, the stormwater
runoff control requirements of this section shall not apply to one (1) or more of the
following:
(1) The increase in peak stormwater runoff between pre-development and post-
development conditions, for the two-year and ten-year storms is ten (10) percent
or less at each point of discharge.
(2) The maximum impervious surface coverage of the lot, including any existing
impervious surfaces, is no more than fifteen (I5) per cent and the remaining
pervious portions of the lot are utilized to convey and control the stormwater
runoff of the lot to the maximum extent practical. Any lot which is exempted from
the runoff control requirements by subsection (b)(2), shall comply with all the
requirements of subsection (a) whenever:
a. The exempted lot is subdivided; or
b. The exempted lot size is reduced by recombination; or
c. Impervious surfaces on the exempted lot equal or exceed fifteen (15)
per cent.
(3) Compliance with the runoff limitations in subsection (a) above would result
in greater adverse downstream impact, such as local. flooding, as determined by
City approved engineering studies.
(4) Compliance with the ten-year storm runoff limitations in subsection (a)
above results in no benefit to current and fixture downstream development, as
determined by City -approved engineering studies.
Projects exempted by subsection (b) shall protect all affected lands and receiving
watercourses from accelerated erosion as defined in Chapter S, Part 10.
2. Nitrogen Reduction [Section 10-9024
a) Requirements
No development nor any expansion ofan existing development, use, facility, building,
structure, nor any new or expanded vehicular surface area shall contribute a nitrogen
export load exceeding three and six tenths (3.6) pounds per acre per year.
b) Payment to North Carolina Riparian Buffer Restoration Fund as an offset
Developers shall have the option of offsetting their nitrogen export load limitations of
subsection (a) above by paying monies to the North Carolina Riparian Bier Restoration
Fund based on the latest fee adopted by the State. For residential development, a one-
time offset payment may be paid to the North Carolina Riparian Buffer Restoration
Fund to bring the nitrogen export load down from six (6) pounds per acre per year to
Three and six-tenths (3.6) pounds per acre per year. For all other developments, a one-
time offset payment may be paid to the North Carolina Riparian Buffer Restoration
Fund to bring the nitrogen export load down _from ten (10) pounds per acre per year to
three and six-tenths (3.6) pounds per acre per year. Installation of City approved
stormwater control measures or payments or a combination of both may be used.
Residential developments which exceed nitrogen export loads of six (6) pounds per acre
per year and other developments which exceed nitrogen export loads often (10)
pounds per acre per year must install City, approved stormwater control measures to
reduce the nitrogen export load of their development to the applicable six (6) or ten (10)
pounds per acre per year limitation to become eligible for payment offsets. All payments
are to be paid to the North Carolina Riparian Buffer Restoration Fund at the time of
subdivision recordation for those subdivisions with an approved unified off-site
stormwater control, facilities plan. For all other developments, payments shall be paid to
the_North Carolina Riparian Buffer Restoration Fund_ prior to the. issuance of applicable
development permits (Section 10-9022a-c).
Please note that residential development is defined in Section 10-9002 as any lot devoted
to single family or duplex land use.
I'ci JuCtion 10-9023(b)(4) of the City of Raleigh code, development on this tract is exempt from
the City of Raleigh detention requirements since "compliance with the ten-year storm runoff
limitations in subsection (a) above results in no benefit to current and future downstream
development, as determined by City -approved engineering studies." For this reason, the three
stormwater best management practices that will be utilized to treat runoff from this site (1
existing bioretention area, l existing stormwater wetland, and I proposed wet pond) are sized for
water quality control only, and do not provide any water quantity control (i.e. detention) benefit.
Per Section 5 of NC Administrative Code 15A NCAC 02B .0233 Neuse River Basin Protection
and Maintenance of Existing Riparian Buffers, diffuse flow of runoff shall be maintained in the
riparian buffer by dispersing concentrated flow and reestablishing vegetation. Concentrated
runoff from new ditches and manmade conveyances shall be converted to diffuse flow before the
runoff enters the Zone 2 of the riparian buffer. Periodic corrective action to restore diffuse flow
shall be taken if necessary to impede the formation of erosion gullies. Since the proposed Inside
Wade Townhomes project is located within the Neuse River Basin, it is subject to the diffuse
flow requirements.
To address this requirement, a conventional outlet structure with a splitter box configuration is
proposed to "split" the appropriate water quality volume from the larger storm events and divert
it to a level spreader designed per NCDWQ level spreader design standards. The level spreader
provides diffuse flow of the appropriate water quality volume into the downstream existing
Neuse Stream Buffer. The larger storms (i.e. greater than the water quality volume events) will
bypass the level spreader and discharge into a traditional riprap velocity dissipator that dissipates
the energy associated with the larger storm events prior to discharging non-erosively into the
existing Neuse Stream Buffer downstream.
OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
State of North Carolina 1 0 N
Department of Environment and Natural Resources JG 3 ?O jQ
Division of Water Quality 401/Wetlands Unit pF? W S
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
?'?r??Rktp{
This form may be photocopied for use as an original
L GENERAL INFORMATION
1. APPLICANT'S NAME (specify the name of the corporation, individual, etc. who owns the project):
Lennar Carolinas, Inc.
2.OWNER/SIGNING OFFICIAL'S NAME AND TITLE (person legally responsible for facility and
compliance): Ms. Patricia Hanchette - Division President
3. OWNER MAILING ADDRESS (for person listed in item 2 above):
Lennar Carolinas, Inc.
1201 Edwards Mill Road, Suite 301
Raleigh, NC 27607
4. OWNER ADDITIONAL CONTACT INFORMATION:
Phone: [phone] Fax: [phone] Email: Patricia. [e-mail]
5. PROJECT NAME (subdivision, facility, or establishment name - should be consistent with project name
on plans, specifications, letters, inspection and maintenance agreements, etc.):
Inside Wade Townhomes
6. PROJECT LOCATION:
Street Address: 5500 Wade Park Boulevard
City: Raleigh County: Wake State: NC Zip Code: 27607
Latitude: 35D48'39" N Longitude: 78D44'10"W
7. DIRECTIONS TO PROJECT SITE (from nearest major intersection):
From the intersection of Blue Ridge Rd &' Trinity Rd, go west on Trinity Rd. Turn RT on Edwards Mill Rd, and
approx. 1,700 feet north of the intersection of Trinity Rd & Blue Ridge Rd, turn LT on Wade Park Blvd and enter
the project.
8. CONTACT PERSON (who can answer stormwater-related questions about the project):
Name: Jeremy V. Finch, PE Company: EcoEngineering
Phone: [phone] Fax: [phone] Email:[e-mail]
1/2009 Version L1 Page 1 of 5
H. PERMIT INFORMATION

1. THE PROJECT IS (check one): ?X NEW ? A RENEWAL ? A MODIFICATION
2. OTHER JURISDICTIONS:
Which local government(s) has jurisdiction over the project (e.g. Town of Cary or Johnston County)?:
City of Raleigh
3. STORMWATER MANAGEMENT PROGRAM
Check all of the state-approved stormwater management programs (implemented by either the State or
local government) that apply to your project:
?X Phase II Post Construction ? Water Supply Watershed ?X Neuse or Tar-Pamlico NSW
? Randleman WSWS ? USMP ? Coastal Counties ? HQW ? ORW
4. PERMIT HISTORY (renewal or modification requests must complete this item):
Existing DWQ Permit Number: DWQ Project #06-0961 Date Issued: August 7, 2006
5. PROJECT TYPE (check one): ? Low Density* ?X High Density*
* Low Density projects shall be under 24% Impervious with only vegetated stormwater conveyances. A
curb and gutter or pipe system for stormwater conveyance shall result in reclassification of project as
High Density even if below 24%, except when pipes are used for road or driveway crossing purposes.
6. ADDITIONAL PROJECT REQUIREMENTS (check all that apply):
? CAMA Major ?X Sedimentation/Erosion Control ?X NPDES Stotmwater
?X 404/401 Permit ? Non-404 Jurisdictional Permit ? Other:
Note: Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748
III. PROJECT INFORMATION
1. STORMWATER TREATMENT METHODS (Describe briefly how stormwater will be treated):
Three (3) stormwater best management practices that will be utilized to treat runoff from this site (I existing
bioretention area, 1 existing stormwater wetland, & I proposed wet pond). The existing bioretention area and
stormwater wetland were previously reviewed/approved by DWQ. The proposed wet pond will be sized to provide
90% TSS removal and will have a conventional outlet structure w/ a splitter box configuration to "split" the
appropriate water quality volume from the larger storm events and divert it to a level spreader designed per NCDWQ
level spreader design standards. The level spreader provides diffuse flow of the appropriate water quality volume into
the downstream existing Neuse Stream Buffer. Larger storms will bypass the level spreader.
Important Note: attach a detailed narrative (one to two pages) describing stormwater management for the
project.
2. RIVER BASIN/STREAM INFORMATION
a. Stormwater runoff from this project drains to which River Basin?: Neuse
b. Nearest named stream: Medfield Tributary (Basin 18, Stream 39) - UT to Richlands Creeks
c. Water quality classification of nearest named stream: C, NSW
1/2009 Version 1.1 Page 2 of 5
3. TOTAL PROJECT AREA: ( 40.93 (acres)
4. PROJECT BUILT UPON AREA: 1 53.4%
5. DRAINAGE AREAS (How many drainage areas does the project have?): 1 (for the level spreader)
Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Medfield (13 18,S39)-UT Richlands Cr
Receiving Stream Class C, NSW
Drainage Area 20.24 ac (To Wet Pond BMP)
Existing Impervious* Area 0.00
Proposed Impervious*Area 11.62-acres (To Wet Pond BMP)
% Impervious* Area (total) 57.4% (To Wet Pond BMP)
Impervious* Surface Area Determination (Breakdown)
Impervious* Surface Area Drainage Area I Drainage Area 2
On-site Buildings 5.91-acres (To Wet Pond BMP)
On-site Streets 4.72-acres (To Wet Pond BMP)
On-site Parking Included w/ Streets
On-site Sidewalks 0.99-acres (To Wet Pond BMP)
Other on-site N/A
Off-site N/A
Total: 11.62-acres (ToWetPond) Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
6. EXPLAIN HOW THE OFF-SITE IMPERVIOUS AREA WAS DERIVED:
N/A
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all subdivisions, outparcels and
future development draining to the proposed stormwater management devices prior to the sale of any lot. If
applicable, please complete and submit a copy of the deed restrictions and protective covenants along with
your application.
1/2009 Version LI Page 3 of 5
V. SUPPLEMENT FORMS
1. The applicable stormwater management supplement form(s) listed below must be submitted for each
BMP specified for this project. The most current form(s) located on the 401/wetlands unit website at
htq?://h2o.enr.state.nc.us/su/bmp forms.htm must be used. Please include both the Design Summary and
the Required Items Checklist along with all required items and supporting design calculations.
(Check the supplement forms that will be required for your project):
? Bioretention Supplement ?X Level Spreader/Filter Strip/Restored Buffer
? Dry Detention Supplement Supplement
? Grassed Swale Supplement ? Sand Filter Supplement
? Infiltration Basin Supplement ? Stormwater Wetland Supplement
? Infiltration Trench Supplement
? Wet Detention Supplement
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 DWQ Central Office.
1. Please indicate that you have provided the following required information by initialing in the space
provided next to each item.
• Original and two copies of the Express Review Stormwater Management Application
• Signed and Notarized Inspection and Maintenance Agreement
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to DWQ)
• Detailed narrative description of stormwater treatment/management
• Three 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
Initials
ZEE
-TF
-.Jr
S?
SF?
? Details of roads, drainage features, collection systems, and stormwater control measures
? Wetlands and streams 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)
1/2009 Version 1.1 Page 4 of 5
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
1. DESIGNATED AGENT (individual or firm): EcoEngineering - A Division of The John R. McAdams Co., Inc.
2. MAILING ADDRESS:
PO BOX 14005
RTP, NC 27709
Phone: [phone]
Fax: [phone]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2)
-Fa+6u -- 40.11 a t_i'Lc- , certify that the information included on this application form is, to
the best of my knowledge, correct and that the project will be constructed in conformance with the approved
plans, that the required deed restrictions and protective covenants (if applicable) will be recorded, and that the
proposed project complies with the requirements of 15A NCAC 2H .1000.
Signature: 1 Date:

1/2009 Version 1.1 Page 5 of 5
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/ debris.
system
The flow splitter device The flow sputter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow sputter device is Make any necessary repairs or
damaged. replace if damage is too large for
re air.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the Swale or just
downslo a of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water,
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Inside Wade Townhomes
BMP drainage area number: Wet Pond Outlet To Level Spreader
Print name: -F&4-v: h}cw`I.,- / L? ^e-1 Ce-_4 L,o., LLto
Title: i?fv?'s _T? A:-.,
Address: l zo t r-t, 1 i-Z o , s ?u a ? , ??., rJe- -z-+(_0-4
Phone: q I a- 'Yt, 5- k °? v o
Signature:
Date: ?0
T-
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,
? Ro z-e 11
a Notary Public for the State of
Gv<44k 62ro ImA- , County of ?A) a do hereby certify that
a a E- +-a yLC personally appeared before me this
day of and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
NCH o'
Q- ..... '','.
NOTARY
PUBLIC
i
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SEAL
K 4?kak__?
aue4t /7
My commission expires-. 4-
Form SVWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
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STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)f
{., PRO? TIOK ? - - --: - -- -
:: -
Project name Inside Wade Townhomes
Contact name Jeremy V. Finch, PE
Phone number [phone]
Date August 26, 2010
Drainage area number Wet Pond Outlet To Level Spreader
For Level Spreaders Receiving Flow From a BMP
Type of BMP Level Spreader
Drawdown flow from the BMP 0.15 cis
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area ft, Do not complete this section of the worksheet.
Impervious surface area it, Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm cfs Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete_filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 0.00 it
Width of dense ground cover 0.00 It
Width of wooded vegetation 50.00 It
Total width 50.00 ft
Elevation at downslope base of level lip 332.00 fmsl
Elevation at top of bank of the receiving water 330.00 fmsl
Slope (from level lip to to top of bank) 4.00 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area NIA sq ft No forebay is needed.
Feet of level lip needed per cfs 65 fticfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? Y (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 0.22 cfs
Is a bypass device provided? Y (Y or N) A bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev-5
Parts I and 11 Design Summary, page 1 of 2
Length of the level lip 23.00 ft
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? NIA (Y or N)
Does the channel enter the stream at an angle? NIA (Y or N)
Dimensions of the channel (see diagram below):
M N/A ft
B N/A ft
W NIA ft
y N/A ft
Peak velocity in the channel during the 10-yr storm NIA cfs
Channel lining material NIA
#VALUE!
W t
M
Y
1 B 1
l
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and 11 . Design Summary, page 2 of 2
R0t 0ITS S CHECKLIST '
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
«= 1. Plans (1" 50' or larger) of the entire site showing:
Design at ultimate build-out, - Jlfl? CAW-
r? Off-site drainage (if applicable), -N/A-
- Delineated drainage basins (include Rational C coefficient per basin), - CA-Lc-
- Forebay (if applicable), -- 06
-High flow bypass system, --5E6 Sim" PCi -POS
- Maintenance access, -- -4- Fri--1 t 5[ - C- 3 tc- ? 3JC
osed draina
d -S A0-1
-Pro
e easement
nd
bli
i
ht
f
ROW
p
g
a
pu
c r
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o
way (
), an
-Boundaries of drainage easement. •- F M f r P-1 it Sft r C-734_e_.-.: f
2. Plan details (1" = 30' or larger) for the level spreader showing:
Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
J t- 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire

7 drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev. 5 Part III, page 1 of 1
EcoEngineering
A division of The John R. McAdams Company, Inc.
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INSIDE WADE TOWNHOMES
RALEIGH, NORTH CAROLINA
FINAL STORMWATER MANAGEMENT PLAN DESIGN
LEN-10000
July 2010
Revised: August 2010
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
F Meridian Parkway
North Carolina 27713
03-5646
919-287-4262
919-361-2269 Fax
www.ecoengr.com
Jeremy V. Finch, PE
Project Manager
Design Services Focused On Client Success.
•
INSIDE WADE TOWNHOMES
Final Stormwater Management Plan Design
General Description
Located off of Wade Park Blvd., at the southeast corner of the intersection of Interstate 40 and
Wade Avenue, in Raleigh, North Carolina, is the proposed residential, townhome development
currently known as Inside Wade Townhomes. Development on this site (Lots 4 and 5) is part of
the overall Wade Subdivision and will consist of the construction of residential townhome lots,
along with associated streets, sidewalks, utilities, stormwater management, and other
infrastructure.
The proposed development is located within the Neuse River basin and will be subject to the
stormwater management requirements set forth in Section 10, Chapter 9 of the City of Raleigh
regulations. Per City of Raleigh regulations, stormwater management on this site shall address
two primary issues: (1) peak discharge rates and (2) water quality management.
1. Stormwater Runoff Controls [Section 10-9023]
(a) Runoff limitation
The peak Stormwater runoff leaving any site for the two-year and ten year storms shall be
no greater for post-development conditions than pre-development conditions. The same
methodologies used to calculate Stormwater runoff must be used for both pre-
development and post-development conditions (Section 10-9023a).
For any land disturbing activity, as defined in Part 10 Chapter S, the peak stormwater
runoff leaving the site at each discharge point for the two-year storm shall be no greater
• during construction than for pre-development conditions. However, this regulation shall
not be applicable when the development site conforms to all of the following:
(1) The disturbed acreage is less than five (5) acres;
(2) The two-year peak discharge for the disturbed condition, for all points of
discharge, is less than ten (10) per cent of the peak discharge from the
contributing watershed as measured at the nearest receiving watercourse.
(b) Exemptions
In addition to those activities exempted by §10-9003(b) and §10-9021, the stormwater
runoff control requirements of this section shall not apply to one (1) or more of the
following:
(1) The increase in peak stormwater runoff between pre-development and post-
development conditions for the two-year and ten-year storms is ten (10) percent
or less at each point of discharge.
(2) The maximum impervious surface coverage of the lot, including any existing
impervious surfaces, is no more than fifteen (15) per cent and the remaining
pervious portions of the lot are utilized to convey and control the stormwater
runoff of the lot to the maximum extent practical. Any lot which is exempted from
the runoff control requirements by subsection (b)(2), shall comply with all the
requirements of subsection (a) whenever:
a. The exempted lot is subdivided; or
• b. The exempted lot size is reduced by recombination; or
c. Impervious surfaces on the exempted lot equal or exceed fifteen (15)
per cent.
(3) Compliance with the runoff limitations in subsection (a) above would result
in greater adverse downstream impact, such as local flooding, as determined by
City approved engineering studies.
(4) Compliance with the ten-year storm runoff limitations in subsection (a)
above results in no benefit to current and future downstream development, as
determined by City -approved engineering studies.
Projects exempted by subsection (b) shall protect all affected lands and receiving
watercourses from accelerated erosion as defined in Chapter S, Part 10.
2. Nitrogen Reduction [Section 10-9022]
a) Requirements
No development nor any expansion of an existing development, use, facility, building,
structure, nor any new or expanded vehicular surface area shall contribute a nitrogen
export load exceeding three and six tenths (3.6) pounds per acre per year.
b) Payment to North Carolina Riparian Buffer Restoration Fund as an offset
Developers shall have the option of offsetting their nitrogen export load limitations of
subsection (a) above by paying monies to the North Carolina Riparian Buffer Restoration
Fund based on the latest fee adopted by the State. For residential development, a one-
time offset payment may be paid to the North Carolina Riparian Buffer Restoration
Fund to bring the nitrogen export load down from six (6) pounds per acre per year to
• three and six-tenths (3.6) pounds per acre per year. For all other developments, a one-
time offset payment may be paid to the North Carolina Riparian Buffer Restoration
Fund to bring the nitrogen export load down from ten (10) pounds per acre per year to
three and six-tenths (3.6) pounds per acre per year. Installation of City approved
stormwater control measures or payments or a combination of both may be used.
Residential developments which exceed nitrogen export loads of six (6) pounds per acre
per year and other developments which exceed nitrogen export loads of ten (10)
pounds per acre per year must install City approved stormwater control measures to
reduce the nitrogen export load of their development to the applicable six (6) or ten (10)
pounds per acre per year limitation to become eligible for payment offsets. All payments
are to be paid to the North Carolina Riparian Buffer Restoration Fund at the time of
subdivision recordation for those subdivisions with an approved unified off-site
stormwater control facilities plan. For all other developments, payments shall be paid to
the North Carolina Riparian Buffer Restoration Fund prior to the issuance of applicable
development permits (Section 10-9022a-c).
Please note that residential development is defined in Section 10-9002 as any lot devoted
to single family or duplex land use.
Per Section 10-9023(b)(4) of the City of Raleigh code, development on this tract is exempt from
the City of Raleigh detention requirements since "compliance with the ten-year storm runoff
limitations in subsection (a) above results in no benefit to current and future downstream
development, as determined by City -approved engineering studies." For this reason, the three
stormwater best management practices that will be utilized to treat runoff from this site (1
existing bioretention area, 1 existing stormwater wetland, and 1 proposed wet pond) are sized for
. water quality control only, and do not provide any water quantity control (i.e. detention) benefit.
This report contains final hydrologic and hydraulic calculations detailing the expected
• stormwater impacts as a result of the proposed development, including final analysis of the
existing stormwater best management practices located on this site (1 existing bioretention area
and 1 existing stormwater wetland) and a final design of the proposed wet pond that will be used
to treat the remainder of the site.
Please refer to the appropriate section of this report for additional information.
Calculation Methodolozy
Rainfall data for the Raleigh, NC region is from NOAA Atlas 14, with a partial duration
series assumption. The 1-year/24-hour rainfall depth is 2.86 inches, the 2-Year/24-hour
rainfall depth is 3.45 inches, the 10-Year/24-hour rainfall depth is 5.01 inches, and the
100-year/24-hour rainfall depth is 7.43 inches. All of these storms were modeled within
HEC-HMS. Please reference the rainfall data section within this report for additional
information.
2. For the 1-year storm rainfall data, the SCS Type II storm distribution with a precipitation
depth of 2.86 inches was used in the HEC-HMS meteorological model.
3. Using maps contained within the Wake County Soil Surveys, the on- and off-site soils
were determined to be from hydrologic soil group (HSG) `B' soils and HSG `C' soils.
Since the method chosen to compute both pre- and post-development peak flow rates and
runoff volumes is dependent upon the soil type, care was taken when selecting the
appropriate Soil Conservation Service Curve Number (SCS CN).
Within each sub-basin, a proportion of each soil group was determined using NRCS Soil
• Survey Maps. Once a proportion was determined, a composite SCS CN was computed
for each cover condition. For example, the post-development condition of the drainage
area to the proposed wet pond consists of approximately 89.8% HSG `B' soils and 10.2%
HSG `C' soils. Therefore, for the open area cover condition, the composite SCS CN is
computed as follows (assuming good condition):
Composite Open SCS CN = (0.898 *61) + (0.102 * 74) = 62
This type of calculation was done for each of the studied sub-basins in the pre- and post-
development condition in an effort to accurately account for the difference in runoff
between HSG `B' soils and HSG `C' soils.
4. A composite SCS Curve Number was calculated for the post-development condition for
each subbasin using SCS curve numbers and land cover conditions. Land cover
conditions for the onsite post-development condition were taken from the proposed
development plan.
5. The post-development time of concentration to the existing and proposed stormwater
management facilities were assumed to be 5 minutes. This is a conservative assumption.
6. The on- and off-site topography used in the analysis is from two different sources. They
are as follows:
a. The on-site existing topography is from information provided to The John R.
McAdams Company, Inc. by Withers and Ravenel.
0
b. The off-site existing topography is from Wake County LIDAR topography
• information obtained from the NC Floodplain mapping program by The John R.
McAdams Company, Inc.
The two sets of data mentioned above were "spliced" together to construct the existing
topography used in the analysis. Please refer to the pre- and post-development watershed
maps for more information.
7. The US Army Corps of Engineers Hydrologic Model HEC-HMS, Version 2.2.2, was used
in determining the pre- & post-development peak flow rates for the 1-, 2-, 10-, 25-, and
100-year storm events, and for final routing calculations for both the existing and
proposed stormwater management facilities.
8. Pondpack Version 10.0, by Haestad Methods, is used to generate the stage-discharge
rating curve for the proposed stormwater management facility. The rating curve is then
input into HEC-HMS for routing calculations.
9. The stage-discharge rating curves, stage-storage rating curves, and stage-storage functions
for the existing stormwater management facilities (i.e. existing stormwater wetland and
bioretention area) were obtained from the previously approved design report for this site
by Withers & Ravenel (sealed by Stephanie A. Hall, PE on 5/21/2007). Therefore, all
hydraulic analysis of the existing stormwater management facilities is based upon the
design condition of these facilities (i.e. volumes, surface areas, outlet structure
elevations/sizes, etc.), and does not reflect the asbuilt condition of the facilities. Please
refer to the copy of the previously approved design included in this report for more
information.
• 10. The stage-discharge rating curve, stage-storage rating curve, and stage-storage function
for the proposed stormwater wet pond BMP were all generated outside of HEC-HMS and
then input into HEC-HMS for final routing calculations.
11. Final water quality sizing calculations for the proposed wet pond BMP were performed
in accordance with the N.C. Stormwater Best Management Practices manual (NCDENR
July 2007). The required normal pool surface area of the wet pond was sized using the
computed average depth and the appropriate SA/DA ratio based upon the 90% TSS
removal SA/DA table for the Mountains/Piedmont region. A temporary storage pool for
runoff resulting from the 1.0" storm is provided in the facility, and will be drawn down in
2 to 5 days using an inverted siphon. The Simple Method (Schueler, 1987) was used to
compute the required 1-inch water quality volume. Also provided at the wet pond facility
outlet is a splitter box that will divert the appropriate water quality volume to a level
spreader located outside of the Neuse Buffer that is designed to provide diffuse flow of
the water quality event into the existing Neuse Buffer downstream. Larger storm events
will bypass the level spreader and discharge into a traditional riprap velocity dissipator.
12. The analysis of the existing stormwater wetland was performed in accordance with the
design methodology in the approved design report by Withers and Ravenel (sealed by
Stephanie A. Hall, PE on 5/21/2007). The approved design report was based upon the
N.C. Stormwater Best Management Practices April 1999 BMP manual. To remain
consistent with the approved design report, the required normal pool surface area of the
existing wetland facility was computed based upon the proposed drainage area and
impervious area, using a 3.0 ft average depth and the appropriate SA/DA ratio. The
provided normal pool surface area from the approved design report was then checked
• against the computed required normal pool surface area to ensure sufficient normal pool
surface area has been provided in the existing wetland. A temporary storage pool for
4
runoff resulting from the 1.0" storm was also computed based upon the proposed
drainage area and impervious to the existing wetland facility. The provided temporary
storage pool from the approved design report was then checked against the computed
temporary storage pool to ensure sufficient temporary storage pool volume has been
provided in the existing wetland.
13. The analysis of the existing bioretention area was performed in accordance with the
design methodology in the approved design report by Withers and Ravenel (sealed by
Stephanie A. Hall, PE on 5/21/2007). The approved design report computed the water
quality volume to the bioretention facility, and then stored that computed volume within
the first 24-inches of the bioretention area media and a 6-inch ponding depth. To remain
consistent with the approved design report, the water quality volume to the existing
bioretention facility was computed based upon the proposed drainage area and
impervious area, and then compared to the water ' quality storage provided from the
approved design report to ensure the computed water quality volume based upon the
proposed drainage area and impervious does not exceed the storage provided from the
approved design report.
14. Per the approved design report by Withers and Ravenel (sealed by Stephanie A. Hall, PE
on 5/21/2007), the existing bioretention area is proceeded by a splitter box, resulting in
only the 1 inch/hour storm entering the existing bioretention facility. In accordance with
the approved design report, and since the water quality volume directed to the existing
bioretention area from the proposed development is less than the water quality volume
provided in the bioretention area as shown in the approved design report, the existing
bioretention facility was not routed due to larger storm events bypassing the facility.
15. For 100-year storm routing calculations for the proposed wet pond, a "worst case
• condition" was modeled in order to insure the proposed wet pond BMP would safely pass
the 100-year storm event. The assumptions used in this scenario are as follows:
The starting water surface elevation in the facility, just prior to the 100-year storm
event, is at the top of riser elevation. This scenario could occur as a result of a
clogged siphon or a rainfall event that lingers for several days. This could also
occur as a result of several rainfall events in a series, before the inverted siphon
has an opportunity to draw down the storage pool between NWSE and the riser
crest elevation.
2. A minimum of approximately 0.9-ft of freeboard was provided between the peak
elevation during the "worst case" scenario and the top of the dam for the facility.
16. Nitrogen export calculations for the overall project are computed using Method 2 from
the City of Raleigh Storm Drainage Manual. This method uses known footprint areas of
wooded, open, and impervious surface. Please note the total area analyzed (67.47 acres)
for the nitrogen load includes area previously analyzed (37.38 acres) in the approved
design report by Withers & Ravenel. This "nitrogen analysis area" was updated as part of
this final design report.
For this particular project, a portion of the TN-load for this development has previously
been offset by payment to the NCEEP. Therefore, in order to compute the remaining TN-
export load requiring offset payment, the previous payment ($47,327) was converted to
an equivalent load in lbs/yr ($47,327 / ($11 per pound * 30 years) = 143.42 lbs/yr) and
subtracted from the overall load requiring offset payment (191.13 lbs/yr) that was
• computed as part of this project. The remaining load (191.13 lbs/yr - 143.42 lbs/yr =
47.71 lbs/yr) is then proposed for offset by payment to the NCEEP.
17. A spillway filter is proposed just behind the concrete junction box located in the
proposed dam embankment for the 30" O-ring RCP principal spillway pipe. The filter
material is #67 washed stone encased in non-woven filter fabric constructed around the
spillway pipe. A drain system consisting of perforated HDPE pipes is also provided
within the spillway filter that will collect the seepage at the bottom of the spillway filter
and convey it into the concrete junction box located in the proposed dam embankment.
The proposed spillway filter is a standard defensive design measure to prevent problems
associated with seepage or internal erosion in the dam embankment fill surrounding the
spillway pipes.
18. A velocity dissipater is provided at the principal spillway outlet to prevent erosion and
scour in the downstream areas. The dissipater will be constructed using rip rap, underlain
with a woven geotextile filter fabric. The filter fabric is used to minimize the loss of soil
particles beneath the rip rap apron. The dissipater is sized for the 10-year storm event
using the NYDOT method. It is a permanent feature of the outlet structure.
Discussion of Results - Release Rate Management
Per Section 10-9023(b)(4) of the City of Raleigh code, development on this tract is exempt from
the City of Raleigh detention requirements since "compliance with the ten-year storm runoff
limitations in subsection (a) above results in no benefit to current and future downstream
development, as determined by City -approved engineering studies." For this reason, the three
stormwater best management practices that are proposed to treat runoff from this site (1 existing
bioretention area, 1 existing stormwater wetland, and 1 proposed wet pond) are sized for water
quality control only, and do not provide any water quantity control (i.e. detention) benefit.
• Discussion of Results - Diffuse Flow
Per Section 5 of NC Administrative Code 15A NCAC 02B .0233 Neuse River Basin Protection
and Maintenance of Existing Riparian Buffers, diffuse flow of runoff shall be maintained in the
riparian buffer by dispersing concentrated flow and reestablishing vegetation. Concentrated
runoff from new ditches and manmade conveyances shall be converted to diffuse flow before the
runoff enters the Zone 2 of the riparian buffer. Periodic corrective action to restore diffuse flow
shall be taken if necessary to impede the formation of erosion gullies. Since the proposed Inside
Wade Townhomes project is located within the Neuse River Basin, it is subject to the diffuse
flow requirements.
To address this requirement, a conventional outlet structure with a splitter box configuration is
proposed to "split" the appropriate water quality volume from the larger storm events and divert
it to a level spreader designed per NCDWQ level spreader design standards. The level spreader
provides diffuse flow of the appropriate water quality volume into the downstream existing
Neuse Stream Buffer. The larger storms (i.e. greater than the water quality volume events) will
bypass the level spreader and discharge into a traditional riprap velocity dissipator that dissipates
the energy associated with the larger storm events prior to discharging non-erosively into the
existing Neuse Stream Buffer downstream.
Discussion of Results - TN-Export
Per discussions with City of Raleigh Conservation Engineering, to account for the previous offset
payment that has been made associated with this site, the nitrogen export calculations were
computed using Method 2 from the City of Raleigh Storm Drainage Manual. Per a previously
approved design report for this site by Withers & Ravenel (sealed by Stephanie A. Hall, PE on
• 5/21/2007), nitrogen export calculations were previously submitted to and approved by the City
of Raleigh as part of the construction of the existing onsite roadway and existing stormwater
management facilities. A nitrogen offset payment was also made to NCEEP in the amount of
• $47,237. Therefore, in order to compute the remaining TN-export load requiring offset payment
as part of this proposed development, the previous payment ($47,327) was converted to an
equivalent load in lbs/yr ($47,327 / ($.11 per pound * 30 years) = 143.42 lbs/yr) and subtracted
from the overall load requiring offset payment (191.13 lbs/yr) that was computed as part of this
project. The remaining load (191.13 lbs/yr - 143.42 lbs/yr = 47.71 lbs/yr) is then proposed for
offset by payment to the NCEEP.
Please note the three (3) BMPs on this site (1 existing bioretention area, 1 existing stormwater
wetland, and 1 proposed wet pond) achieve the on-site nutrient export limitation of 10.0 lbs/ac/yr
prior to the proposed offset payment to NCEEP.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in Section 10, Chapter 9 of the City of Raleigh regulations will be met with the
existing/proposed stormwater management facilities. However, modifications to the proposed
development may require that this analysis be revised. Some modifications that would require
this analysis to be revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post-development watershed breaks change significantly from those used to prepare
this report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.
•
0
INSIDE WADE TOWNHOMES SUMMARY OF RESULTS J. FINCH, PE
LEN-10000 8/24/2010

meter
F7 Approved
Design ropose
Design
Difference
Drainage Area ac 17.46 17.97 0.51
Impervious Area ac 11.35 10.78 -0.57
,
ol Storage c
32,865
30,936
-11929
Provided W Vol Storage c 32,8 5 32,865 0
Re 'd Normal Pool Surface Areas 20 041 18,774 -1 267
Provided Normal Pool Surface Area [sf] 20,181 20,181 0

Return Period Approved
Inflow
[cfs] Proposed
Inflow
[cfs]
Difference
[cfs] Approved
Outflow
[cfs] Proposed
Outflow
[cis] Approved
Difference Max. WSE
[cfs] [ft] Proposed
Max. WSE
[ft]
Difference
[cfs]
10-Year 91.58 91.28 -0.30 50.23 50.06 -0.17 383.29 383.26 -0.03
100-Year 123.03 127.78 4.75 54.81 55.74 0.92 384.08 384.25 0.17

Parameter pprove
Design Propose
Design
Difference
Drainage Area ac 4.29 4.41 0.12
Impervious Area ac 2.79 2.72 -0.07
R 'd W Vol Storage c 8,075 7,802 -273
Provided WQ Vol Storage [cf] 11,340 11,340 0

Design Drainage Area = 20.24 acres
Design impervious Area = 11.62 acres
Top of Dam = 372.50 ft
Normal Pool Elevation = 366.00 ft
Water Quality Siphon Diameter = 3 inches
Water Quality Siphon Invert = 366.00 ft
Required Surface Area @ NWSE = 23,573 sf
Provided Surface Area @ NWSE = 24,930 sf
WQ Volume Drawdown Time = 2.88 days
Riser Size = 5 x 5 ft
Riser Crest = 370.00 ft
Barrel Diameter= 30 inches
# of Barrels = 1
hivert In = 359.00 feet
Invert Out = 358.50 feet
Length = 62 feet
Slope = 0.0081 ft/ft
Return Period Inflow [cfs]
I
Outflow
Peak
Freeboard
cfs WSEL ft ft
1-Year 47.1 0.4 368.73 3.77
2-Year 55.9 0.4 369.01 3.49
10-Year 102.7 9.6 370.28 2.22
25-Year 121.0 30.3 370.63 1.87
100-Year 143.7 70.0 371.1 1.40
100-Year Worst Case (ie. orifice clogged) 143.7 81.4 371.6 0.90
0
•
•
r?
U
1 MISCELLANEOUS SITE INFORMATION
2 PRECIPITATION DATA
3 WATERSHED SOIL DATA
APPROVED DESIGN CALCULATIONS
4 FOR PREVIOUSLY CONSTRUCTED
BMPS

5 POST-DEVELOPMENT HYDROLOGIC

CALCULATIONS

6 ANALYSIS OF EXISTING STORMWATER

WETLAND

7 ANALYSIS OF EXISTING

BIORETENTION AREA

8 FINAL WET POND BMP DESIGN
CALCULATIONS (PROPOSED BMP)

9 SPLITTER BOX DESIGN
CALCULATIONS

10 TN EXPORT CALCULATIONS
•
MISCELLANEOUS SITE INFORMATION
0
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Name of Stream Cescriation
Curr. Class Hate Basin Stream Index #
Perry Creek From dam at Greshams C;NSW 05/01/88 Neuse 27-25-(2)
Lake to Neuse River

named From source to dam at B;NSW 05/01/88 Neuse 27-25-3- (1)
ributary near Camp Durant
Neuse
Unnamed From dam at Camp C;NSW 05/01/88 Neuse 27-25-3- (2)
Tributary near Durant to Perry Creek
Neuse
Harris Creek From source to Neuse C;NSW 05/01/88 Neuse 27-26
(Peeples Creek) River
(Wake Crossroads
Lake)
Hodges Mill From source to water B;NSW 05/01/88 Neuse 27-26-1- (1)
Creek (Lake Mirl) intake at Lake Mirl
Hodges Mill Creek From water intake at C;NSW 05/01/88 Neuse 27-26-1- (2)
Lake Mirl to Harris
Creek
Beaverdam Creek From source to Neuse C;NSW 05/01/88 Neuse 27-27
(west side of River
Neuse River)
Rocky Creek From source to Neuse C;NSW 05/01/88 Neuse 27-28
River
Beaverdam Creek From spruce to Neuse C;NSW 05/01/88 Neuse 27-29
(east side of River
Neuse River)
(Neuseco Lake,
Beaver dam Lake)
Bridges Creek From source to Neuse C;NSW 05/01/88 Neuse 27- 30
ridges Lake)
Q River
,
lburnie Creek From source to Neuse C;NSW 05/01/88 Neuse 27- 31
(Milburnie Lake) River
Mango Creek From source to Neuse C;NSW 05/01/88 Neuse 27- 32
River
Crabtree Creek From source to C;NSW 05/01/88 Neuse 27- 33- (1)
backwaters of Crabtree
Lake
Crabtree Creek From mouth of C;NSW 05/01/88 Neuse 27- 33 -(10)
Richlands Creek to
Neuse River
Crabtree Creek From backwaters of B;NSW 04/01/94 Neuse 27 -33 -(3.5)
(Crabtree Lake) Crabtree Lake to mouth
of Richlands Creek
Richlands Creek From source to C;NSW 05/01/88 Neuse 27 -33 -11
Crabtree Creek
Hare Snipe Creek From source to dam at B;NSW 05/01/88 Neuse 27 -33 -12-(1)
(Lake Lynn) Lake Lynn
Hare Snipe Creek From dam at Lake Lynn C;NSW 05/01/88 Neuse 27 -33 -12-(2)
to Crabtree Creek
House Creek From source to C;NSW 05/01/88 Neuse 27 -33 -13
Crabtree Creek
Mine Creek From source to C;NSW 05/01/88 Neuse 27 -33 -14
Crabtree Creek

Page 7 of 13 2010- 04- 10 07:09:36
1r
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fl
WATF,o
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
August 7, 2006
DWQ Project # 06-0961
Wake County
•
Mr. Julian Raul
Wexford Developers, LLC
100 Weston Estates Way
Cary, NC 27513
Subject Property: 40/Wnde
Ut to Richlands Creek [030402, 27-33-11, C, NSW]
Approval of 401 Water Quality Certification and Authorization Certificate per the Neuse River
Buffer Protection Rules (13A NCAC 211,0233) with Additional Conditions - REVISED
Dear Mr. Raul:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 0.032 acres of wetland, 314 linear feet perennial stream (252 linear feet
permanent impacts, 62 linear feet temporary impacts), 37,904 square feet (ft) of protected Zone 1 Neuse
River basin riparian buffer and 26,470 square feet (ft) of protected Zone 2 Neuse River basin riparian
buffer as described in your application dated June 12, 2006, and received by the Division of Water
Quality (DWQ) on June 12, 2006, with move information received from you on July 6, for the purpose of
constructing the residential subdivision, commercial development and accompanying utilities at the site.
After reviewing your application, we have decided that the impacts are covered by General Water Quality
Certification Number(s) 3374 and 3402 (GC3374 and GC3402). The Certification(s) allows you to use
Nationwide Permit(s) NW 12 and NW39, respectively, when issued by the US Army Corps of Engineers
(USACE). This letter shall also act as your approved Authorization Certificate for impacts to the
protected riparian buffers per 15A NCAC 213 .0233. This Certification replaces the Certification
issued to you on May 16, 2006. In addition, you should obtain or otherwise comply with any other
required federal, state or local permits before you go ahead with your project including (but not limited
to) Erosion and Sediment Control, and Non-discharge regulations. Also, this approval to proceed with
your proposed impacts or to conduct impacts to waters as depicted in your application shall expire
upon expiration of the 404 or CAMA Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 1 SA
NCAC 2H.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification area
1. Impacts Approved
•
?thCarv
401 ovetsight/Express Review Permitting Unit r/YQ?lllYll[jJ
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabvee Boulevard, Snite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] /Internet hlplih2o.errr.state.nc.us/nowetlartds
40/Wade
Page 2 of 6
August 7, 2006
9
fhe following impacts are hereby approved as long as all of the otlifr specific and general
conditions of this Certification (or Isolated Wetland Permit) are met! No other impacts are
approved including incidental impacts:
Amount Approved nits Plan Location or Reference
404/Wetland 0.032 acres PCN page 4 of 9
Stream - perennial 314 hear feet stream (252 linear feet permanent impacts, 62 linear feet
...temporary impacts) PCN page 4 of 9
Buffer -Zone 1 37,904 (square ft PCN page 8 of 9
Buffer - Zone 2 26,470 (square f PCN page 8 of 9
2. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
3. Erosion and sediment control practices must be in full compliance with all specifications governing
the proper design, installation and operation and maintenance of such Best Management Practices in
order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
• operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
h. The design, installation, operation, and maintenance of the sediment and erosion control
treasures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. Sufficient materials required for stabilization and/or repair of erosion control measures and
stormwater routing and treatment shall be on site at all times.
4. Sediment and Erosion Control Measures
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters is
unavoidable, they shall be removed and the natural grade restored within six months of the date that
the Division of Land Resources has released the project;
5. Protective Fencing
The outside buffer, wetland or water boundary and along the construction corridor within these
boundaries approved under this authorization shall be clearly marked with orange warning fencing
(or similar high visibility material) for the areas that have been approved to infringe within the
buffer, wetland or water prior to any land disturbing activities to ensure compliance with 15A
NCAC 2B.0233 and GC 3404;
0
40/Wade
Page 3 of 6
August 7, 2006
• 6. Culvert Installation

Culverts required for this project shall be installed in such a manner that the original stream profiles
are not altered. Existing stream dimensions (including the cross section dimensions, pattern, and
longitudinal profile) must be maintained above and below locations of each culvert. Culverts shall
be designed and installed to allow for aquatic life movement as well as to prevent head cutting of
the streams. If any of the existing pipes are or become perched, the appropriate stream grade shall
be re-established or, if the pipes installed in a perched manner, the pipes shall be removed and re-
installed correctly.
Culvert(s) shall not be installed in such a manner that will cause aggradation or erosion of the
stream up or down stream of the culvert(s). Existing stream dimensions (including the cross section
dimensions, pattern and longitudinal profile) shall be maintained above and below locations of each
culvert.
Placement of culverts and other structures in waters, streams, and wetlands must be placed below
the elevation of the streambed by one foot for all culverts with a diameter greater than 48 inches,
and 20 percent of the culvert diameter for culverts having a diameter less than 48 inches, to allow
low flow passage of water and aquatic life. Design and placement of culverts and other structures
including temporary erosion control measures shall not be conducted in a manner that may result in
disequilibrium of wetlands or streambeds or banks, adjacent to or upstream and down stream of the
above structures. The applicant is required to provide evidence that the equilibrium shall be
maintained if requested in writing by DWQ.
• The establishment of native, woody vegetation and other soft stream bank stabilization techniques
must be used where practicable instead of rip rap or other bank hardening methods. If rip-rap is
necessary, it shall not be placed in the stream bed, unless specifically approved by the Division of
Water Quality.
Installation of culverts in wetlands must ensure continuity of water movement and be designed
to adequately accommodate high water or flood conditions.
Upon completion of the project, the Applicant shall complete and return the enclosed "Certificate of
Completion" form to notify NCDWQ when all work included in the §401 Certification has been
completed. The responsible party shall complete the attached form and return it to the
401/Wetlands Unit of the NC Division of Water Quality upon completion of the project. Please
send photographs upstream and downstream of each culvert site to document correct installation
along with the Certificate of Completion form.
7. Written Stormwater Management Plan (Final Plan Needed) Required For Each Phase
A final, written stormwater management plan (including a signed and notarized Operation and
Maintenance Agreement) for each phase of the entire project shall be submitted to the 401
Oversight and Express Permitting Unit (2321 Crabtree Blvd., Suite 250, Raleigh, NC, 27604) and
the stormwater management plans shall be approved in writing by this Office before the impacts
for that particular phase may occur per Condition No. 4 in GC No. 3402. You have the option
of using the Express Review Program for expedited approval of these plans. If you propose to
use the Express Review Program, remember to include the appropriate fee with the plan. Site-
specific stormwater management shall be designed to remove 85% TSS according to the latest
version of DWQ's Stormwater Best Management Practices manual at a minimum. Additionally,
. in watersheds within one mile and draining to 303(d) listed waters, as well as watersheds that are
40/Wade
Page 4 of 6
August 7, 2006
is classified as nutrient sensitive waters (NSW), water suPP1Y waters (VS), trout waters
(Tr), high
quality waters (HQW), and outstanding resource waters (ORW), the Division shall require that
extended detention wetlands, bio-retention areas, and ponds followed by forested filter strips
(designed according to latest version of the NCDENR Stormwater Best Management Practices
Manual) be constructed as part of the stormwater management plan when a site-specific
stormwater management plan is required.
Also, the stormwater management plan (as approved by the Wetlands Unit) shall be implemented
before any permanent building or other structure is occupied at the subject site.
The structural stormwater practices as approved by the Wetlands Unit as well as drainage patterns
must be maintained in perpetuity. No changes to the structural stormwater practices shall be
made without written authorization from the Division of Water Quality.
8. Diffuse Flow (No Review)
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
Mitigation:
9. Compensatory Mitigation Using the Ecosystem Enhancement Program (EEP)
• Mitigation must be provided for the proposed impacts as specified in the table below. We
understand that you wish to make a payment to the Wetlands Restoration Fund administered by
the NC Ecosystem Enhancement Program (EEP) to meet this mitigation requirement. This has
been determined by the DWQ to be a suitable method to meet the mitigation requirement. Until
the EEP receives and clears your check (made payable to: DENR - Ecosystem Enhancement
Program Office), no impacts specified in this Authorization Certificate shall occur. The EEP
should be contacted at [phone] if you have any questions concerning payment into a
restoration fund. You have one month from the date of this approval to make this payment. For
accounting purposes, this Authorization Certificate authorizes payment into the Wetlands
Restoration Fund to meet the following compensatory mitigation requirement:
Compensatory Mitigation
Required River and Sub-basin Number
Stream 195 linear feet Neuse/03020201
Buffer Zone 1 55,284 (square feet Neuse/03020201
Buffer Zone 2 21,576 (square feet Neuse/03020201
10. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained jurisdictional wetlands,
waters and protective buffers in order to assure compliance for future wetland, water and buffer
impact. These mechanisms shall be put in place prior to impacting any wetlands, waters and/or
buffers approved for impact under this Certification Approval and Authorization Certificate. A
sample deed notification can be downloaded from the 401/Wetlands Unit web site at
-3
40/Wade
Page 5 of 6
August 7, 2006
• http://h2o.enr.state.nc.us/newetiands. The text of the sample deed notification may be modified
as appropriate to suit to this project;
11. Sewer Systems
The project shall comply with I5A NCAC 2H.0219(i)(2)(G) and all other State, Federal and local
sewer system regulations.
12. Construction Stormwater Permit NCGO10000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division of Land
Resources (DLR) or a DLR delegated local erosion and sedimentation control program, an
NPDES General stormwater permit (NCGO10000) administered by DWQ is automatically issued
to the project. This General Permit allows stormwater to be discharged during land disturbing
construction activities as stipulated by conditions in the permit. If your project is covered by this
permit [applicable to construction projects that disturb one (1) or more acres], full compliance
with permit conditions including the sedimentation control plan, self-monitoring, record keeping
and reporting requirements are required. A copy of this permit and monitoring report forms may
be found at hQ:/Ih2o.err.state.nc.us/su/Forms Documents.htm.;
13. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401 Oversight/Express Review Permitting Unit, North Carolina
• Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification, shall expire upon
expiration of the 404 or CAMA Permit.
If you do not accept any of the conditions of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 15OB of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing.
Any disputes over determinations regarding this Authorization Certificate (associated with the approved
buffer impacts) shall be referred in writing to the Director for a decision. The Director's decision is
subject to review as provided in Articles 3 and 4 of G.S. 150B.
•
40/Wade
Page 6 of 6
August 7, 2006
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
•
Act and the Neuse riparian buffer protection rule as described within I SA NCAC 2B .0233. If you have
any questions, please telephone Cyndi Karoly or Ian McMillan at 919-733-1786.
Sincerely,
`
Alan W. Klimek, P.E.
AWK/ijm
Enclosures: NCDWQ 401 WQC Summary of Permitted Impacts and Mitigation Requirements
GC 3374, GC3402
Certificate of Completion
cc: USACE Raleigh Regulatory Field Office
Eric Kulz, DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Todd Preuninger, Withers and Ravenel Inc., 117 MacKenan Drive, Cary, NC 27511
•
Filename: 060961 Forty Wade(Wake)401 _N8R

4
• Action 1I). SAW-2006-1046-292 County: Wale
USES Quad: Ralei<gh West
FILE Copy
GENERATE PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authoiized A.gent: Wexford Developers I,LC
Address: Attn: .Iulian Raul COPY
100 Weston Estates Way
Cary, NC 27513
Telephone No.: 919-481-3000
Size and location of property (water body, road name/number, town, etc,): The project: site is located just West of the
intersection of Wade Avenue and Edwards Mill Road near Raleioh Wake County North Carolina and is
identified as the 40101ade11r•olect. Impacts are proposed to wetlands and unnamed tributaries of Richland Creck.
Description of projects area and activity: 'I'bis permit verifies perrrtallent inumcis to O 032-acm of headwater forested
wetlands and to 252 linear feet of erennial stream, and tern por•ar , impacts to 62 linear feet of perennial, streams in
the construction of a residential subdivision. Mitigation, at a 2:1 ration is required to offset perm anexit stream
impacts (see Permit Condition below).
Applicable Law: FX-1 Section 404 (Clean Water Act, 33 U;SC 1344)
? Section 10 (Rivers and Harboi:s Act, 33 UK 403)
Authorization: Regional Gencral Permit Number:
Nationwide Permit Number: 12 and 39
Your work is authorized by [lie above referenced permit provided it is accomplished in strict accordance with the attached
mditions and your subirutted plans. Any violation of the attached conditions or deviation From your submitted plans may subject the
crniittee to a stop work order, a restoration order and/or appropriate legal action.
This verification is valid until the NWP is modified, reissued, or revoked. All of the existing NWT's are scheduled to be modified,
reissued, or revoked prior to March 18, 2007. It is incumbent upon you to remain informed of changes to [lie NWPs. We will issue a
public notice when the NWPs are reissued. Furthermore, if you commence or are under contract to commence this activity before the
date that the relevant nationwide permit is modified or revoked, you will have twelve (12) months from the date of the modification or
revocation of the NWP to complete the activity under the present terms and conditions of this nationwide permit. If, prior to the
expiration date identified below, [lie nationwide permit authorization is reissued and/or modified, this verification will remain valid
until the expiration date identified below, provided it complies with all new and/or modified ternis and conditions. The District
Engineer may, at any time, exercise his discretionary authority to modify, suspend, or revoke a case specific activity's authorization
under any NWP.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telephone [phone]) to determine Section 401 requirements.
For activities occurring within the twenty coastal counties subject to regulation under the Coastal Area Management Act (LAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Monte Matthews.
Permit Condition: In order to compensate for impacts to 252 linearfeet of warm water perennial stream, the permittee shall make
payment to the North Carolina Ecosystem Enlianceme it Program (NC ]?EP) in the amount determined by the NC LEP, sufficient to
perform the restoration of 504 linear feet of warm water streani in the Netise River Basin, Cataloging Unit 03020201.
Construction within jurisdictional areas on the property shall begin only after the permittee has made full payment to the NC EEP and
provided a copy of the payment documentation to the Corps, and the NC EEP has provided written confirmation to the Corps that it
ees to accept responsibility for the mitigation work required, in compliance with the MOU between the North Carolina Department
nvironi icn[ and Natural Resources and the United States Army Corps of Engineers, Wilmiiibton District, dated November 4,
8.
U_.?. ARMY CORPS OF ENGINEL-t- S
WILMINGTON DISTRICT
Page I of 2
•
'2..
koy
x. "Note: Habitat type may be described as found in Schafale and Weakley, Classification of the Natural Communities of North
Carolina, Third Approximation, 1990; or in accordance with Cowardin, et al (1979), Classification of Wetlands and Deepwater
Habitats of the of [lie United States"
Corps Regulatory Official: Monte Matthews
Expiration Date of Verification: 03/18/2007
C

Date: perwit verified through
stattitory requirements oil
7/27/2006
Page 2 of 2
r1
?J
PRECIPITATION DATA

0
INSIDE WADE TOWNHOMES
LEN-10000
Precipitation Frequency Data Server Page l of 1
POINT PRECIPITATION
FREQUENCY ESTIMATES
` -y FROM NOAA ATLAS 14
• North Carolina 35.8092 N 78.7356 W 400 feet
from "Preapvation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G. M. Bonnin, D. Martin, B. Lin, T. Parzybok. M.Yekta, and D. Riley
NOAH, National Weather Service. Silver Spring, Maryland, 2004
Extracted: Mon Apr 12 2010
Confidence Limits I, Seasonality { Location Maps l Other Info. 1 GIS data r Maps i Docs Return to State Map
Precipitation Frequency Estimates (inches)
>a 1' ? ? R I ,'.J hr t?3 hr 4 d8k ? d?v?. 4
( e
s) a Ilk
0.40 0.64 0.80 1.09 1.36 1.59 1.68 2.02 2.40 2:86 3.29 3.69 4.28 4.87 6.52 8.10 10.33 12.39
I t 0.47 0.75 0.94 1.30 1.63 1.90 2.01 2.43 2.87 3.45 3.97 4.42 5.10 5.79 7.70 9.53 12.10 14.46
0.54 0.86 1.09 1.55 1.99 2.34 2.49 3.00 3.56 4.32 4.94 5.45 6.21 6.96 9.09 11.08 13.84 16.34
10 0.60 0.95 1.21 ].75 2.28 2.70 2.90 3.50 4.17 5.01 5.69 6.26 7.09 7.88 10.20 12.28 15.19 17.79
25 0.66 1.05 1.33 1.97 2.62 3.15 3.41 4.14 4.97 5.94 6.71 7.36 8.29 9.12 11.70 13.86 16.95 19.66
50 0.70 1.12 1.42 2.13 2.89 3.51 3.84 4.67 5.65 6.68 7.51 8.23 9.24 10.09 12.87 15.08 18.27 21.07
100 0.74 1.18 1.49 2.28 3.14 3.86 4.27 5.21 6.34 7.43 8.33 9.12 10.21 11.06 14.05 16.29 19.57 22.41
200 0.78 1.23 1.55 2.41 3.38 4.21 4.70 5.76 7.07 8.21 9.17 10.04 11.20 12.06 15.25 17.49 20.85 23.73
500 0.81 1.28 1.61 2.57 3.69 4.65 5.28 6.51 8.07 9.27 10.30 11.28 12.56 13.39 16.88 19.10 22.52 25.43 1
1000 0.84 1.32 1.66 2.69 3.93 5.00 5.75 7.14 8.92 10.10 11.19 12.25 13.62 14.44 18.14 20.32 23.79 26.69
' These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to ',CAA 4Mw "x._ se-oa for more information. NOTE: Formatting forces estimates near zero to appear as zero,
•
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI'
(years) S
min 10
min ! 15
i min 30
min 60
min 120
min 3
hr n
hr r 12?
f` hr 24
hr I 148
I hr 1
1 day 7
day 10
day 1 20
1 day 30
day 1 45 1
day 60
day
0.44 0.70 0.87 1.19 1.49 1.74 F1-84 [2-21-11 2.61 F-07-I F-54-I 3-9-5-I F-5 .6 5.20 6.95 8.60 10.90 13.04'
0.51 0.872 F 02 1.42 1.78 2.08 2.21 2.66 3.13 3.71 4.27 4.74 5.44 6.18 8.20 10.11 12.76 15.22
09 0.94 1.19 1.69 2.16 2.56 2.73 3.28 3.89 4.65 5.31 5.83 6.62 7.42 9.69 11.76 14.61 17.19
10 0.65 F, 764 1.31 F, 796 2.48 2.96 3.17 3.81 4.55 5.38 6.12 6.70 7.55 8.39 10.86 13.04 16.02 18.73
25 0.72 1.14 1.45 2.14 2.85 3.44 3.73 4.50 5.40 6.39 7.21 7.88 8.83 9.71 12.45 14.72 17.88 20.71
50 0.76 1.22 1.54 2.32 3.14 3.84 4.20 5.08 6.12 7.18 8.07 8.81 9.85 10.75 13.72 16.02 19.29 22.22
100 0.81 1.28 1.62 2.48 3.4] 4.21 4.66 5.65 6.86 7.99 8.96 9.77 10.89 11.80 14.99 17.33 20.68 23.67
200 0.84 1734 F 69 263 3.68 4.59 5.12 6.25 7.63 8.84 9.87 10.75 11.97 12.88 16.29 18.64 22.05 25.07
500 0.88 1.40 1.76 2.80 4.01 5.07 5.76 7.06 8.70 9.98 11.11 12.11 13.44 14.32 18.04 20.38 23.88 26.90
1000 0.92 1.44 1.81 2.93 4.28 5.47 6.29 7.74 9.63 10.90 ]2.07 13.16 14.60 15.46 19.43 21.72 25.25 28.27
:The upper bound of the confidence interval at 90%confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
"These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval,
Please refer to fe0.§A:=z.' - : - c for more information. NOTE: Formatting prevents estimates near zero to appear as zero,
Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
AR1**
(years) 5 10 15
min min 30
min 60 120
min 3
hr 6
hr 12
hr 1 24
1 hr 1 48
1 hr 4
day 7
day ]0
day 1 20
1 day 1 30
1 day 45
day 60
day
0.37 0.59 0.73 1.00 1.25 F-4-51 F 54 1.86 2.20 2.67 3.07 3.45 4.01 4.58 6.14 7.63 9.81 11.78
f
t 0.43 0.69 0.86 1.19 1.50 1.74 1.84 2.23 2.64 3.22 3.70 4.13 4.78 5.44 7.24 8.97 11.49 13.74
r ?
1 0.49 0.79 1.00 1.42 1.82 2.13 2.27 2.75 3.27 4.03 4.60 7509-] f5 82 6.54 8.55 10.42 13.13 15.51
10 0.55 0.88 1.11 1.60 2.09 2.45 2.64 3.19 3.81 4.67 5.29 5.84 6.63 7.38 9.57 11.54 14.40 16.87
25 0.60 0.96 1.21 1.80 2.39 2.874 F3 08 3.76 4.51 5.51 6.22 6.84 7.73 8.52 10.95 13.00 16.03 18.62
50 0.64 1.02 1.29 1.94 2.62 3.16 3.46 4.22 5.09 6.18 6.94 7.64 8.59 9.41 12.02 14.12 17.26 19.92
100 0:67 1.06 1.34 2.06 2.84 3.44 3.80 4.66 5.66 1 6.86 7.68 8.44 9.47 10.29 13.08 15.22 18.43 21.16
200 0.-761 F 10 1.39 2.17 3.04 3.73 4.16 5.11 6.23 7.56 8.43 9.25 10.35 11.18 14.16 16.30 19.60 22.36
500 0.72 1.14 1.44 2.29 3.29 4.09 4.62 5.70 7.00 8.50 9.43 10.35 11.55 12.38 15.61 17.73 21.09 23.89
1000 0.74 1.17 1.47 2.38 3.47 4.37 4.99 6.17 7.62 9.22 10.21 11.19 12.48 13.29 16.71 18.81 22.23 25.04
The lower bound or the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
These precipitation frequency estimates are based on a Partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to .';a yA. nlaa p41cn-vmemc for more information. NOTE: Formatting prevents estimates near ,to to appear as zero.
0 -- --
Text version of tables
http://hdsc.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=pf&units=us&series=pd&statena... 4/12/2010
Precipitation Frequency Data Server
•
Confidence Limits
Precipitation Frequency Estimates (inches)

(
* 10 1? ?0 60 1 0

-

3 hr

H61., 1

2 tartar

4#3 hr

4 ar

T a 10

d i1

d 11

d 45
60

d
? n m m mm mm mm hr er os ay r oe
F 0.43 0.69 0.86 1.20 1.50 1.75 1.85 2.23 2.64 3.18 3.65 .07 4.70 5.34 7.09 8.77 11.14 13.31
0.53 0.84 1.07 1.51 1.94 2.29 2.43 2.93 3.48 4.23 4.82 5.33 6.07 6.81 8.89 10.83 13.53 15.97
10 0.59 0.94 1.20 1.73 2.25 2.67 2.87 3.46 4.13 4.96 5.64 6.20 7.02 7.80 10.10 12.16 15.04 17.62
25 0.66 1.04 1.32 1.96 2.6] 3.14 3.40 4.12 4.95 5.92 6.68 7.33 8.25 9.08 11.65 13.81 16.88 19.58
50 0.70 1.11 1.41 2.12 2.88 3.50 3.83 4.65 5.63 6.66 7.48 8.20 9.20 10.04 12.82 15.02 18.20 20.98
11 00 0.74 1.17 1.48 2.27 3.13 3.84 4.25 5.19 6.32 7.40 8.30 9.09 10.171 F 102 14.00 16.22 19.501 22 .32
200 0.77 1.22 1.54 2.40 3.37 4.19 4.68 5.74 7.04] F8 18 9.13 9.99 11.16 12.01 15.19 17.42 20.77 23.63
500 0.81 1.28 1.61 2.56 3.67 4.63 5.26 6.48 8.04 9.23 10.26 11.23 12.51 13.34 16.81 19.02 22.43 25.32
1000 0.84 1.32 1.65 2.68 3.91 4.98 5.73 7.11 8.88 ]0.06 ] 1.14 12.20 13.56 14.38 18.07 20.24 23.69 26.59
•
' These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to 'it;FA Af?s S4cswnent for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
AEP**
(1 in

Y)
5

in
10

min
15 [
3]0

m
60

min

in

r

r

r
J
?
n

7
day

a
y

ay

ay

45

day

60

day
f
` f 0.47 0.75 0.94 1.30 1.64 ].91 2.03 2.45 2.89 3.42 3.93 .36 5.01 5.69 7.55 9.31 11.75 14.01
?
E ' E 0.57 0.92 1.16 1.65 2.11 2.51 2.67 3.21 3.80 4.55 5.19 5.70 6.47 7.26 9.47 11.50 14.28 16.80
10 0.64 1.03 1.30 1.89 2.45 2.93 3.14 3.78 4.50 5.33 6.06 6.63 7.48 8.31 10.75 12.91 15.8b 18.55
25 0.71 1.14 1.44 2.13 2.84 3.43 3.71 4.48 5.38 6.36 7.18 7.85 8.79 9.68 12.40 14.66 17.80 20.63
50 0.76 1.21 1.53 2.31 3.13 3.823 4 18 5.06 6.09 7.15 8.04 8.78 9.81 10.71 13.67 15.96 19.21 22.13
100 0.80 1.27 1.61 2.47 3.40 4.20 4.64 5.63 6.83 7.96 8.93 9.73 10.85 11.75 14.93 17.26 20.60 23.57
200 0.84 1.33 1.68 2.62 3.67 4.57 5.10 6.22 7.60] F8 80 9.83 10.71 11.92 12.83 16.22 18.57 21.97 24.97
500 0.88 1.39 1.75 2.79 4.00 5.05 5.73 7.03 8.67 9.94 11.07 12.06 13.39 F14271 1 7.97 20.30 23.78 26.79
1000 0.91 1.44 1.80 2.92 4.26 5.45 6.26 7.71 9.59 10.85 12.03 13.11 14.54 15.40 19.36 21.64 25.15 28.15
' The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to N? Afts W:aa~t for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
" Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
5 10 15 30 60 120 3 6 12
8
P
24
min min min min min hr hr hr hr [;?Fdy
da
y day day day day
y)
s
F
1
= F-40] 0.63 0.79 1.10 1.38 1.60 1.70 2.05 2.43 2.97 3.41 3.81 4.41 5.01 6.67 8.26 10.58 8 12.65
0.48 0.77 0.98 1.39 1.78 2.08 2.22 2.69 3.19 3.94 4.49 4.98 5.69 6.39 8.35 10.19 12.83 15.16
10 0.54 0.87 1.10 1.59 2.07 2.43 2.61 3.16 3.77 4.62 5.24 5.78 6.56 7.31 9.48 11.42 14.25 16.70
25 0.60 0.95 1.21 1.79 2.38 2.83 3.07 3.74 4.49 5.49 6.19 6.82 7.70 8.49 10.90 12.95 15.97 18.55
50 0.64 1.01 1.28 1.93 2.61 3.14 3.44 4.20 7507 T 16 6.92 7.61 8.56 9.37 11.97 14.06 17.19 19.84
100 0.67 1.06 1.34 2.05 2.83 3.43 3.79 4.64 5.63 6.84 7.65 8.40 9.43 10.25 13.03 15.16 18.36 21.07
200 0.69 1.10 1.39 2.16 3.03 3.72 4.15 5.09 6.21 7.53 8.39 9.21 10.31 11.14 14.10 16.24 19.52 22.27
500 0.72 1.14 1.43 2.28 3.27 4.07 4.61 5.67 6.97 8.46 9.39 10.30 11.50 12.33 15.54 17.66 21.61 23.80
1000 0.74 1.16 1.46 2.37 3.46 4.35 4.97 6.15 7.59 9.18 10.17 11.15 12.43 13.23 16.65 18.74 22.14 24.94
" The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
• Please refer to VX)AA4 Arkas 14 for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
http://hdsc.ntws.noaa.gov/cgi-binlhdsc/buildout.perl?type=pf&units=us&series=am&staten... 4/12/2010

POINT PRECIPITATION E
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
Wage ort
North Carolina 35.8092 N 78.7356 W 400 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Pw7ybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Mon Apr 12 2010
Seasonality It Location Maps J Other Info, it GIS data Maps Docs Return to State Map
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APPROVED DESIGN CALCULATIONS FOR
PRE VIO USL Y CONSTR UCTED BMPS
C7

INSIDE WADE TOWNHOMES
LEN-10000
•
•

WITHERS

RAVEN EL
WADE -- Phase 2
Stormwater Management Report

WADE ? .-
Raleigh, North Carolina (22 ?J
i
Prepared For:
Wexford Developers, LLC
P.O. Box 3557
Cary, NC 27519
Prepared By:
WITHERS & RAVENEL, INC
111 MacKenan Drive
Cary, North Carolina 27511
May 2007 \???tirrrr?r?
W&R Project No. 204467 H CAq
•
.4 r"
463
??Fa G1.K??•Qy?e"` O
y?NIE 1????Z1
Stephanie A. Hall, P.E.
•
•
4o-WADE - Phase 2
Sto.rmwater Management Report
Raleigh, North Carolina
INTRODUCTION
The purpose of this study is to document the stormwater management plan for Phase 2 of the
proposed development. The plan includes the design of two proposed best management practices
(BMPs 9A and 9B) in Phase 2 in order to treat stormwater runoff. The site is located in the Neuse
River Basin and all of the site drainage is received by two FEMA streams that run through the site,
Richland Creek and Medfield Creek Tributary, therefore making this phase of the project exempt
from the attenuation requirements for the 2-year and 1o-year design storms in the City of Raleigh.
The proposed BMPs for Phase 2 include a constructed wetland and a bioretention basin, designed
to draw down the first inch of runoff over a 2 to 5 day period and sized according to the Division of
Water Quality surface area requirements in order to achieve 85% Total Suspended Solids and 40%
total nitrogen reduction. The future phases of this development will employ the use of constructed
wetlands, bioretention areas, and/orwet detention basins followed by a forested filter strip in order
to meet Water Quality Certification #3402 in order to manage stormwater. These BMPs will be
designed and submitted at a later date.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by the Wake
County aerial topographic information (2-ft contours), field survey data and proposed development
within the drainage areas.
• . 4o-WADE -- Phase 2 i W&R Project 204467
Stormwater Management Report May 2007
Figure i. Site outlined in red on 2004 Aerial Photography
4o-WADE - Phase 2
• Stormwater Management Report
Raleigh, North Carolina
The scope of work included the following analyses:
Uyd.rology
? Simulation of the to-year and loo-year rainfall events for the Raleigh area
a Formulation of the to-year, and ioo-year flood hydrographs for the proposed developed
drainage area
Hydraul(c
u Routing the 1o-year and loo-year flood hydrographs for post development runoff through
the proposed stormwater wetland
The results of the hydrologic calculations are used in the hydraulic analyses. The hydraulic design
requires the development of stage-storage and stage-discharge functions for the wetland. The
rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been compiled to
create a routing computer simulation model using Haestad Methods Pond Pack v1o.o software. This
PondPack model was then used to assess the impact of the peak discharges For the design rainfall
events. The PondPack modeling results are provided as appendices to this report.
The bioretention is proceeded by a splitter box so that only the one inch/hour storm will be routed to
the bioretention. Since the larger storms will be bypassed, the bioretention was not routed.
However, calculations including drawdown time were completed and are attached to this report.
HYDROLOGY
The ICS Method was used to develop runoff hydrographs for the io-year and ioo-year storm events.
• NOAA Atlas 14 rainfall data for Raleigh-Durham International Airport was used to determine the 24-
hour duration rainfall for the 1o-year and loo-year storm events. This method requires three basic
parameters: a curve number (CN), time of concentration (Q, and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
Survey of Wake County, North Carolina (November 1970). Land use data was determined using aerial
photography and the most recent site plans for the proposed site. The curve numbers used in this
study are listed in the appendix of this report.
Times of concentration were estimated to have a time of concentration of 5 minutes to account for
shallow paved flow, and piping.
HYDRAULICS
Computer simulated reservoir routing of the 1o-year, and loo-year design storms utilized stage-
storage and stage-discharge functions. Stage-storage functions were derived from the proposed
contours for the wet detention basins. A non-linear regression relation for surface area versus
elevation was derived for the wetland. This relation estimates the incremental volume of the basin to
the stage or elevation of the basins. Stage-discharge functions were developed to size the outlet
structures for the wetlands.
CONCLUSIONS
Based on the routing study, the outlet proposed for the constructed wetland passes the loo-year
storm with at least one foot of freeboard. The results are included in the appendix of this report.
Calculations for the design of the bioretention basin are included in the appendix of this report as
• 40-WADE - Phase 2 ?
W&R Project 2oirG67
Stornnwater Management Report May 2007
•
r?
4o-WADE - Phase 2
Stormwater Management Report
Raleigh, North Carolina
well. The drainage area map on Sheet 1 of the appendix includes the outlet design for each DMP.
Planting schedules and more detailed design information is included on Construction Drawings
entitled "Wade Roadway Construction - Phase 2" submitted with this report.
• rro-WADE -- Phase z 3 W&R Project 204467
Stormwater Management Report May zoo?

•
•
C
W
a?f
N_g€
a
WW'
3 l
Q
LU
W
ce
Q
LU
V
Q
Z_
Q
Q
N
N
t
W
Q
O
d'

V i I ._ i 11

BMP 9A
• Ef It Nance: 40/WADE f?rgjgct !t: 204467
City/ tale: Raleigh, NC Dt e• 21-May-07
STORMWATER BMP #9A - B10RETENTION (85% TSS Removal & 35% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Multi Fancily (B Soils) 4.29 65 2.8
Totals 4.29 2,8
Total % Impervious Surface Area = 65.0 °6.
First Flu I Volumt_Q4lculation (1'h of gairlidUl
Usin8 the ronoil vnhun(! r.tlculations in the 't)iscfee•1 Curve Number Mt 11.od' as fi Onunendvd by !b Bill Hunt. NC iolr. Univcrsrly
S=(1000/CN)-10 S- Potential maximum Retention after runoff begins (inches)
R/O=(P-0,2S)'/(P+0.8S) R/O- Runoff (inches)
P-: Rainfall depth (in)
Impervious Areas (CN=98):
5- 0.20 inches
R/O - 0.79 inches
Runoff Volume = > V 2.21 acre: inches
Pervious Areas ((,N = 61):
S- 6.39 inches
R/O 0.01 inches
Runoff Volume == > V -. 0.02 acre-inches
Total runoff volume from 1-inch precipitation (Sum of runoff volume from impervious and pervious areas):
V1 •- 2.225 acre-inches
0.185 acre-ft
Storage Volume Required: 8075 cf
Water quality pool elevation = 370.50 feet
• Storage volunu> provided*' * ..y
0.260 acre-ft
11340 c it. ft.
`Volume includes Vponding depth mid liru 24' n•ilhin bioreleneion
Drawdown Time:
Darcy's Law: Q-(2.3x1U's*K*A*(H/L)
Q=(2.3x10''*0 in/hr)*(8100sf}+0 ft/ft))
Q=0.186 cfs
Time to Draw down Ponding area:
t - WQ = 4050 cf/0.186 cfs =21,774 s
l=6 firs
Time to Drawdown through first 24 inches of bioretention:
V (24") _= SA*n*(2 ft)
V (24") = 8100 sf * 0.45 *2 - 7290 cf
t = WQ = 7290 cf/0.186 cfs - 39194 s
t = 10.9 hrs
Total Drawdown lime = 17 hours
Underdrain Design:
Manning's Equation:
D = 16*(Q*n/so.s)'ia
D - 16*(0.186*0.011/0.01us)vs
Minimum Diameter D=3.72"
Faclorof.Safelyof 10 D s 16*(1.86*0.011/0.01°s)tro
D = 8.82"
Use 2 - 4" sMooth walled Plastic Pipe
0
•

BMP SIZING
CALCULATIONS
0
. Lajul-d Name: 40/WADE Proi?<( i1 204467
Ql / -de• Raleigh, NC 21•May-07
Table 1. f Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
fi--1 Ffflrinnrv in th. 01...1..•...,1
% Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.00 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2..10 1.86 1.60 1.42
90 .1,7q 3.10 2.66 2.34 2.11 1.83 1.67
.-11.1-1 -.i.•..vy.vk(,i,•Illllwalmr ln'sl ??i,tnJ)(eml'm rr•u:IIf.M. t)g. 7,:\I)rll ITM
STORMWATER BMP #9B - WET PONE) (85%TSS Removal & 25% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Multi family 17.46 65 11.3
Totals 17.46 11.3
Total % Impervious Surface Area = 65.0 •l.
Normal Pool Depth 3 4 5 6 7 8 9
SA/DA Ratio 2.64 2.10 1.92 1.67 1.37 1.27 1.25 --
Minimum Surface Area Required
Acres p,4(, 0.37 0.33 0.29 0.24 0.22 0.22
Sq. Ft 20040.69 15933.68 14564.68 12701.31 10381.fi1 9659.08 9506.97
• $urfase Asumed depth •? depth - PRP_:
Asssume 3
SAIDA ratio - 2.64
Minimum pond surface area (SA) _ (I
SA = 0.460
20041
Normal pool elevation 380.50
Surface area provided - 0.463
20181
feet
% Frorn Table 1.1
)A " SAIDA x.160000
acres
Sq. ft.
feet
acres
sq. ft.
l:j,(:?f-IucJl.x(Llunte Ca cut Jg,(j,?.,(1" o?infall3
Using the nwofi wNme cakulations in the •Uiicreel Cwve Numllel Melhorl• a m(rolllln(Vl(rfYl III, Ot Bill 1111111, NC SIAle Unive(sily
S=00001CM-10 S- Potential maxim mn Retention after runoff begins (inches)
RIO=(P-0.2S)1/(P-I.0.0S) R/0- Runoff (inches)
P-. Rainfall depth tin)
Impervious Areas (CN - 98):
S- 0.20 inches
RIO - 0.79 incites
Runoff Volume => V= 8.98 acre-inches
Pervious Areas (CN - 61):
5- 6.39 inches
RIO - 0.01 inches
Runoff Volume -> V.. 0.08 acm-inches
Total runoff volume from 1-inch precipitation (Sum of runoff volume from impervious and pervious areas):
VI = 9.054 acre-inches
0.754 acre-ft
32865 cf
Water quality pool elevation - 382.00 feet
Storage volume provided - 0.754 acre-ft
• 32865 cu. ft.
BMP 98
•
ROUTING
0
CALCULATIONS
LI
IQ., ps.,
To B P 9B
N
b
o?
co
N
O

0 OUT 9B
Table of ConterlLs i

Composite RaCiny Curve ............. 5.04
11
• SIN: OOYXYWfi3NI,BE Withers & Ravenel
Bent.lay PondPack (7.0.00.022.00) 8:24 AM 5/21/2007
Table of Content:
0 Table of Contents
i.
%A'«x k#'k ki kA*A k«A#'A*«k k MASTL•R SUMMARY k%A'kI#'««xk«kk kk F A'i'A A AA
Watershed....... Master Necwork. Summary 1.01
kA A. f.ki*{#kk#A%A'Ai'A DESIGN STORMS SUMMARY #'k kkAA 4A'kkA'4'A'4x%A%*
ROU NOAA 14 Desi Design Storms ...................... 7.01
t'k #'A'A'A'A'ii A'#'#kkA xAki A'kk TC CALCULATIONS
TO 13MP 91.3....... Tc Calcs ........................... 3101
*A x"«h*A'k CN CALCULATION) * A'k # *A #'F'#x A f: # k#'A ,'# A'A!
TO BMP 98....... Runoff CN-Ar.ea ..................... 4.01
A#?A #'kA*#'**AA#'AA'ki kA'x'k k%'
• FOND VOLUMES k*A*'A'{{'kkk*#'#kk%'«AAk#k
13MP 9i3.......... Vol: Elev-Area ..................... 5.01
A*R**A««#'#•A•#•*i'**#'Ak. OUTLBT STRUCTURES
Outlet BMP913.... Outlet: Input Data .................. 6.01
0S/N: DOYXYWI43NLBE
Bentley PondPack (10.00.022.00)
8:24 AM
Withers & Ravenel.
5/21/200-7
Table of. Contents
C7
Table of Con Lents (COnt:.irtued)
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi.
Total
Depth Ra1.nfaII
Return Event in Tyne R[91:' ID
10 4.93300 Time-Depth Curve RDU NOAA 10yr--
100 7.3700 Time-Depth Curve RDU NOAA 100yr
Ii
MASTER NETWORK SUMMARY
SCS Unit. Hydrog aph Method
(`Node==0u1: fall; +Node =lli.ver.':;i.on; )
('1'r.un= FIYG '1'runca -on: Blank=None; L=Left; R=Rt:; 1,12=Left:&Rt)
Return HYG Vol
Node ID Type Event cu. ft Trun
BMP 913 IN POND 10 212:316
13m-P 913 ]:N 1?OND 100 355402
BMP 9B OUT POND 10 21091.0
BMP 9B OUT POND 100 353943
"OU'r 913 JCT 1.0 21.0909
''OUT 9B JCT 100 353942
TO BMP 9B AREA 10 21231.6
TO BMP 9B AREA 1.00 355402
max
Qpeak Qpeak Max WSEL Pond Storage
hrs: cLs fL CU. ft:
12.1000 91.58
1.2.1000 123.0:3
12.2000 50.23 383.29 6456(}
12.2500 54.81 384.08 86038
12.2000 50.23
12.2500 54.81
1.2.1000 91.513
1.2.1000 123.03
0S/N: DOYXYWH3NLBE
Bentley PondPack (10.00.022.00)
8:24 AM
Withers & Ravenel
5/2]./7.007
Type.... Meister Network Summary Page 1.01

11111 ame....

Fi.let....
N Watershed

K:\04\04-460\0446!••For-t_

yWade\H-H\St'ormwater:\pondpack\40wade

PHASE2 rrv.pp.j
Title... Project Date. 1(1/19/2006
Project Engineer:
Project: Title: Watershed
Project Comments:
DESIGN STORMS SUMMARY.
C?
Design Storm Fi.le,ID = RDU NOAH 14 Desi.
Storm Tag Name - 10
Data Type, File, ID - Time-Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr.
Total Rainfall Depth= 4.9800 in
Duration Multiplier. 1
Resulting Duration _ 23.9904 his
Res:uly inq Start Time- OOOU his Step= .0833 his End= 2:3.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curvy- RDU NOAA 100yr
Storm Frequency -- 100 yr
Total Rainfall Depth- 7.3100 in
Duration Multiplier .- I
Resulting Duration = 23.9990 hr:s
Resulting Start: Time- .0000 his Step= .0833 his End- 23.9990 hrs
• SIN: DOYXYWH3NLBE
Bentley PondPack (10.00.022.00) 8:24 AM
Withers & Ravenel.
5/21/2001
C?
Type.... Design Storms
Name.... RDU NOAA 14 Ie.si
Page 2.01.
Fil.e_... K:\04\04-460\04A67-FortyWade\H-HNS(or.mwa ter.\pondpack\40wacie__PHASE2_r.cev.ppm
TIME OF CONCENTRATION CALCl1LATOR
Segment 41: Tc: User Defined
Segment. 03 Time: .0333 hr.s
------------------------------------------------------------ -------------
Total. Tc: .0333 his
Calculated Tc < Min.Tc:
Une Minimum Tc...
Use Te - .0333 hr.s
•
• S/N: D0YXYWH3NI.131 Withers & Ravene).
Bentley PondPack (10.00.022.00) 3:24 AM 5/21/200"1
•
T ype.... `!'c (,aJ.c.s
dame.... TO BMP 913
Page 3.01
Fi.le..... K:\0.4\74-450\O44 '-I-'r.•tl'yS^Jacir-\H-H\Stormwater\port dpacY.\4U?+aric- tItASSr,l rev.ppw
Tc Equations used...
--------------------------
Oser Defined
Tc = Value enter.e(f 1)y uner
Where: Tc Time of concentration
0
• SIN: UOYXYWH3Nt,BE TWithers & Ravenel.
Bentley PondPack (10.00.022,00) 8:24 A14 5/21/2007
•

... T',-- Ca Ics
Name .... TO 113M1? 98
Pc q e, J . )i ,
Fi.Ie.... K:\04\04-460\04467•-FortyWade\ti-E-l\:itor.male,ter\pandpack\40ajade- PHASfi.1 rrv.ppta
RUNOFF CURVE.; NUMBFR DATA
Impervious
Area Ad;ust:.ment. Adrusted
Soil./Surface Description CN acres I - CNI
.C ific Residential. Districts - 1/8 acre (t 85 17.460 85,00
COM1:=0SITG AREA & WIP-IGH'PLD CN > 17.460 85.00 (85)
• SIN: D0YXYWEi3NLHr Withers & Ravenel
Bentley PondPack (10.00.022.00) 8:24 AM 5/21/200'7
C?
Type.... Runoff CK-Area
Name.... TO NMP 9b
Page 4.01
File.... K:\04\04-460\0445-7-PorLyWade\H-H\Stormwater\pondpack\40wade PHASE2_tev.pp,,;
Elevation Plani.meter. Area AI.+A rsgr.(AIW ) volume Volume Sum
(ft:) (sq. i:n) (sq. ft) (sgAt)
-_-----
. (cu. ft) (cu. ft)

380.50
-------- 20181 -
---
0 --.-_ _- ---
0 ---------------
0
381.00 ------- 21235 62118 10353 10353
382.00 ------ 23393 66916 22305 32658
383.00 ----- 25603 73469 24490 57148
384.00 ----- 27866 80180 26727 83875
385.00 ----•- 30142 86990 28997 112871
PONE) VOLUME; EUl1ATIONS
* Incremental volume computed by the Conic: Method for Reservoir Volumes.
Volume = (113) * (1 L2--ELI) * (Areal r Areal + sq.ut. (Areal.*Area2))
where: ELI, EL2 Lower and upper. elevations of the increment
Areal,Area2 Areas computed for ELI, EL2, respectively
volume incremental volume between ELI and EL2
0
• S/N: DOYXYWH3NLBE;
Bentley Pond Pack (10.00.022.00) 8:24 AM
Withers & Ravenel
5/2.1/2007
•
Type.... Val: El v-Hreo
Name.... BMP 9B
Page 5.01
Fi.le.... K:\04\04-460\04467-ForCyNade'\H-H\Stormwat:er\pondpack\40wa_de PHASE rev.pp-w
REQUESTED POND WS ELEVATIONS:
Min. Elev.- 330.50 A
Increment: - .05 ft
Max. Elev.= 385.00 ft
k Y;% s: I? {. % {' M% {. 1 R k Y 1. A {'I * A I k A {' I A A I l 4* k A I A Y k A'I A 3 A I
OUTLET CONNECTIVITY
A{ A A A' A Y I A k{ A %' A l l I I r 4; I% {.. k I A% I I{% . I I k{ l{ A I A A% A
---> forward Flow Only (UpStr.eam to DnStream)
--- Reverse Flow Only (DnSLream to UpStream)
<-••--> Forward and Reverse Both Allowed
•
Structure
----------------- No.
---- Outfall El, ft
--------- E:2, f t.
---------
Inlet. Boa RO - > CO 382.000 385.000
OriEi.ce-Circular 00 ----> Co 380.500 385.000
Culvert-Circular co - :> TW 377.500 335.000
TW SETUP-, US Channel
• S/N: DOYXYWH3NLRE Withers & Ravenel
Bentley PondPack (10.00.022.00) 8:24 AM 5/21/2007
•
Type... - Uu1:1f--L' InpuC C4 La:
Namr_•.... Outlet 13MP9B
P:iile 6.01.
File. - . - K:\04\04-450\04467-Far.1,yW?_de\H-Ii\St.ormwa t.er.\pondpack\40warie PHASL•:2_rev.ppw
OUTI..E"1' STRUCTURE INPUT DATA
Structure ID = RO
SCrUCcure Type =
-------------------- Inlet Box
-
-
--
----
11 of. Openings - -
--------
I -
-
Invert Elev. 382.00 ft
Orifice Area 25.0000 sq. ft
Ori.fice Coeff. = .600
Weir Length = 20.00 fl.
Weir Coeff. 3.1.00
K, Reverse 1.000
Manni.ngs n - .0000
Kev,Char.ged Riser - .000
Weis Submergence. = No
•
Structure ID 00
Structure Type Orifice-Circular
tl of Openings 1
Invert: 1, l.ev. 380.50 ft
DiameLel. - :3.00 in
Orifice Coeff, .600
• S/N: D0YXYWH3NL•l3E Withers & Ravene.t
Bent-..ley Pond Pack (10.00.022.00) 8:24 AM 5/21/2007
•
Typ(a.... Outlet: Input Data
Name.... Outlet BMP913
Page 02
File. ... K-. \04\04-460\04457-Fort yWaoe\H-H\SLormwater.\pondpack\40wa6e PHASE2 rev,ppw
OUTLET STRUCTURE INPUT DATA
Structure ID _ CO
Structure Type =
-
------
-
-- Culvert-Circular
---
-
-
-
-
-------
No. Barrels -
-
-
---
I ------
Barrel Diameter. 30.00 in
Upstream invert: - 377.50 ft.
Dnst.ream Invert 375.00 ft:
Hor:iz. Length 55.00 ft:
Barrel. Length 55.06 ft
Barrel. Slope = .04545 ft/ft.
OUTLET CONTROL DATA ...
Mannings n _ .0130
Ke = .5000 (forward entrance loss)
Kb .009217 (pet: ft of full flow)
Kr .5000 (reverse entrance loss)
HW Convergence _ .003 +/- ft
INLET CONTROL DATA...
Equation form
•
Inlet Control K - .0098
Inlet. Control. M 2.0000
Inlet Control, c -- .03980
Inlet Control Y .6700
TI ratio (HW/D) 1.138
T2 ratio (HW/D) - 1.284
Slope Factor - -.500
Use unsubmerged inlet control form I equ. below T1. elev.
Use submerged inlet control Form 1 equ, above T2 elev.
In transition tone between unsubmerged and submerged inlet control.,
interpolate between flows at T1 & T2...
At T1 Elev = 380.34 ft ----> Plow = 27.16 cfs
At T2 Ele:v = 380.71 ft ---•> flow = 31.05 cfs
Structure ID = TId
Structure Type = TW SETUP, DS Channel.
----------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance ,-. .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance == .00 cfs
Max. Q tolerance w .00 cfs
• S/N: DOYXYWH3NL13E Withers & Ravenel
Bentley PondPack. (10.00.022.00) 8:24 AM 5/21/2007
C?
Type.... Outlet Input Data
Name.... Outlet BMP98
Page 5.03
File.... K:\04\04•-960\04467-FortyWade\H-H\Stormwater\pondpack\40wade PHASE2 rev.pprt
'**'" COMPOSITE OUTFLOW SUMMARY ""
WS Elev, 't'otal Q Notes
-------- -------- ------ -- Converge. ----------- -- ------------
Elev. Q TW Elev Error
ft
------ CH
------- ft +/-ft
-------- ----- Contributin g Structures
--
380.50
.00
Free -
Outfall -------------
(no Q: RO,OO ------------
,CO)
380.55 .00 Free Outfall OO,CO (no Q: RO)
380.60 .01 Free Out fall. OO,CO (no Q: RO)
380.65 .03 Free Outfall OO,CO (no Q: RO)
380.70 .06 Free Qutfall. OO,CO (no Q: RO)
380.75 .08 Free Outfall OO,CO (no Q: RO)
380.80 .1.0 Free Outfall. OO,CO (no Q: RO)
380.85 .1. 1. Free Outfa.l..l 00,00 (no Q: RO)
380.90 .12 Free Outfall OO,CO (no Q: RO)
380.95 .14 Free Outfall OO,CO (no Q: RO)
381.00 .15 Free Outfall OO,CO (no Q: RO)
381.05 .1.5 Free Outf ll O0,C0 (no Q: RO)
381.10 .16 Free Outfall OO,CO (no Q: RO)
381.15 .17 Free Outfall. OO,CO (no Q: RO)
381.20 .18 Free Outfall O0,C0 (n0 Q: RO)
381.25 .19 Free. Outfal.l. OO,CO (no Q: RO)
381.30 .19 Free Outfall O0,C0 (no Q: RO)
381.35 .20 Free Outfall OO,CO (no Q: RO)
• 387..40
381.45 .21
.21 Free
Free Outfall.
Outfall 00,CO (no
00,CO (no Q:
Q: RO)
RO)
381.50 .22 Free Outfall OO,CO (no Q: RO)
381.55 .23 Free Outfall. OO,CO (no Q: RO)
381.60 .23 Free Outfall. 00,00 (no Q: RO)
381.65 .24 Free Outfall O0,C.'0 (no Q: RO)
381.70 .25 Free Outfall O0,C0 (no Q: RO)
38.7..75 .25 Free Outfall OO,CO (no Q: RO)
381.80 .26 Free outfall. QO,CO (no Q: RO)
381.85 .26 Free Outfall. OO,CO (no Q: RO)
381.90 .2'7 Free Outfail. OO,CO (no Q: RO)
381.95 .27 Free Outfall OO,CO (no Q: RO)
382.00 .28 Free Outfall. OO,CO (no Q: RO)
382.05 .97 Free Qutf:a.l.l. RO, 00, CO
382.10 2.25 Free Outfall RO,00,CO
382.15 3.89 Free Outfall RO,QO,CO
382.20 5.84 Free Outfall RO,OO,CO
382.25 8.05 Free Outfall R0,00,C0
382.30 10.49 Free Outfall RO,QO,CO
382.35 13.15 Free Outf-all. RO,OO,CO
• SIN: t)OYXYWH3NLl3)'s
Bentley PondPack (10.00.022.00) 8:24 AM
Withers & Ravene7.
5/21/2001
•
Type.... Composite Rating Curve:
Name:.... Outlet 13MP913
Page 6.04
File..... K:\04\04-460\04467-For tyWade\1i-H\SLOKIRWal'er.\pondpack\IOwaae- PHASE..2-rev.ppw
.x,:.' COMPOSITE OUTFLOW SUMMARY - -
WS Elev, Total. Q No tes
----- --- Converge
Elev. Q TW Elev Error
ft cfs ft r/-ft Contributing Structures
382.40 1.6.00 Free Outfa13. RO,00,C0 - ----- '-- -
:382.45 19.03 Free OutCal1 110, 00, co
382.50 22.23 Free Out Cal l R0, 00, CO
382.55 25.60 Free Outfall RO,00,CO
382.60 "2.9.13 Free Out Cal l RO,00,C0
382.65 32.'78 Free Qutfall. 110, 00, co
382.70 36. 56 Free Outfall R0, 00, CO
:382.75 40.47 Free Oil tfa II RO,00,CO
382.80 44.48 Free outfall RO,00,CO
382. 85 47.:53 Free Outfal.I 120, 00, CO
382.90 47.85 Free outfall RO,00,CO
382.95 48.16 Free Out fall 120, CO (no Q: 00)
383.00 48.48 Free Out fa 11. R0, CO (no Q: 00)
383.05 48.'79 Free outfall RO,CO (no Q: 00)
383.10 49.10 Free Outfal.l RO,00,CO
.383.1:'5 49.40 1;rte Out Call RO,00,CO
383.20 49.71 Free Outfall RO,CO (no Q: 00)
383.25 50.02 free Outfall. RD, CO (no Q: 00)
• 383.30
383.35 10.32
50.62 Free
Free Outfal1
Outfall RO,CO (no
RD, 00, co Q: 00)
383.40 50.91 Free Outfal-l- 120, CO (no O: 00)
383.45 51.21 Free out fall RO,CO (no Q: 00)
383.50 51.51 Free Out.f•all RO,CO (no 0: 00)
383. 515 51.80 Prep Outfall RD, CO (no Q: 00)
383.60 52.09 Free Out Call RO,CO (no Q: 00)
:383.65 5'2...:38 Free outfall. RO,CO (no Q: 00)
383.70 ;52.6'7 free Outfall 110, CO (no 0: 00)
383.75 .`52..9`.5 Free Outfall RO,CO (no Q: 00)
383.80 53.24 Free Outfal.1. 120, CO (no Q: 00)
383.85 53.52_ Free out Cal l RO,CO (no Q: 00)
383.90 53.81. Free Outfall RO,CO (no Q: 00)
383.95 54.09 Free OutCal. I RO,CO (no Q: 00)
384.00 54.37 Free Qutfall 110, CO (110 Q DO)
384.05 54.65 Free OutCa.l.1 120, CO (no Q: 00)
384. 1.0 54.92. Free Outf:all RO,CO (no Q: 00)
384.15 55.19 Free Out.fall RO,CO (no Q: 00)
384.20 `55.47 Free Out fall. RO,CO (no Q: 00)
384.25 55.'74 Free Qutfall RO,CO (no Q: 00)
• SIN: UOYXYWH3NLBE Withers & Ravenel
Bentley PondPack (10.00.022.00) 8:24 AM 5/21/2007
•
•
E
'Type.... Composite Rating Curve
Name.... Outlet BMP9B
Page ,.05
File-. K:\04\04-460\04467-for.LyWade\H-H\SLOrmwaLer\pond.pack\40wade PHASE.2_rev.ppw
WS Elev, Total Q
F 1.ev. Q
ft
------- Cfs
-
384.30 -------
56.01
384.35 56.28
384.40 56.55
384.45 56.82
384.50 57.08
384.55 57.35
384.60 57.61
:384.65 57.88
384.70 58.13
384.'6 58.39
:384.80 58.65
:384.85 58.91
384.90 59.16
384.95 59.42
:38`_i.00 59.68
"A- COMPOSITE OUTFLOW SUMMARY ,:-
Notes
-------- Converge •------- ------- -------------
'l'W F..l.ev Error
It +/-ft
-------- ----- Contri
------- buting Structures
------

Free Outfa.ll
RO,CO -
(no Q: --------
00) --- -
Free Outfall RO,CO (no Q: 00)
Free Outf-all RO,CO (no Q: 00)
Free Outfall RO,CO (no Q: 00)
Free Outfall R0,C0 (no Q: 00)
Free Outfall RO,CO (no Q: 00)
Free Outfall RO,CO (no Q: 00)
Free Outfal.l RO,CO (no Q: 00)
Free Out:fa.lI RO,CO (no Q: 00)
[Free 0 utfa13, 110, CO (110 00)
Free Outfall t2O,c:O (no Q: 00)
Free Outfall RO,CO (no Q: 00)
Free Outfal..l RO,CO (no Q: 00)
Free Outfall RO,CO (no Q: 00)
Free Outfal.l. 110, CO (no Q: 00)
S/N: DOYXYWf33NLB]'•:
Bentley PondPack (10.00.022.00) 8:24 AM
Withers & Ravenel.
5/21/2007
•
Itvut?.HtLJ LIM113 Ur AIiLA INCLUDED IN PHASE 2 NITROGEN CALCULATIONS
40 MIr - Phaas 2 NHivpn LLoadmg Cfl¢ bvurw
Project Nihn 4Q Wud+e - Phase 2 ®atet 5jat1dOD7
2EF48+
15Y SA14
TOTAL TRACT PfmJattig 187
Tat9lAtea: _ 1AJLjW sqt = W,85 am
knperviome_ 774„932 s9fi = 17.78 as (bnpk area aftidt Ptognaad R1W Is ea(Ifnatbdi
Natwat open Soria Arm 23Vsgl- ta78 am
MINapw open spate Aros S5_55_ 9A04 SOL = 12.al as
Ebb na" Pro-IS ysNpmsid TM Loading I
TWO of Land Comr Aaft TN EXM TN Expow ¢I6Salyty
pbnnsnanNy Ptmte¢fed Uhdb tadaed Area
PWrnanenq PtattbdW 6Aanged Arm OIL 0 1.S 22.11
mpervi-M Strdaes 0,00 - 211.2
.1 aim
Estimslt" i?-0nWbPnvv H TH Loading
•
Type of Land: cover Aem

anent y Pnatatled Undfefurbed pree 8
00 PmAT (Rslyr)
"?`
.
Sent Pto*CW Mknsged Area
M "*?
0 700
mpartiiensArsa 11.36

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b
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4:00 rbfln--6y Pn*sckd Misnamed Area Qi00
8 1.2
peM me A2 1.80
7
Totah 21.2
4,19 511,15

Estl'aseiad 814tP Radltl?pn line ®toeeYen6'ma; 896
°
.
j E2
*mftd Dnllpga Ana a NHrogan Loading Reducti 35
tb
on: 21.93 Ibalyr
Type Of land Cover Acres TN Export cud.
(16e/Jlt" 7NEXPORT(IMayr)
PMM%W NhdfsSntbedAtea 6:78 6k8
PlOaded Managed Area 51Q 407
1.2
3165 21.2
Totaib 15.63
Ea nated Odlp Rstlmetiotr:
Eatfmatbd DMInegaAna C Ntfrogsn Loading Raduclton:
Eo*natsd phgM p"v-8Mp TN E:rport
EVErnatsd Ptojset 6li1P TM R&MM Ml:
Estlmats8 Prajet:b TH Land Rate Aftr BMn.-
ad Pt*vd Camp"Fre, Nlfrvgsn Lsadin • fwwt&m:
zz- ? I tad

S24
77.30
87.W
8 96
an Ibalyr
3"As Ibslyr 3q t7 !
120161 lbslyr
7.4ta Ibefgalyr
Ma -A
W.327 /
I! vJ
• I
•
•
0

ozo
o Lstioti 82pm
HO131d21
'ON 9Of AS P"'ID
LO l0 90 RVs
Wo AS umeid
aims .aual?a 8 abed uoi inab ON
z
a
a
i
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•
POST-DEVELOPMENT HYDROLOGIC
CALCULATIONS
0
11
INSIDE WADE TOWNHOMES
LEN-10000
INSIDE WADE TOWNHOMES HYDROLOGIC CALCULATIONS J. FINCH, PE
LEN-10000 Post-Development-To Ex SW Wetland 7/21/2010
I SAS CCTItvE.?VtJ??BERS'?
Assume:
HSG
Impervious
Open
Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B' = 95.8%
HSG'C' = 4.2%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 62 Assume good condition
Wooded 56 Assume good condition
Water 100 -
1t,I'6ST=DE?'FT.0 N7
=> To Existing SW Wetland
A. Watershed Breakdown
Total Number of Single-Family Type S-30 Lots 16 lots
Assumed Impervious Area Per Single-Family Type S-30 Lot = 2,100 square feet
Total Impervious Area from Single-Family Type S-30 Lots = 33,600 square feet
0.77 acres
•
Total Number of Single-Family Type L-32 Lots = 13 lots
Assumed Impervious Area Per Single-Family Type L-32 Lot = 2,200 square feet
Total Impervious Area from Single-Family Type L-32 Lots = 28,600 square feet
0.66 acres
Total Number of Single-Family Type L-36 Lots = 10 lots
Assumed Impervious Area Per Single-Family Type L-36 Lot = 2,400 square feet
Total Impervious Area from Single-Family Type L-36 Lots = 24,000 square feet
0.55 acres
Total Number of Single-Family Type L-39 Lots = 6 lots
Assumed Impervious Area Per Single-Family Type L-39 Lot = 2,600 square feet
Total Impervious Area from Single-Family Type L-39 Lots = 15,600 square feet
= 0.36 acres
Total Number of Townhome Type 18 Lots = 37.5 lots
Assumed Impervious Area Per Townhome Type 18 Lot = 1,000 square feet
Total Impervious Area from Townhome Type 18 Lots = 37,500 square feet
= 0.86 acres
Total Number of Townhome Type 22 Lots = 45.5 lots
Assumed Impervious Area Per Townhome Type 22 Lot = 1,500 square feet
Total Impervious Area from Townhome Type 22 Lots = 68,250 square feet
1.57 acres
•
Total Clubhouse Impervious Area = 17,185 square feet
0.39 acres
Total Sidewalk Impervious Area = 42,099 square feet
= 0.97 acres
Total Roadway Impervious Area = 189,026 square feet
= 4.34 acres
INSIDE WADE TOWNHOMES HYDROLOGIC CALCULATIONS J. FINCH, PE
LEN-10000 Post-Development-To Ex SW Wetland 7/21/2010
•
Total area =
Composite SCS CN =
% Impervious =
17.97 acres
0.0281 sq.mi.
84
60.0%
B. Time of Concentration Information
Due to the amount of piped and overland pavement flow, the post-development time of concentration was assumed to be 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
0.0500 hours
Time Increment= 0.87 minutes (= 0.29*SCS Lag)
•
Contributing Area SCS CN Area [acres] Comments
On-site open 62 6.45 Assume good condition
On-site impervious 98 10.47 -
On-site wooded 56 0.00 Assume good condition
On-site and 100 0.46 -
Off-site open 62 0.28 Assume good condition
Off-site impervious 98 0.31
Off-site wooded 56 0.00 Assume good condition
Off-site and 100 0.00 -
0
INSIDE WADE TOWNHOMES HYDROLOGIC CALCULATIONS J. FINCH, PE
LEN-10000 Post-Development-To Ex Bioretention 7/21/2010

HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
Assume: HSG'A'= 0.0%
HSG'B'= 100.0%
HSG'C' = 0.0%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good condition
Wooded 55 Assume good condition
Water 100 -
IIN Z'.OST VET Te'
, QP
To Exisdng Bioretention
A. Watershed Breakdown
•
Total Number of Single-Family Type S-30 Lots = 7.33 lots
Assumed Impervious Area Per Single-Family Type S-30 Lot = 2,100 square feet
Total Impervious Area from Single-Family Type S-30 Lots = 15,393 square feet
= 0.35 acres
Total Number of Single-Family Type L-32 Lots = 7 lots
Assumed Impervious Area Per Single-Family Type L-32 Lot = 2,200 square feet
Total Impervious Area from Single-Family Type L-32 Lots = 15,400 square feet
0.35 acres
Total Number of Single-Family Type L-36 Lots = 5.33 lots
Assumed Impervious Area Per Single-Family Type L-36 Lot = 2,400 square feet
Total Impervious Area from Single-Family Type L-36 Lots = 12,792 square feet
0.29 acres
Total Number of Single-Family Type L-39 Lots = 3.33 lots
Assumed Impervious Area Per Single-Family Type L-39 Lot = 2,600 square feet
Total Impervious Area from Single-Family Type L-39 Lots = 8,658 square feet
= 0.20 acres
Total Number of Townhome Type 22 Lots = 3.5 lots
Assumed Impervious Area Per Townhome Type 22 Lot = 1,500 square feet
Total Impervious Area from Townhome Type 22 Lots = 5,250 square feet
= 0.12 acres
Total Sidewalk Impervious Area = 11,491 square feet
= 0.26 acres
Total Roadway Impervious Area = 49,397 square feet
1.13 acres
I 1
Contributing Area SCS CN Area [acres] Comments
On-site open 61 1.69 Assume good condition
On-site impervious 98 2.72 -
On-site wooded 55 0.00 Assume good condition
INSIDE WADE TOWNHOMES HYDROLOGIC CALCULATIONS J. FINCH, PE
LEN-10000 Post-Development-To Ex Bioretention 7/21/2010
•
On-site and 100 0.00 -
Off-site open 61 0.00 Assume good condition
Ofd site impervious 98 0.00 -
Off-site wooded 55 0.00 Assume good condition
Ofd site and 100 0.00 -
Total area = 4.41 acres
0.0069 sq.mi.
Composite SCS CN = 84
% Impervious = 61.7%
B. Time of Concentration Information
Due to the amount ofpiped and overland pavement flow, the post-development time of concentration was assumed to be 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
•
0
INSIDE WADE TOWNHOMES HYDROLOGIC CALCULATIONS J. FINCH, PE
LEN-10000 Post-Development-To Proposed Wet Pond 7/21/2010
I
•
Assume:
HSG Impervious Open Wooded
A 98 39 30
B 98 61 55
C 98 74 70
D 98 80 77
HSG'A' = 0.0%
HSG'B'= 89.8%
HSG'C' = 10.2%
HSG'D' = 0.0%
Cover Condition SCS CN Comments
Impervious 98
Open 62 Assume good condition
Wooded 57 Assume good condition
Water 100 -
To Proposed Wet Pond
A. Watershed Breakdown
•
Total Number of Single-Family Type S-30 Lots = 16.67 lots
Assumed Impervious Area Per Single-Family Type S-30 Lot = 2,100 square feet
Total Impervious Area from Single-Family Type S-30 Lots = 35,007 square feet
0.80 acres
Total Number of Single-Family Type L-32 Lots = 24 lots
Assumed Impervious Area Per Single-Family Type L-32 Lot = 2,200 square feet
Total Impervious Area from Single-Family Type L-32 Lots = 52,800 square feet
1.21 acres
Total Number of Single-Family Type L-36 Lots = 18.67 lots
Assumed Impervious Area Per Single-Family Type L-36 Lot = 2,400 square feet
Total Impervious Area from Single-Family Type L-36 Lots = 44,808 square feet
1.03 acres
Total Number of Single-Family Type L-39 Lots = 10.67 lots
Assumed Impervious Area Per Single-Family Type L-39 Lot = 2,600 square feet
Total Impervious Area from Single-Family Type L-39 Lots = 27,742 square feet
0.64 acres
Total Number of Townhome Type 18 Lots = 53.50 lots
Assumed Impervious Area Per Townhome Type 18 Lot = 1,000 square feet
Total Impervious Area from Townhome Type 18 Lots = 53,500 square feet
1.23 acres
Total Number of Townhome Type 22 Lots = 29 lots
Assumed Impervious Area Per Townhome Type 22 Lot = 1,500 square feet
Total Impervious Area from Townhome Type 22 Lots = 43,500 square feet
1.00 acres
0
Total Sidewalk Impervious Area = 43,178 square feet
0.99 acres
Total Roadway Impervious Area = 205,444 square feet
4.72 acres
INSIDE WADE TOWNHOMES HYDROLOGIC CALCULATIONS J. FINCH, PE
LEN-10000 Post-Development-To Proposed Wet Pond 7/21/2010
C?
Contributing Area SCS CN Area [acres] Comments
On-site open 62 8.03 Assume good condition
On-site impervious 98 11.62 -
On-site wooded 57 0.00 Assume good condition
On-site and 100 0.59 -
Off-site open 62 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 57 0.00 Assume good condition
Off-site and 100 0.00 -
Total area =
Composite SCS CN =
% Impervious =
20.24 acres
0.0316 sq.mi.
84
57.4%
B. Time of Concentration Information
Due to the amount ofpiped and overland pavement flow, the post-development time of concentration was assumed to be 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
.7
0
•
•
HEC-HMS Project: LEN-10000

A
Ex SW Wetland
Basin Model:
Prop Wet Pond
1?
HMS * Summary of Results
Project LEN-10000 Run Name : Post-1
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 1-Year Storm
Execution Time 24Aug10 1404 Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Ex SW Wetland 41.839 14 Apr 10 2356 2.0984 0.028
Ex SW Wetland 11.115 15 Apr 10 0006 1.3738 0.028
To Proposed Wet Pond 47.051 14 Apr 10 2356 2.3598 0.032
Prop Wet Pond 0.38343 15 Apr 10 1200 0.36895 0.032
•
0
HMS * Summary of Results
Project LEN-10000 Run Name : Post-2
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 2-Year Storm
Execution Time 24Aug10 1404 Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Ex SW Wetland 49.733 15 Apr 10 0004 2.3139 0.028
Ex SW Wetland 15.349 15 Apr 10 0016 1.5865 0.028
To Proposed Wet Pond 55.926 15 Apr 10 0004 2.6021 0.032
Prop Wet Pond 0.40065 15 Apr 10 1200 0.38544 0.032
•
0
HMS * Summary of Results
Project LEN-10000 Run Name : Post-10
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 10-Year Storm
Execution Time 24Aug10 1404 Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Ex SW Wetland 91.280
Ex SW Wetland 50.059
To Proposed Wet Pond 102.65
Prop Wet Pond 9.5976

15 Apr 10 0004 4.8410 0.028
15 Apr 10 0010 4.0898 0.028
15 Apr 10 0004 5.4440 0.032
15 Apr 10 0037 2.3884 0.032
E
HMS * Summary of Results
Project : LEN-10000 Run Name : Post-25
Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 25-Year Storm
Execution Time 24Aug10 1405 Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Ex SW Wetland 107.62
Ex SW Wetland 52.569
To Proposed Wet Pond 121.03
Prop Wet Pond 30.312
r?
15 Apr 10 0004 6.1987 0.028
15 Apr 10 0011 5.4373 0.028
15 Apr 10 0004 6.9708 0.032
15 Apr 10 0021 3.9089 0.032
0
HMS * Summary of Results
Project LEN-10000 Run Name : Post-100
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 100-Year Storm
Execution Time 24Aug10 1405 Control Specs 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To Ex SW Wetland 127.78
Ex SW Wetland 55.735
To Proposed Wet Pond 143.69
Prop Wet Pond 69.996
0
15 Apr 10 0004 8.3096 0.028
15 Apr 10 0014 7.5393 0.028
15 Apr 10 0004 9.3446 0.032
15 Apr 10 0012 6.2772 0.032
0
•
ANAL YSIS OF EXISTING STORMWA TER
WETLAND
•
0
INSIDE WADE TOWNHOMES
LEN-10000
INSIDE WADE TOWNHOMES EXISTING WETLAND J. FINCH, PE
LEN-10000 (FROM PREVIOUSLYAPPV'D DESIGN REPORT BY WITHERS RAVENEL) 7/21/2010
9
J,
C?l
Stage-Storage Function
Project Name: Inside Wade Townhomes
Designer: J. Finch, PE
Job Number: LEN-10000
Date: 7/21/2010
-?? Average Incremental Accumulated Estimated
Contour Contour Contour Contour Volume
Contour Stage Area Area Volume Volume w/ S-S Fxn
rs Ptl rf"t? NF) (SF) iCF) (CF) (CF)
380.50 0.0 20,191 ( 1 -
381.00 0.5 i 21.235 j 20708 10354 10354 ; 0.51
382.00 {
383.00 1.5
2.5 ?3.393 22314 j
i 23,603 24498 22314
24498 32668 [
57166 L 1.47
2.46
384.00 3.5 2'.866 1 26735 ( 26735 83901 3.50
385.00 4.5 2 29004 29004 112905 4.61
Storage ens. Stage
12000
10000
8000
6000
4000
2000
Izs = 21573
b = 1.083',
C,
0
0 1 2 Stage (feet) 3 4 5
INSIDE WADE TOWNHOMES EXISTING WETLAND J. FINCH, PE
LEN-10000 (FROM PREVIOUSLYAPPV'D DESIGN REPORT BY WITHERS RAVENEL) 7/21/2010
•

•
Stage - Storage Function
Ks = 21573
b = 1.0837
Zo = 380.50
Elevation
[feet] Storage
[cf]. .[acre-feet]
380.50 0 0.000
380.70 3771 0.087
380.90 7992 0.183
381.10 12402 0.285
381.30 16939 0.389
381.50 21573 0.495
381.70 26286 0.603
381.90 31065 0.713
382.10 35902 0.824
382.30 40790 0.936
382.50 45723 1.050
382.70 50698 1.164
382.90 55712 1.279
383.10 60760 1.395
383.30 65841 1.511
383.50 70952 1.629
383.70 76092 1.747
383.90 81260 1.865
384.10 86452 1.985
384.30 91669 2.104
384.50 96909 2.225
384.70 102171 2.346
384.90 107453 2.467
385.00 110102 2.528

0
Type.... Outlet Input Data
Name.... Ex SW Wetland
Page 2.01
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 380.50 ft
Increment = .20 ft
Max. Elev.= 385.00 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RI ---> BA 382.000 385.000
Orifice-Circular OR ---> BA 380.500 385.000
Culvert-Circular BA ---> TW 377.500 385.000
TW SETUP, DS Channel
•
•
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 9:34 AM 7/21/2010
Type.... Outlet Input Data
Name.... Ex SW Wetland
Page 2.02
,File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type =
------------------- Inlet Box
-----------
------
# of Openings = 1
Invert Elev. = 382.00 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.100
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = OR
• Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 380.50 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
•
SIN:
Bentley PondPack (10.00.027.00)
9:34 AM
Bentley Systems, Inc.
7/21/2010
Type.... Outlet Input Data
Name.... Ex SW Wetland
Page 2.03
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments :
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type = Culvert-Circular
-
-
---------
-------------------
No. Barrels = ----
-
-
1
Barrel Diameter = 2.5000 ft
Upstream Invert = 377.50 ft
Dnstream Invert = 375.00 ft
Horiz. Length = 55.00 ft
Barrel Length = 55.06 ft
Barrel Slope = .04545 ft/ft
OUTLET CONTROL DATA ...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .009217 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA. ..
•
Equation form 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) _ .000
T2 ratio (HW/D) = 1.284
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 377.50 ft ---> Flow = 27.16 cfs
At T2 Elev = 380.71 ft ---> Flow = 31.05 cfs
0
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 9:34 AM 7/21/2010
Type.... Outlet Input Data
Name.... Ex SW Wetland
Page 2.04
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
4 . Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance= .00 cfs
Max. Q tolerance = .00 cfs
•
•
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 9:34 AM 7/21/2010
Type.... Composite Rating Curve
Name.... Ex SW Wetland
Page 2.11
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
WS Elev, Total Q
Elev. Q
ft
---- cfs
-------
----
380.50 .00
380.70 .06
380.90 .12
381.10 .16
381.30 .19
381.50 .22
381.70 .25
381.90 .27
382.00 .28
382.10 2.25
382.30 10.49
382.50 22.24
382.70 36.57
382.90 47.85
383.10 49.10
10383.30 50.32
383.50 51.51
383.70 52.67
383.90 53.81
384.10 54.92
384.30 56.01
384.50 57.08
384.70 58.13
384.90 59.16
385.00 59.68
•
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
-------- Converge -------------------------
TW Elev Error
ft +/-ft Contributing Structures
-------- ----- --------------------------
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
(no Q: RI,OR,BA)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
OR,BA (no Q: RI)
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,OR,BA
RI,BA (no Q: OR)
RI,BA (no Q: OR)
RI,BA (no Q: OR)
RI,BA (no Q: OR)
RIBA (no Q: OR)
RIBA (no Q: OR)
RIBA (no Q: OR)
RI,BA (no Q: OR)
RI,BA (no Q: OR)
RI,BA (no Q: OR)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 9:35 AM 7/21/2010
INSIDE WADE TOWNHOMES
LEN-10000
-N
Stormwater Best Management Practices. NCDENR: Division of Water Quality -
Water Quality Section. April 1999.
Enter the drainage area characteristics =>
Total drainage area to wetland = 17. ?7 acres
Total impervious area to wetland = 10.78 acres
Note The wetland roust be si:ed to treat all impervious surface runoff draining into the ivetland, not just the impervious surface ft om
on-site development.
Drainage area = 17.97 acres @ 60.0% impervious
Estimate lice surface area required at normal pool elevation =>
J. FINCH, PE
7/21/2010
Extended Detention Wetlands are based on a normal pool depth of = ". j feet (Per NCDENR Handbook)
,Frorri the DWQ BMP Handbook (4199), the required S'AIDA ratio =_>
•
3.0
Lower Boundary =>:.i
Site % impervious => 60.0 2.40 2.40 2.03
Upper Boundary => p" '!
Therefore, SA/DA required = 2.40
Surface area required at normal pool 18774 ft2
-W:41_'` .. acres
44,
•
INSIDE WADE TOWNHOMES
LEN-i0000
Existing Stormwater Wetland - WO Volume Calculations
eThe runoff to the bioretention area from the I" water quality event is calculated using the SCS curve
number method. Impervious areas that directly enter the area are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = B
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) _
@CN=
10.78 acres
98
Other areas draining to pond (not DCIA) _
@CN=
7.19 acres
64
Run®ff'_from DCL4s =_>
Precipitation amount = 1.0 inches
S_ 0.204 inches
Q0'_ = 0.791 inches
(calculated)
(calculated)
• Runoff volume = 30936 CF
Runof from non-connected areas =>
Precipitation amount = LO inches
S = 5.625 inches
Q* = 0.000 inches
(calculated)
(calculated)
J. FINCH, PE
7/21/2010
Runoff volume = 0 CF
Therefore. total runoff from 1" water quality event = 30936 CF -??-
yam- 329
C
HMS * Summary of Results for Ex SW Wetland
C,
Project : LEN-10000
Start of Run 14Apr10 1200
End of Run 15Apr10 1200
Execution Time 21Ju110 0942
Run Name : Post-1
•
Basin Model Post-Development
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 41.839 (cfs)
Peak Outflow 11.115 (cfs)
Total Inflow 1.40 (in)
Total Outflow 0.92 (in)
Date/Time of Peak Inflow 14 Apr 10 2356
Date/Time of Peak Outflow 15 Apr 10 0006
Peak Storage 0.94207(ac-ft)
Peak Elevation 382.31(ft)
0
HMS * Summary of Results for Ex SW Wetland
•
Project : LEN-10000
Start of Run 14Apr10 1200
End of Run 15Apr10 1200
Execution Time 21Ju110 0942
Run Name : Post-2
•
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 49.733 (cfs)
Peak Outflow 15.349 (cfs)
Total Inflow 1.54 (in)
Total Outflow 1.06 (in)
Date/Time of Peak Inflow 15 Apr 10 0004
Date/Time of Peak Outflow 15 Apr 10 0016
Peak Storage 0.98315(ac-ft)
Peak Elevation 382.38(ft)
0
HMS * Summary of Results for Ex SW Wetland
Project : LEN-10000 Run Name : Post-10
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 10-Year Storm
Execution Time 21Jull0 0942 Control Specs 1-Minute dT
Computed Results
Peak Inflow 91.280 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow 50.059 (cfs) Date/Time of Peak Outflow 15 Apr 10 0010
Total Inflow 3.23 (in) Peak Storage 1.4862(ac-ft)
Total Outflow 2.73 (in) Peak Elevation 383.26(ft)
0

HMS * Summary of Results for Ex SW Wetland
Project : LEN-10000 Run Name : Post-25
Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Aprl0 1200 Met. Model 25-Year Storm
Execution Time 21Jull0 0942 Control Specs 1-Minute dT
Computed Results
Peak Inflow 107.62 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow 52.569 (cfs) Date/Time of Peak Outflow 15 Apr 10 0011
Total Inflow 4.14 (in) Peak Storage 1.7367(ac-ft)
Total Outflow 3.63 (in) Peak Elevation 383.68(ft)
•
0
HMS * Summary of Results for Ex SW Wetland
Project : LEN-10000 Run Name : Post-100
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 100-Year Storm
Execution Time 21Ju110 0942 Control Specs 1-Minute dT
Computed Results
Peak Inflow 127.78 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow 55.735 (cfs) Date/Time of Peak Outflow 15 Apr 10 0014
Total Inflow 5.54 (in) Peak Storage 2.0740(ac-ft)
Total Outflow 5.03 (in) Peak Elevation 384.25(ft)
C,
0
•
ANALYSIS OF EXISTING BIORETENTION
AREA

0
INSIDE WADE TOWNHOMES
LEN-10000
INSIDE WADE TOWNHOMES EXISTING BIORETENTION AREA
LEN-10000 SIZING CALCULATIONS
- CVO Volume Calculations
`The runoff to the bioretention area from the 1" water quality event is calculated using the SCS curve
number method. Impervious areas that directly enter the area are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = B
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (021S and 0.8*S).
Impervious Area, directly connected (DCIA) =
@CN=
Other areas draining to pond (not DCIA) =
@CN=
Runoff.fromn DCL3s _>
Precipitation amount = ! ." inches
S = 0.204 inches
Q' = 0.791 inches
0imnofffrom Runoff volume 7802 CF
non-connected areas ==>
Precipitation amount = 1.0 inches
S_ 6.393 inches
Q* = 0.000 inches
Runoff volume = 0 CF
2.72 acres
98
f.69 acres
6
(calculated)
(calculated)
(calculated)
(calculated)
J. FINCH, PE
7/21/2010
Therefore, total runoff from I" water quality event = 7802 CF _
0
•
FINAL WET POND BMP DESIGN
CALCULATIONS (PROPOSED BMP)
C,

INSIDE WADE TOWNHOMES
LEN-10000
INSIDE WADE TOWNHOMES WETPOND J. FINCH, PE
LEN-10000 8/24/2010

r?
Stage-Storage Function
Project Name: Inside Wade Townhomes
Designer: B.R. Finch, PE
Job Number: LEN-10000
Date: 8/24/2010
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Volume
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (CF)
366.00 0.0 24,930
366.50 0.5 23,556 26743 13371 13371 0.51
368.00 2.0 32,672 30614 45921 59292 1.94
370.00 4.0 3-1338 35255 70509 129802 3.93
372.00 6.0 42,537 40187 80375 210176 6.07
37150 6.5 43,7 43142 21571 231747 6.62
Storage vs. Stage
E ?
250000 r
I
I
200000
v = 28360,('
R2 = 0.999
LL.
. 150000
0 100000
50000
i
u
0 -- - - ----i -- ----- - - --- ------- --- --
0.0 1.0 2.0 Uage (fee40 5.0 6.0 7.0
Ks = 28360
b = 1.111
0
INSIDE WADE TOWNHOMES WET POND
LEN-10000
Stage - Storage Function
Ks= '3?
b=
Z0=
Elevation
[feet]
366.00
366.20
366.40
366.60
366.80
___i67.00
367.20
367.40
367.60
367.80
368.00
368.20
368.40
368.60
368.80
369.00
369.20
369.40
369.60
• 369.80
370.00
370.20
370.40
370.60
370.80
371.00
371.20
371.40
371.60
371.80
372.00
372.20
372.40
372.50
Storage
[cf] [acre-feet]
0 0.000
4744 0.109
10247 0.235
16078 0.369
22133 0.508
28360 0.651
34728 0.797
41215 0.946
47806 1.097
54490 1.251
61256 1.406
68099 1.563
75010 1.722
81986 1.882
89022 2.044
96114 2.206
103259 2.371
110453 2.536
117695 2.702
124982 2.869
132311 3.037
139681 3.207
147090 3.377
154536 3.548
162019 3.719
169536 3.892
177087 4.065
184670 4.239
192284 4.414
199929 4.590
207602 4.766
215305 4.943
223035 5.120
226910 5.209
J. FINCH, PE
8/24/2010
is
Type.... Outlet Input Data
Name.... PropWetPond
Page 2.01
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 366.00 ft
Increment = .20 ft
Max. Elev.= 372.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
<---> Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RI ---> BA 370.000 372.500
Orifice-Circular OR ---> BA 366.000 372.500
Culvert-Circular BA ---> TW 359.000 372.500
TW SETUP, DS Channel
•
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:03 PM 8/24/2010
Type.... Outlet Input Data
Name.... PropWetPond
Page 2.02
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = RI
Structure Type = Inlet Box
-------------------
# of Openings = ----------
1 -------
Invert Elev. = 370.00 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.000
K, Reverse = 1.000
Mannings n = .0000
Kev,Charged Riser = .000
Weir Submergence = No
Structure ID = OR
• Structure Type = Orifice-Circular
# of Openings = 1
Invert Elev. = 366.00 ft
Diameter = .2500 ft
Orifice Coeff. _ .600
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:03 PM 8/24/2010
Type.... Outlet Input Data
Name.... PropWetPond
Page 2.03
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type =
------------------- Culvert-Circular
-----------------
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 359.00 ft
Dnstream Invert = 358.50 ft
Horiz. Length = 62.00 ft
Barrel Length = 62.00 ft
Barrel Slope = .00806 ft/ft
OUTLET CONTROL DATA ...
Mannings n = .0130
Ke = .5000 (forward entrance loss)
Kb = .009217 (per ft of full flow)
Kr = .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
INLET CONTROL DATA. ..
• Equation form 1
Inlet Control K .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) _ .000
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Tl & T2...
At T1 Elev = 359.00 ft ---> Flow = 27.16 cfs
At T2 Elev = 362.26 ft ---> Flow = 31.05 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:03 PM 8/24/2010
Type.... Outlet Input Data
Name.... PropWetPond
Page 2.04
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .00 cfs
Max. Q tolerance = .00 cfs
•
is
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:03 PM 8/24/2010
Type.... Composite Rating Curve
Name.... PropWetPond
Page 2.14
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- -- ------------
Elev. Q TW Elev Error
ft cfs ft
------ +/-ft
-- ----- - Contributing
------------- Structures
------------
--------
366.00 -------
.00 Free Outfall (no Q: RI, OR ,BA)
366.20 .05 Free Outfall OR,BA (no Q: RI)
366.40 .12 Free Outfall OR,BA (no Q: RI)
366.60 .16 Free Outfall OR,BA (no Q: RI)
366.80 .19 Free Outfall OR,BA (no Q: RI)
367.00 .22 Free Outfall OR,BA (no Q: RI)
367.20 .25 Free Outfall OR,BA (no Q: RI)
367.40 .27 Free Outfall OR,BA (no Q: RI)
367.60 .29 Free Outfall OR,BA (no Q: RI)
367.80 .31 Free Outfall OR,BA (no Q: RI)
368.00 .32 Free Outfall OR,BA (no Q: RI)
368.20 .34 Free Outfall OR,BA (no Q: RI)
368.40 .36 Free Outfall OR,BA (no Q: RI)
368.60 .37 Free Outfall OR,BA (no Q: RI)
368.80 .39 Free Outfall OR,BA (no Q: RI)
•369.00 .40 Free Outfall OR,BA (no Q: RI)
369.20 .41 Free Outfall OR,BA (no Q: RI)
369.40. .43 Free Outfall OR,BA (no Q: RI)
369.60 .44 Free Outfall OR,BA (no Q: RI)
369.80 .45 Free Outfall OR,BA (no Q: RI)
370.00 .46 Free Outfall OR,BA (no Q: RI)
370.20 5.85 Free Outfall RI,OR,BA
370.40 15.66 Free Outfall RI,OR,BA
370.60 28.39 Free Outfall RI,OR,BA
370.80 43.44 Free Outfall RI,OR,BA
371.00 60.45 Free Outfall RI,OR,BA
371.20 78.96 Free Outfall RI,OR,BA
371.40 80.62 Free Outfall RI,OR,BA
371.60 81.37 Free Outfall RI,OR,BA
371.80 82.11 Free Outfall RIBA (no Q: OR)
372.00 82.84 Free Outfall RI,BA (no Q: OR)
372.20 83.57 Free Outfall RI,BA (no Q: OR)
372.40 84.29 Free Outfall RI,BA (no Q: OR)
372.50 84.65 Free Outfall RI,BA (no Q: OR)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:03 PM 8/24/2010
HMS * Summary of Results for Prop Wet Pond
Project : LEN-10000 Run Name : Post-1
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 1-Year Storm
Execution Time 24Augl0 1307 Control Specs 1-Minute dT
Computed Results
Peak Inflow 47.051 (cfs) Date/Time of Peak Inflow 14 Apr 10 2356
Peak Outflow 0.38343 (cfs) Date/Time of Peak Outflow 15 Apr 10 1200
Total Inflow 1.40 (in) Peak Storage 1.9908(ac-ft)
Total Outflow 0.22 (in) Peak Elevation 368.73(ft)
•
0
HMS * Summary of Results for Prop Wet Pond
Project : LEN-10000
• Start of Run 14Apr10 1200
End of Run 15Apr10 1200
Execution Time 24Aug10 1307
Run Name : Post-2
Basin Model Post-Development
Met. Model 2-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 55.926 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow 0.40065 (cfs) Date/Time of Peak Outflow 15 Apr 10 1200
Total Inflow 1.54 (in) Peak Storage 2.2167(ac-ft)
Total Outflow 0.23 (in) Peak Elevation 369.01(ft)
•
0
HMS * Summary of Results for Prop Wet Pond
Project : LEN-10000 Run Name : Post-10
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 10-Year Storm
Execution Time 24Aug10 1307 Control Specs 1-Minute dT
Computed Results
Peak Inflow 102.65 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow 9.5976 (cfs) Date/Time of Peak Outflow 15 Apr 10 0037
Total Inflow 3.23 (in) Peak Storage 3.2719(ac-ft)
Total Outflow 1.42 (in) Peak Elevation 370.28(ft)
•
0
HMS * Summary of Results for Prop Wet Pond
Project : LEN-10000
Start of Run 14Apr10 1200
End of Run 15Apr10 1200
Execution Time 24Aug10 1307
Run Name : Post-25
Basin Model Post-Development
Met. Model : 25-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 121.03 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow 30.312 (cfs) Date/Time of Peak Outflow 15 Apr 10 0021
Total Inflow 4.14 (in) Peak Storage 3.5699(ac-ft)
Total Outflow 2.32 (in) Peak Elevation 370.63(ft)
0

HMS * Summary of Results for Prop Wet Pond
Project : LEN-10000 Run Name : Post-100
• Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 100-Year Storm
Execution Time 24Augl0 1308 Control Specs 1-Minute dT
Computed Results
Peak Inflow 143.69 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow 69.996 (cfs) Date/Time of Peak Outflow 15 Apr 10 0012
Total Inflow 5.54 (in) Peak Storage 3.9812(ac-ft)
Total Outflow 3.72 (in) Peak Elevation 371.10(ft)
•
0
INSIDE WADE TOWNHOMES WET POND - 100 YR CLOGGED
LEN-10000
Stage - Storage Function
Ks =
b-
Zo = ?.. _
•
Elevation Storage 100-Year Forst Case
[feet] [cf] [acre-feet] [cf] [acre-feet]
366.00 0 0.000 - -
366.20 4744 0.109
366.40 10247 0.235 - -
366.60 16078 0.369 -
366.80 22133 0.508 - -
367.00 28360 0.651 -
367.20 34728 0.797
367.35 39583 0.909 - -
367.55 46149 1.059 - -
367.75 52811 1_.212
367.95 59557 1.367 - -
368.00 61256 1.406 - -
368.20 68099 1.563 - -
368.40 75010 1.722 - -
368.60 81986 1.882 -
368.80 89022 2.044 - -
.369.00 96114 2.206 -
369.20 103259 2.371 -
369.40 110453 2.536 -
369.60 117695 2.702
369.80 124982 2.869 - -
370.00 132311 3.037 0 0.000
370.20 139681 3.207 7370 0.169
370.40 147090 3.377 14779 0.339
370.60 154536 3.548 22226 0.510
370.80 162019 3.719 29708 0.682
371.00 169536 3.892 37225 0.855
371.20 177087 4.065 44776 1.028
371.40 184670 4.239 52359 1.202
371.60 192284 4.414 59973 1.377
371.80 199929 4.590 67618 1.552
372.00 207602 4.766 75292 1.728
372.20 215305 4.943 82994 1.905
372.40 223035 5.120 90724 2.083
372.50 226910 5.209 94599 2.172
3. FINCH, PE
8/24/2010
0
Type.... Composite Rating Curve
Name.... PropWetPond(100)
Page 2.07
File.... X:\Projects\LEN\LEN-10000\Storm\Construction Drawings\Design Files\SWMFDesign.ppw
Title... Project Date: 7/19/2010
Project Engineer: J. Finch, PE
Project Title: Inside Wade Townhomes
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge -------------------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
-
--------
370.00 -------
.00 ------
Free -- ----- -
Outfall --
----------------------
(no Q: RI,BA)
370.20 5.36 Free Outfall RIBA
370.40 15.17 Free Outfall RIBA
370.60 27.89 Free Outfall RIBA
370.80 42.93 Free Outfall RI,BA
371.00 60.00 Free Outfall RIBA
371.20 78.87 Free Outfall RIBA
371.40 80.62 Free Outfall RIBA
371.60 81.37 Free Outfall RIBA
371.80 82.11 Free Outfall RIBA
372.00 82.84 Free Outfall RI,BA
372.20 83.57 Free Outfall RIBA
372.40 84.29 Free Outfall RI,BA
372.50 84.65 Free Outfall RIBA
0
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 1:03 PM 8/24/2010
HMS * Summary of Results for Prop Wet Pond
Project : LEN-10000
• Start of Run 14Apr10 1200
End of Run 15Apr10 1200
Execution Time 24Aug10 1328
Run Name : Post-100YrWC
Basin Model Post (100YrWC)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 143.69 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow 81.368 (cfs) Date/Time of Peak Outflow 15 Apr 10 0010
Total Inflow 5.54 (in) Peak Storage 1.3765(ac-ft)
Total Outflow 5.52 (in) Peak Elevation 371.60(ft)
0

INSIDE WADE TOWNHOMES WET DETENTION POND
LEN-10000 Above NWSE
0 TAGE-STORAGE FUNCTION - ABOVE NORMAL POOL
S
Average Incremental Accumulated
Contour Contour Contour Contour
Contour Stage Area Area Volume Volume
(feet) (feet) (SF) (SF) (CF) (CF)
356.01'0 0.00 2,11.930
366.3/0 0.50 853 26743 13371 13371
368.00 2.00 32 57' 30614 45921 59292
PTO.`; !.) 4.00 1.033 35255 70509 129802
37:-70C 6.00 33 40187 80375 210176
3 30 6.50 43142 21571 231747
250000 T
200000
•
U 150000
: I
0 100000 +
an
50000 ±
0 ; - i - -T-
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00
Stage (feet)
Ks= 283660
b = 1.111
B.R. FINCH, PE
8/24/2010
Estimated
Stage
w/ S-S Fxn
(feet)
0.51
1.94
3.93
6.07
6.62
0
Storage vs. Stage
INSIDE WADE TOWNHOMES
LEN-10000
• STA6E-STORA6F FUNCTION - MAIN POOL
WET DETENTION POND B.R. FINCH, PE
Below NWSE - Main Pool 8/24/2010
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
359.06
_ 0.00
350.00 1.00 13 6982 6982 6982 1.03
302.00 3.00 ?0,330 9273 18546 25527 2.86
351.00 5.00 ?4 .;59 12449 24899 50426 4.90
355.00 7.00 19 16720 33439 83865 7.33
C
V
a?
t
•
0
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Stage (feet)
Storage vs. Stage
90000
80000 f
70000
60000
50000
40000
30000
20000
10000
0 ;--+- --+--
KS = 575
b= 1.264

INSIDE WADE TOWNHOMES WET DETENTION POND
LEN-10000 Below NWSE - Forebay
.STAGE-STORAGE FUNCTION - NORTH FOREBAY
Contour
Contour Stage Area
(feet) (feet) (SF)
359.00 0.00
360.10 1.00
362.Y; 3.00 '.? L
354.2 5.00 J
366.;J- 7.00 5.3_
•
B.R. FINCH, PE
8/24/2010
Average Incremental Accumulated Estimated
Contour Contour Contour Stage
Area Volume Volume w/ S-S Fxn
(SF) (CF) (CF) (feet)
1422 1422 1422 1.03
2067 4134 5555 2.82
3057 6113 11668 4.87
4456 8912 20580 7.41
Storage vs. Stage
25000 -
I
20000 1
I y = 1362.x1.356
2 _
i 15000 + - 0.996
d
® 10000 l
5000
1
i
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Stage (feet)
S= W?a
K'? 6
o
b = 1.3561
0
INSIDE WADE TOWNHOMES WET DETENTION POND
LEN-10000 Summary
,, Vp
•
Volume of Main Pool = 83,865 cf
Volume of Forebay = 20,580 cf
Total Volume Below NWSE = 104,445 cf
2.40 acre-ft
Total Volume Above NWSE = 231,747 cf
5.32 acre-ft
Total Volume of Facility = 336,193 cf
= 7.72 acre-ft
Per NCDWQ design guidelines, the foreboy volume should equal approximately
20% of the total permanent pool volume.
Total Volume Below NWSE = 104,445 cf
Volume of Forebay = 20,580 cf
% Forebay = 19.7%
• Total Volume Below NWSE = 104,445 cf
Surface Area at NWSE = 24,930 sf
Average Depth = 4.19 ft
B.R. FINCH, PE
8/24/2010
0
INSIDE WADE TOWNHOMES WET DETENTION POND
LEN-10000 Surface Area Calculation
B.R. FINCH, PE
8/24/2010
•WET DETENTION BASIN SUMMARY
From Stormwater Best Management Practices Manual. NCDENR: Division of Water Quality, October 2007.
Enter the drainage area characteristics =_>
Total drainage area to pond = acres
Total impervious area to pond = acres
Note The basin must be sized to treat all impervious surface runoff draining into the pond, not just the impervious
surface from on-site development.
Drainage area = 20.24 acres @ 57.4% impervious
Estimate the surface area required at pond normal pool elevation ==>
Wet Detention Basins are based on an minimum average depth of = - _ feet (Calculated)
From the DWQ BMP Handbook (1012007), the required SA/DA ratio for 90% TSS Removal ==>

4.19
Lower Boundary => >`) ?!
Site % impervious => 57.4 2.72 2.67 2.6
Upper Boundary =>.D
{ Therefore, SA/DA required = 2.67
Surface area required at normal pool = 23,573 f.t2
0.54 acres
Surface area provided at normal pool = '. ? ft2
0
INSIDE WADE TOWNHOMES WATER QUALITY VOLUME
LEN-10000 CALCULATIONS'

=> Determination of Water Quality Volume (I " Rainfall Depth)
Proposed Conditions ==>
WQ v = (P) (R v) (A)II 2
Input data:
where,
WQv = water quality volume (in acre-ft)
Rv = 0.05+0.009(I) where I is percent impervious cover
A = area in acres
P = rainfall (in inches)
Total area, A = 20.24 acres
= 881,466 sf
Impervious area = 11.62 acres
= 505,979 sf
Percent impervious cover, I = e %
Rainfall, P = 1.0 inches
Calculated values:
•
0
Rv =
WQv=? acre-ft
41,621 cf.=
==> Associated Depth above Wet Pond Permanent Pool
Ks= 28360
b = 1.111
V=
Normal Pool Elevation = +' ' feet
Riser Crest Elevation feet
J. FINCH, PE
8/24/2010
WQ Elevation _ 367, feet
INSIDE WADE TOWNHOMES WETPOND-1"WQVOL J. FINCH, PE
LEN-10000 8/24/2010
0
C,
Inverted Siphon Desip-n Sheet
D orifice = 3 inch
# orifices = 1
Ks= 28360
b= 1.11t
Cd siphon = 0.60
Normal Pool Elevation = 366.00 feet
Volume @ Normal Pool = 0 cf
Orifice Invert = 366.00 feet
WSEL @ I" Runoff Volume = 367.41 feet
WSEL
(feet) Vol. Stored
W) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
W) Incr. Time
(sec)
367.41 41621 0.268
367.29 37599 0.255 0.261 4022 15400
367.17 33620 0.241 0.248 3979 16068
367,04 29687 0.226 0.233 3933 16854
366.92 25806 0.210 0.218 3881 17796
366.80 21982 0.193 0.202 3824 18958
366,67 18224 0.174 0.184 3758 20444
366.55 14543 0.154 0.164 3682 22451
366,42 10952 0.129 66 0.141 3590 25399
366,30 7478 0.099 1 0.114 3475 30445
366.18 4162.1 0.050 61 0.075 3316 44430
Drawdown Time = 2.64 days
By comparison, if calculated by the average head over the orifice (assuming
average head is one-third the total depth), the result would be:
Average driving head on orifice = 0.429 feet
Orifice composite loss coefficient = 0.600
Cross-sectional area t,h' orifice = 0.049 sf
Q = 0.1548 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
C Drawdown Time = 3.11 days
Conclusion : Use 1 - 3" Diameter Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 2.88 days.
0
INSIDE WADE TOWNHOMES
LEN-10000
Square Riser/Barrel Anti-Flotation Calculation Sheet
`Input Data ==>
Inside length of riser = 5.00 feet
Inside width of riser = 5.00 feet
Wall thickness of riser = 6.00 inches
Base thickness of riser = 8.00 inches
Base length of riser = 6.00 feet
Base width of riser = 6.00 feet
Inside height of Riser = 11.00 feet
Concrete unit weight = 142.0 PCF
OD of barrel exiting manhole = 44.00 inches
Size of drain pipe (if present) = 8.0 inches
Trash Rack water displacement = 61.' 1 CF
Concrete Present in Riser Structure ==>
Total amount of concrete:
Adjust for openings:
Base of Riser = 24.000 CF
Riser Walls = 121.000 CF
Opening .for barrel = 5.280 CF
Opening for drain pipe = 0.175 CF
J. FINCH, PE
81124/2010
No[e. , _ ?
Total Concrete present, adjusted for openings = 139.546 CF
0 Weight of concrete present 19816 lbs
Amount of water displaced by Riser Structure ==>
Displacement by concrete = 139.546 CF
Displacement by open air in riser = 275.000 CF
Displacement by trash rack = 61.740 CF
Total water displaced by riser/barrel structure = 476.286 CF
Weight of water displaced = 29720 Ibs
Calculate amount of concrete to be added to riser ==>
Safety factor to use = 1.25 ;c!rme:d ;.2; 3J,_
Must add = 17335 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 63.68 PCF
Therefore, must add = 272.217 CF of concrete
Standard based described above = 24.000 CF of concrete
0 Therefore, base design must have = 296.217 CF of concrete
INSIDE WADE TOWNHOMES
LEN- 10000
.Calculate size of base for riser assembly =_>
Length = 9.000 feet
Width = 9.000 feet
Thickness = 44.0 inches
Concrete Present = 297.000 CF ) .
Check validity of base as designed =_>
Total Water Displaced = 749.286 CF
Total Concrete Present = 412.546 CF
Total Water Displaced = 46755 lbs
Total Concrete Present = 58582 lbs
Actual safety factor = 1.25
Results of design =_>
•
Base length = 9.00 feet
Base width = 9.00 feet
Base Thickness = 44.00 inches
CY of concrete total in base = 11.00 CY
Concrete unit weight in added base >= 142 PCF
J. FINCH, PE
8/24/2010
0
Inside Wade Townhomes
Project # LEN-10000
VELOCITY DISSIPATOR DESIGN
• Designed By: J. Finch, PE
Velocity Dissipator - Proposed SW Wetland
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 9.6 Flow depth (ft) = 0.67
slope S in % : 2.27 Outlet velocity (fps) = 9.152
pipe diameter D in in.: 30
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
•
Pipe diameter (ft) 2.50
Outlet velocity (fps) 9.15
Apron length (ft) 15.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
--------
3 -----
A ---------
9
» 6 B 22
13 B or 1 22
23 2 27
Width Calculation
WIDTH = La + Do
WIDTH = 15 + 2.5
WIDTH = 17.5 FEET
CONCLUSION
Use NCDOT Class `B' Rip Rap
15'L x 18'W x 22"Thick
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•
SPUTTER BOX DESIGN CALCULATIONS
•
r?
INSIDE WADE TOWNHOMES
LEN-10000
INSIDE WADE TOWNHOMES WETPOND-1"WQVOL J. FINCH, PE
LEN-10000 8/24/2010
•
Inverted Siphon Design Sheet
D orifice
# orifices
Ks
b
Cd siphon
Normal Pool Elevation
Volume @ Normal Pool
Orifice Invert
WSEL @ 1" Runoff Volume
3 inch
1
'3360
1,i 11
0.60
3£6,00 feet
0 cf
366.00 feet
367.41 feet
•
WSEL
(feet) Vol. Stored
W) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
W) Incr. Time
(sec)
367AI 41621 0.268
367.29 37599 0.255 0.261 4022 15400
367.17 33620 0.241 0,248 3979 16068
367,04 29687 0.226 0.233 3933 16854
366.97 _ 25806 0.210 0.218 3881 17796
366.80 21982 0.193 0.202 3824 18958
366,6' 18224 0.174 0.184 3758 20444
366.55 14543 0.154 0.164 3682 22451
366:42 10952 , 0.129 0.141 3590 25399
3616.30 7478 ; 0.099 0.114 3475 30445
366,;8 4162.1 0.050 0.075 3316 44430
Drawdown Time = 2.64 days
By comparison, if calculated by the average head over the orifice (assuming
average head is one-third the total depth), the result would be:
Average driving head on orifice = 0.429 feet
Orifice composite loss coefficient = 0.600 T-A _'
Cross-sectional area of orifice= 0.049 sf
0.1548 cfs - I-
Q=
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 3.11 days
Conclusion : Use 1 - 3" Diameter Inverted Siphon to drawdown the accumulated
volume from the 1.0" storm runoff, with a required time of about 2.88 days.
0
Worksheet
Worksheet for Circular Orifice
Project Description
• Worksheet
Type
Solve For
Input Data
Headwater Elevatio
Centroid Elevation
Tailwater Elevation
Discharge Coefficie
Diameter
Results
Discharge
Headwater Height
Above Centroid
Tailwater Height A
Centroid
Flow Area
Velocity
•
Orifice Plate - WQ
Storm
Circular Orifice
Discharge
s
on 334.250 ft _- tri a t t' tf 0'4,fA 1,
332.330 ft
332.330 ft .? !41, ,)J "Ott,("" .14z ' i° .
nt 0.60
2 in
0.15 cfs
1.920 fit
bove 0.000 ft
2.2e-2 ft2
6.67 fUs
•
Project Engineer: Jeremy Finch
x:\...\storm\constr-1\design-1\splitt-1.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
8/24/2010 1:59 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1
HMS + Summary of Results for Prop Wet Pond
Project : LEN-10000 Run Name : Post-10
Start of Run 14Apr10 1200 Basin Model Post-Development
End of Run 15Apr10 1200 Met. Model 10-Year Storm
Execution Time 24Aug10 1336 Control Specs 1-Minute dT
Computed Results
Peak Inflow 102.65 (cfs) Date/Time of Peak Inflow 15 Apr 10 0004
Peak Outflow :9.5976 (cfs)''; Date/Time of Peak Outflow 15 Apr 10 0037
Total Inflow 3.23 M(in) Peak Storage 3.2719(ac-£t)
Total Outflow : 1.42 (in) Peak Elevation : 370.28(ft)
may.°r
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Detailed Report for Inlet: 113-3
• Scenario Summary
Label
Base
Physical Properties Alternative Base-Physical Properties
Catchments Alternative Base-Catchments
System Flows Alternative Base-System Flows
Structure Headlosses Alternative Base-Structure Headlosses
Boundary Conditions Alternative Base-Boundary Condition s
Design Constraints Alternative Base-Design Constraints
Cost Alternative Base-Cost
User Data Alternative Base-User Data
Geometric Summary
x 2,078,961.33 ft Calculated Station 0+11 ft
Y 750,531.10 ft
Elevations
Ground Elevation 341.00 ft Hydraulic Grade Line In 336.54 ft
Rim Elevation 341.00 ft Hydraulic Grade Line Out 336.50 ft
Sump Elevation 334.25 ft
Headlosses
Gravity Element Headloss 0.04 ft Depth Out 2.25 ft
Headloss Method AASHTO Velocity Out 2.06 ft/s
AASHTO Shaping Method None Velocity Head Out 0.07 ft
• System Flow Summary
Total System Flow 9.60 cfs System Rational Flow 0.00 cfs
System Flow Time 0.36 min System Additional Flow 0.00 cis
System Intensity 0.00 in/hr System Known Flow 9.60 cfs
System CA 0.00 acres Total Diverted Flow In 0.00 cfs
Incoming Diverted Flow
Local Diverted Flow In 0.00 cfs Global Diverted Flow In 0.00 cfs
Total Diverted Flow In 0.00 cfs
Inlet Flow Summary
Area 0.00 acres Composite Rational C 0.00
Inlet CA 0.00 acres Carryover CA 0.00 acres
Total Inlet CA 0.00 acres Total Inlet Intensity 0.00 in/hr
Total Inlet Rational Flow 0.00 cfs Total Inlet Time of Concentration 0.00 min
Total Inlet Additional Flow 0.00 cfs Total Inlet Known Flow 0.00 cfs
Total Flow To Inlet 0.00 cfs
Inlet Characteristics
Inlet Type Generic Inlet Inlet Location In Sag
Inlet Gener ic Default 100% Inlet Section Properties Gutter Section
Road Cross Slope 0.020 ft/ft Depressed Gutter? false
Gutter Cross Slope 0.020 ft/ft Gutter Width 0.00 ft
•
Title: Inside Wade Townhomes Project Engineer: Jeremy Finch, PE
x:\...\wetpond-principalspillwaymodel.stm The John R. McAdams Company StormCAD v4.1.1 [4.20141
08/24/10 01:44:40 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA '1-203-755-1666 Page 5
Detailed Report for Inlet: 113-3
External Pipe Flow
•
External CA 0.00 acres External Time of Concentration 0.00 min

Intercepted Flow Summary
Intercepted Rational Flow
Intercepted Additional Flow
Intercepted Known Flow
Total Intercepted Flow 0.00 cfs
0.00 cfs
0.00 cfs
0.00 cfs Intercepted CA
Intercepted Intensity
Intercepted Tc
Capture Efficiency 0.00 acres
0.00 in/hr
0.00 min
100.0 %

Upstream Piped Flow Summary
Upstream Rational Flow
Upstream Additional Flow
Upstream Known Flow
Total Upstream Flow 0.00 cfs
0.00 cfs
9.60 cfs
9.60 cfs Upstream CA
Upstream Intensity
Upstream Time Of Concentration 0.00 acres
0.00 in/hr
0.36 min

Design Constraints Summary
Pipe Matching
Matchline Offset
Design Structure Elevation? Inverts
0.00 ft
true Allow Drop Structure?
Local Pipe Matching Constraints?
Desired Sump Depth true
false
0.00 ft

User Data
Date Installed
•
•
Title: Inside Wade Townhomes Project Engineer: Jeremy Finch, PE
x:\...\wetpond-principalspillwaymodel.stm The John R. McAdams Company StormCAD v4.1.1 [4.2014]
08/24/10 01:44:40 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 6
Worksheet
Worksheet for Circular Orifice
-Protect uescnption
Worksheet Orifice Plate 10
Year Storm
Type Circular Orifice
Solve For Discharge
Input Data
Headwater Elevation 336.540 ft t GIs k}EL ;r
Centroid Elevation 332.330 ft
Tailwater Elevation 332.330 ft
Discharge Coefficient 0.60
Diameter 2 in -
Results
0.22 cfs ,4- .r V ;,,
4.210 ft

Discharge
Headwater Height
Above Centroid
Tailwater Height Above
Centroid
Flow Area
Velocity
is
0.000 ft
2.2e-2 ft2
9.88 ft/s
•
Project Engineer: Jeremy Finch
x:\...\storm\constr-1\design-1\splitt-1.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
8/24/2010 1:56 PM © Flaestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 'I
INSIDE WADE TOWNHOMES J. FINCH, PE
LEN-10000 8/24/2010
LEVEL SPREADER DESIGN CALCULATIONS
• Calculation of Level Spreader Length
The purpose of the level spreader is to provide a non-erosive outlet by converting concentrated flow
into sheet flow and release it uniformly over the vegetated filter strip. The level spreader length
should be designed such that during the 10-year storm event, a non-erosive velocity (in this case,
50 feet per cfs) is released from the level spreader into the vegetated filter strip.
Level Spreader Length Calculation ==>
Total 10-Year Peak Flowrate from Splitter Box, Q10 = 0.22 cfs (see splitter box calculations)
Required Level Spreader Length = 50 LF per cfs
Required Level Spreader Length = 11 feet
Calculation of Level Spreader Exit Velocity
As previously mentioned, the level spreader should be designed such that a non-erosive velocity is
released from the level spreader into the vegetated filter strip. The velocity exiting the level spreader
can be computed using the continuity equation, Q=VA:
Total 10-Year Peak Flowrate from Splitter Box, Q10 = 0.22 cfs (see splitter box calculations)
Design Level Spreader Length = 11 feet
Design Flow Depth on Level Spreader = 0.04 Peet
• Flow Area (Level Spreader L* Depth) = 0..39 square feet
Computed Level Spreader Exit Velocity = 0.56 Feet/second
0
r?
TN EXPORT CALCULATIONS

INSIDE WADE TOWNHOMES
LEN-10000
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O ^S~~ P a ~ n ~ ii i' G' ~ ~ ~1 ~ ~ ~ e~~a~SS6r da=.~ m 'td d® I s sy r 'I W,' L, k m ~ r LENNAR CAROLINAS, INC. I ~
~ . , o ~ .-v_ A drvisbon of The John R. McAdams Co~np~ y ~ r 1281 EDWARDS MILL ROAD, SUITE 3q1 /icAdarxis Company, Inc.
~ ' 1 ~ ° RAL IGH NORTH CAROLINA 27607 (ORS,, ENVIRONMENT:=AL
~ 11` ~'1 o ~ E , ~VGINIIERS ®P HERS ®STJRVEYORS ~ ENVIRd ~ „ c_ ~ 0 3 RESEARCH'1'RIANGLEPRRK ®CHARL~'1'TE K ® CHARLOTTE
iv I, o ao 2905 19eridian Parkxay, Dnrhant NC 27713 s~ ~ o~ _ :rhana NC 27713
~ ~ ~ . r ' k 1 ' z. , , B00-733-5646 ®wjohnaffioadamam oea~ ®Licenso No.: j ~ y ~ ~4i Ag Se6d dd '6A~`i ~1"„~r,~ G.~ ~ r ~ ~ I )mw License No.: C-0293

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2 oso aa~ FF Te°aa~ oo<, Er a FEET E 7as ~ r ('~t,fV~ )ATrCy~t SAY Tf ~A~fiRD Iv}flUAA~CHA C~F.~~FLOQ~E(:f Tt~
R 75ooan-r~EGT ~ ~ ~ a r 4~w N~4~y~~ ~
a } ~ ~ f The 1% annual chrancta Mond (700- tar 41ond! also known as the Gaye flood, is the Raod r ~ th.:t has a 19U chance of being eryualed or exraeded in any given yeas Thci SpeciaE
jjj / l ~ ` y ~ 1& hlaod Hazard Area is the area sub;ecrt to flooding by the 'I"l~ nnnuaichance Rond. Areas
z , of $peeial Flocd Hazard include Zonos A, AE, Ali, ACr, Att, A99, V, and VE. The Base ~ ,t~'~~a - ~ ~,-1J A~~NE AE Pload E€evatinn is the watcr•wrfaee elevation n€ the 1u/ annual chaacc Dnnd.
~ '~~^~ia ~ ZONE A No Rase Fkxad rlevations delerminecl. r ` C1Cy ~d1El~hd r
y ~ : ~ a 4, 'tip, s , ~ , ~ ~ ~ ~ Zs`aNE AE Base rlaad klevefions rlataratlned. r.Ti, ri{iCTriCOrlBj JlIr16,f~1CtiO ~ ~ °41 ~ ZONE AK Mood depths of 1 t(> ;i feet. (us.~:ally areas of ponding); (lase €~lood r
' 4~~ ~i Elevations determined.
~'~7"0~~~ .'si. ~ 35°48'30" ~ ?qNE Afl Flnad depths of 1 I:o3 feet (irsirafly shratt. flow can sfcrf~ing terrainh
( ~ i avoragc depths determined. Tor areas o(alluvial fan {Eooding, velocities _ Zt~~~E 7; ~ ` ~ ~ i also determined. r: , l ..u ,u
4 ~ I 3966ao''' ZONE AR SFer-ial flood liarard Area formerly protected from the 1%~ annual
a ~ ~ „ 't ~ chance firnci by a flood cantroE system that was subsequently x,r~, ` decertfred. Lone AR indfcatcs that t}~e former (food contra( system is
t ,s~'~~ ~'~6s'3 /1 - .XONE x, ' ; ~ being restored to provide protecC~.on from the 1% anntiaf chance or , -~ts, r,, r ~ greater (Inosi.
y l' . i n~a vi="« Zt}NF A9R Area t~a ba protected from i 9'~ annual chance flood by a Federal
, . r ~qj; (land protec0en systorn under cranstn:ctinn; no- Base flood Elevations ~ i ~ determined,
k - , ~ ~ ~ s ZONE VE Coastal (food zone wftla velocity hu.rrd hvav¢ action}; Basc rload Elevations
x ~^,~d / , determined, zON~ X~` u,'Sr ~ ~
r ~ ~ ~ fi ~ ~ ati , ~ FLOC01)1NAY AREAS t~ ZONE f+.E z Lr / .
~'tfdrelr7 !'rtbula. 8~^,ttSr>.,^~ `a. i ~d r~~ / l ~ „ o q ~ r ~ r ar :36hgc - ~ f i fr f Tae Aoodway is the channel of ii stream plas any aeljocent iloadp{ain areas that must tae
(lla~rn CIS ~treant 391 ~ . I~ a l ' f kept free of rncroachmcnt so Thai the 1 k annual chance flood c~rn ha carried withotrC t.,, 0'; t r. substantial ir:creases in flood heigfEt3.
r~,`' 'rr;,f~ ~5~~.~ ~ ETHER Ftt10D AREAS
,w ~ . t ~9Ole r /
t F 041 ~°4 1 ; ZONE X Areas of 0.2aU annual Citaace flood; areas of future conditions 7qG annual ~ ~ ~ r - chance Road; areas of 1°/a nnnu~rl chance Raod with average dttpths of loss
~ ~d a 6F / ~ ~ than i font or with clrarnagc areas Tess than 1 square mite; and areas
ZONE X~ v'ti~ ; ~ t ~ protertetl }ay ievres {corn 1~o annual chance flood. *r ` ~ ~wj xdA~~ i l47 500 rEET
~ J~ ~ I ~ O~ihiE€t ARCP,S
ZONE A~~/ r'', t ~ `v ( ~ ~ zON. X Areas dcic~rmin¢d to he outside fire 0.29 annual chance and future 7
` r as t /t , ` / ~ ~ ' c~~ondi0ons 1 °rb anmaat chancy Roodptain. st € ~ ~ ~ ~ ~ r r~pv ~(r ~ { s A ZON. D Ar^as in whictr fiat>d hazards are r,rdclermincd, but pasyihle,
j~ ~ «
~~d ~ , ~ ~ CCAS`EAl_ L3ARRlER KE50URCE5 5Y5'(Elsh (CBR51 ,AREAS t I ~ ~0;'
~~t ~ r ~ , ~ ~Tl-iERWISF„ E~ROTEC,TEG ARErsS tC?}'As}
~ C6R5 areas and OPAs arty normally locaiea «~thin or adjacen4 to Speriel Flood Nazard Areas.
v r~, ~ ~ _ ~ 1"/o annual chance flt:r':dpiairr boundsry -
, C ~ ~C,~ r~' ~ ' G.2% annual chance 1loodplain boundary anri future
~ ''F~ % ~ 1: i conditions 1% annual ciaaiacr, floodla(ain Loundary l ~ )(ZONE ~2' , ~ d ° ' = ~ _ ~ - ~ Fdaadway boundary
~ r t ` ~ _ _ Jrane D Boundary
~ r. a'~ = ~ , ~ , r~ 35°48'00° ' r eaeeesceawaeno®oeaga CBP.$ and OPA hocndarl~
' s.~t ° t ~ . ~ / - ~ r ° t ~ r l ~ ~Uttndi4t'y L~IVlding SpC~'Clat FtbOd HaZafd ACCa ~Rrt@S and
~ - ~Cit of ;Raley, h ~ ~ ~ d` . Y ~ f ~ boundary dividing Special hluod }-larard Areas of dif{wont ~ ~ a ~x ~ ~ ~ ~ Base Flood Elevations, flood depths or flood velocities.
I~xtra"territorial J,uiisdi~tlon ~y/ ~ . ~ r I! { . 7~~4.,,~ a ~ r ~g13^-^~^-~- Bw9e !=land (Icvatron lino and valuo; nlovation in feet'
~ ;y~'ZY4~ ' [lase Flcaod Cirvalio r value, where uniform uvith+n znne; ! ~ .r=t r ~ 3964~~"' fEl. 987) elevatron m fact"
ae ~ ~ ~ "Referenced to tha North American Vertical taaturn of 19(IH
y
i , ~ ; ~ ors Cross section line , ~ r ~ ,
r = ~ ~ a , ~ ~s ~ ~ r ' 23 23 Traneeri line ~ , C.}-~___~_~
i i j ~ ~ Geographic coordinates referenced Co the North American ~ r ~ ~ ~ ~ 9i°07'30", 32°22'?D° Datum tit 10(33 iNr;D 83}

~Nr"r '1 l w 4276caorJ 1000-meter Universal Transverse Mercator grid ticks,zane 17 ~ ` FOQ t ~ Q 250a-loot ridva{ues: North Carolina State Plane oaordinale
, , ~ ; ~ ~ 1477 500 FEET system (FI~SZOIVE 3200, 5lat¢t Plane NAtJ ail feet)
~ ~ v) , North Carolina Geodetic Sun•ey bent,: mark (see explanation a~r,5sla ~ ~ ~ = r~ ~ ~ ~ / ; : ~ f X in the f7atum fnfar~natian sedinn of this FIRM panel!.
r it ~ ~ ' - ~ r ~ ' ~ aM551(3 National r.6eodatie Survey bench mark isee explanation in f i ~ 1 € ; ~ the Datum informzr:ion section ofthis FIRM pane!).
r {
r 1 ~ ~ ~ - [
~ ~ ` ` ~ ~ ~ C }t .~o R lei h~' ~t~
I r 5 ~
Hxiiai:c,rrlit~rial JarlSt;'icr}an ~ i E
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I
p ~ k~7' ~esa,~ n~~ f2.lwJllrSiS°C~ICtIDIl ?i r ~ ~3~~~ r
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4C;IT .y, ,i ~ .
a ~rrr pLtE1GN`° 3as3~.,. ~ I
9 GRID t3DRTli t
r~`,-~ ~ ~ r MAP SCALE 1" = 5DD' f~ B,DDG) i r € x~ zee o so~3 _taoo
_ e ~ i f _ S / FEET ~ r i ~.~..J. T i - ~ .c
' ~ _ , ~
x ~ e r' ~ I ~ ~ I50 ~ U f50 30D y r i
ii~,~-o~',Ralegh ~ t 4 M G,;
f 1;{t, }territorial J~urtShccti~l . _____-._______..____rm__ ,,I~.
ii u37,0~43~°;; ~ ~ t ~ ~i`~~ IL! ~.1~.~~"~ ~ PA~°~~ ~IT7~J
- ~ ~ , ~ I
< ' ~ ~ ~ , s -t~hi !Till! I ~'i~~f r;.: z l ~ r' ~ l ~1 t ~
! 3 p~. i•, _e .r r ._~y 11~ ~Ir4 t~l.r i ~ ~
, ~ ~ ` ~ ~i I I ~`ttt., ' r ' ~ ` yt r : ~ ~ ~3''t~ ~t~Q ~SA~ ATE MAP
~ ~ ! rte r,~'°- ;i " , r ~ 7 ~ r.; I ~ ~
' ~ ~ ( ~ ~ ~ ' ~ i ' GAT:~ ~.~i~.~~INA , y 'tsar°w{~ i' r~ I"~ ~,~Ity Of ~'31eig~ ' E ~ ~ , ~ ; co
t ~ ~ ~ ~ T k ~ ~ , , ~xtraterraiorial ~lE' l,~ I,~r;,; ~
~ p x~ ~s krVi3A Sl 1" ~ ' a i rl~ I i i
r. z ~ ~ ~ Jurisdici°a~ !ifrl , ~'I ~ ~ ; ~ i ~ o r- 370243 t l l- i
r 7, s~ ~ T,r , ~ ~ ~ ~ ~i t ! ~ isEe LOCFiTOR DIAGRAM QR MAP INDEX PQR FiAM F ~m, , y i ;i, ~ ICI I ~ f PANt:L lAYf7UTl
a a I ~ 1 ; a` ~ 1 ~ ~ ~ , ~ uOsiTAENS:
i~ ~ ~ - ~ a~ ~ ss°aroo° , C.= 1'~ ~ CO"~ItiiU,lytY Cliff No, PkhIEL SUrFIk ;
r ) se rp ~ p` i `1 ICI ~ ~ ~ ~ GARY. TOWN OP 37029& G"d "l~l ~ ,.{I; <ri„ _._rr 1.~ ~..;Cl 740 Oa0 FEED r i~
! I I ~ntc~:cy.crrv or arnzaa una
7&°aq'pa^ ~ -705 aw" p80 060 FEET ~ 1vA<c CooNr~ 37oasa ozln
~ i , 1 I
_ ~i~'i ~ it i ~,ij k 1 ~ ~
~y I i I
ationsthair ~ MAP REPOSTORY ill ~i ~~~d,1~1~ ~l~ till 1
l {IOOdwa ~ ~~Re,ertn hsttnp of Map'~Repositories nn Map index a wsit vrnhv.nctloodmaps.com. t'I ~~~1 1 ~ ~ ~ I, 1 +i .
tR conform to I ` ~ ~i~~~' r~r i~;~~ ~ ~fJG ~,v ~~3'
d Flaodway ~ ~ ~E ae hydraulic EFFECTIVE DATE OF Ft{}4i7 INSI~RANCE RATE MAP °RNEI ~ll'1,,~ ~ !
rn this map. ~ MAY a..2uos ~ rti ~ ~~~Ad?~'QUAIIiY
the 'COUntY ~ ~ ~ } ~ ~ i ~ I ` ~ 1 ~ 1 ' ~ i ~ j tJot~ce to User: Fhe Pdap Number sAOwn below should be used
EV'rECTIVC DATEISIOri',CVlSIONtti)TO THIS PANEL ;I ~ { ~ when placincu map orders; the Commun4ty Number shown 2 ElStlllg Of (~<<IJ {1(~I; ~I ~~li; ~ abova should be usad or, insurance applications tprrnc subject
i COmrTIUNty ~li~~ ,lir t,tt,l' eommuri?y
This digital Flood Insurance Rate Map (FIRM) was produced through a unique only and should not be used as the sole source of flood elevation information. Accordingly, `i! { `"'^ui~4 Ili ~I1~5e7btrp, 9aB9~5~ aroma aac°r~anaac,®a
Federal preparation. r cooperative partnership between the State of North Carolina and the flood elevation data presented in the FIS report should be utilized in conjunction with If you have questions about this map, or questions concerning the National Flood Emergency Management Agency (FEMA), The State of North Carolina has the FIRM for purposes of construction and/or floodplain rrianagemer4t. ationat Flood M { ! ! MAY 2, 200 3120071400) Tj or visit the !
Base map features shown on this map, such as corporate limits, are based on the Insurance Proorarn in general, please call 11-877•FELIA MAP (1--877 336 2627) or visit the implemented a long term approach of rioodplain management to decrease al j~ ! 7 5TA'r~4 CVNRrtf For community map revision history prior to statewide mapping, refer to the Community Map
regulatory 1 a a ys shown on the FIRM for flooding sources studied most up-to-date data available at the time of publication. Changes in the corporate FEMA website at r,,ww.feme gov. the costs associated with flooding. This is demonstrated by the State's com Bounclanes of # o dw y g - mitment to map floadplarn areas at the local level. As a part of dais effort, the by detailed methods were computed at cross sections and 'interpolated between cross. limits may have occurred since this map was published. Map users should History table located in the Flood insurance Study reporl. for this jurisdiction. ' - ii ' ! C n~~ o Stu ~x*~ AR)orLetter
Stale of North Carolina has joined in a Cooperating 'technical State agreement sections. The floodwaYs were based on hydraulic considerations with regard to requirements consuit the. appropriate community official or wobsito to verify current conditions of An accompanying ` rood Insurance Study report, Letter of Map Revision (LOMB{ or Letter To 'determine if flood insurance is available in this community, contact. your insurance agern,the w vs o N l i10(iS Of this Lke i'~ ~Nn SEA
of National Flood In ur nce Pro ram, Floodwa widths and other ertinentfloodway jurisdictional boundaries- and base map features. This map _may.comain roads That were of Map Amendment (LOMA}revising portions of this panel, and digital versions of this with FEMA to produce and maintain this digital FIRM, a the s a 9_ Y p data for flooding sources studied' by detailed methods as well as non-encroachment widths not considered in the hydraulic analysis of streams where no new hydraulic model was FIRM maybe available. Visit the North Carolina Floodplain Mapping Program website Iram.webslte North Carolina Oivision of Emergency Management of the National Mood Insurance Program at the following phone numbers or websitcs 00-358-9616
for flooding sources studied. by limited detailed `methods; are provided in the FIS report created during the, production of this statewide format. FIRM. at www.ncfiocdmaps corn, or contact the FEflA Map Service Center at 1-800 358-9616 Me `7f?[VICP NC C Division sjort Emc.rgency Marna unint National Flood Insurance Program
mndlood a s.corn for this jurisdiction. The FIS report also provides instructions. for determining a fjoodway for information on all related products associatcd with this FIRM. The FEMA Map Service using non-encroachment widths for flooding. sources studied by limited detailed methods.. Center may also be reached by Fax at 1-800-358 9620 and its website at www,msc,fema.gov. v t3 Division of State of North Carolina e.. a ' Federal 'Emergency Management Agency~J - -9) 71.5 8000 nsc.fema.go t4avw.nu.nmeconirol.org/aPi~ 1 800-638-6620 ~uw ,.tem~~. nt/nfi }

2 080 000 f'LET ~ ~ 7R°44' 40".. i EEr ~ 706 r^ ~ ~ SPECIAL ~LUJD HAZARD AREAS (5pNAsJ SUBJECT T~
4 ~ gt, ~3}t .~j("^~ ~~f t ~ 7so ooa FEe'r ~ , iNUNDAiIGN 9Y 7HE 1% AtdhlUAf. C3-iA~4Cf FI.OQD
ter,' ~g cr°~ - < I he ; % annual chance flood (t0i}- ear Eload}, also kno+vn as the b~ue !load, is the Hood ~ENa° a r ' Y that has a 1 ro chance of freln ~ o waled or exceed~~d in an^ iven ear. The 5 ertal w mt 1 4 an~> ~ f° '9 ' rr Y P
~ ~ ~Y~~ ~ ~ a ~ y riocd Hazard Area is the area subject to (loading by the i% anrualchance flood. Areas r+ , s~ ~ of Soeciai Flood t9azard include Zones A, AE, Afi, AC1, AI2, A99, Y, and YE. The Rasa
r G" ° ~ aat~,-,za ~ l~inod Elovahon is the vvatcr-~surfnce elevafsan of the annual chance flood.
i ~ l ZC7HE A Nv Base Flood Elevatiars delcnninect, '
ZGt~iE RE Base F{orxi Eir'valions determined.
a~ ~ , a` ~ 2QPfE AH Flood tieptlrs of 1 to 3 (eek {usual€y areas of pending); Rase Flaad t,~ z ~ Elavat(ons determined.
' ~ ~ 'ZONE ttt7 Flnad depths of 1 to 3 feat (usually sheet flaw on sloping terrain};
average depths determined. For areas of alluvial fan !loading, velocities ` ~ t s ~ also drrtcrmined. '
« :a. ~ ~ ' ~ ' r~k,* z ~e " , , 7OPdf: AR Special Flood 1-fazard Area farrnerly Protected from the 1% annual
z ~v * ^ ~ cSaance flood h a flood centre! s stem that was suhse want! t", ~'`~~h;taaa~yr~ t' ~ w~'~~a ~ , ~T"a k _ 3068° N~ } deceriificd, lane AR indicates chat the farmer flood control system is
' 1~ ar G>~ ~ r c ~ » x . bein restored to rovide rotectian from the t°i. annual chance ar .t s~~~.at r+. g P P ~
r ,,tt d "'Ta'ai +`t ~a~~+ r2 g~>ar fi~ "'z i treater (food. } ss+~~,~;~~~s<~~f~,e~~ ~,t,w~~<r~ ~ ZONE A99 Area to be protected from 1"/o snnual Chance Flood by a Federal
x~ ~^~~~~ih~c' x~v,~~~,,+, ~ ;r {Inod pratertion system under canslruction; no Dase E"food Elevations ' ~;~''~'~b~~~^ ' ~ e ~ detarmined.
Y F' La ~ x r `ft~'ax 's~"` x ` ZOINE V! CoastaE (load zone +vith ualoeit hazard {+vave action Base Flood Elevations o e a' "f1Nn~a~'''r tl~'~Fx t~° u~ o k Y is
~~K a n''r ~ et,S ~u"aa3 i ' dutermined. v i`~~`3~c~';x„~~",~y~t~ ~a r~35°54'00. ~
~ °r~Yt~~s,+VaY 9 , ~ ~ FLQOD1hlAY AhEASBN 7,.fDl°dE hF~
r S' ' it ~ ~~r a ,t z ~ a;^~A~1~^' ~ The flaodway is the channel of a stream plus any adjacent floodpiain areas that must he
kept free of encroachment sa Ihat l#te 1% annual chance flood can be carried without ' su0stantial increases in iiocd heights,
r ~ C7THER FLt7~D AR~`a5
@ t " A 54~ Y } ` G 9 ~ti"'s4 ~ Z4Pd0 R Areas of D,Z k annual chance flood; areas of future aonditicrns 1°h annual
~ ~ a, 't~;~ r , a chance flood; ;aeas of 1%:annual chance flood with average r9epths of less Fx '~~r~, k ?r ~ k>;, than {Oat OrVVltfa dIdinage area91e55 than ~f SflUa(e mile; and areas
t ° ~ 4` proteced by levees from 1°/„ annipal chance flood, , 5~~ k, m v~"•x ~ , ,yG ~ ~ ~ :797 600 FEE"C
~'ai ' ~ "'s ` rr a r'.°' y''> Zt O'1~NER AREA)
~ Y ~ ~ t~ ~ s ° ~ ~ ~ ~ '''a^' ~ ` Zt7NE x Areas determined to be outside tha 0.2% annual chance and future 'ls"a{ s~f~"s=' a~ ~S ~s Vet, 4
r 4a~s°r~v ° a+` conditiars 1% annue,l chance floodplain. A `r d_ > d 2 ` „ ZQPiE ® .Areas In which flood hazards ere undetermined, but possible.
'~~~~f°` s,° y ; ~'~t t CaASTAL ~ARi{!ER RES©URCES SYSTEM (CBRS) AREAS ~ x y iaY yL . ~ ^B$y4;
I ~ \ Y n Z A=s t \ \ ~ ~ J OTI-1kRbVi5E Pf~~'EG?ED AREAS (OPAS)
~ x ~ ^v h
r't 3 }`s~. a k x A~ ~ u~ 5~~ Y ~ j~ ERS areas and OPAS are normally heated within or adjacent to Speeiai Flood Hazard Areas, xr~~ ~'l ate / ~'h ~ ~ r~ S t~34 \ s, £ d , ~ „r, v,.,.._~,,....~.._,..._...v. 1°~ annual chance flnartplain boundary
hr } s ZQAIE X~Y `°w$fk; ° t}x ~ \t a ~ R2% annual chance flood lain bounda and future ~ K tf N
~ w a >e ~ _ P l ' '~rz~~' ~''v ~`r'' ~a;^ conditians1'~°annual::hance flaodplain boundary ~ a ~ S ~~r , r F
~ 7~ , ~ t, ~a~ r~ `,~,~~Ra~; ZOP~(E X ~t Ft~ ~ ~ . Floodway boundary.
t ~ , ~ , i ~ ~ tsar ~ P a , ~ ~ - _ bane D Pauntiary J r„~e a~x~';A~y 'S G ~
a .c ~.(~`~isa~ ~ coeaems0aaoaaree.eoam (:13R5 and QPA boundaary i Ir s ~ 3 ~ ~ ~ ~ 1 , M<aundary dividing Special Flood Hazard Area Zones and
1 f ~ ra,r~ ra~d'~"b ~ ~ ~ / boundary dividing Special Flood Hazard Areas of different
t , . ~t t,~ s; ~a~ r ~Y~ , j~ F ~ t ~ `1 ~ - Base Flood Elevations, flood de the or flood velocities. '~~a ;t,
, nr '~n~,a ~~Y ~a~x ~r ~~~°-~5t3~•-~-^^- Basc riaau Elevation lire and value; elevation in feet M ~ 1 a Y~x i~ t y` ~ I t ~t r hsy.Vr ~RVi ~ ~ CAak~ 1 ~ f~L9R~) d
" w Rft~Cl~h , ~ ~ Baase l land Elevation value wiacrra uniform within zone, ' ~ ~a~ya~ ~ ~ " i to r alevatton m ,eet
'at, ,a~ar~~~Y7~23 It' 1 ~ 'Refert~nced to the ~aritt Amerit~n Vedira! Datum of f9Elt1 , rs ~ „ " ± P." K a~' fq" 3987 a gal r (/~~BB°tr
L tirx4 ~ ~ t \ +J~ 0@ ~ra53 Settlan line
r ' ; >y~ ~ ~ ~ ~3}~ ~ _ City of ~alei~h " ~ r s= nx~~t ~ , ~ . ~w ~ ~ s 3 „_n__ 7ranseetline
x' t ri r a ~ " it r'~ ar K 2 23 u~ : ai ki ~,aa co~,l"~~ ~ u"t.~ J re 35°49' 34" 31 VL`'3'~ Y ~ ~ ~ Geographic coordinates referenced to the North American
~ ~ ~T~ ~Y t,."' , 97°0T 30", 32°22'34" Datum of 1983 (NAp B3} f. ' ~t ~ ~~~t~~ ~ta~ a ~ ~ 4276000 v 1000-meter Universal Transverse Mercator grid ticks, zone 77
'~~~s''~` ~'f Fa ,V~~ ~ 2500-feat ggrid values; Nodh Carolina Slate Plane coordinate ~ a w~,a s~ t ya"~ } ~ t 417-500 FEET system (FIPSZONG 32QD, Slate Plane NAU 83 feet)
r,:~ ~y.~~ I 1. ~tl~~ t31v xa e;a :xs, ~1 1( B~n55yo iVnrdo Carolina Geodetic Survey bench mark (see explanation
' ~ ~ '(~r ,o ~a~el~'~1 X in the Datum lnfrxmatlan section afthis FIRM panelj, a ~z t~ ' ~ ovo4~4~' ~ ~ ~ BM55lt) National Geodetic Survey bench mask (see expianatian in
~x"sa ~ ~t o ~7~zs~~ ~ fhe !?atom Information section of this FIRM ganef}. NS , : £ s a , Y 1
s!-r ,t- 1 J\`~' t,u ~ Mt5 River Mile
°t e}9 i~~;~r~~~~u < ~ ABN ~at i
~ r r h t~ x Tip` t;„~~, s't ` ~ a ~ ae 3 ,aC~~ ds' 4Y7 ~
a ~ Kc } Y~.Y ~ s ~~itV~ i -a + ~ i :r ~ . x i~6 x ~ ~ , . h~ ~ 111 -
u~'Y - da irt' ,1 ~t~>ty of~Raletg~h ~ 1 ~
R 4t :n ~ ~ ~ . !t I ~ i i~720fR ,~l ~ 1' - - ~ 7 x~rat~rrraorial, f ur, di t ~n j ~ ~ h
z ta`t ~~;r Q,~v i Sad
~~z3,70~24~3t.~ / r' ~ ~ Y~~~~~~ Y~+° t ~ .~~r~~
F 1
1I 4 V ~ r ~d , a~. Iti t a .
t ~ , f j~ P i t, ~ ~ 1 ~ 9
' ~
Y p, ~ ZONE AE-
~ ~TMd Q41 ~ ~ r1 Q~ r 5, ,t ! , ~i ~ r , l: ~ a fi`~2~~~5 ~ kU~~/ Spa
a'~~;~~ e
V C~fVE r}(' ~ nr "'''a~C 4''"~` .Y (S~,a .1'h> Qtr~s £~t,SY J '+2 r , ~ a. c u s C - iy n { Z x ~ F rr~7 1St ~ ~'~iu iV i : q A A i~ z wd A, P t~ i b a ,tk r s a~~~f l~~
ja ?~t• w to iY ""r ~ rQY n ~ gi ~ ~4~1`1ERt`~L a~fir i~~y y 13~"t \ ~ , 3 ~y , r ` ~;4, ~j~~ a~K~ t'~~ ~~i~ ~~~TH ~ n~ 4 lC ra',~ @ea~ i ~ net id ~ uaji"~k'"~ 395fi 000M
r A q ~ • ~ sue, ~ ~ t+~ ~ 3s° 4s' oo° P~>yP SCALE 1 " = 500 ` j ~ 6 Opi7 j A ~ ~ ~ ~ ~ ~a 9 ' k Ca.ly ~~3~ ~
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loodway ~ .I~ ~ } 3yClC0UliG Er"FECTIVE DATE OF FLOOD,NSUR/tNt;E RATE MAP PANEL. ( j ~ tl ~ ! ~ 99~~''
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EFFECTIVE DATElS10(~ REViSIONIS)TO TIiIS-PANEL It i ~ ~ vahen placing ma}t orders; the Cammunf8y Humber shown Sting OF ~ I ~~~'E i i , aBovc should ba usad on insluance appticntians larthe subject ~ h I~(a s? ~ 2~ ~e
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ins aigna t-oou insurance hate map trihivil was proaucea inrougn a unique I only and should not be used as the sole source of flood elevation information. Accordingly, cooperative partnership between the State of North Carolina and the. Federal pp flood elevation data resented in the FIS re ort'should be utilized to conjunction with preparation i i t~'rtullvt URIC mAr IYUl~gCPH r 05"1R ~t tdur ri I 14V
9 p P. If you haro questzuns about this map, or questions concerning the National Flood Emergency Management Agency (FEMA), The State of North Carolina has the FIRM for purposes of construction and/or floodplain management. ' a ,al Flood MAY 2r 2006 37200775001 4T~CsA~ra visit the .
Base map features shown on this.,map, such as corporate. limits, are based on the Insurance r rogram general, please call 1-877-FEMA IfAP (1-B77-336 2627) or visit the implemented a long term approach oPfloodplain management to decrease the costa the corporate FEMA vva'~ iL ct , J+vti .ferny env. Fa - ass with flooding, This is demonstrated by the State's com Boundaries of regulatory filoodways shown~on the FIRM for flooding ~sources studied most up,to data data available at the time bf publication. Changes in th For community map revision history prior to statewide mapping, refer to the Community Map 4 ~"s a
associated wit - - mitment to map floodplain areas at the. local level. As a part of this effort, the by detailed methods were computed: at cross .sections and interpolated between cross limits may have occurred since this map was published. Map users should Hi History table located in the flood Insurance Study report for this jurisdiction. or Letter ( j ' f t S~ x
State of North Carolina has joined in a Cooperating Technical State agreement sections. The floodways were based on hyo,aulic considerations with regard to requirements consult the appropriate community official or website. to verify, current conditions of An accon p ;r,ro r n, 'ia}.,ra+ cc Study report, Letter of Map Revision ILOMR) or Letter j coJ o " s of this To determine if flood insurance is. available in this community, contact your insurance agent, the
with FEMA to and this digital FIRM. of the National Flood Insurance. Program: Floodway widths and other pertinent floodway jurisdictional boundaries and base map features. This map may contain roads that were at Map F mcnd ne^t (LCdviA) revising portions of this panel, and digital versions of this fc produce maintain data for flooding sources studied by'detailed methods as well as non encroachment widths not considered in the hydraulic'analysis of streams where no new hydraulic model was FIRM may be r E4ble Visit the Borth Carolina Floodplain Plopping Program website N' "website North Carolina Division of Emergency Management.or the National Flood Insurance Program atthe I ~ Fr~uns~~~a
for flooding sources studied by,limited detailed methods are provided in the F1S report created during the production of this statewide format FIRM. - at www.ncf!oocrmaras.aom, or contact -,,he FEIAA ldap Service Center at 9-800-356-9616 fol www.ndloodmaps.com for this jurisdiction. The FIS report 'also: provides instructions' for determining a floodway for inforrranon rn all rolatcd produ: s associated with this FIRM, The FEMA Map Service N1 358-9616 following phone numbers or websites: i l Service NC Division of Emergency' Management National Flood Insurance Program State of North Carolina
using non-encroachment widths forflooding sources studied by limited detailed methods. Center may also be reached by Fax at 11-80D-358-9620 and its wehsite at www.msc.fema.gov. (9 7ema'gov 19191715--8000 ' uavw.nccrimecontrot.org/nfij 1-800-638-6620 v WWJema.go\/nfip i I I I Federal Emergency Management Agenc~ l L~