20120056 Ver 1_401 Application_20120112

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WITHERS & RAVENEL
ENGINEERS I PLANNERS 1 SURVEYORS
1430 COMMONWEALTH DRIVE SUITE lol
WILMINGTON NORTH CAROLINA 28403
[phone]
FAX [phone]
TO NC Division of Water Quality — 4o1 Wetlands Unit
365o Mail Service Center
Raleigh NC 27699
WE ARE SENDING YOU
❑ Shop Drawings
❑ Copy of Letter
20 1 200 5 6
LETTER OF TRANSMITTAL
DATE 1/19/12
JOB NO 0209009510
ATTENTION Mr Ian McMillan
PHONE # 1 80 6 6
RE Gres Landing Buffer Authorization Request
1/13/12
0209009510
Grey s Landing Buffer Authorization Request
1
1/13/12
0209009510
® Attached ❑ Under separate cover via
❑ Prints ❑ Plans ❑ Samples
❑ Change order ❑ Diskette ❑
the following items
❑ Specifications
COPIES
DATE
NO
DESCRIPTION
1/13/12
0209009510
Grey s Landing Buffer Authorization Request
1
1/13/12
0209009510
CD of Buffer Authorization Request
THESE ARE TRANSMITTED as checked below
® For approval ❑ Approved as submitted
❑ For your use ❑ Approved as noted
❑ As requested ❑ Returned for corrections
❑ For review and comment ❑
❑ FOR BIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US
❑ Resubmit
❑ Submit
❑ Return
copies for approval
copies for distribution
corrected prints
1I:111TITA l40
.......
Date
"SAND STORIMATERBRAPICH
COPY TO File
SIGNED Troy Beasley
IF enclosures are not as noted kmd/ynotifyus at once

WITHERS RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
January 13, 2011
NC- Division of Water Quality
401 Wetlands Unit
Attn: Mr. Ian McMillan
1650 Mail Service Center.
Raleigh, North Carolina 27699
Re: Grey's Landing— Buffer Authorization Request
W &R Project #0209095.10
Dear Mr. McMillan,
On behalf of MI Homes of Raleigh, LLC, we are requesting a Buffer Authorization for the proposed
Grey's Landing project.
The project is ±13 acres in size and is located at 8230 Woburn Drive, in Raleigh, Wake County
(Latitude: 35.893411 °N; Longitude: - 78.660031 0W). The project is located in the Neuse River basin
and onsite waters drain to Mine Creek. The Water Quality Classification for Mine Creek is C; NSW
and the Stream Index Number is: 27-33-14• The cataloging unit forthe site is 03020201.
Project History
Onsite wetlands were delineated by Withers and Ravenel on May 10, 2o11. The onsite wetlands are
located south of the onsite lake, below the dam. The project area does not include the onsite
wetlands.
Since onsite buffers are not being contested, a formal Buffer Determination was not requested.
The proposed project site was formally a residence, and the project area has been cleared of native
vegetation, with the exception of mature trees. The buffers adjacent to the onsite lake consist of
landscape plants and lawn grasses.
Proposed Impacts
The proposed impacts consist of 1,569 sq ft of permanent Zone 1 impacts and 1,056 sq ft of
permanent Zone 2 impacts from construction of two stormwater outfalls. The project will also result
in 1,030 of temporary Zone 2 impacts for temporary construction access to allow for construction of
BMP #1.
Avoidance and Minimization
Prior to site plan design, the applicant requested that a detailed wetland delineation be conducted
so that impacts to wetlands and "waters" could be minimized. The onsite wetlands and stream are
1410 Commonwealth Drive I Suite 1011 Wilmington, NC 28403 1 tel: [phone] fax: [phone]
www.withersravene[.com I License No. C -0832

WITHERS II RAVEN EL
ENGINEERS I PLANNERS I SURVEYOR5
located south of the onsite lake, below the dam. The proposed project area excludes the onsite
wetlands and stream.
The stormwater outfalls have been designed to intersect the riparian buffers at as close to
perpendicular angles as possible.
Upon completion of construction of BMP #1, the temporary buffer impact areas will be returned to
natural grade and seeded for stabilization. Please note that the current buffer consists of
maintained lawn grass.
n ffi co Pln%A,
The stormwater management plan consists of a combination of a single bio- retention cell and two
closed sand filters. The proposed bio- retention cell and closed sand filters will control nitrogen and
attenuate flow, thereby eliminating the need for level spreaders.
Mitigation
New stormwater outfalls are listed as an Allowable Use, and grading and revegetation of Zone 2 is
an Exempt Use. Therefore, buffer mitigation is not proposed.
The current request is for 1,569 sq ft of permanent Zone 1 impacts, 1,o56 sq ft of permanent Zone 2
impacts and 1,030 of temporary Zone 2 impacts (see the attached maps and PCN for details).
Please feel free to call if you have questions or require additional information.
Sincerely,
Troy Beasley
Environmental Scientist
Attachments:
• PCN Form
• Agent Authorization
• USGS Quad Map
• Wake County Soil Survey
• Buffer Impact Plans
• Stormwater Management Plan / Diffuse Flow Information
WITHERS RAVENEL Page 2 of
ENGINEERS I PLANNERS I SURVEYORS

o�oF w a rF9o�
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version
Pre - Construction Notification (PCN) Form
A. Applicant Information
1.
Processing
1 a.
Type(s) of approval sought from the
Corps:
F-1 Section 404 Permit El Section 10 Permit
1 b.
Specify Nationwide Permit (NWP) number: or General Permit (GP) number:
1 c.
Has the NWP or GP number been verified by the Corps?
❑ Yes
❑ No
1 d.
Type(s) of approval sought from the DWQ (check all that apply):
❑ 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ® Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ® No
For the record only for Corps Permit:
❑ Yes ❑ No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes
® No
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 In
below.
❑ Yes
® No
1 h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
® No
2.
Project Information
2a.
Name of project:
Grey's Landing
2b.
County:
Wake
2c.
Nearest municipality / town:
Raleigh
2d.
Subdivision name:
2e.
NCDOT only, T.I.P. or state
project no:
3.
Owner Information
3a.
Name(s) on Recorded Deed:
MI Homes of Raleigh, LLC
3b.
Deed Book and Page No.
DB: 14523; Page: 1899
3c.
Responsible Party (for LLC if
applicable):
Jeremy Medlin
3d.
Street address:
1511 Sunday Drive, Suite 100
3e.
City, state, zip:
Raleigh, NC 27607
3f.
Telephone no.:
919 - 828 -1106
3g.
Fax no.:
3h.
Email address:
Page 1 of 11
PCN Form — Version 1.3 December 10, 2008 Version

4.
Applicant Information (if different from owner)
4a.
Applicant is:
❑ Agent ❑ Other, specify:
4b.
Name:
4c.
Business name
(if applicable):
4d.
Street address:
4e.
City, state, zip:
4f.
Telephone no.:
4g.
Fax no.:
4h.
Email address:
5.
Agent/Consultant Information (if applicable)
5a.
Name:
Troy Beasley
5b.
Business name
(if applicable):
Withers and Ravenel
5c.
Street address:
1410 Commonwealth Drive, Suite 101
5d.
City, state, zip:
Wilmington, NC 28403
5e.
Telephone no.:
910 - 256 -9277
5f.
Fax no.:
910 - 256 -2584
5g.
Email address:
tbeasley @withersravenel.com
Page 2 of 11
PCN Form — Version 1.3 December 10, 2008 Version

B. Project Information and Prior Project History
1. Property Identification
1 a. Property identification no. (tax PIN or parcel ID):
1708006360
1 b. Site coordinates (in decimal degrees):
Latitude: 35.893411 °N Longitude: - 78.660031'W
(DD.DDDDDD) (- DD.DDDDDD)
1 c. Property size:
±13.0 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
Mine Creek
proposed project:
2b. Water Quality Classification of nearest receiving water:
27 -33 -14
2c. River basin:
Neuse River — HUC 03020201
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The project site currently consists of a residential residence. The previous property owner had cleared the majority of the
property of all vegetation except large trees, and landscaped and grassed the property. The land use in the vicinity of the
project consists of residential land use.
3b. List the total estimated acreage of all existing wetlands on the property:
N/A — there are no jurisdictional wetlands within the project limits.
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
N/A — there are no streams within the proposed project limits.
3d. Explain the purpose of the proposed project:
The purpose of the proposed project is to construct a residential subdivision and associated infrastructure and stormwater
management system.
3e. Describe the overall project in detail, including the type of equipment to be used:
The project consists of a residential subdivision. Standard commercial construction equipment will be used to construct
the project.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
El Yes ®No El Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
El Preliminary El Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas?
Agency /Consultant Company: Withers & Ravenel
Name (if known):
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
5. Project History
5a. Have permits or certifications been requested or obtained for
❑ Yes ❑ No ® Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Page 3 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6. Future Project Plans
6a. Is this a phased project? ❑ Yes ® No
6b. If yes, explain.
Page 4 of 11
PCN Form — Version 1.3 December 10, 2008 Version

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
❑ Wetlands ❑ Streams - tributaries ® Buffers
❑ Open Waters ❑ Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f.
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
Permanent (P) or
(if known)
DWQ — non -404, other)
(acres)
Temporary (T)
W1 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
2g. Total wetland impacts
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial
Type of jurisdiction
Average
Impact
number -
(PER) or
(Corps - 404, 10
stream
length
Permanent (P) or
intermittent
DWQ — non -404,
width
(linear
Temporary (T)
(INT)?
other)
(feet)
feet)
S1 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
3h. Total stream and tributary impacts
3i. Comments:
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
4b.
4c.
4d.
4e.
Open water
Name of waterbody
impact number
(if applicable)
Type of impact
Waterbody type
Area of impact (acres)
— Permanent (P)
or Temporary
(T)
01 ❑P ❑T
02 ❑P ❑T
03 ❑P ❑T
04 ❑P ❑T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
Page 5 of 11
PCN Form — Version 1.3 December 10, 2008 Version

5a.
5b.
5c.
5d.
5e.
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
Pond ID
Proposed use or purpose of
(acres)
number
pond
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
K Total
5g. Comments:
5h. Is a dam high hazard permit required?
❑ Yes ❑ No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
® Neuse ❑ Tar - Pamlico ❑ Other:
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number —
Reason for
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P)
impact
Stream name
mitigation
(square feet)
(square feet)
or Temporary
required?
(T)
Impact 1
Stormwater
Shaw Lake / UT to Mine
❑ Yes
750 sq ft
498 sq ft
® P El
Outfall
Creek
® No
Impact 1
Grading
Shaw Lake / UT to Mine
El Yes
N/A
1,030 sq ft
El ® T
Creek
® No
Impact 2
Stormwater
Shaw Lake / UT to Mine
❑ Yes
819 sq ft
558 sq ft
® P El
Outfall
Creek
® No
6h. Total buffer impacts
1,569 sq ft
2,086
6i. Comments:
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Impacts to buffers were minimized to only those needed for construction of the stormwater outfalls.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The stormwater outfalls have been designed to cross the buffer at as close to perpendicular angles as possible. Silt fencing
will be installed around all disturbed areas to prevent sediment from escaping into the lake.
Page 6 of 11
PCN Form — Version 1.3 December 10, 2008 Version

2.
Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a.
Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ® No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c.
If yes, which mitigation option will be used for this project?
❑ Mitigation bank
❑ Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3.
Complete if Using a Mitigation Bank
3a.
Name of Mitigation Bank:
3b.
Credits Purchased (attach receipt and letter)
Type
Quantity
3c.
Comments:
4.
Complete if Making a Payment to In -lieu Fee Program
4a.
Approval letter from in -lieu fee program is attached.
❑ Yes
4b.
Stream mitigation requested:
linear feet
4c.
If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
4d.
Buffer mitigation requested (DWQ only):
square feet
4e.
Riparian wetland mitigation requested:
acres
4f.
Non - riparian wetland mitigation requested:
acres
4g.
Coastal (tidal) wetland mitigation requested:
acres
4h.
Comments:
5.
Complete if Using a Permittee Responsible Mitigation Plan
5a.
If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
6.
Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a.
Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
❑ Yes ® No
6b.
If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1.5
6f. Total buffer mitigation required:
6g.
If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
Page 7 of 11
PCN Form — Version 1.3 December 10, 2008 Version

6h. Comments: Since new stormwater outfalls are classified as an Allowable Use, and grading and revegetation within Zone 2
is an Exempt Use, no buffer mitigation is proposed.
Page 8of11
PCN Form — Version 1.3 December 10, 2008 Version

E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1.
Diffuse Flow Plan
1 a.
Does the project include or is it adjacent to protected riparian buffers identified
® Yes ❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b.
If yes, then is a diffuse flow plan included? If no, explain why.
® Yes ❑ No
Comments:
2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
27%
2b.
Does this project require a Stormwater Management Plan?
® Yes ❑ No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
Stormwater management plan consists of 1 bio- retention cell and 2 closed sand filters. The BMPs have been designed
to control nitrogen and are in accordance with diffuse flow requirements, resulting in level spreaders not being required.
® Certified Local Government
2e.
Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
❑ DWQ 401 Unit
3.
Certified Local Government Stormwater Review
3a.
In which local government's jurisdiction is this project?
City of Raleigh
® Phase II
3b.
Which of the following locally - implemented stormwater management programs
❑ NSW
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ® No
attached?
The City of Raleigh has preliminarily approved the Stormwater Management Plan and is
currently in the process of issuing final approval.
4.
DWQ Stormwater Program Review
❑ Coastal counties
❑ HQW
4a.
Which of the following state - implemented stormwater management programs apply
❑ ORW
(check all that apply):
❑ Session Law 2006 -246
❑ Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑ No
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 9 of 11
PCN Form — Version 1.3 December 10, 2008 Version

F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1 a.
Does the project involve an expenditure of public (federal /state /local) funds or the
❑ Yes
® No
use of public (federal /state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes
❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
❑ Yes
❑ No
letter.)
Comments:
2.
Violations (DWQ Requirement)
2a.
Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes
® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after - the -fact permit application?
❑ Yes
® No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes
® No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
The project is located within a heavily developed area of Raleigh. This project is not anticipated to be a catalyst for
additional development that could impact downstream water quality.
4.
Sewage Disposal (DWQ Requirement)
4a.
Clearly detail the ultimate treatment methods and disposition (non- discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
City of Raleigh Sanitary Sewer
Page 10 of 11
PCN Form — Version 1.3 December 10, 2008 Version

5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or
❑ Yes ❑ No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑ No
impacts?
E] Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
❑ Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ❑ No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ❑ No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA- designated 100 -year floodplain?
❑ Yes ❑ No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination?
Troy Beasely — Authorized Agent
1/13/12
Applicant /Agent's Printed Name
Date
Applicant /Agent's Signature
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 11 of 11
PCN Form — Version 1.3 December 10, 2008 Version

AGENT AUTHORIZATION

WITH ER5 � RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
AUTHORITY FOR APPOINTMENT OF AGENT
The undersigned owner(s) MI Homes of Raleigh, LLC do(es) hereby appoint Troy Beasley /
Withers & Ravenel. Inc. as his, her, or it's agent for the purpose of petitioning the appropriate
local, state and federal environmental regulatory agencies (US Army Corps of Engineers, NC
Division of Water Quality, NC Division of Coastal Management, etc.) for: a) review and approval
of the jurisdictional boundaries of onsite jurisdictional areas (wetlands, surface waters, etc.)
and /or; b) preparation and submittal of appropriate environmental permit applications /requests for
the Grey's Landing Project.
The owner does hereby authorize that said agent has the authority to do the following acts on
behalf of the owner:
(1) To submit appropriate requests /applications and the required supplemental
materials;
(2) To attend meetings to give representation on behalf of the Client.
(3) To authorize access to subject property for the purpose of environmental
review by appropriate regulatory agencies.
This authorization shall continue in effect until completion of the contracted task or termination by
the property owner.
Date: Tk
Agent's Name, Address & Telephone: Signature of Owner(s):
Troy Beasley / Withers & Ravenel. Inc. kA
(Name--- Print) (Title)
1410 Commonwealth Drive. Suite 101 r--�, — . , i .,
Wilmington. NC 28403 V (Signature)
Tel. [phone] z:;-- 11 , -" � . :,- i
Mailing Address
13:�ZCr l� &JL 2-"7 (" C-,-)
City State Zip
111 MacKenan Drive I Cary, NC 275111 tel.: [phone] fax: [phone] www.withersravenet.com I License No. C -0832
1410 Commonwealth Drive I Suite 1011 Wilmington, NC 28403 1 tel: [phone] fax: [phone]
7011 Albert Pick Road I Suite G I Greensboro, NC 27409 1 tel: [phone] fax: [phone]

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GREY'S LANDING WAKE CO. SOIL SURVEY - SHEET 28 WITHERS RAVENEL
fNf INLf Rf 1 PLANMIRf I SURVEYORS
Km IGH WAKE COUNTY NORTH CAROLINA

BUFFER IMPACT PLANS

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SITE LOCATION
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HERON PLACE WEST
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HERON PLACE EAST
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5 GREYS LANDING WAY 7 29 \ \
- oI
3 —
2 1 1 30J
A
DPERTY BOUNDARY I 3'
' WOBURN RIV
AUTHORIZATION REQUEST STATEMENT
THE PURPOSE OF THIS BUFFER IMPACT IS TO INSTALL
UNDERGROUND STORM DRAINAGE UTILITY PIPES FROM
PROPOSED STORMWATER MANAGEMENT BMPS
THROUGH THE NEUSE RIVER BUFFER INTO THE EXISTING POND.
0 75' 150' 300'
SCALE: I'm 160'
1•
I M PACT 1
RIVER BUFFER
SHAW
LAKE
PROPERTY OWNER:
MI HOMES OF RALEIGH LLC
RALEIGH, NORTH CAROLINA
EXHIBIT A Designer Scale 1
WITHERS � RAV E N E L GREYS LANDING Drawn By W &R Date '� SHOWN
ENGINEERS I PLANNERS I SURVEYORS BUFFER AUTHORIZATION DW 1/13/2012
111 MacKenon Drive Cary, North Carolina 27511 tel: 919 - 469 -3340 fax: 919 - 467 -6008 www.withersravenel.com RALEIGH NORTH CAROLINA LOCATION MAP Checked By Job No. 2
License No. C -0832 W &R 2090095.10

3
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,,413//
412
r I i
EUSE;
IVERi BUFFER
20' I
l
lI
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130'
ZONE 1
STORMWATER BMP 1
/ ty— I
; N
TEMPORAPY IMPACTS
/'� /' i ' SEDGE OF EXISTING POND
��' '
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;
�' 4 /'SCH 40-' PVC P,iPE
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/ 0
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'
' IMPACT 2
1300 l
�,STORMWATER/
'
24''0 if
BMP
/
RIP —RAP VELOCITY
DISSIPATOR PAD
/
RIP —RAP VELOCITY
/
DISSIPATOR PAD
'
..
24'0 RCP ST //V
C DO
.' /'
TEMPORARY IMPA�TS
IM PACT 1
// '
1. Chisel compacted areas and spread topsoil three inches deep over adverse
soil conditions, if available.
ZONE 2' i'
2. Rip the entire area to six inches deep.
3. Remove all loose rock, roots, and other obstructions leaving surface
,'
reasonably smooth and uniform.
EDGE OF EXISTING POND
'
/ / 4. Apply agricultural lime, fertilizer and super phosphate uniformly and mix with
/ / Boll (see mixture).
/� ,� / ,/
30'/ / 5. Continue tillage until a well — pulverized, firm reasonably uniform seedbed is
/ / prepared four to six inches deep.
6. Seed on a freshly preppared seedbed and cover seed lightly with seeding
/
/ I I /
i ZO
/�
'
1 / equipment or cultipack after seeding.
/ 7. Mulch immediately after seeding and anchor mulch.
8. Inspect all seeded areas and make necessary repairs or reseeding within
i'
NEUSE R ER BUFFER
/ the planting season, if possible. If stand should be over 60% damaged,
re— establish following the original lime, fertilizer and seeding rates.
Mixture
Agricultural Limestone: 2 tons /acre (3 tons /acre in
clay soils)
Fertilizer: 1,000 Ibs /acre — 10 -10 -10
Super phosphate: 500 Ibs /acre — 20% analysis
Mulch 2 tons/acre — small grain
Anchor: Asphalt Emulsion ata 300 gals/acre
AREA OF BUFFER IMPACTS
SEEDBED PREPARATION
ZONE 1: 750 SF
Date Type Planting Rate
IMPACT 1
NEUSE RIVER
498 SF
Aug 15 Nov 1 Tall Fescue 300 Ibs /acre
RIPARIAN BUFFER
ZONE 2:
Nov 1 . Mar 1 Tall Fescue & Abruzzi Rye 300 lbs /acre
1,030 SF
(TEMPORARY)
Mar 1 . Apr 15 Tall Fescue 300 lbs /acre
Apr 15 —Jun 30 Hulled Common Bermuda grass 25 Ibs /acre
ZONE 1: 819 SF
THERE ARE NO WETLANDS LOCATED
Jul 1— Aug 15 Tall Fescue AND Brown top Millet or Sorghum— 125 Ibs /acre (Tall Fescue) 35 Ibs /acre
IMPACT 2
0 10' 20' '01
WITHIN THE PROJECT AREA.
Sudan Hybrids * ** (Brown top Millet); 30 Ibsfacre (Sorghum—
Sudan Hybrids)
ZONE 2: 558 SF
THERE IS NO NEW IMPERVIOUS
* ** TEMPORARY: Reseed according to optimum season for desired permanent vegetation.
Do not allow temporary cover to grow over 12" in height before mowing, otherwise fescue
SURFACE AREA PROPOSED
may be shaded out.
TOTAL:
3,655 SF
0.084 AC
,_
SCALE: 1 m20'
WITH THIS AUTHORIZATION.
SEEDING SCHEDULE
EX H I B I T B
Designer
w &R
Scale
1" = 20'
2
WITHERS �
RAV E N E L
GREYS LANDING
Drawn By
Date
BUFFER AUTHORIZATION
ENGINEERS I PLANNERS
I SURVEYORS
Dw
1/13/2012
2
111 MacKenon Drive Cary, North Carolina 27511 tel: 919 - 469 -3340
fax: 919 - 467 -6008 www.withersravenel.com
RALEIGH NORTH CAROLINA
IMPACT MAP
Checked By
Job No.
License No. C -0832
W &R
209009510

STORMWATER MANAGEMENT PLAN /
DIFFUSE FLOW INFORMATION

WITHERS . , RAVEN EL
GREY'S LANDING
STORMWATER MANAGEMENT CALCULATIONS
Prepared for:
M/I Homes of Raleigh, LLC
1511 Sunday Drive, Suite loo
Raleigh, NC 27607
Attn: Jeremy Medlin
Prepared by:
WITHERS & RAVENEL, INC.
111 MacKenan Drive
Cary, North Carolina 27511
Revised November 2011
W &R Project No. 02090095.11
,RD 7r
i {1
Hunter C. Freeman, P.E.

INTRODUCTION
The purpose of this study is to document pre- and post - development peak stormwater runoff rates
for the 1 -year, 2 -year, and 10 -year design storm events from the site. The goal is to ensure that the
peak outflows from the proposed development area during the 2 -year and 10 -year storms do not
exceed the pre - development outflows duringthe same storms.
The site is located in Raleigh, NC, southeast of the intersection of Lead Mine Road and Forum Drive.
The entire site lies within the Neuse River basin. The existing site is currently a single family
residence with open space and mature trees covering the majority of the parcel. The majority of
stormwater runoff from this site drains to the east, into an existing manmade lake. A small portion of
wooded area drains to the west through an existing development. There are no notable manmade
drainage conveyances currently in place.
There are three analysis points used for this report. The first is downstream of the existing lake, the
second is in the lake (upstream of the outlet), and the third is a generalized analysis point
consisting of the western property line.
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Jim
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In the post development condition 1 bioretention device, 2 sand filters, and 3 underground storage
devices will be used to control and treat the runoff. A small amount of offsite runoff is treated by
BMP i. The BMPs are sized for all contributing impervious area, and no offsite areas drain through
the other BMPs. The BMPs are sized to control and treat runoff from the first 1" of rainfall From the
contributing drainage area and mitigate peak flow rates for the design storm events.

METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by Wake
County LIDAR topography (i -ft contours) and existing field surveys. Proposed drainage areas were
based on field survey data and proposed development within the drainage areas.
The scope of work included the following analyses-
Hydrology
Li Simulation of the i -year, 2 -year, and 20 -year rainfall events for the Raleigh, NC area
Lj Formulation of the 1 -year, 2 -year, and io -year flood hydrographs for the pre- and post -
development drainage areas
Hydraulic
® Routing the i -year, 2 -year, and io -year flood hydrographs for pre - development runoff
from the site.
La Routingthe 1 -year, 2 -year, and io -year flood hydrographs for post - development runoff
through the proposed BMPs.
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
requires the development of a stage- storage and stage - discharge function for the proposed
impoundments. The rainfall /runoff hydrographs, stage - storage and stage - discharge functions have
been compiled to create a routing computer simulation model using Haestad Methods PondPack
vio.o software. This PondPack model was then used to assess the peak water surface elevations for
the design rainfall events. The PondPack modeling results are provided as appendices to this
report.
HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the 24 -hour duration rainfall curves
using the NOAH Atlas 14 rainfall data for Raleigh - Durham International Airport for the 2 -year and so-
year storm events. An SCS Type II Rainfall distribution was used for the i -year storm. This method
requires three basic parameters: a curve number (CN), time of concentration (tc), 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 for existing conditions was based
on the most recent Wake County aerial photographs and field observations. Existing land uses were
entered into the pre and post development models to ensure that the impoundments were
adequately sized. Post development land use is based on the proposed site plan. The curve
numbers used in this study are listed in the appendix of this report.
Times of concentration were calculated using methods described in the SCS publication "Urban
Hydrology for Small Watersheds, TR -55" and based on Wake County topographic maps and field
survey data. The post - development time of concentration was calculated for the drainage areas that
are piped to the storage areas based on the flow time through the piped drainage systems and small
areas of sheet flow. The breakdown of the time of concentrations and the calculated values are
found in the appendices of this report.
HYDRALIUCS
Computer simulated reservoir routing of the i -year, 2 -year, and to -year design storms utilized stage -
storage and stage- discharge functions. A stage - storage function was derived from the proposed
grading of BMP 1 and the configuration of the sand filters and underground storage devices. A non-

linear regression relation for surface area versus elevation was derived for each basin. This relation
estimates the incremental volume of the basin to the stage or elevation of the basin. Stage -
discharge functions were developed to size the proposed outlet structures. Stormwater storage
within the BMP i media was ignored for this analysis; however flow through the media was included
in the peak discharge results. Per State design requirements, the maximum ponded water depth
during the 10 -yr 24 -hour storm was limited to 1.50' in BMP 1. The entire water quality volume for each
watershed will flow through the engineered soil media (or sand layer) of the BMP within that basin.
CONCLUSIONS
The pond routing includes proposed full buildout conditions forthis parcel and related infrastructure
improvements. Based on the routing study, the proposed BMPs have sufficient volume to safely
pass the 10 -year storm under the post development conditions. As required for water quality, the
outlets were designed to discharge the first 1" of runoff over 2 to 5 days, or at a rate permissible for
the sand filters or bioretention media. Based on current riparian buffer protection guidelines, no
level spreaders are required because all concentrated stormwater will flow through a bioretention
cell or sand filter prior to discharge through the buffer.
There are 3 proposed outfalls in this analysis. The 1 -year, 2 -year, and 10 -year storm peak flows have
been attenuated to predevelopment levels at each analysis point.
Nitrogen calculations are also included herein. The post development loading rate is less than 3,60
lbs /ac /yr, therefore no buydown is required.
The attached calculations and PondPack output Files contain inflow and outflow summaries for this
individual site. The calculations reflect pond routings for the proposed BMPs which control and treat
runoff from the site.
PEAK FLOW SUMMARY (TOTAL FOR SITE)
Qpeak Outflow
Post without BMPs
(cfs)
Qpeak OUtflOW
Post w / BMPs
(cfs)
% Change
Storm Event
Qpeak OUtflOW
Pre Development
(cis)
x -Year
3.05
10,85
1.77
-42%
2 -Year
5.70
1745
3.51
-38%
xo -Year
18.64
34.45
12.51
-33%
xoo -Year
38.58
5653
38.57
-0%

PEAK FLOW SUMMARY (LAKE OUTFALL)
PEAK FLOW SUMMARY (STREAM OUTFALL)
Outflow
thout BMPs
(cfs)
7.o8
Qpeak Outflow
Post w / BMPs
(cfs)
0.33
% Change
-85%
L1.31
1.94
-46%
!1.42
7.93
-8%
64.19
23.28
+49%
Storm Event
1 -Year
Qpeak Outflow
Pre Development
_ (cfs)
o.76
Qpeak Outflow
Post without BMPs
(cfs)
Qpeak Outflow
Post w / BMPs
(cfs)
% Change
-21%
3.73
_
0.60
2 -Year
1.81
5.96
0.99
-45%
10 -Year
7.42
11.43
2.51
-66%
loo -Year
16.76
18.31
11.66
-30%
PEAK FLOW SUMMARY (WEST OUTFALL)
Storm Event
- -- 1 -Year
Qpeak Outflow
Pre Development
(cfs)
Qpeak Outflow
Post without BMPs
(cfs)
0.25
Qpeak Outflow
Post w / BMPs
(cfs)
0.25
% Change
+4%
0.24
2 -Year
o.65
o.6o
o.6o
-8%
10 -Year
2.69
2.69
2.26
-16%
loo -Year
6.16
6.16
5.02
-19%

BMP DESIGN SUMMARIES
BMP 1A- PROPOSED UNDERGROUND STORAGEAREA
13o LF 60" CMP
Invert = 413.50
Outlet to BMP 1
10" diameter orifice @ 413.50
High Flow Bypass Outlet
1' wide x 6" tall rectangular orifice @ 416.00
Grate Overflow @ 420.00
BMP 1 - PROPOSED BIORETENTION AREA
Planting surface = 4500 sf @ 412.00
4'x 4' Riser Box, Crest @ 413.20
4' weir @ 413.00
24" RCP Outlet Barrel
Top of Dam = 414.25
Peak WSEL
Max Ponded
Qpeak Outflow
Storm Event
Peak WSEL
Freeboard
Post Development
(�)
(�)
(ft)
(cfs)
1 -Year
415.46
4.54
3.23
2 -Year
416.25
3.75
4.57
10 -Year
418.32
1.68
8.92
BMP 1 - PROPOSED BIORETENTION AREA
Planting surface = 4500 sf @ 412.00
4'x 4' Riser Box, Crest @ 413.20
4' weir @ 413.00
24" RCP Outlet Barrel
Top of Dam = 414.25
Peak WSEL
Max Ponded
Freeboard
QPeak Outflow
Storm Event
(ft)
Depth
(�)
Post Development
-
(ft)
(cfs)
1 -Year
412.67
0.67
1.58
0.55
2 -Year
413.03
1.03
1.22
0.65
10 -Year
413.28
1.28
0.97
3.44

BMP 2 - PROPOSED UNDERGROUND STORAGE AREA
195 LF 72" CMP
Invert = 420.00
2" diameter orifice @ 420.00
3.1' overflow weir @ 426.00
24" RCP pipe to BMP 3A
Grate Overflow = 428.00
Storm Event
1 -Year
Peak WSEL
(fl)
Freeboard
(�)
Qpeak Outflow
Post Development
(cfs)
0.14
421.92
6.08
2 -Year
422.55
5.45
0.17
10 -Year
424.78
3.22
0.23
1.46
0.79
BMP-3A - PROPOSED UNDERGROUND STORAGE AREA
loo LF 48" CMP
Invert = 4o8.5
6 — 2" orifices to sand filter
18" overflow culvert to sand filter @ 412.50
Grate Overflow = 415.00
Qpeak Outflow
Storm Event
Peak WSEL
Freeboard
Post Development
(ft)
(cfs)
1 -Year
413.54
1.46
0.79
2 -Year
413.56
1.44
o.85
10 -Year
413.85
1.15
2.70

BMP i - PROPOSED SAND FILTER
Sand Elevation = 4o6.50
Inside Top El = 414.00
4' overflow weir @ 413.50
18" RCP Outlet Barrel
BMP aA - PROPOSED UNDERGROUND STORAGE AREA
3o1 LF 72" CMP
Invert = 394.00
4 - 2" diameter orifices to sand filter
12" diameter overflow barrel @ 398.50 to sand filter
Grate Overflow = 403.00
QPeak Outflow
Storm Event
Peak WSEL
Freeboard
Post Development
(cfs)
0.46
0.16
1 -Year
413.54
2 -Year
413.56
0.44
0.23
10 -Year
413.80
0.20
2.03
BMP aA - PROPOSED UNDERGROUND STORAGE AREA
3o1 LF 72" CMP
Invert = 394.00
4 - 2" diameter orifices to sand filter
12" diameter overflow barrel @ 398.50 to sand filter
Grate Overflow = 403.00
BMP 4 - PROPOSED SAND FILTER
Sand Elevation = 392.50
Inside Top El = 400.00
Overflow weir @ 398.00
24" RCP Outlet Barrel
QPeak Outflow
Storm Event
Peak WSEL
Freeboard
Post Development
(cfs)
o.62
1 -Year
396.11
6.89
2 -Year
396.93
6.17
0.73
10 -Year
399.17
3.83
2.07
BMP 4 - PROPOSED SAND FILTER
Sand Elevation = 392.50
Inside Top El = 400.00
Overflow weir @ 398.00
24" RCP Outlet Barrel
QPeak Outflow
Storm Event
Peak WSEL
Freeboard
Post Development
(cfs)
4.09
0.13
1 -Year
395.91
2 -Year
396.76
3.23
0.13
10 -Year
398.17
1.13
1.04

BACKGROUND
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Hydrologic Soil Group -Wake County, North Carolina
Hydrologic Soil Group
Woburn Drive - Raleigh, NC
Hydrologic Soil Group— Summary by Map Unit — Wake County, North Carolina
Map unit symbol
Map unit name Racing
Acres in AOI
Percent of AOI
CeD Cecil sandy loam, 10 to 15 percent B
3.0
223%
slopes I
2.8
CgB Cecil gravelly sandy loam, 2 to 6 B
21.3°%
percent slopes
CgC
Cecil gravelly sandy loam, 6 to 10 ! B
4.3
32.1%
percent slopes
o.o
0.1% �
CIC3
MeA
Cecil clay loam, 6 to 10 percent R
slopes, severely eroded
Mantachie sandy loam, 0 to 2 BO
1.6 '12.2%
percent slopes, rarely flooded
Pacolet sandy loam, 15 to 45 B
PaF
1.6
11,.fi°l0
percent slopes
Totals for Area of Interest
13.4
100.0%1
Natural Resources Web Soil Survey 11/112010
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Wake County, North Carolina Woburn Drive - Raleigh, NC
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long- duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B /D, and C /D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B /D, or C /D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Lower
USDA Natural Resources Web Soil Survey 11/112010
Conservation Service National Cooperative Soil Survey Page 4 of 4

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SCALE: r=1ar
No.
Revision
Date
-�-
�
Designer
W &R
DW
Checked 6y
DW
Scale
11 -1w
°°�-
71/17%10f1
GREY'S LANDING
MY OF RALEIGH WAKE COUNTY NORTH CAROLINA
--- -- --- - --
EXHIBIT C-1 WITHEIRB & RAVENEL
ENGINEERS 1 PLANNERS 1 iYRYlYORi
STORMWATER PRE DEVELOPMENT
iii NacKenan Drive Cary. NortR Caroline 27511
DRAINAGE AREA MAP tel: [phone] mm. witReraravenel.coo License No. c -0932
Sheet No.
1 of 2
-
T T
Job No.
2D90095. 00
— —

x
i
g
3
0
I �
� TREATED TO BMP 1A THE ED TO BMP 1
UNTREATED TO WE \ �! � 2.88 AC o.23 AC (OFFSITE) CN: 74 3. $ AC 0.23 AC (OFFSITE) CN: 74
r 2.65 AC (ONSITE) 2.85 AC (ONSITE)
2.00 AC CN: 56 -
UNTREATED TO LAKE
2.27 AC CN: 57
TREATED TO BMP 2 _ �. x
1.09 AC 0.00 AC (OFFSITE) TREATED TO BMP 3A
1.09 AC (ONSITE) f 0.00 A (OFFSITE)
CN: 75
0.93 AC 0.93 AC (ONSITE) CN: 75
TREATED TO BMP 3
2.02 AC 0.00 AC (OFFSITE) CN: 75
0.93 AC (ONSITE)
TREATED TO BMP 4
2.47 AC 0.00 AC (OFFSITE) CN: 75
2.46 AC (ONSITE)
r'
1 -
L E
I
TREATED Td ,BMP 4A '
2.46 AC 0.00 A� (OFFSITE)
2.46 AC CONSITE)
CN: 75
_,_,ftcr'sron —
rCS�gner Scale
W&R I '= 122'
rroan By OoW
rw 11/17/2011
Checked By 70 h, No.
OWL 2290095 1ti
GREY'S LANDING
CITY OF RALEIGH WAKE COUNTY NORTH CAROLINA
UNTREATED TO STREAM
3.96 AC CN: 60
EXHIBIT C -2
STORMWATER POST DEVELOPMENT
DRAINAGE AREA MAP
0 w 100' w 4
SME. r.1W
Shttt No.
WITHERS & RAVENEL
LINi1N!!Ri 1 PLANNlRS 1 SURYlYORi 0f
iii MacKenan Drive Cary. North Carolina 2751!
tel: [phone] www.witheraravenel.com License No. C-0632

BMP SIZING
CALCULATIONS

Project Name: Grey's Landing
City /State: Raleigh, NC
BIORETENTION 1
Land Use
Area
(ac)
% IA
Imp. Area
(ac)
Impervious
1.10
100
1.10
O en Space
1.98
0
0.00
Totals
3.08
1.10
Total % Impervious Surface Area = 35.7 %
Project #: 2090095.1
Date: 17 -Nov -1 1
1 -Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in. /in.
I = Percent impervious
Rv = 0.37 in. /in.
Total runoff volume from 1 -inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = +fl acre -ft
4153 cu. ft.
Recommended Bottom SA = 4153 sq. ft.
Planting Surface Provided= 4515 sq. ft.
Elevation = 412.00 ft.
WQ Elevation =
413.00 ft.
WQ Volume Provided =
0.11 ac -ft
WQ Volume Provided =
4792 cu. Ft.
WQ Volume Required =
4153 cu. Ft.
OK

Project Name: Grey's Landing
City /State: Raleigh, NC
STORMWATER BMP 1 - Bioretention Cell
BIORETENTION UNDERDRAIN SIZING
From BMP Manual Chapter 5.7
# 4" Pipes
D = diameter of underdrain
# 6" Pipes
Q = underdrain design flow (= 10x filter media flowrate)
n = roughness factor
7.84
S = slope of underdrains
5.95
3
9.11
3
6.66
(Q t n) [�
10.13
4
7.22
5
Total Volume to be drained =
12015.6
7.75
6
Bioretention Surface Area = 4515
sf
Media Infiltration Rate = 2
in /hr
Media Flow Rate = 0.209
cfs
Q (10X media flowrate) = 2.09
cfs
n = 0.011
S = 0.005
ft/ft
D (recommended) = 10.50
in
If D is less than:
# 4" Pipes
If D is less than:
# 6" Pipes
5.13
2
7.84
2
5.95
3
9.11
3
6.66
4
10.13
4
7.22
5
Total Volume to be drained =
12015.6
7.75
6
36120
cf
8.2
7
into soil within 48 hours
BIORETENTION DRAWDOWN CALCULATIONS
Media Flow Rate = 0.209 cfs — limiting factor
Media Infiltration Rate = 2 in /hr
Volume of Water Drained in 12 hours: 9030 Cf
Volume of Water Drained in 48 hours: 36120 Cf
Bioretention Surface Area = 4515 sf
Max ponding Depth = 12 in
Volume above soil = 4792 cf
Volume of Water Drained in 12 hours > Volume stored above soil, therefore
water will drain into soil within 12 hours
Project #: 2100259
Date: 15- Mar -11
Bioretention Surface Area =
4515
sf
Max ponding Depth =
12
in
Volume above soil =
4792
cf
Depth of Soil
48
in
Void Ratio
40%
Volume of Water in Soil =
7224
cf
Total Volume to be drained =
12015.6
cf (volume above soil + volume in soil)
Volume of Water Drained in 48 hours:
36120
cf
Volume of Water Drained in 48
hours > Total Volume, therefore water will drain +24"
into soil within 48 hours

Project Name: Grey's Landing RLQlect tt: 2090095
City/State: Raleigh, NC Date; 17 -Nuys 11
STORMWATERIBdMP 3 -,Sand Filter
1. Water QonIIty Volume (Schueler's Simple Method)
Drainage Area to Sand Filter - 2.02
Impervious Area to Sand Filter = 0.77
Impervious Percentage = 3 8 V.
Rv- 0.05 +0.Q09(i) where, Rv= RunoffcoeF(icient,inAn.
i = Percent impervious
Rv= 0.34 Win.
Total runoff volume from water quality storm
Runoff voIume. S - (Design rainfall) (R Y) (Dminae Area)
Design Rainfall = 1 inches
WQV = 0.066 acrft. Used to size the surface areas of sediment chamber and sand filter
2882 11'
WQV„ a 0.050 ac: ft. Uscd as the volume that muss be contained between sediment chamber
2962 ft' and sand filter (above sand)
2. Maximum Bead on the Sand Filter and the S.edi meal ation Basin
hst.,Fnw= WQVub(n )jA,(R')+A4ft -)l
A, = Surface area of Sediment 1323in
At= Surfaix, area of Sand Filter
Sediment $RSin Suifrrre Aran
A, _ - (Q./,,v) x In( I •E)
Q„ = Average rate of outflow
0.63 Wisee
w= se iningvelocityofpartiele
0.0004 Ills (20 micron particle) sugeswd
E = Trap EfTeceieney of chamber
0.9 st gpsted
A, = 192 rtt (minimum surface area)
.Blend Fiker Surface Area
Ar- (WQV'dr) /(k'd'(h, -d4)
dr= Dept of the sand Filter bed (minimum of t.5)
1.5 R
k - Coefftceieni of permeability for the snad falter bed
3.5 rtlday (suggested)
t = Time required to drain the WQV thourgh the sand filter bed
1.66 day (requirement)
h,,,,,p;,w - Maximum Head on I,iIWr
5 R (design input)
Ar- 186 rt'
Consfrrrfirf (WQV titusi be corrroined fit Sedinjem 8asin5cmd FifterJ
[A;rArl x hm..F�m� > WQV
3. NJn Ina ize Sandflter Surface Area with respect to it specified h vaMe
A,- 246,30331
Ar- 186
Greater than minimum As. Design meets criteria
Required Sand Surfaee I 186 fit — Note - Sediment Chamber is oversized pipe storage for
Provided 240 fit additional detention
Design meets criteria

Pruiect Name: Grey's landing Proiect a! 2090095
C;tylSta Raleigh, r`t Date, 17 -Nov -11
$TQRMWATER BMP 4 - Sand Filter
1. Water Quailty Volume (Schueler's Simple Method)
Drainage Area to Sand Filter = 2.47
Impervious Area to Sand Filter = 0.95
impervious Percentage - 380/6
Rr =0.05 +0.009(1) where, Rv =Runoffcoefftcient,in.rin.
I - Percent impervious
Rv — 0.40 inJitt.
Total nrnarvofunte from water quality storm
Runoff volume. S = (Design rain Pall) (Rv) (Drainage Area)
Design Rainfall = I inches
WQV = 0.062 ;PC-". Used to size the surface areas of sediment chamhcr and sand Cher
3552 ft'
WQV„ v - 0,061 ac: ft. Used as the volume that must he contained between sediment chamber
2664 ft' and sand Filter (above sand)
2. Maxi muni Head on the Sand Filter and the Sedimentation Sarin
hsr, r• o-n= WQV.4(ft �q r(ft) +AAft )1
A, = SurFace area of Sediment Basin
Ar= Surrace area of Sand Viper
Sediment Bashi Surface Area
A,= - (Qjw)xln(i -E)
Q = Average rate of outflow
0.04 ft'lsrc
w - Settling velocity of particle
0.0004 ft/s (20 micron particle) suges Led
E = Trap Efficeiency of chamber
0.9 sugested
As = 237 ft= (minimum surface area)
Sand Filter Sun face Ama
Ar = (WQV" dr)1(kvd "(h. +dt))
dr Del of the sand Filter hell (minimum of 1.5)
15It
k = Cot ffsceieni ofparmeabiIity for the snad filter b;d
3.5 ft/day (suggested)
I = Time required to drain the WQV thourgh the sand filter bcd
1,66 day (rcyuiraniant)
hM„t;t,,,, = Maximum }lead on Filter
5 ft (design input)
A, = 229 nn
Cmatrarur (WQV n;usr be contained in Sediniva BnsinlSaud Flfter)
IA&ArI x hw,.rsu, a WQV
3. Minimize Sandfflter Surface Area with respect to u specifier[ h value
A. = 303.53626
Ar= 229
Greater than minimum As. Design meets criteria
Required Sand Surface 1 229 ft2 " Note - SMimeni C'hamhei is oversnnd pipe storage for
Provided = $76 ft2 additional detention
Design meets ct9teria

POND/SITE OUTFLOW
CALCULATIONS

Pro to Lalw
Pro d,3 Stream
pre to wusl
TO BMP2
To BLIP 3
$
�$
To BMP 1
S+
-
BMP2Out
- BW3ARpe
Ow Pro
g$g
F
BMP2 plpe
D
g
W
5
w
BW 1A Rpe
�
a
o
prpi�e
- BMP4A Rpe
BF Bio
07
m BhtP35and
n
O
S
'BO
w BMP 4 Sand
Addllnk 120
AtldX ik
ddllnk20
BMP S Bypass BMP 1 Out
Posl
W Lake P061 UT to Lake
•
8751 013 Corn6hied
Addlink MO
ddink 1
Pow 06 at Lasui Post lR W stra
Addlink 100
Addles
pvst to W351
plaid Oul Icad
Owl P0,00011

Job File: K:109109- 00901090095.10 - Woburn Drive - MI Home5lH- H\W0BURN DR 111711.PPW
Rain Dir: K:109109- 00901090095.10 - Woburn Drive - MI Homes\H -H�
JOB TITLE
Project Date: 1.1/1812011
Project Engineer: hfreeman
Project Title: Greys Landing
Project Comments:
Routing revised per City of Raleigh 2nd comments
2 sand filters and one bioretention cell.
3 analysis points
SIN: Bentley Systems, Inc.
Rentley FondPack (10.00.027.00) 8:51 PM 11/18/2011

Table of Contents
Table of Contents
i
* *k *bk.k k��YA• tkAAAAii MISTER SU' ARY *�: * + * * * * + *� *.� * * *w * *•
Watershed....... Master Network Summaxy ............. 1.01
DESIGN STORMS SUMMARY * * * * * * *�• + * * * * * *+
RDU NOAA 14 Desi Design Storms ...................... 2.01
TC CALCULATIONS kAAA•kAl ;R:kly +� + + ++
POST TO WEST.... Tc Calcs 3.01
POST UT TO LAKE Tc Calcs ........................... 3.03
POST UT TO STRM Tc Ca1cs ........................... 3.05
PRE TO LAKE..... Tc Calcs ........................... 3.07
PRE TO STREAM... Tc Calcs ........................... 3.09
PRE TO WEST..... Tc Calcs 3.11
TO BMP 1........ Te calcs ........................... 3.13
TO BMP 2........ Te Ca1.CS ........................... 3.15
TO BMP 3........ TC Calcs 3.17
TO BMP 4........ Te Calcs ........................... 3.19
CN CALCULATIONS
POST TO WEST.... Runoff CN -Area ..................... 4.01
51N:
Bentley PondPack (10.00.027.00)
8:51 AM
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Table of Contents
Table of Contents (continued)
POST UT TO LAKE Runoff CN -Area ..................... 4.02
POST UT TO STRM Runoff CN- -Area ..................... 4.03
PRE
TO
LAKE.....
Runoff
CN -Area .....................
4.04
PRE
TO
STREAM...
Runoff
CN -Area .....................
4.05
PRE
TO
WEST.....
Runoff
CN -Area .....................
4.06
TO BMP 1........ Runoff CN -Area ..................... 4.07
TO BMP 2........ Runoff CN -Area ..................... 4.08
TO SMP 3........ Runoff CN--Area 4.09
TO BMP 4........ Runoff CN -Area ..................... 4.10
SMP 1 BIO.......
BMP 1A PIPE.....
BMP 2 PIPE......
BMP 3 SAND......
SMP 3A PIPE.....
BMP 4 SAND......
SMP 4A PIPE.....
Vol:
Vol.
Vol.
Vol:
Vol:
Vol:
Vol.
POND VOLUMES
Elev -Area ..................... 5.01
Elev-Volume ................... 5.02
Elev- Volume 5.04
Elev -Area ..................... 5.06
Elev- Volume 5.07
E1ev -Area ..................... 5.08
Elev- Volume ................... 5.09
OUTLET STRUCTURES
SNIP I Bypass.... Outlet input Data .................. 6.01
Composite Rating Curve ............. 6.03
SMP 1 put....... Outlet Input Data .................. 6.05
SIN:
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11/18/2011

Table of Contents
iii
Table of Contents (continued)
Composite Rating Curve ............. 6.09
BMP
1
to Bio....
Outlet Input Data ..................
6.10
Composite Rating Curve .............
6.12
BMP
1A PIPE.....
Multiple Outfall Rating Curves .....
6.14
BMP
2
Out.......
Outlet Input Data ..................
6.16
Composite Rating Curve .............
6.19
BMP
3
Said Out..
Outlet input Data ..................
6.22
Composite Hating Curve .............
6.25
BMP
4
Out.......
Outlet Input Data ..................
6.2E
Composite Rating Curve .............
6.31
SIN:
Bentley PondPack (10.00.021.00)
9:51 ABM
Bentley Systems, Inc.
11/18/2011

Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:109109- 00901090095.10 - Woburn Drive - MI HomeslH- H1Woburn Dr 111711.ppw
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
ICPM CALCULATION TOLERANCES
Target Convergence=
Total
Cfs +/-
Max. Iterations =
Depth
Rainfall
Return Event
in
Type
------ - - - - --
2
- - - - --
3.4400
----------------
Time -Depth Curve
10
4.9800
Time -Depth Curve
100
7.3700
Time -Depth Curve
1
3.0000
Synthetic Curve
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
Cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0500
hrs
Output Time Step =
.0500
hrs
ICPM Ending Time =
35.0000
hrs
RNF ID
RDU NOAA 2yr
RDU NOAA 10yr
RDU NOAA 100yr
Typell 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
{ "Node= Outfall; +Node= Diversion;}
(True= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
S /N:
Bentley PondPack (10.00.027.00)
Max
Return
HYG Vol
Max WSEL
Node
ID
efs
Type
Event
ac -ft
Trun
-----------
BMP
-
I BIO
- - - --
IN
- - --
POND
- - - - --
2.
---- - - - - --
.303
--
BMP
1 BIO
IN
POND
10
.545
BMP
1 BIO
IN
POND
100
.942
413.28
BMP
1 sio
IN
POND
1
.233
.55
BMP
I B10
OUT
POND
2
.304
L
BMP
1 BI0
OUT
POND
10
.546
L
BMP
1 BI0
OUT
POND
100
.943
L
BMP
1 BID
OUT
POND
1
.234
L
S /N:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
21/18/2011
Max
Qpeak
Qpeak
Max WSEL
Pond Storage
hrs
efs
ft
ac -ft
--- - - - - --
12.20.00
-- - - - - --
3.98
-- - - - - --
------ - - - - --
12.1500
5.46
12.1000
6.30
12.0500
3.23
12.6000
.65
413.03
.112
12.4000
3.44
413.28
.141
12.2500
5.80
413.36
.150
11.8000
.55
412.67
.072
8:51 AM
Bentley Systems, Inc.
21/18/2011

Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0500
inrs
Output Time Step =
.0500
hrs
ICPM Ending Time =
35.0000
hrs
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs
ft
ac -ft
BMP
1 BYPASS
JCT
2
.004
12.2000
.59
BMP
1 BYPASS
JCT
10
.058
12.1500
3.46
BMP
1 BYPASS
JCT
100
.179
12.1000
12.88
BMP
1 BYPASS
JCT
1
.000
.0500
.00
BMP
1 OUT
JCT
2
.310
12.2000
1.14
BMP
1 OUT
JCT
10
.605
12.1500
4.01
BMP
1 OUT
JCT
100
1.121
12.1000
15.16
BMP
1 OUT
JCT
1
.233
11.8000
.55
BMP
1A PIPE
IN
POND
2
.308
12.1000
6.51
BMP
lA PIPE
IN
POND
10
.603
12.1000
11.56
BMP
lA PIPE
IN
POND
100
1.121
12.1000
17.58
BMP
lA PIPE
IN
POND
1
.233
11.9500
4.11
+BMP
lA PIPE
OUT
POND
2
.308
12.2000
4.57
416.25
.033
+BMP
lA PIPE
OUT
POND
10
.603
12.1500
8.92
418.32
.058
+BMP
lA PIPE
OUT
POND
100
1.121
12.1000
19.18
419.76
.061
+BMP
lA PIPE
OUT
POND
1
.233
12.0500
3.23
415.46
.021
BMP
2 PIPE
IN
POND
2
.114
12.1000
2.44
BMP
2 PIPE
IN
POND
10
.221
12.1000
4.24
BMP
2 PIPE
IN
POND
100
.407
12.1000
6.37
BMP
2 PIPE
IN
POND
1
.087
11.9500
1.55
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
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Type.... Master Network Summary Page 1.03
Name.... Watershed
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr_111711.ppw
ICPM CALCULATION TOLERANCES
Target Convergence= .000 cfs +/-
Max. Iterations = 35 loops
ICPM Time Step = .0500 hrs
Output Time Step = .0500 hrs
ICPM Ending Time = 35.0000 hrs
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
S /N:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL
Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs
ft
ac -ft
BMP
2 PIPE
OUT
POND
2
.114
12.5000
.17
422.55
.051
BMP
2 PIPE
OUT
POND
10
.221
12.8500
.23
424.78
.108
BMP
2 PIPE
OUT
POND
100
.407
12.2000
5.97
426.71
.128
BMP
2 PIPE
OUT
POND
1
.087
12.5000
.14
421.92
.035
BMP
3 SAND
POND
2
.096
12.1500
.85
BMP
3 SAND
POND
10
.714
12.2000
2.70
BMP
3 SAND
POND
100
1.099
12.2000
7.28
BMP
3 SAND
POND
1
.074
12.0500
.79
BMP
3 SAND
OUT
POND
2
.066
13.0500
.23
413.56
.039
BMP
3 SAND
OUT
POND
10
.682
12.3000
2.03
413,80
.040
BMP
3 SAND
OUT
POND
100
1.065
12.2500
6.60
414.16
.042
BMP
3 SAND
OUT
POND
1
.045
14.4000
.16
413..54
.039
BMP
3A PIPE
POND
2
.212
12.1000
2.20
BMP
3A PIPE
POND
10
.409
12.1000
3.79
BMP
3A PIPE
POND
100
.754
12.2000
9.29
BMP
3A PIPE
POND
1
.162
11.9500
1.43
BMP
3A PIPE
OUT
POND
2
.096
12.1500
.85
413.56
.029
BMP
3A PIPE
OUT
POND
10
.714
12.2000
2.70
413.85
.029
BMP
3A PIPE
OUT
POND
100
1.099
12.2000
7.28
414.47
.030
BMP
3A PIPE
OUT
POND
1
.074
12.0500
.79
413.54
.029
S /N:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011

Type.... Master Network Summary Page 1.04
Name.... Watershed
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0500
hrs
Output Time Step =
.0500
hrs
ICPM Ending Time =
35.0000
hrs
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN:
Bentley PondPack (10.00.027.00)
Max
Return
HYC Vol
Max WSEL
Node ID
hrs
Type
Event
ac -ft
Trun
BMP
4 SAND
POND
2
.259
BMP
4 SAND
POND
10
.447
R
BMP
4 SAND
.13
POND
100
.864
R
BMP
4 SAND
12.3000
POND
1
.198
10.8500
BMP
4 SAND
OUT
POND
2
..267
LR
BMP
4 SAND
OUT
POND
10
.420
LR
BMP
4 SAND
OUT
POND
100
.836
LR
BMP
4 SAND
OUT
POND
1
.260
LR
BMP
4A PIPE
.200
POND
2
.259
.061
BMP
4A PIPE
POND
10
.501
BMP
4A PIPE
38.60
POND
100
.922
1.77
BMP
4A PIPE
POND
1
.198
BMP
4A PIPE
OUT
POND
2
.259
BMP
4A PIPE
OUT
POND
10
.447
R
BMP
4A PIPE
OUT
POND
100
.864
R
BMP
4A PIPE
OUT
POND
1
.198
*OUT
POST0611
JCT
2
.844
R
*OUT
POST0611
JCT
10
2.257
R
*OUT
POST0611
JCT
100
4.297
R
*OUT
POST0611
JCT
1
.665
R
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011
Max
Qpeak
Qpeak
Max WSEL
Pond Storage
hrs
cfs
ft
ac -ft
12.4500
.73
12.3500
2.07
12.2000
9.68
12.1500
.62
10.2000
.13
396.76
.056
12.7000
1.04
398.17
.075
12.3000
7.87
398.71
.082
10.8500
.13
395.91
.045
12.1000
5.52
12.1000
9.61
12.1000
14.43
11.9500
3.51
12.4500
.73
396.93
.095
12.3500
2.07
399.17
.179
12.2000
9.68
402.83
.200
12.1500
.62
396.11
.061
12.2000
3.51
12.2000
12.51
12.2000
38.60
12.0500
1.77
8:51 AM
Bentley Systems, Inc.
11/18/2011

Type.... Master Network Summary Page 1.05
Name.... Watershed
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
---------------------------
ICPM CALCULATION TOLERANCES
Target Convergence=
.000
cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0500
hrs
Output Time Step =
.0500
hrs
ICPM Ending Time =
-------------------------
35.0000
- - - -
hrs
--
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node= Outfall; +Node = Diversion;)
(Trun= HYG Truncation: Blank =None; L =Left; R =Rt; LR= Left &Rt)
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011
Max
Return
HYG Vol
Qpeak
Qpeak
Max WSEL Pond Storage
Node
ID
Type
Event
ac -ft
Trun
hrs
cfs
ft ac -ft
*OUT
PRE
JCT
2
.471
12.2000
5.70
*OUT
PRE
JCT
10
1.265
12.1500
18.64
*OUT
PRE
JCT
100
2.913
12.1500
38.58
*OUT
PRE
JCT
1
.302
12.0500
3.05
POST
DS
COMBINED
JCT
2
.785
R
12.2000
2.93
POST
DS
COMBINED
JCT
10
2.085
R
12.2000
10.25
POST
DS
COMBINED
JCT
100
3.887
R
12.2000
33.72
POST
DS
COMBINED
JCT
1
.628
R
12.0500
1.53
POST
DS
OF LAKE
JCT
2
.334
R
12.2000
.99
POST
DS
OF LAKE
JCT
10
.591
R
12.1500
2.51
POST
DS
OF LAKE
JCT
100
1.216
R
12.2500
11..75
POST
DS
OF LAKE
JCT
1
.304
R
12.0500
..60
POST
OUT
ROAD
JCT
2
.060
12.2500
..60
POST
OUT
ROAD
JCT
10
.172
12.2000
2.26
POST
OUT
ROAD
JCT
100
.410
12.1500
5.02
POST
OUT
ROAD
JCT
1
.037
12.1000
,25
POST
TO
LAKE
JCT
2
.451
12.2000
1.94
POST
TO
LAKE
JCT
10
1.494
12.2500
7.93
POST
TO
LAKE
JCT
100
2.671
12.2000
23.28
POST
TO
LAKE
JCT
1
.325
12.0500
.93
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011

Type.... Master Network Summary Page 1.06
Name.... Watershed
File.... K:109'109- 00901090095.10- Woburn Drive -- M1 Homes \H- H\Woburn Dr_111711.ppw
ICPM CALCU- ATION TOLERANCES
Target Convergence=
.000
CfS +/-
Max. Iterations -
35
loops
ICPM Time Step -
.0500
hrs
Output Time Step =
.0500
hrs
ICPM Ending Time =
35.0000
hrs
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
('Node= Outtali; +Nodde =Diversion ;)
(Trun = HYG Truncation: Blank =None: L---Left; R =Rt; LR =Left&Rt)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011
Max
Return
HYG Vol
Opeak
Qpeak Max WSEL Pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
cfs ft ac -ft
POST TO WEST
AREA
2
.060
12.2500
.60 ___- - --
POST TO WEST
AREA
10
.172
12.2000
2.26
POST TO WEST
AREA
100
.410
12.1500
5.02
POST TO WEST
AREA
1
.037
32.1000
.25
POST UT TO LAKE
AREA
2
.074
12.2000
.79
POST UT TO LAKE
AREA
10
.207
12.2000
2.77
POST UT TO LAKE
AREA
100
.985
12.1500
5.97
POST UT TO LAKE
AREA
1
.047
12.0500
.37
POST UT TO STRM
AREA
2
.067
12.2000
.86
POST UT TO STRM
AREA
10
.171
12.1500
2.38
POST UT TO STRM
AREA
100
.380
12.1500
4.76
POST UT TO STRM
AREA
1
.044
12.0500
.47
PRE. TO LAKE
AREA
2
.227
12.1500
3.62
PRE TO LAKE
AREA
10
.590
12.1500
8.64
PRE TO LAKE
AREA
100
1.147
12.1500
15.66
PRE TO LAKE
AREA
1
.156
12.0000
2.15
PRE TO STREAM
AREA
2
.173
12.2000
1.81
PRE TO STREAM
AREA
10
.51.6
12.1500
7.42
PRE TO STREAM
AREA
100
1.258
12.1500
16.76
PRE TO STREAM
AREA
1
.104
12.0500
.76
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Master Network Summary Page 1.07
Name.... Watershed
File.... K:\09\09- 0090\090095.10- Woburn Drive - MI Homes\H- H1Woburn Dr 111711.ppw
ICPM CALCULATION TOLERANCE'S
Target Convergence=
.004
Cfs +/-
Max. Iterations =
35
loops
ICPM Time Step =
.0504
tars
Output Time Step =
.0500
hrs
ICPM Ending Time =
35.0000
hrs
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
( *Node = Outfall; +Node - Diversion;)
(Trun= HYG Truncation: Blank =None: L =Left; R =Rt; LR= Left &Rt)
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011
Max
Return
HYG Vol
Qpeak
Qpeak Max WSEL pond Storage
Node ID
Type
Event
ac -ft Trun
hrs
Cfs ft ac -ft
PRE TO
WEST
AREA
2
.070
12.2500
.65
PRE TO
WEST
AREA
10
.2.09
12.2000
2.69
PRE TO
WEST
AREA
100
.508
12.1500
6.16
PRE TO
WEST
AREA
1
.042
12.1000
.24
TO BMP
1
AREA
2
.308
12.1400
6.51
TO BMP
1
AREA
10
.603
12.1000
11.56
TO BMP
1
AREA
100
1.121
12.1000
17.56
TO BMP
I
AREA
1
.233
11.9500
4.11
TO BMP
2
AREA
2
.114
12.1000
2.44
TO SMP
2
AREA
10
.221
12.1000
4.24
TO BMP
2
AREA
100
.407
12.1000
6.37
TO BMP
2
AREA
1
.087
11.9500
1.55
TO 13MP
3
AREA
2
.098
12.1000
2.08
TO BMP
3
AREA
10
.189
12.1000
3.62
TO BMP
3
AREA
100
.347
12.1000
5.43
TO SMP
3
AREA
1
.074
11.9500
1.32
TO BMP
4
AREA
2
.259
12.1000
5.52
TO BMP
4
AREA
10
.501
12.1000
9.61
TO BMP
4
AREA
100
.922
12.1000
14.43
TO BMP
4
AREA
1
.198
11.9500
3.51
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011

Type.... Design Storms
Name.... RDU NOAA 14 Desi
Page 2.01
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
Title.... Project Date: 11/18/2011
Project Engineer: hfreeman
Project Title: Greys Landing
Project Comments:
Routing revised per City of Raleigh 2nd comments
2 sand filters and one bioretention cell.
3 analysis points
DESIGN STORMS SUMMARY
Design Storm File,ID =
Storm Tag Name = 2
RDU NOAA 14 Desi
Data Type, File, ID = Time -Depth Curve RDU NOAA 2yr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.4400 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
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 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID
Storm Frequency
Total Rainfall Depth
Duration Multiplier
Resulting Duration
Resulting Start Time
Time -Depth Curve RDU NOAA 100yr
100 yr
7.3700 in
1
23.9990 hrs
.0000 hrs Step= .0833 hrs End= 23.9990 hrs
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Tvpe.'.. To Caloa
Name.... POST TO WEST
Page 3.0l
File '... K:\09\09-0090\090095.10-wouocn Drive - MI oomeo\o-n\woburu Dr 11l71l.ppw
TIME or o0xoEmTnATz0N CALCULATOR
Segment &1: Tc: User Defined
Segment 01 Time: .1700 hro
------------------------------------------------------------------------
s/m:
aeutloy Poodgmck (10'00.027.00)
Total Tc: .1700 Krs
8'5z Am
oaotlnv systems, Inc.
ll/z9/2V1l

Type.... Tc Calcs.
Name.... POST TO WEST
Page 3.02
File.... K:\09109- 0090109.0095.10 - Woburn Drive - MI Homes\H- H1Woburn br_111711.ppw
--------- - - ----
Tc Equations used...
=__= User Defined === = = =
Tc ~ Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Tc Calcs
Name.... POST UT TO LAKE
Page 3.03
File.... K:109%09- 009.0\090095.10 - Woburn Drive - MI Homes\H- H\Woburn Dr_111711.ppw
...
TIME OF CONCENTRATION CALCULATOR
......................................... ...............................
Segment #1: TC: User Defined
Segment #1 Time: .1700 hrs
Total Tc: .17.00 hrs
------------------- - - - - --
SIN. Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Tc Calcs
Name.... POST UT TO LAKE
Page 3.04
File.... K:\09109- 00901090095.20- Woburn Drive - MT HomeslH- H\Wnhnrn Dr- 11]711 ppw
TC Equations used... ^- -
==_= User Defined =_—__=------------- ___�---------- -------- =- = =__
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Tc Calcs
Name-... POST UT TO STRM
Page 3.05
File.... K:109109-00901090095.10-Woburn Drive - MI Ho:mes\H-H\Woburn Dr-111711.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: TC: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc: .1700 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack J10.00.027.00) 8.51 AM 11/18/2011

Type.... Tc Calcs
Name.... POST UT TO STRM
Page 3.06
File.... K:\09109- 40901090095.10 - Woburn Drive - mi Homes \H-H %Woburn Dr_111711.ppw
---------------------------
Tc Equations used...
__== User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.0:27.'00) B -51 AM 11/18/2011

Type.'.. Tn oaIoo
mame.'.' PRE To LAKE
Page 3.07
rilm.... m:\09\09-0090\090095.I0-wobvru Drive - MI uomeo\u-u\woburo or_111711'ppx
TIME Or {ONommrmumrzOm C*LoULaTOR
Segment #l' Tc^ oonc Defined
megment 01 Time: '1200 brn
------------------------------------------------------------------------
a/m: Bentley Systems, Inc.
Bentley poodeack (I0.00.027.00) 8:51 AM 11/18/2011

Type.... Tc Calcs
Name.... PRE TO LAKE
Page 3.08
File.... I [:109109 -- 00901090095.10 - Woburn Drive - MT HomPs\H-- HNWoburn Dr_I1171l.r+nw
-_------------------
Tc Equations used...
-- user Defined
Tc - Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack [10.00.027.00] B:51 AM 11/18/2011

Type.... Tc Ca1CS
Name.... PRE TO STREAM
Page 3.09
File.... K:\09109- 04901094095.10- Woburn Drive - MI Homes\H- H\Woburn Dr_I11711.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .1200 hrs
Total TC: .1200 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/1$/2011

Type.... Tc Calcs
Name.... PRE TO STREAM
Page 3.10
File.... K:\09\09- 0090\090095.10- Woburn Drive - MI Homes\H- H\Wnburn Dr- 11.1.711.ppw
Tc Equations used... - °----------- --- - --
== == User De fined _�_----- �__� —_ - -- --- - - - - --
TC = Value entered by user
Where; TG = Time o€ concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 6 :51 AM 11/18/2011

Type.... TC Ca1C5
Name.... PRE TO WEST
Page 3.11
vile.... K:109109�00901090095.10-Woburn Drive - MI Homes\H-f1\Woburz Dr-111711.pow
TIME OF CONCENTRATION'
CALCULATOR
Segment #1! Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc: .1700 hrs
-------------- ---------
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Tc Ca1cs
Name.... PRE TO WEST
Page 3.12
File..., K:109109 -- 009.01090095.10 - Woburn Drive - MI HameslH-- H\Wohijrn Dr 31171.1,,ppw
Tc Equations used... _ __
= = == User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Tc Calcs
Name.... TO BMP 1
Rage 3.13
File.... K:109109-00901090095.10-Woburn Drive - MI Romes\H-H\Woburn Dr-111711.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
---------------------- -------------------------------------------------
Total Tc: .0930 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8.51 AM 1111012011

Type.... TC Calcs
Name.... TO BMP 1
'age 3. 14
File.... K:109109- 0090109009.5.10 - Woburn Drive - MI Homes \H- H1Woburn Dr 111711.ppw
__ ________ _ _ _ ___
Tc Equations used...
___= User defined
Tc = value entered by uset
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley Pond Pack (10.00.027.00) 9 :51 AM 11/18/2011

Type.... Tc CaIcs
Name.... TO BMP 2
Page 3.15
File._.. K:109109-00901090095.10-Woburn Drive - M1 1iomes\H-H\Woburn Dr-111711.ppw
: : : : I : :
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc; User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (1-0,00.027.00) 8:51 AM 11/18J2011

Type.... Te Calcs
Maine .... TO BM P 2
Page 3.16
File.... K.\09109- 009.0\090095.10 - Woburn Drive - MI Homes\H- H\Wloburn Dr- 11171.1.ppw
Tc Equations used...
- == User Defined --- =-------
Tc = 'Value entered by user
Where: Tc = Time of concentration
SIN: Bentley Systems, Inc.
Bentley PondPack .(10.00.027.00) 8:51 AM 11/1812011

Type.... Tc Calcs
Name.... TO BMP 3
Page 3.17
File.... K:109\09- 00901090095.10- Woburn Drive - M1 Homes\H- H\Woburn Dr_111711.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 tars
-------------------------_-_--_------------------------------------ - - - - --
Total Tc: .0830 hrs
Calculated Tc [ Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Tc Calcs
Name.... TO BMP 3
Page 3.18
File.... K:\09109- 00901090095.10- Woburn Drive - MI Homes\H- K1Woburn Dr- 11.1711.ppw
------------------
TC Equations used. _ .
...___
_ = == User Defined - - -- - - - - -- ----------- - - - --- ----- ---�
Tc - Value entered by user
Where: Tc = Time Of concentration
51N: Bentley Systems, Inc.
Bentley PondPack (10.40.027.00) 8:51 AN 11/18/2011

Type.... Tc Ca1cs
Name.... TO BMP 4
Page 3.19
File.... K :\09\09- 00901090095.10 - Woburn Drive - MI Homes\H- H\Woburn Dr 111711.ppw
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
Total Tc; .0830 hrs
Calculated Tc [ Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN; Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Tc Galcs Page 3.20
Name.... TO BMP 4
File.... K :109.109 - 00901090095.10- Wo$urn Drive - MI Homes \H- HNWohu rn Dr_111711.ppw
Tc Equations used... -~^ ^-
_ — User Defined
Tc - value entered by user
Where: Te - Time of concentration
S. /N: Bentley Systemsr Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/1$./2011

Type.... Runoff CN -Area
Name.... POST TO WEST
Page 4.01
File.... K:109\09- 00901090095.10- woburn Drive - MI Komes\K- Hlwoburn Dr_111711.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres %C 8UC CN
Open space (Lawns,parks etc.) - Goo 61 .400 61.00
Woods - good 55 1.600 55.00
COMPOSITE AREA 6 WEIGHTED CN - - -] 2.000 56.20 (56)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Runoff CN -Area
Name.... POST UT TO LAKE
Page 4.02
File.... K:109109- 00901090095.10- Woburn Drive - MI HomeslH- H\Woburn Dr 11.1711..ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
SoillSurface Description CN acres `¢C %UC CN
- y�� - -- ----- -
Woods 55 .b4p 55.00
Open Space 61 .630 61.00
COMPOSITE AREA & WEIGHTED CM - - -7 2.270 56.67 (57)
SIN: Bentley Systems, Inc.
Bentley PondPack (10,00.027.0¢) 0:51 AM 11/18/2011

Type.... Runoff CN-A-rea
Name.... POST UT TO STRM
Page 9.03
File.... K:109109- 00901090095.10- Woburn Drive - MI Romes1H--H\Woburn Dr 111711.ppw
RUNOFF CURVE NUMBER DATA
Soil /Surface Description
Woods
Open space
Area
CN acres
55 .210
61 1.380
Impervious.
Adjustment Adjusted
9,C 3UC CN
55.00
61.00
COMPOSITE AREA & WEIGHTED CN 1.590 60.21 (60)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.— muootc CN-Area
mama..'. PRE TO zAXo
Page 4.04
eizm'..' m:\89\09-0090\080095'10-Wobucn Drive - MT uomes\x-x\wouurn or_111711'ppw
aomorF comvE NUMBER DATA
Soil/surface Description
--------------------------------
Open Space
Woods
Impervious:
Area Adjustment Adjusted
ux acres %o %UC cm
---- --------- ----- ----- ------
61 2.760 12'00 12.00 67.66
55 1.570 55.00
COvc08zTn AREA o wEzmeToo om ---> 4.330 63'07 (63)
SIN: amntlmy Systems, Inc.
Bentley poudemch (10.00'027.00) 8'51 AM 11/18/2011

Type.... Runoff CN-Area
Nance.... PRE TO STREAK!
Page 4.05
File.... H :109109 - 0090.1090095.10 - Woburn Drive - MI HomeslH- -H\Woburn ❑r 111711.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil /Surface Description CN acres $C %UC. CN
Woods 55 6.390 55.00
COMPOSITE AREA & WEIGHTED CN 6.390 55.00 (55)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18 /2011

Type.... Runoff CN-Area
Name.... PRE TO WEST
Page 4.06
File.... K:109109-00901090095.10-Woburn Drive - MI Homes\fi-H\Woburn Dr-111711.ppw
RUNOFF CURVE NUMBER DATA
Soil/Surface Description
--------------------------------
Woods
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
---- --------- ----- ----- ------
55 2.580 55.00
COMPOSITE AREA & WEIGHTED CN - - -> 2.580 55.00 (55)
S/N, Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11118/2011

Type.... Runoff CN -Area
Name.... TO BMP 1
Page 4.07
File.... x:109109- 00901090095.10- Woburn Drive - MI Homes\H H\Woburn Dr- 111711.ppw
RUNOFF CURVE NUMBER DATA
Impervious.
Area Adjustment Adjusted
Soil /Surface Description CN acres %C RUC CN
Residential districts - 1/4 acre 75 2.880 75.00
Open space (Lawns,parks etc.) - Goo fit .200 61.00
COMPOSTTE AREA & WEIGHTED CN 3.080 74.09 (74)
SIN• Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Typm.... Runoff om-urmm
mamm.... TO BMe 3
Page 4.08
File.... K.\09\08-0090\090085.10-Woburo Drive - M1 uomeo\a-x\wnuurn oc_z11711'npw
RUNOFF Comvo mV"om DATA
Impervious
Area Adjustment Adjusted
$oil/aorfacm Description Cm mcoyo %C %uc om
-------------------------------- ---- --------- ----- ----- ------
Residential Districts - 1/4 acre 75 1.090 75.00
o0MroozTo AREA a mozomroo om ---> 1.090 75.00 (75)
a/m:
Bentley eoudmxok (10.00'027.00)
8/51 AM
Bentley Syntaums, Inc.
1z/18/2811

Type.... Runoff CN-Area
Name.... TO BMP: 3
Page 4.09
File.... K:\09\09-0090\090095.10-Woburn Drive - MI Homes\H-H\Woburn Dr-111711.ppw
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC cm
-------------------------------- ---- --------- ----- ----- ------
Residential Districts - 1/4 acre 75 .930 75-00
COMPOSITE AREA & WEIGHTED CN .530 75.00 (75)
$IN-. Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Runoff CN -Area
Name.... TO BMP 4
Page 4.10
File.... K:109109- 00901090095.10 - Woburn Drive - MI xomes\H- H1Woburn Dr 111711_npw
RUNOFF CURVE NUMBER DATA
Soil /Surface Description
Residential Districts - 1/4 acre
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
75 2.470 75.00
COMPOSITE AREA & WEIGHTED CN - - -7 2.470 75.00 (75)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Vol* Elev -Area
Name.... BMP 1 810
Page 5.01
File.... K:109109- 00901090095.10 - Woburn Drive - M1 HomeslH- MWoburn Dr_111711.ppw
Elevation
Planizmeter Area
Al +A2 +sgr(Al *A2)
Volume
Volume Sum
(ft)
(3q.1n) tsq.ft)
(sq.ft)
(ac -ft)
(ac -Et)
412.00
- - - -- 4515
0
.000
.000
413.00
- - - -- 4956
14201
.109
.109
414.00
5393
15519
.119
.227
414.25
- - - -- 5685
16615
.032
.259
POND VOLUME EQUATIONS
• Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (113) * (EL2 -EL1) * (Areal + Area2 + sq.rt.(Areal *Areal))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between ELI and.EL2
g/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.04) 8:51 AM 11/18/2011

Type.... Vol: Elev- Volume
Name.... BMP 1A PIPE
Page 5.02
File.... K :109109- 00901094095.19- Woburn Drive - MI HomeslH- H\Woburn Dr ^1I1711.ppw
USER DEFINED VOLUME RATING TABLE
Elevation
Volume
(ft)
(ac -ft)
413.50
.000
413.60
.900
413.70
.401
413.80
.001
413.90
.002
414.00
.003
414.10
.004
414.2U
005
414.30
.006
414.40
.007
414.50
.008
414.60
.010
414.70
.011
414.80
.012
414.90
.013
415.00
.015
415.10
.016
415.20
.018
415.30
.019
415.40
.020
415.54
.022
415.60
.023
415.70
.025
415.80
.026
415.90
.028
416.00
.029
416.10
.031
416.20
.032
41.6.30
.034
416.40
.435
416.50
.037
416.60
.039
416.70
.040
416.80
.041
416.90
.042
417.00
.044
417.10
.045
417.20
.046
417.30
.048
417.40
.049
417.50
.050
417.60
.051
417.70
.053
417.80
.054
417.90
.455
418.00
.056
418.10
.056
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Vol: Elev °Volume
Name.... BMP 1A PIPE
Page 5.03
File.... K:109\09- 00901090095.10 -- Woburn Drive - MI HomeslH- H1Woburn Dr- 111711.ppw
USER DEFINED VOLUME RATING TABLE
Elevation
Volume
(ft)
{ac -ft}
418.20
.057
416.30
.058
418.40
.058
418,50
.059
420.00
.062
SIN: Bentley Systems, Inc.
Bentley Pond Pack (10.00.027.00) 8:51 AM 11/1812011

Type.... Vol. Elev- Volume
Name.... BMP 2 PIPE
Page 5.04
File.... K :109109 - 00901090095.10- WQburn Drive - MI Homes\H- H\Woburn Dr_11.1711.ppw
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac -ft)
420.00
.000
420.10
.000
420.20
.001
420.30
.002
420.40
.004
420,50
.005
420.60
.007
420.70
.008
420.80
.010
420.90
.012
421.00
.014
421.10
.016
421.20
.018
421.30
.020
421.40
.022
421.50
.025
421.50
.027
421.70
_029
421.80
.032
421.90
.034
422.00
.037
422.10
.039
422.20
.042
422.30
.045
422.40
.047
422.50
.050
422.60
.053
422.70
.055
42.2.80
.058
422.90
.061
423.00
.063
423.10
.065
423.20
.069
423.30
.071
423.40
.074
423.50
.077
423.60
.079
423.70
.092
423.80
.085
423.90
.087
424.00
.090
424.10
.092
424.20
.095
424.30
.097
424.40
.099
424.50
.102
424.50
.104
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Vol: Elev- Volume
Name.... BMP 2 PIPE
Page 5.05
File.... K:109\09- 00901090095.10- Woburn Drive - MI HomeslH- H\Woburn Dr 111711.ppw
USER DEFINED VOLUME RATING TABLE
Elevation
Volume
(Ft)
(ac -ft)
424.70
.106
424.80
.109
424.90
.111
425.00
.113
425.10
.115
425..20
.117
425.30
.118
425.40
.120
425.50
.122
425.60
.123
425.70
.124
425.80.
.125
425.90
.126
426.40
.127
428.00
.130
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2611

Type.... Vol: Elev -Area
Name.... BMP 3 SAND
Page 5.06
File.... K:\09\09- 0.390\090095.10 - Woburn Drive - MI Homes lH- H\Wc)biarn Dr_ 111711.ppw
Elevation
Planimeter Area
Al +A2+sgr(A1 }A2)
Volume
Volume Sum
(ft)
(sq.in) (sq.ft)
(sq.ft)
(ac -ft)
(ac -ft)
406.50
- -- - 240
0
.000
.000
414.00
- - - -- 240
720
.041
.041
414.10
- - - -- 16
318
.000
.042
415.50
- - - -- 16
48
.001
.042
POND VOLUME EQUATIONS
: Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1I3) t (EL2 -ELI) * (Areal + Area2 + sq.rt.(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
SIN:
Bentley PondPack (10.00.027.00)
8:51. AM
Bentley Systems, Inc.
11/18/2011

Type.... Vol: Elev- Volume
Name.... BMP 3A PIPE
Page 5.07
File.... K:\09109- 00901090095.10- Woburn Drive - MI Homes\H- H\Woburn Dr 111711.ppw
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac-ft)
408.50
.000
408.60
.000
408.70
.001
408.80
.001
408.90
.002
409.00
.002
409.10
.003
409.20
.003
409.30
.004
409.40
.005
409.50
.006
409.60
.005
409.70
.007
409.80
.008
409.90
.009
410.00
.010
410.10
.011
410.20
.012
410.30
.013
410.40
.014
410.50
.014
410.60
.015
410.70
.016
410.80
.017
410.90
.018
411.00
.019
411.10
.020
411.20
.021
411.30
.022
411.40
.022
411.50
.023
411.60
.024
411.70
.025
411.80
.025
411.90
.026
412.00
.027
412.10
.027
412.20
.028
412.30
.028
412,40
.029
412.50
.029
415.00
.030
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Vol: Elev -Area
Name.... BMP 4 SAND
Page 5.08
File..., K:109\09--00901090095.10- Woburn Drive - MI Homes\H- HlWoburn Dr 111711.ppw
Elevation
Planimeter Area
Al +A2 +sgr(A1 *A2)
Volume
Volume Sum
(ft)
-------------------------
(sq.in) (sq.ft)
---------------------------------------
(sq.ft)
(ac-ft)
(ac -ft)
392.50
- - - -- 576
0
.000
- - - - --
-000
400.00
- - - -- 576
1728
.099
.099
403.00
- - - -- 16
688
.016
.115
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume.- (113) * (EL2 -ELI) * (Areal + Area2 + sq.rt,(Area.1 *Area2))
where: ELI, E12 = Lower and upper elevations of the increment
Areal,Area2 = Areas Qowputed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
51N: Bentley Systems, Inc.
Bentley PandPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Vol: Elev- Volume
Name.... BMP 4A PIPE
Page 5.09
File..., K;\09\09- 00901090095.10 - Woburn Drive - MI Homes\H- H1Woburn Dr_111711.ppw
USER DEFINED VOLUME RATING TABLE
Elevation
Volume
(ft)
---------------
(ac-ft)
- - - - --
394.00
.000
394.10
.001
394.20
.002
394.30
.004
394.40
.006
394.50
.008
394.60
.010
394.70
.013
394.80
.015
394.90
.018
395.00
.021
395.10
.025
395.20
.028
395.30
.031
395.40
.035
395.50
.038
395.50
.042
395.70
.046
395.80
.049
395.90
.053
396.00
.057
396.10
.061
396.20
.065
396.30
.069
396.40
.073
396.50
.077
396.60
.081
396.70
.085
396.80
.089
396.90
.094
397.00
.098
397,10
.102
397.20
.106
397.30
.110
397.40
.114
397.50
.118
397.60
.122
397.70
.126
397.80
.130
397.90
.134
398.00
.138
398.10
.142
398.20
.146
398.30
.150
398.40
.154
398.50
.157
398.60
.161
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Vol: Elev- Volume
Name.... 8MP 4A PIPE
Page 5.10
E'ile.... K: 109109 - 00901090095.10- W[ob.urn Drive - M1 Homes\H- H1Woburn Dr 111711.ppw
USER DEFINED VOLUME RATING TABLE
Elevation Volume
(ft) (ac-ft)
398.70
.164
398.80
.168
398.90
.171
399.00
.174
399.10
.177
399.20
.180
399.30
.183
399.40
.185
399:.50
.188
399.60
.190
399.70
.192
399.80
.193
399.90
.195
400.00
.195
403.00
.200
SIN: Bentley Systems, Inc.
Bentley PondPack (.10.00.027.00) 8:51 AM 11/28/2011

Type.... Outlet Input Data
Name.... BMP 1 Bypass
Page 6.01
File.... H :\09\09 -- 0090\990095.10 - Woburn Drive - MI Homes\H- H\Woburn Dr 111711.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 413.50 ft
Increment = .10 ft
Max. Elev.= 420.00 ft
OUTLET CONNECTIVITY
- - -� Forward Flow Only (UpStream to DnStream)
[ - °- Reverse Flow Only (DnStream to UpSt.ream)
[ - - -> Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Orifice -Area 00 - - -> TW 416.000 420.000
Weir - Rectangular W1 TW 419.500 420.000
TW SETUP, DS Channel
S /N:
Bentley Pond?ack (10.00.027.00)
8:51. AM
Bentley Systems, Inc.
11/18/2011

Type.... Outlet Input Data
Name.... BMP 1 Bypass
Page 6.02
File.... K.\09\09- 00901090095.10 - Woburn Drive - MI Romes\H- HlWoburn Dr_111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID =
= 00
Structure Type =
= Orifice -Area
of Openings =
= 1
--
Structure ID
Structure Type
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
W.1
Weir- Rectangular
1
419.50 ft
20.00 ft
3.100000
Weir TW effects (Use adjustment equation)
Structure. 10 - TW
Structure Type = TW SETUP, DS Channel
FREE OUTFA.LL CONDIT1ONS 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 ufs
Max. Q tolerance = .00 cfs
5 /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011
5 /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 1 Bypass
Page 6.03
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev Error
ft
cfs
ft + / -ft
Contributing Structures
413.50
.00
Free
Outfall
None
contributing
413.60
.00
Free
Outfall
None
contributing
413.70
.00
Free
Outfall
None
contributing
413.80
.00
Free
Outfall
None
contributing
413.90
.00
Free
Outfall
None
contributing
414.00
.00
Free
Outfall
None
contributing
414.10
.00
Free
Outfall
None
contributing
414.20
.00
Free
Outfall
None
contributing
414.30
.00
Free
Outfall
None
contributing
414.40
.00
Free
Outfall
None
contributing
414.50
.00
Free
Outfall
None
contributing
414.60
.00
Free
Outfall
None
contributing
414.70
.00
Free
Outfall
None
contributing
414.80
.00
Free
Outfall
None
contributing
414.90
.00
Free
Outfall
None
contributing
415.00
.00
Free
Outfall
None
contributing
415.10
.00
Free
Outfall
None
contributing
415.20
.00
Free
Outfall
None
contributing
415.30
.00
Free
Outfall
None
contributing
415.40
.00
Free
Outfall
None
contributing
415.50
.00
Free
Outfall
None
contributing
415.60
.00
Free
Outfall
None
contributing
415.70
.00
Free
Outfall
None
contributing
415.80
.00
Free
Outfall
None
contributing
415.90
.00
Free
Outfall
None
contributing
416.00
.00
Free
Outfall
00
416.10
.24
Free
Outfall
00
416.20
.48
Free
Outfall
00
416.30
.72
Free
Outfall
00
416.40
.96
Free
Outfall
00
416.50
1.20
Free
Outfall
00
416.60
1.42
Free
Outfall
00
416.70
1.61
Free
Outfall
00
416.80
1.78
Free
Outfall
00
416.90
1.94
Free
Outfall
00
417.00
2.08
Free
Outfall
00
417.10
2.22
Free
Outfall
00
417.20
2.35
Free
Outfall
00
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Composite Rating Curve:
Name.... HMP 1 Bypass
Page 6.04
File.... K:\09\09- 00901090095.14 - Woburn Drive - MI HomeslH- H1Woburn Dr 111711.ppw
** * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - -
- -- Converge
-
- - --
Elev.
Q
TW Elev Error
Et
efs
ft +/ -ft
Contributing Structures
417.30
2.47
Free
Outfall
00
---- - - - - --
417.40
2.58
Free
Outfall
00
417.50
2.69
Free
Outfall
00
417,60
2.80
Free
Outfall
00
4.17.70
2.90
Free
Uutxall
Ou
417.80
3.00
Free
Outfall
00
417.90
3.09
Free
Outfall
00
418.00
3.18
Free
Outfall
00
418.10
3.27
Free
Outfall
00
418.20
3.36
Free
Outfall
Ou
418.30
3.45
Free
Outfall
00
418.40
3.53
Free
Outfall
00
418.50
3.61
Free
Outfall
00
418.60
3.69
Free
Outfall
00
418.70
3.77
Free
Outfall
00
418.89
3.84
Free
Outfall
00
418.90
3.92
Free
Outfall
00
419.00
3.99
Free
Outfall
00
419.10
4.06
Free
Outfall
00
419.20
4.13
Free
Outfall
00
419.30
4.20
Free
Outfall
00
419.40
9.27
Free
Outfall
Ou
419.50
4.34
Free
Outfall
00
+W1
419.60
5.37
Free
Outfall
00
+W1
419.70
10.02
Free
Outfall
00
+W1
419.80
14.72
Free
Outfall
00
+W1
419.90
20.28
Free
Outfall
00
+W1
420.00
25.58
Free
outfall
00
+W1
SIN- Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8.51 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 1 Out
Page 5.05
File.... K:/09109- 00901090495.10- Woburn Drive - MI Homes\H- H1Woburn Dr 111711.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 412.00 ft
Increment = .10 ft
Max. Elev.= 414.25 ft
OUTLET CONNECTIVITY
- - -� Forward Flow Only (UpStream to DnStream)
c- Reverse Flow Only (DnStream to UpStream)
[ - - -� Forward and Reverse Both Allowed
Structure
No.
Outfall
E1, ft
E2, Et
User Defined Table
U0
- - -> TW
.000
414.250
Inlet Box
RO
- - -> Co
41.3.200
414.250
Weir - Rectangular.
WO
- - -> CO
413.000
414.250
Culvert - Circular
CO
- - -> TW
407.000
414.250
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/19/2011

Type.... Outlet Input Data
Name.... BMP 1 Out
Page 6.06
File.... K.\09109- 00901090095.10- - Woburn Drive - MT HOmes\H- H\Woburn nr_111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = U0
Structure Type = User Defined Table
ELEV -FLOW RATING TABLE
Elev, ft Flow, cfs
412.00 .55
414.50 .55
Structure ID
= RD
Structure Type
= Inlet Sox
# of Openings
- 1
Invert Elev.
= 413.20 ft
Orifice Area
16.0000 sq.ft
Orifice Coeff.
- .600
Weir Length
= 12.00 ft
Weir Coe -ff.
3.200
K, Reverse
- 1.000
Mannings n
- .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
S /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 1 Out
Page 6.07
File.... K:109109- 00901090095.10- Woburn Drive - MI Homes\H- H\Woburn Dr 111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
# of Opeaings
Crest Elev.
Weir Length
Weir Coeff.
Weir TW effeCts
= WO
= Weir - Rectangular
- 1
413.40 ft.
4.00 ft
3.100000
(Use adjustment equation).
S/N: Bentley Systems, Inc.
Bentley PondPack 110.00.027.00) 8:51 AM 11/18/2011

Type.... Cutlet Input Data
Name.... BMP 1 Out
Page 6. 0.8
File..... K_\09109- 00901090095.10- Woburn Drive - MI Homes\H- 1i\Woburn Dr_111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Ke
Structure Type
= Culvert - Circular
No. Barrels
- 1
.2000
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 447.00
ft
Dnstream invert
= 406.50
ft
Hariz. Length
= 50.00
ft
Barrel Length
50.00
ft
Barrel Slope
_ .01000
ft /ft
OUTLET CONTROL DATA...
Mannings n
.0130
Ke
.2004
Kb =
.012411
Kr t
.2000
HW Convergence: -
.001
INLET CONTROL DATA...
HW?
Equation form =
1
Inlet Control K -
.0.018
Inlet Control M -
2.0000
Inlet Control c -
.02920
Inlet Control Y =
.7400
T1 ratio (HW /o) =
1.057
T2 ratio (HW /D) -
1.202
Slope Factor =
-.500
(forward entrance Loss)
{per ft of full flow)
(reverse entrance loss)
-+ /- ft
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 = 409.11 Et - - -> Flow = 15.55 cfs
At T2 Elev = 409.40 £t - - -> Flow = 17.77 cfs
Structure I❑ = 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 =
U1
tt
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) 8:51 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 1 Out
Page 6.09
File.... K:109\09- 009.0\090095.10 - Woburn prive - MI Homes\H- HlWoburn br 111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW Elev
Error
€t
cfs
ft
+/ -ft
Contributing Structures
412.00
.55
Free
Outfall
UO (no Q. RO,WO,CO)
412.10
.55
Free
Outfall
UO (no Q: RO,WO,CO)
412.20
.55
Free
Outfall
UO (no Q: RO,WO,CO)
412.30
.55
Free
Outfall
UO (no Q: RO,WO,CO)
412.40
.55
Free
Outfall
UO (no Q: RO,WQ,CO)
412.50
.55
Free
Outfall
UO (no Q: RO,WQ,CO)
412.60
.55
Free
Outfall
UO (no Q: RO,WO,CO)
412.70
.55
Free
Outfall
UO (no Q: RO,WO,CO)
412.80
.55
Free
Outfall
UO (no Q: RO,WO,CO)
412.90
.55
Free
Outfall
UO (no Q: RO,WO,CO)
413.00
.55
Free
Outfall
U0 (no Q: RO,WQ,CO)
413.10
.94
Free
Outfall
U0,W0,C0 Ono Q: RQ)
413.20
1.65
Free
Outfall
UO,WO,CO (no Q: RO)
413.30
3.77
Free
Outfall
uO,R0,W0,Co
41.3.40
7.05
Free
outfall
UO,RO,WO,CO
413.50
11.13
Free
Outfall
U0,R0,W0,C0
413.60
15.86
Free
Outfall
UO,RO,WO,CO
413.70
21.14
Free
Outfall
UO,RO,WO,CO
413.80
26.92
Free
Outfall
UO,RO,WO,CO
413.90
33.15
Free
outfall
U0,R0,W0,C0
414.00
39.77
Free
Outfall
UO,R0,W0,C0
414.10
42.89
Free
outfall
UO,RO,WO,CO
414.20
44.35
Free
outfall
U0,R0,WO,CO
414.25
44.72
Free
Outfall
UO,RO,WO,CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 111181201.1

Type.... Outlet input Data
Name.... BMP 1 to Sip
Page 6.10
File.... K:\09109�00901090095.10 -- Woburn Drive - MT HomesN H-H \Woburn br_111'711 .ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 413.50 £t
Increment - .10 ft
Max. Elev.= 420.00 ft
OUTLET CONNECTIVITY
- -� Forward Flow only (Upstream to DnStream)
-- Reverse Flow Only (DnStream to Up5tream)
[ - - -> Forward and Reverse Both Allowed
Structure No. Outfall El, ft El. ft
Orifice - Circular 00 TW 413.500 420.000
TW SETUP., DS Channel
SIN. Bentley Systems, Inc.
Bentley PondPack (10,00.027.00) 9:51 AM 11/16/2011

Type.... Outlet Input Data
Name.... BMP 1 to Sio
Page 6.11
File.... K:\09\09- 00901090095.10- Woburn Drive - MI Homes\H- H\Woburn Dr- 111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure 1D - OO
Structure Type = Orifice - Circular
# of Openings = 1
Invert Elev. = 413.50 ft
Diameter = .8300 ft
Orifice Coeff. _ .600
Structure ID = TW
Structure Type - TW SETUP, DS Channel
FREE QUTFALL 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) 8:51 AM 11/18/2011

Type_... Composite Rating Curve
Name.... BMP 1 to Bio
Page 6.12
File.... X:109109- 00901090095.10- Woburn Drive MT HnmeslH- H1Wob1Lirn Dr- 111711.ppw
** *** COMPOSITE OUTFLOW SUMMARY * ***
W5 Elev,
Total Q
Notes
----- ------
- - - - --
--- - -
---- Converge -- - - - - --
Elev.
Q
TW Elev
Error
ft
Cfs
ft
+ / -ft
Contributing Structures
413.50
.00
Free
Outfall
--------------- - - --
None contributing
413.60
.03
Free
Outfall
00
413.70
.12
Free
Outfall
00
413.80
.26
Free
Outfall
00
413.90
.45
Free
Out #all
00
414.00
.67
Free
Outfall
00
414.10
.94
Free
Outfall
00
414.20
1.22
Free
Outfall
00
414.30
1.53
Free
Outfall
00
414.40
1.81
Free
Outfall
00
414.50
1.99
Free
Outfall
00
414.60
2.16
Free
Dutfall
00
414.70
2.31
Free
Outfall
00
414.80
2.45
Free
Outfall
00
414.90
2.58
Free
Outfall
00
415.00
2.71
Free
Outfall
00
415.10
2.83
Free
Outfall
00
415.20
2.95
Free
Outfall
00
415,30
3.06
Free
Outfall
00'
415.40
3.17
Free
Outfall
00
415.50
3.28
Free
Outfall
00
415.60
3.38
Free
Outfall
00
415.70
3.48
Free
Outfall
00
415.80
3.58
Free
Outfall
00
415.90
3.67
Free
Outfa3.1
00
416.00
3.76
Free
Outfall
00
416.10
3.85
Free
Outfall
00
416.20
3.94
Free
Outfall
00
416.30
4.02
Free
Outfall
00
416.40
4.11
Free
Outfall
00
416.50
4.19
Free
Outfall
00
416.60
4.27
Free
Outfall.
00
416.70
4.35
Free
Outfall
00
41.6.80
4.42
Free
Outfall
00
416.90
4.50
Free
Outfall
00
417.00
4.57
Free
Outfall
00
417.10
4.65
Free
Outfall
00
417.20
4.72
Free
Outfall
00
SIN: Bentley systems, Inc.
Bentley Pond Pack (10.00.027.00) 8;51 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 1 to Hio
Page 6.13
File.... K:109109- 00901094095.10- Woburn Drive - MI HomesNH- H1Woburn ❑r 111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------------
--------
Converge
-------------------------
Elev.
Q
TW Elev Error
ft
cfs
ft +I -ft
Contributing Structures
-- - - - - --
417.30
- - - - - --
4.79
-- - - -
Free
- -- - - - --
Outfall
--------------------------
00
417.40
4.85
Free
Dutfall
00
417.50
4.93
Free
Outfall
00
417.60
5.00
Free
Outfall
00
41.7.70
5.07
Free
Outfall
00
417.80
5.13
Free
Outfall
00
417.90
5.20
Free
Outfall
00
418.00
5.26
Free
Outfall
00
418.10
5.33
Free
Outfall
00
418.20
5.39
Free
Outfall
00
418.30
5.45
Free
Outfall
00
418.40
5.51
Free
Outfall
00
418.50
5.58
Free
Outfall
00
418.60
5.64
Free
Outfall
00
418.70
5.70
Free
Outfall
00
418.80
5.76
Free
Outfall
00
418.90
5.81
Free
Outfall
00
419.00
5.87
Free
Outfall
00
419.10
5.93
Free
Outfall
00
419.20
5.99
Free
Outfall
00
419.30
6.04
Free
Outfall
00
419.40
6.10
Free
Outfall
00
419.50
6.15
Free
Outfall
00
419.60
6 -21
Free
Outfall
00
419.70
6.26
Free
Outfall
00
419.80
6.32
Free
Outfall
00
419.90
6.37
Free
Outfall
00
420.00
6.42
Free
Outfall
00
SIN:
Bentley PondPack (10.00.027.00)
8:51 AM
Bentley Systems, Inc.
11/18/2011

Type.... Multiple Outfall Rating Curves Page 6.14
Name.... BMP 1A PIPE
File.... K: 109109 -- 00901090095.10 - Woburn Drive - MI Homes\H- HCWoburn Dr 111711.ppw
TOTAL POND OUTFLOW CURVE FOR MULTIPLE OUTFALLS
Contributing Outfalls:
Outfall 1:
BMP 1 PIPE
OUT 2
(BMP 1 to Bio)
Outfall 2:
BMP1 BYPASS
2
(BMP 1 Bypass)
POND HW
OUTFALL 1
OUT FALL 2
TOTAL
E1ev, ft
Flow, cfs
Flow, cfs
Flow, cfs
413.50
.00
.00
.00
413.60
.03
.00
.03
413.70
.12
.00
.12
413.80
.26
.00
.26
413.90
.45
.00
.45
414.00
.67
.00
.67
414.10
.94
.00
.94
414.20
1.22
.00
1.22
414.30
1.53
.00
1.53
414.40
1.81
.00
1.81
414.50
1.99
.00
1.99
414.60
2.16
.00
2.16
414.70
2.31
.00
2.31
414.80
2.45
.00
2.45
414.90
2.58
.00
2.58
415.00
2.71
.00
2.71
415.10
2.83
.00
2.83
415.20
2.95
.00
2.95
415.30
3.06
.00
3.06
415.40
3.17
.00
3.17
415.50
3.28
.00
3.28
415.60
3.38
.00
3.38
415.70
3.48
.00
3.48
415.80
3.58
.00
3.58
415.90
3.67
.00
3.67
416.00
3.76
.00
3.76
416.10
3.85
.24
4.09
416.20
3.94
.48
4.42
416.30
4.02
.72
4.74
416.40
4.11
.96
5.07
416.50
4.19
1.20
5.39
416.60
4.27
1.42
5.69
415.70
4.35
1.61
5.96
416.80
4.42
1.78
6.21
416.90
4.50
1.9.4
6.44
417.00
4.57
2.08
6.66
417.10
4.65
2.22
6.87
417.20
4.72
2.35
7.07
417.30
4.79
2.47
7.26
417.40
4.86
2.5.8
7.44
417.50
4.93
2.69
7.62
417.60
5.00
2.80
7.80
417.70
5.07
2.9A
1.9b
417.80
5.13
3.00
8.13
417.90
5.20
3.09
8.29
418.00
5.26
3.18
8.45
S /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:51 AM 11/18/2011

Type.... Multiple Outfall Rating Curves Page 5.15
Name.... BMP IA PIPE
File.... K:109109- 40901090095.10 - Woburn Drive - MI Homes\H- H\Woburn Dr 111711.ppw
TOTAL POND OUTFLOW CURVE FOR MULTIPLE OUTFALLS
Contributing Outfalls:
Outfall 1:
BMP 1 PIPE
OUT 2
(BMP 1 to Bio)
Outfall 2:
BMP1 BYPASS
2
(BMP 1 Bypass)
POND HW
OUTFALL I
OUTFALL 2
TOTAL
Eslev, ft
Flow, Gfs
Flow, cfs
Flow, cfs
418.10
5.33
3.27
8.60
418.20
5.39
3.36
8.75
418.30
5.45
3.45
8.90
418.40
5.51
3.53
9.04
418.50
5.58
3.61
9.19
418.60
5.64
3.69
9.33
418.70
5.70
3.77
9.46
418.80
5.76
3.84
9.60
418.90
5.81
3.92
9.73
419.00
5.67
3.99
9.86
419.10
5.93
4.06
9.99
419.20
5.99
4.13
10.12
419.30
6.04
4.20
10.25
419.40
6.10
4.27
10.37
419.50
6.15
4.34
10.49
419.60
6.21
6.37
12.57
419.70
6.26
10.02
16.28
419,80
6.32
14.72
21.04
419.90
6.37
20.28
26.65
420.00
6.42
26.58
33.00
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8 :51 AM 11 /18/2011

Type.... Outlet Input Data
Name.... BMP 2 Out
Page 6.16
File.... K:\09109- 00901090095.10 - Woburn Drive - MI Homes \H- H\Woburn Dr 111711,ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 420.00 ft
Increment = .10 ft
Max. Elev.= 428.00 ft
OUTLET CONNECTIVITY
- -> Forward Flaw Only (Up8tream to DnStream)
-� Reverse Flow Only (DnStream to UpStream)
-- Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, ft
Orifice-Circular 00 - - -> CO 420.400 428.000
Weir - Rectangular WO - - -> CO 426.400 42.8.000
Culvert- Circular CO - - -> TW 420.000 428.004
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.001 8:51 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 2 Out
Page 6.17
File.... K:\09109- 04901090095.10- Woburn Drive - MI Homes\H- H\Woburn Dr_111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = 00
Structure Type = Orifice-Circular
# of openings = 1
Invert Elev. = 420.00 ft
Diameter - .1700 ft
Orifice Coeff. - .600
Structure I❑
Structure Type
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
W0
Weir - Rectangular
1
426.00 ft
3.10 ft
3.100000
Weir TW effects (Use adjustment equation)
g /H; Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 2 Out
Page 6.18
File.... K :109109 - 00901090095.10- woburn Drive -- MI Homes\H- H1Woburn Dr_111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Ke =
Structure Type
= Culvert - Circular
No. Barrels
- 1
.2000
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 420.00
ft
Dnstream Invert
- 411.00
ft
Horiz. Length
= 186.00
ft
Barrel Length
= 185,22
ft
Barrel Slope
- .04839
ft /ft
OUTLET CONTROL DATA...
Manni.ngs n =
.0130
Ke =
.2000
Kb -
.012411
Kr -
.2000
HW Convergence =
.001
INLET CONTROL DATA...
HW
Equation form -
I
Inlet Control K
.0018
Inlet Control M -
2.0000
Inlet Control c =
.02920
Inlet Control Y -
.7400
T1 ratio (HW /D) =
1.038
T2 ratio (HW/D) =
1.183
Slope Factor -
-.500
(forward entrance lass)
(per ft of full flow)
(reverse entrance loss)
+ /-- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submergedd inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at Ti & T2...
At T1 Elev = 422.08 ft --- -> Flow = 15.55 cfs
At T2 Elev = 422.37 ft - - -> Flow = 17.77 cfs
Structure ID TW
Structure Type = TW SETUP, DS Channel
FREE OU'T'FALL CONDITIONS SPECIFIED
CONVERGENCE TOLEitANCES...
Maximum Iterations= 40
Min.
TW
tolerance =
.01
ft
Max.
TW
tolerance =
.01
ft
Min.
HW
tolerance =
.cal
ft
Max.
HW
tolerance -
.01
ft
Min.
Q
tolerance =
.00
cfs%
Max.
Q
tolerance
.00
CfS
SIN: 8entley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AN 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 2 Out
Page 6.19
File.... K : \09 \09- 0090 \090095.10 - Woburn Drive - MI Homes \H -H \Woburn Dr ^111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
--------
Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
420.00
.00
Free
Outfall
(no Q:
OO,WO,CO)
420.10
.01
Free
Outfall
OO,CO
(no
Q:
WO)
420.20
.04
Free
Outfall
OO,CO
(no
Q:
WO)
420.30
.05
Free
Outfall
OO,CO
(no
Q:
WO)
420.40
.06
Free
Outfall
OO,CO
(no
Q:
WO)
420.50
.07
Free
Outfall
OO,CO
(no
Q.
WO)
420.60
.07
Free
Outfall
OO,CO
(no
Q:
WO)
420.70
.08
Free
Outfall
OO,CO
(no
Q:
WO)
420.80
.09
Free
Outfall
OO,CO
(no
Q:
WO)
420.90
.09
Free
Outfall
OO,CO
(no
Q:
WO)
421.00
.10
Free
Outfall
OO,CO
(no
Q:
WO)
421.10
.11
Free
Outfall
OO,CO
(no
Q:
WO)
421.20
.11
Free
Outfall
OO,CO
(no
Q:
WO)
421.30
.12
Free
Outfall
OO,CO
(no
Q:
WO)
421.40
.12
Free
Outfall
OO,CO
(no
Q:
WO)
421.50
.13
Free
Outfall
OO,CO
(no
Q:
WO)
421.60
.13
Free
Outfall
OO,CO
(no
Q:
WO)
421.70
.13
Free
Outfall
OO,CO
(no
Q:
WO)
421.80
.14
Free
Outfall
OO,CO
(no
Q:
WO)
421.90
.14
Free
Outfall
OO,CO
(no
Q:
WO)
422.00
.15
Free
Outfall
OO,CO
(no
Q:
WO)
422.10
.15
Free
Outfall
OO,CO
(no
Q:
WO)
422.20
.16
Free
Outfall
OO,CO
(no
Q:
WO)
422.30
.16
Free
Outfall
OO,CO
(no
Q:
WO)
422.40
.16
Free
Outfall
OO,CO
(no
Q:
WO)
422.50
.17
Free
Outfall
OO,CO
(no
Q:
WO)
422.60
.17
Free
Outfall
OO,CO
(no
Q:
WO)
422.70
.17
Free
Outfall
OO,CO
(no
Q:
WO)
422.80
.18
Free
Outfall
OO,CO
(no
Q:
WO)
422.90
.18
Free
Outfall
OO,CO
(no
Q:
WO)
423.00
.18
Free
Outfall
OO,CO
(no
Q:
WO)
423.10
.18
Free
Outfall
OO,CO
(no
Q:
WO)
423.20
.19
Free
Outfall
OO,CO
(no
Q:
WO)
423.30
.19
Free
Outfall
OO,CO
(no
Q:
WO)
423.40
.19
Free
Outfall
OO,CO
(no
Q:
WO)
423.50
.20
Free
Outfall
OO,CO
(no
Q:
WO)
423.60
.20
Free
Outfall
OO,CO
(no
Q:
WO)
423.70
.20
Free
Outfall
OO,CO
(no
Q:
WO)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 2 Out
Page 6.20
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
S /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011
* * * ** COMPOSITE OUTFLOW SUMMARY
* * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - -
- -- Converge
-------------------------
Elev,.
Q
TW Elev
Error
ft
cfs
ft + / -ft
Contributing
Structures
423.80
.21
Free
Outfall
OO,CO (no
Q:
WO) r`
423.90
.21
Free
Outfall
OO,CO tno
Q:
WO)
424.00
.21
Free
Outfall
OO,CO (no
Q:
WO)
424.10
.22
Free
Outfall
OO,CO (no
Q:
WO)
424.20
.22
Free
Outfall
OO,CO (no
Q:
WO)
424.30
.22
Free
Outfall
O0,C0 (no
Q:
WO')
424.40
.22
Free
Outfall
OO,CO (no
Q:
W01
424.50
.23
Free
Outfall
OO,CO (no
Q:
WO)
424.60
.23
Free
Outfall
OO,CO (no
Q:
WO)
424.70
.23
Free
Outfall
OO,CO (.no
Q:
WO)
424.80
.23
Free
Outfall
OO,CO (no
Q:
WO)
424.90
.24
Free
Outfall
00,C0 (no
Q:
WO)
425.00
.24
Free
Outfall
OO,CO (no
Q:
WO)
425.10
.24
Free
Outfall
OO,CO (no
Q:
WO)
425.20
.24
Free
Outfall
OO,CO (no
Q:
WO)
425.30
.25
Free
Outfall
OO,CO (no
Q:
WO)
425.40
.25
Free
Outfall
OO,CO (no
Q:
WO)
425.50
.25
Free
Outfall
OO,CO (no
Q.
WO)
425.60
.25
Free
Outfall
OO,CO (no
Q:
WO)
425.70
.26
Free
Outfall
OO,CO (no
Q:
WO)
425.80
.26
Free
Outfall
OO,CO (no
Q:
WO)
425.90
.26
Free
Outfall
OO,CO (no
Q:
WO)
426.00
.26
Free
Outfall
OO,CO (no
Q:
WO)
426.10
.56
Free
Outfall
00,W0,C0
426.20
1.12
Free
Outfall
OO,WO,CO
426.30
1.84
Free
Outfall
OO,WO,CO
426.40
2.69
Free
Outfall
OO,WO,CO
426.50
3.65
Free
Outfall
OO,WO,CO
426.60
4.72
Free
Outfall
OO,WO,CO
426.70
5.89
Free
Outfall
OO,WO,CO
426.80
7.13
Free
Outfall
OO,WO,CO
426.90
8.45
Free
Outfall
OO,WO,CO
427.00
9.86
Free
Outfall
OO,WO,CO
427.10
11.33
Free
Outfall
OO,WO,CO
427.20
12.88
Free
Outfall
OO,WO,CO
427.30
14.48
Free
Outfall
OO,WO,CO
427.40
16.15
Free
Outfall
OO,WO,CO
427.50
17.89
Free
Outfall
OO,WO,CO
S /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 2 Out
Page 6.21
File.... K:109109- 00901090095.10- Woburn Drive - MI Homes\H- H1Woburn Dr_111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q.
Notes
----------
- - - - --
-- - - - - -- Converge
-------------------------
E1ev.
Q
TW Elev Error
ft
cis
ft +/ -ft
Contributing Structures
427.60
19.68
Free Outfall
O0'W0,C0
427.70
21.53
Free Outfall
00,WD,CO
427.80
23.42
Free Outfall
O0,W0,C0
427.90
25.39
Free Outfall
00,W0,C0
428.00
27.39
Free outfall
OO,WO,CO
S /N: Bentley Systems, Inc.
Bentley PondPack [10.00.027.00] 8:52 AM 11/18/2011

Type.... Outlet input Data
Name.... HMP 3 Sand Out
Page 6.22
File.... K: .109109 - 00901090095.10- Woburn Drive - M.r Homes \H- H\Woburn Dr- 111711.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 406.50 ft
Increment = _10 ft
Max. Elev.= 415.50 ft
OUTLET CONNECTIVITY
- - -> Forward Flow Only (Upstream to OnStream)
< - -- Reverse Flow only (DnStream to UpStream)
<- - -5 Forward and Reverse Both Allowed
Structure Na. Ou'tfall E1, ft E2, ft
User Defined Table U0 TW .000 415.500
Weir- Rectangular w0 Co 413.560 415.500
Culvert - Circular Co TW 40'6.500 415.500
TW SETUP, DS.Channal
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 1111$12011

Type.... Outlet Input Data
Name.... BMP 3 sand Out
Page 6.23
File.... K:109109- 00901090095.10 °Woburn Drive ° MI RomeslH- H\.Woburn Dr ^111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = U0
Structure Type = User Defined Table
ELEV -FLOW RATING TABLE
Elea, ft Flow, cfs
406.50 .01
415.50 .O1
Structure ID
Structure Type
# of Openings
Crest Elea.
Weir Length
Weir Coef €.
wo
Weir - Rectangular
1
413.50 ft
4.00 ft
3.100000
Weir TW effects (Use adjustment equation)
SIN: Bentley Systems, Inc.
Bentley PvndPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 3 Sand Out
Page 6.24
File.... K:109\09- 00901090095.14- Woburn Drive - MT Homes\H -H Waburn D -t_111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= Co
Equation form -
Structure Type
= Culvert -- Circular
No. Barrels
= 1
2.0000
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 406.50
ft
Dnstream Invert
= 405.50
ft
Horiz. Length
= 80.00
ft
Barrel Length
= 80.01
ft
Barrel Slope
= .01250
ft /ft
OUTLET CONTROL DATA...
Hannings n - 0130
Ke = .2000
Kb - .012411
Kr - .2000
HW Convergence = 001
INLET CONTROL DATA...
TW
Equation form -
I
Inlet Control K
.0018
Inlet Control M -
2.0000
Inlet Control c =
.02920
Inlet Control Y -
.7400
T1 ratio (HW /D) =
1.056
T2. ratio OWN N
1.. 2.01
Slope Factor -
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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...
AL T1 Elev = 408.61 ft - - -> Flow = 15.55 cfs
At T2 Elev = 40$.90 ft - - -] Flow = 17.77 efs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
FREE OUTFALL CON.DITIO.NS SPECIFIED
CONVERGENCE TOLERANCES...
Maximum Iterations= 40
Min.
TW
tolerance -
.01
ft
Max.
TW
tolerance -
.01
£t
Hin.
I'W
tolerance =
.01
ft
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
S /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Composite Rating Curve
Name..... BMP 3 Sand Out
Page 6.25
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----------
- - - - --
-- - - -
- -- Converge
-------------------------
Elev.
Q
TW Elev Error
ft
cfs
ft + / -ft
Contributing Structures
406.50
.01
Free
Outfall
UO
(no
Q:
WO,CO)
406.60
.01
Free
Outfall
UO
(no
Q:
WO,CO)
406.70
.01
Free
Outfall
UO
(no
Q:
WO,CO)
406.80
.01
Free
Outfall
UO
(no
Q:
WO,CO)
406.90
.01
Free
Outfall
UO
(no
Q.
WO,CO)
407.00
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.10
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.20
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.30
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.40
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.50
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.60
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.70
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.80
.01
Free
Outfall
UO
(no
Q:
WO,CO)
407.90
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.00
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.10
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.20
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.30
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.40
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.50
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.60
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.70
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.80
.01
Free
Outfall
UO
(no
Q:
WO,CO)
408.90
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.00
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.10
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.20
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.30
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.40
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.50
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.60
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.70
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.80
.01
Free
Outfall
UO
(no
Q:
WO,CO)
409.90
.01
Free
Outfall
UO
(no
Q.:
WO,CO)
410.00
.01
Free
Outfall
UO
(no
Q::
WO,CO)
410.10
.01
Free
Outfall
UO
(no
Q:
WO,CO)
410.20
.01
Free
Outfall
UO
(no
Q:
WO,CO)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 3 Sand Out
Page 6.26
File.....K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----- -----
- --- --
-- - - -
- -- Converge
-------------------------
Elev.
Q
TW Elev
Error
ft
cfs
ft
+ / -ft
Contributing
Structures
410.30
.01
Free
Outfall
UO
(no
Q:
WO,CO)
410.40
.01
Free
Outfall
UO
(no
Q:
WO,CO)
410.50
.01
Free
Outfall
UO
(no
Q:
WO,CO)
410.60
.01
Free
Outfall
UO
(no
Q:
WO,CO)
410.70
.01
Free
Outfall
UO
(no
Q:
WO,CO)
410.80
.01
Free
Outfall
UO
(no
Q:
WO,CO)
410.90
.01
Free
Outfall
UO
(no
Q:
WO,CO)
411.00
.01
Free
Outfall
UO
(no
Q:
WO,CO)
411.10
.01
Free
Outfall
UO
(no
Q:
WO,CO)
411.20
.01
Free
Outfall
UO
(no
Q:
WO,CO]
411.30
.01
Free
Outfall
UO
(no
Q:
WO,CO)
411.40
.01
Free
Outfall
UO
(no
Q:
WO,CO.)
411.50
.01
Free
Outfall
UO
(no
Q:
WO,CO)
411.60
.01
Free
Outfall
UO
(no
Q:
WO,CO)
411.70
.01
Free
Outfall
UO
(no
Q:
WO,CO).
411.80
.01
Free
Outfall
UO
(no
Q:
WO,CO)
411.90
.01
Free
Outfall
UO
(no
Q:
WO,CO)
412.00
.01
Free
Outfall
UO
(no
Q:
WO,CO)
412.10
.01
Free
Outfall
UO
(no
Q:
WO,CO)
412.20
.01
Free
Outfall
UO
(no
Q:
WO,CO)
412.30
.01
Free
Outfall
UO
(no
Q:
WO,CO)
412.40
.01
Free
Outfall
UO
(no
Q:
WO,CO)
412.50
.01
Free
Outfall
UO
(no
Q:
WO,CO)
412.60
.01
Free
Outfall
UO
(no
Q:
WO,CO)
412.70
.01
Free
Outfall
UO
(no
Q:
WO;CO):
412.80
.01
Free
Outfall
UO
(no
Q:
W0,C0y
412.90
.01
Free
Outfall
UO
(no
Q:
WO,CO)
413.00
.01
Free
Outfall
UO
(no
Q:
WO,CO)
413.10
.01
Free
Outfall
UO
(no
Q:
WO,CO)
413.20
.01
Free
Outfall
UO
(no
Q:
WO,CO)
413.30
.01
Free
Outfall
UO
(no
Q:
WO,CO)
413.40
.01
Free
Outfall
UO
(no
Q:
WO,CO)
413.50
.01
Free
Outfall
UO
(no
Q:
WO,CO)
413.60
.40
Free
Outfall
UO,WO,CO
413.70
1.12
Free
Outfall
UO,WO,CO
413.80
2.05
Free
Outfall
UO,WO,CO
413.90
3.15
Free
Outfall
UO,WO,CO
414.00
4.39
Free
Outfall
UO,WO,CO
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 3 Sand Out
Page 6.27
File.... K:\09109- 0090\090095.10- Woburn Drive - MI Homes\H- H1Woburn ❑r 111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY k * **
WS Elev, Total Q
Elev.
Q
ft
efs
414.10
5.78
414.20
7.27
414.30
8.88
414.40
10.59
414.50
12.41
414.60
14.31
414.70
16.32
414.$0
18.39
414.90
20.55
415.00
22.79
415.10
25.10
415.20
27.50
415.30
29.96
415.40
32.48
415.50
35.08
SIN: Bentley Systems, Inc.
Bentley PondFack (10.00.027.OG) 8:52 AM 11/1812011
Notes
-- - - -
- -- Converge
-------------------------
TW Elev Error
ft +1 -ft
Contributing Structures
Free
outfall
U0'W0,C0
Free
Outfall
Uo,wo' C0
Free
Outfall
t10'W0,C0
Free
outfall
U0'w0'C0
Free
outfall
U0'W0,CO
Free
Outfall
u0'W0,C0
Free
Outfall
UO,Wo,CO
Free
Outfall
iu0'W0'C0
Free
Outfall
Li0,W0,C0
Free
outfall
t10,W0,C0
Free
Outfall
U0'W0,C0
Free
Outfall
UO.WO,CO
Free
Outfall
UO.WO,Co
Free
Outfall
UO,WO'CO
Free
outfall
UD.WO,CO
SIN: Bentley Systems, Inc.
Bentley PondFack (10.00.027.OG) 8:52 AM 11/1812011

Type.... outlet Input Data
Name.... BMP 4 Out
Page 6.28
File.... K :109109 - 00901090095.10 - Woburn Drive - MI Homes\H- H1Woburn. Dr- 111711.ppw
REQUESTED POND WS ELEVATIONS:
Min. Elay.- 392.50 Et
Increment ~ .10 ft
Max. Elev.- 4.03.04 ft
OUTLET CONNECTIVITY
- - -� Forward Flow Only tUpStream to OnStream)
[ = -- Reverse Flow Only (DnStream to UpStream)
< - - -� Forward and Reverse Both Allowed
Structure No. Out Pal! El, ft E2, ft
User Defined Table U0 - - -> TW .000 403.000
Inlet Box R0 - - -] CO 398.000 403.000
Culvert - Circular CO - - -> TW 392.040 403.040
TW SETUP, AS Channel
SIN: Bentley Systems, Inc.
Bentley PoadPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 4 Out
Page 6.29
File.... K:1.09\09- -0090\09009.5.10 - Woburn Drive - MI Homes\H- H\Woburn Dr 111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID = U0
Structure Type = User Defined Table
ELEV -FLOW RATING TABLE
Elev, ft Flow, nfs
392.50 .13
404.6.0 .13
Structure ID
= R0
Structure Type
= inlet Box
# of Openings
= 1
Invert Elev.
- 398.00 ft
Orifice Area
4..0.000 aq.ft
Orifice Coeff.
- .600
Weir Length
= 4.00 ft
Weir Coeff.
= 3.200
K, Reverse
= 1.000
Mannings n
- .0000
Kev,Charged Riser
= .000
Weir Submergence
= No
SIN: Bentley Systems, Inc.
Bentley PondPac.k (10.00.027.00) 6:52 AM 11/18/2011

Type.... .outlet Input Data
Name.... SMP 4 Out
Page 5.30
File._., X.-\09\09- 00901090095.10- Woburn Drive - MI Homes\H- H\Wobur.n Dr_111711.ppw
OUTLET STRUCTURE INPUT DATA
Structure ID
= CO
Ke =
Structure Type
= Culvert - Circular
No. Barrels
= 1
.2000
Barrel Diameter
= 2.0000
ft
Upstream Invert
= 392.00
ft
Dnstream Invert
= 391.00
ft
Horiz. Length
- 50.00
ft
Barrel Length
= 50.01
ft
Barrel Slope
= .02000
ft /ft
OUTLET CONTROL DA'T'A...
Mannings n
.0130
Ke =
.2000
Kb =
.012411
Kr =
.2000
HW Convergence
.001
INLET CONTROL DATA...
.01
Equation form =
1
Inlet Control K =
.0018
Inlet Control M =
2.0000
Inlet Control c =
.02920
Inlet Control Y =
.7400
T1 ratio (HW /D) =
1.052
T2 ratio (NWID) -
1.197
Slope Factor -
-.500
(forward entrance Loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubzmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form l equ, above T2 elev.
In transition zone between unsubmerged and-submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Slev = 394.10 ft Flow = 15.55 cfs
At T2 Elev = 394.39 ft Flow = 17.77 cfs
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
Kin.
HW
tolerance =
.UL
tt
Max.
HW
tolerance =
.01
ft
Min.
Q
tolerance =
.00
cfs
Max.
Q
tolerance =
.00
cfs
SIN: Bentley Systems, Inc.
Bentley Pond Pack (10.00.027.00) 8.52 AM 11/1$/2011

Type.... Composite Rating Curve
Name.... BMP 4 Out
Page 6.31
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr`111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev,
Total Q
Notes
----- ----------
--------
Converge
-------------------------
Elev.
Q
TW Elev Error
ft
cfs
ft + / -ft
Contributing
Structures
392.50
.13
Free
Outfall
UO
(no
Q:
RO,CO)
392.60
.13
Free
Outfall
UO
(no
Q:
RO,CO)
392.70
.13
Free
Outfall
UO
(no
Q:
RO,CO)
392.80
.13
Free
Outfall
UO
(no
Q:
RO,CO).
392.90
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.00
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.10
.13
Free
Outfall
UO
(no
Q:
RO,CO).
393.20
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.30
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.40
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.50
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.60
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.70
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.80
.13
Free
Outfall
UO
(no
Q:
RO,CO)
393.90
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.00
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.10
.13
Free
Outfall
UO
(no
Q:
RO,COj.
394.20
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.30
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.40
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.50
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.60
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.70
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.80
.13
Free
Outfall
UO
(no
Q:
RO,CO)
394.90
.13
Free
Outfall
UO
(no
Q:
RO,CO)
395.00
.13
Free
Outfall
UO
(no
Q:
RO,CO)
395.10
.13
Free
Outfall
UO
(no
Q:
RO,CO)
395.20
.13
Free
Outfall
UO
(no
Q:
RO,CO)
395.30
.13
Free
Outfall
UO
(no
Q:
RO,CO)
395.40
.13
Free
Outfall
UO
(no
Q:
RO,CO)
395.50
.13
Free
Outfall
UO
(no
Q:
RO,CO)
395.60
.13
Free
Outfall
UO
(no
Q:
RO,CO)
395.70
.13
Free
Outfall
UO
jno
Q:
RO,CO)
395.80
.13
Free
Outfall
UO
(no
Q:
RO,CO).
395.90
.13
Free
Outfall
UO
(no
Q:
RO,CO)
396.00
.13
Free
Outfall
UO
(no
Q:
RO,CO)
396.10
.13
Free
Outfall
UO
(no
Q:
RO,CO)
396.20
.13
Free
Outfall
UO
(no
Q:
RO,CO)
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 4 Out
Page 6.32
File.... K: \09 \09- 0090 \090095.10- Woburn Drive - MI Homes \H -H \Woburn Dr 111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS Elev, T
Total Q N
Notes
---------- -
- - - - -- -
-- - - - -
- -- Converge -
---------- -
-----------
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Composite Rating Curve
Name.... BMP 4 Out
Page 6.33
File.... K.\09109- 00901090095.10 - Woburn Drive - MI HomeslH- H\Woburn Ur_111711.ppw
* * * ** COMPOSITE OUTFLOW SUMMARY * * **
WS E1ev,
Total Q
Notes
----------
- - - - --
-- - - - -
-- Converge
-------------------------
Elev.
Q
TW E1ev
Error
ft
cfs
ft
+ / -ft
Contributing structures
400.10
28.02
Free
Outfall
00,RO,CO
400.20
28.68
Free
Outfall
UO,RO,CO
400.30
29.32
Free
Dutfall
UO,RO,CO
400.40
29.96
Free
Qutfall
UO,RO,CO
400.50
30.57
Free
Outfall
UO,RO,CO
404.60
31.17
Free
Outfall
UO,RO,CO
400.70
31.77
Free
Outfall
UO,RO,CO
400.80
32.34
Free
Outfall
UO,RO,CO
400.90
32.91
Free
Outfall
UO,RO,CO
401.00
33.47
Free
Outfall
UO,RO,CO
401.10
34.03
Free
Outfall
U0,R0,C0
401.20
34.57
Free
Outfall
UO,RO,CO
401.30
35.11
Free
Outfall
UO,RO,CO
401.40
35.63
Free
Outfall
UO,RO,CO
401.50
36.14
Free
Outfall
UO,RO,CO
401.60
36.66
Free
Qutfall
UO,RO,CO
401.70
37.16
Free
Outfall
UO,RO,CO
401.80
37.66
Free
Outfall
UO,RO,CO
401.90
38.15
Free
autfall
U0,R0,C0
402.00
38.63
Free
Outfall
U0.R0,C0
442.10
39.11
Free
Outfall
UO,RO,CO
402.20
39.59
Free
Outfall
UO,RO,CO
402.30
40.05
Free
Outfall
UO,RO,CO
402.40
40.51
Free
Outfall
UO,RO,CO
402.50
40.97
Free
Outfall
UO,R0,C.0
402.60
41.42
Free
Outfall
UO,RO,CO
402.70
41.87
Free
Out Pall
UO,RO,CO
442.80
42.31
Free
Outfall
UO,RO,CO
402.90
42.75
Free
Outfall
UO,RO,CO
403.00
43.18
Free
Outfall
U0,R0,C0
S/N; Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8.52 AM 11/18/2011

Appendix A
Index of Starting Page Numbers for ID Names
BMP 1 BIO... 5.01
BMP 1 Bypass... 6.01, 6.03
BMP 1 Out... 6.05, 6.09
UMP 1 to Bio... 6.10, 6.12
BMP 1A PIPE... 5.02, 6.14
BMP 2 Out... 6.16.■ '6.19
BMP 2 PIPE... 5.04
BMP 3 SAND... 5.06
8MP 3 Sand Out... 6.22, 6.25
8MP 3A PIPE... 5.07
SMP 4 Out... 6.28, 5.31
BMP 4 SAND... 5.08
BMP 4A PIPE... 5.09
P -----
POST TO WEST... 3.01, 4.01
POST UT TO LAKE... 3.03, 4.02
POST UT TO STRM... 3.05, 4.03
PRE TO LAKE... 3.07, 4.04
PRE TO STREAM... 3.09, 4.05
PRE TO WEST... 3.11, 4.0.6
RDU NOAA 14 nesi....2.01
- - -- W --
Watershed... 1.01
A--1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011
TO BMP 1...
3.13■
4.07
TO BMP 2...
3.15,
4.08
TO BMP 3...
3.17,
4.09
TO BMP 4...
3.19,
4.10
- - -- W --
Watershed... 1.01
A--1
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:52 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 4a out
Page 2.01
File.... K:109\09- 00901090095.10- Woburn Drive - MI Homes\H-H\Woburn Dr_111711.ppw
Title... Project Date: 6/23/2010
Project Engineer: hfreeman
Project Title: Shaws Landing Preliminary
Project Comments:
REQUESTED POND W5 ELEVATIONS:
Min. Elev.= 394.00 ft
Increment = .10 ft
Max.. Elev.= 403.00 ft
OUTLET CONNECTIVITY
- - -� Forward Flow Only (UpStream to DnStream)
t- Reverse Flow Only (DIYStzedm to UpStream)
-� Forward and Reverse Both Allowed
Structure No. Outfall El, ft E2, Et
Orifice - Circular 00 - - -> TW 394.000 403.000
Culvert - Circular Co TW 398.500 403.000
Tw SETUP, DS Channel
SIN- Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:53 AM 11/18/2011

Type.... Cutlet Input Data
Name.... BMP 4a out
Page 2.02
File.... K:\09109- 00901090095.70 - Woburn Drive - MI Homes\H- H\Woburn Dr_111711.ppw
Title... Project Date: 6/23/2010
Project Engineer: hfreeman
Project Title: Shaws Landing Preliminary
Project Comments:
OUTLET STRUCTURE .INPUT DATA
Structure I❑
Structure Type
0 of Openings
Invert Elev.
Diameter
Orifice Coeff.
= 00
= Orifice- Circular
4
394.00 ft
.1700 ft
_ .600
S /N: Bentley Systems, Inc.
Bentley PondPaek (10.00.027.00) 8:53 AM 11/18/2011

Type.... Outlet Input Data
Name.... BM P 4a out
Page 2.03
file.... K:\09109- 00901090095.10- Woburn Drive - MI Homes\H- H1Woburn Dr 111711.ppw
Title... Project Date: 6 /23/2010
Project Engineer: hfreeman
Project Title: Shaws Landing Preliminary
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
= Co
Mannings n -
Structure Type
= Culvert - Circular
No. Barrels
= 1
.031274
Barrel Diameter
= 1.0000
ft
Upstream Invert
= 398.50
ft
Dnstream Invert
= 398.00
ft
Horiz. Length
= 10.00
ft
Barrel Length
- 10.01
ft
Barrel Slope
= .05000
ft /ft
OUTLET CONTROL BATA...
Mannings n -
0130
Ke -
.2000
Kb -
.031274
Kr -
.2000
HW Convergence -
.001
INLET CONTROL DATA...
Equation form =
1
Inlet Control K -
.0018
Inlet Control M -
2.0000
Inlet Control c -
.02920
Inlet Control Y =
.7400
T1 ratio (HW /D) =
1.037
T2 ratio (HW /D) =
1.182
Slope factor -
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 1 equ. below T1 elev.
Use submerged inlet control Form 1 eau. above T2 elev.
In transition zone between unsubnerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 399.54 ft - - -> Flow = 2.75 cfs
At T2 Elev - 399.68 ft - ---> Flow = 3.14 cfs
S/N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:53 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 3 pet but
Page 2.01
File.... K:\09\09- 00901090095.10 - Woburn Drive - MI Homes\H- H\Woburn Dr_111711.ppw
Title... Project Date: 6/23/2010
Project Engineer: hfreeman
Project Title: Shaws Landing Preliminary
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 408.50 ft
Increment = .10 ft
Max. Elev.= 415.00 ft
* * * ** * * * *kk * * * * * * * ** ** * * * ** * * **
OUTLET CONNECTIVITY
- - -> Forward Flow Only ( UpStream to Dnstream)
[ - -- Reverse Flow Only (DnStream to Upstream]
[ - - -> Forward and Reverse Both Allowed
Structure No. Outfall El. ft E2, ft
f
Orifice- Circular 00 - - -> TW 408.500 415.000
Culvert - Circular CO TW 412.500 415.000
TW SETUP, DS Channel
SIN: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:53 AM 11/18/2011

Type.... Outlet input Data
Name.... BMP 3 Det Out
Page 2.02
File.... K :109109 - 0090%090095.10-- Wnhixrm Drive - MT Homes\H- H\Woburn Dr_111711.ppw
Title... Project Date: 6/23/2010
Project Engineer: hfreeman
Project Title: Shaws Landing Preliminary
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = 00
Structure Type - Orifice - Circular
# of Openings = b
Invert Elev. = 408.50 ft
Diameter = .1700 ft
Orifice Coeff. _ .600
S /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.00) 8:53 AM 11/18/2011

Type.... Outlet Input Data
Name.... BMP 3 Det Out
Page 2.03
File.... K:\09109- 00901090095.10- Woburn Drive - M1 Homes\H- H\Woburn Dr- 111711.ppw
Title... Project Date: 6/23/2010
Project Engineer: hfreeman
Project Title: Shaws Landing Preliminary
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
No. Barrels
Barrel Diameter
Upstream Invert
Dnstrea.m Invert
Horiz. Length
Barrel Length
Barrel Slope
= CO
= Culvert- Circular
1
1.5000 ft
412.50 ft
411.00. ft
10.00 ft
10.11 ft
.15000 ft /ft
OUTLET CONTROL DATA...
Mannings n = .0240
Ke = .2000
Kb = .062076
Kr = .2000
HW Convergence = .001
INLET
CONTROL DATA...
Equation form =
1
inlet
Control K =
.0018
Inlet
Control M =
2.0000
Inlet
Control c -
.02920
Inlet
Control Y =
.7400
T1 ratio (HW /D) _
.987
T2 ratio (HW/D) =
1.132
Slope
Factor =
-.500
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
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 = 413.98 ft -- - -> Flow = 7.58 cfs
At T2 Elev = 414.20 ft -- - -> Flow = 6.66 cfs
S /N: Bentley Systems, Inc.
Bentley PondPack (10.00.027.40) 8:53 AM 11/18/2011

NITROGEN LOADING
CALCULATIONS

WR Project #2090095.10 - Grey's Landing
I. Post Development Drainage
City of Raleigh - Method 7 for Quantifying TN Export from Residential Developments with no known footprint
Tip Export
TN Export by
TN Export From
Type of Land Cover
Site Area
Coeff.
Land Use
Site
(ac)
(Ibslacl ry
(lbrJyr)
(Ibslaclyr)
Managed Open Space
2.99
1.2
3.59
Residential Areas (3.63 DUlAcre)
8.71
4.5
39.20
lR—tgTt—oTVV8­y o mpervious
1.60
12
19.20
Totall
13.30
1
1 61.98
Average for Sitel 4.66
ii. Nitrogen Export Calculations
6MP Removal = 15.55
Net Nitrogen Export = 46.43
Total Acreage = 13.30
Revised Nitrogen Export per acre = 3.49
Revised Amount Offset for 30 years = 0.00
III. Nitrogen Buydown Calculations
LBS to Offset:
Additional Payment at $28.35 Ibslac
0.00 The
ibslyr
ibslyr
acres
Ibslaclyr
Ibs

Project Name: Grey's Landing
Acres
Project #: 2090095.1
TN EXPORT (Ibs /yr)
TOTALTRACT
Permanently Protected Undisturbed Area
Total Area: 579,514
sqft. = 13.30 ac.
Natural Open Space Area: 130,244
sqft, = 2.99 ac.
Residential Areas 379,408
sgfL = 8.71 ac.
Right of Way 69,696
sqft. = 1.60 ac.
Estimated Pre - Development TN Loading
2.41
Date: 11/1812011
Computed by: HCF /DW
Type of Land Cover
Acres
TN Export Coeff.
TN EXPORT (Ibs /yr)
TN EXPORT (Ibstyr)
Permanently Protected Undisturbed Area
(Ibs /ac/yr)
0.6
Existing Undisturbed Area
10.64
0.6
6.38
Existing Managed Area
2.01
1.2
2.41
Impervious Surface
0.65
21.2
13.78
Totals
13.30
1.7
22.58
Estimated Post - Development TN Loading
Drainage Area I: To 8 1
Type of Land Cover
Acres
TN Export Coeff.
(Ibs /ac /yr)
TN EXPORT (Ibstyr)
Permanently Protected Undisturbed Area
0.00
0.6
0.00
Residential Areas
2.14
4.5
963
Right of Way
0.71
120
852
Totals
2.85
18.15
tsrnmareu oiwr Keuuuuum iui a­ .... - 1.
Estimated Drainage Area I Nitrogen Loading Reduction: 6.35 Ibs /yr
Drainage Area II: to BMP 2, 3A & 3
Type of Land Cover
Acres
TN Export Coeff.
(Ibs /ac/yr)
TN EXPORT (lbs/r)
Permanently Protected Undisturbed Area
0.00
0.6
0.00
Residential Areas
1.82
4.5
8.19
Right of Way
0.20
12.0
2.40
Totals
2.02
10.59
rsumawo twir muuuutmi - aai row,. v
Estimated Drainage Area II Nitrogen Loading Reduction: 3.71 Ibs /yr
Drainage Area III: to BMP 4A & 4
Type of Land Cover
Acres
TN Export Coeff.
(Ibs /actyr)
TN EXPORT (Ibstyr)
Permanently Protected Undisturbed Area
0.00
0.6
0.00
Residential Areas
1.86
4.5
8.37
Right of Way
0.61
12.0
7.32
Totals
2.47
15.69
caumaieu orvir rzcuuuiuii w� aunu i moi. w .�
Estimated Drainage Area 111 Nitrogen Loading Reduction: 5.49 Ibs /yr
Drainage Area IV: Untreated Areas
Type of Land Cover
Acres
TN Export Coeff.
(Ibs /ac/yr)
TN EXPORT (Ibs /yr)
Managed Open Space
2.99
12
3.59
Residential Areas
2.89
4.5
13.01
Right of Way
008
12.0
0.96
Totals
5.96
1755
- sur-sieu oivir rceuuuium. u .-r
Estimated Drainage Area IV Nitrogen Loading Reduction: 0.00 Ibs /yr
Total Area:
13.30
Acres
Estimated Project Pre -BMP TN Export:
61.98
Ibs /yr
Estimated Project BMP TN Removal:
15.55
Ibstyr
Estimated Project TN Load Rate After BMPs:
3.49
Ibs /ac /yr
Estimated Project Composite Nitrogen Loading Rate Reduction:
25.09
%

b
I tj
7
I
N
I�
11
t�
� II
J� I�
I p
I') it
IMPERVIOUS SURFACE
EXISTING
UNDISTURBED AREA
1
PROPERTY BOUNDARY
1w 2W
sc.ga 1' 0 10(r
I�
LAND COVER
1l
EXISTING
,A
UNDISTURBED E.A
EXISTING MANAGED
2.01 AC
OPEN SPACE
IMPERVIOUS SURFACE
0.65 AC
TOTAL
13.30 AC
%
LAKE
I�
I�
t
�s
LAND COVER
SITE ) AREA
EXISTING
10.64 AC
UNDISTURBED AREA
EXISTING MANAGED
2.01 AC
OPEN SPACE
IMPERVIOUS SURFACE
0.65 AC
TOTAL
13.30 AC
l�
1�
1
170 !f4'+�apn CMfc 8 ?re <.gnrr ��.:Qir
._ - ^ -k� ,0o. EXHIBIT D-1 WITHERS RAVENEL
= ° -R Qrzla GREY'S LANDING
-- 1!w „/17/201 SUPPORTING NITROGEN CALCULATION ENGINEERS 1 PLANNERS I SYRYR.ORS 1 of 2
'— ri,ecicod Ciy Jou h�
ill NacNMan Or1ve Cary. North Carolina 27511
- = OW 203004` �G CffY OF RALEIGH WAKE COUNTY NORTH CAROLINA AREA EXHIBIT - PRE DEVELOPMENT tel: [phone] mm. withereravenel.cum License No. C-0832

a
h
a
3
R
3
r
c
MANAGED OPEN SPACE
100'
SCALE: V- 1W
pr vav °�
V01M
vvv &I
�b0000
�a
f off f
1'
�i
1
r
ALyr,
RESIDENTIAL AREA
1 �
�xtiw��.a_s ►¢00 O
sa4 ° °OOOd�
°�o
.ao a as
r � �
�aa+s000�4
rObOa,�a a0a0a ° +
b0 I
l y :b,0da 000 Od4
1;�
1 r °a °s °ae °b°d b ° ZVI
�i °a o W Wb °�a eded
1
fq° ¢8 OOb�
LAND COVER
MANAGED OPEN SPACE
RESIDENTIAL AREA
RIGHT OF WAY
TOTAL
Ij
MANAGED OPEN SPACE
1 1
J
SITE AREA
(AC)
2.99 AC
8.71 AC
1.60 AC
13.30 AC
ka.
Hcri>imrt
_.�.. _
OOIC
!}
nE:i7f1CI
was
ucr
;' er rd Cly
w
nw
"arulr
i° = too
11/17/2011
EXHIBIT D -2 WITHERS & RAVENEL
GREY'S LANDING SUPPORTING NITROGEN CALCULATION RN.INRRR= 1 �LANNLRS 1 RNRYRro"s
CffY OF RALEIGH WAKE COUNTY NORTH CAROLINA AREA EXHIBIT - POST DEVELOPMENT iii NecKenen Drive Cary, North Carolina 27511
tel: [phone] wevl.Mitherarevenel.com License No. C-0832
ficet Ilo
2 Of 2
- --
y ea M. 'on t
�a` -�S

Permit Numbsr:
(to be provided by DWQ)
.
�`"1A '
NCDENR A
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Grey's Landing
Contact name Hunter Freeman
Phone number 919 - 469 -3340
Date January 10, 2012
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 134,165 ft
Impervious area 47,916 ft
Percent impervious 35.7% %
Design rainfall depth 1.0 inch 1 +
Peak Flow Calculations
6.37 hr
OK
���� ,� • `�� ��/
Is pre /post control of the 1 -yr, 24 -hr peak flow required?
Y (Y or N)
Drawdown time, total:
8.77 hr
1 -yr, 24 -hr runoff depth
3 in
SEL
1 yr, 24 hr intensity
0.125 in/hr
Insufficient. Increase infiltration rate or include underdrains.
02
Pre - development 1 -yr, 24 -hr peak flow
0.100 ft /sec
Soil permeability
�y •, �; T�
Post - development 1 -yr, 24 -hr peak flow
0.240 ft3 /sec
`,j�
Pre /Post 1 -yr, 24 -hr peak control
0.140 ft3 /sec
OK
X11 C. R r \�1' ■1�'1�
8%
OK
Form SW401- Bioretention -Rev.8
June 25, 2010
Storage Volume: Non -SA Waters
Minimum volume required
4,153.0 ft
Volume provided
4,792.0 ft
OK
Storage Volume: SA Waters
1.5" runoff volume
ft
Pre - development 1 -yr, 24 -hr runoff
ft
Post - development 1 -yr, 24 -hr runoff
ft
Minimum volume required
0 ft
Volume provided
ft
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 It
Surface area of the top of the bioretention cell
5,685.0 ft
OK
Length:
70 ft
OK
Width:
85 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6.37 hr
OK
Drawdown time, to 24 inches below surface
2.4 hr
OK
Drawdown time, total:
8.77 hr
In -situ soil.
Soil permeability
0.33 in /hr
Insufficient. Increase infiltration rate or include underdrains.
Planting media soil:
Soil permeability
2.00 in /hr
OK
Soil composition
• Sand (by volume)
88%
OK
• Fines (by volume)
8%
OK
Form SW401- Bioretention -Rev.8
June 25, 2010
Parts I and II, Design Summary, Page 1 of 4

% Organic (by volume)
Phosphorus Index (P- Index) of media
Form SW401- Bioretention -Rev,8
June 25, 2010
4%
Total: 100%
8 (unitless)
OK
Insufficient P- Index.
Permit Number:
(to be provided by DWQ)
Parts I and II. Design Summary, Page 2 of 4

Permit Number
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
413.00 fmsl
Type of bioretention cell (answer "Y" to only one of the two following
questions):
Is this a grassed cell?
N
(Y or N)
Is this a cell with trees /shrubs?
Y
(Y or N)
OK media depth
Planting elevation (top of the mulch or grass sod layer)
412 fmsl
Depth of mulch
2 inches
OK
Bottom of the planting media soil
407.5 fmsl
Planting media depth
4.5 ft
Depth of washed sand below planting media soil
0.33 ft
Are underdrains being installed?
Y
(Y or N)
How many clean out pipes are being installed?
4
Insufficient number of clean out pipes provided.
What factor of safety is used for sizing the underdrains? (See
10
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required
406.17 fmsl
SHWT elevation
404 fmsl
Distance from bottom to SHWT
2.17 ft
OK
Internal Water Storage Zone (IWS)
Does the design include IWS
N
(Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
412 ft
Planting Plan
Number of tree species
1
Number of shrub species
3
Number of herbaceous groundcover species
3
OK
Additional Information
Does volume in excess of the design volume bypass the
Y
(Y or N)
OK
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
N
(Y or N)
Excess volume must pass through filter.
through a vegetated filter?
What is the length of the vegetated filter?
0 ft
Does the design use a level spreader to evenly distribute flow?
N
(Y or N)
Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
Y
(Y or N)
OK
SA waters)?
Is the BMP Iocaled at least 100 feet from water supply wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
Y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
Y
(Y or N)
OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
1 ft/sec
OK
Is the area surrounding the cell likely to undergo development in the
N
(Y or N)
OK
future?
Are the slopes draining to the bioretention cell greater than 20 %?
N
(Y or N)
OK
Is the drainage area permanently stabilized?
Y
(Y or N)
OK
Pretreatment Used
(Indicate Type Used with an "X" in the shaded cell)
Gravel and grass
(8 +inches gravel followed by 3 -5 ft of grass)
Grassed swale
#VALUE!
Forebay
X
Other
X
Form SW401- Bioretention -Rev.8
June 25, 2010 Parts I and 11. Design Summary, Page 3 of 4

Permit No:
(to be assigned by DWQ)
III. REQUIRED ITEMS 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.
Form SW401- Bioretention -Rev.7 Part III, Page 4 of 4
Paget Plan
i�afs
Sheet No.
_(
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Cell dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
p
y
2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Cell dimensions
Pretreatment system,
High flow bypass system,
Maintenance access,
Recorded drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable),
Clean out pipe locations,
Overflow device, and
Boundaries of drainage easement.
Indicate the P -Index between 10 and 30
3. Section view of the bioretention cell (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Underdrain system (if applicable), and
Bioretention cell layers [ground level and slope, pre- treatment, ponding depth, mulch depth, fill media
depth, washed sand, filter fabric (or choking stone if applicable), #57 stone, underdrains (if applicable),
SHWT level(s), and overflow structure]
.lj
4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information. All
elevations shall be in feet mean sea level (fmsl). Results of soils tests of both the planting soil and the in
situ soil must include:
Soil permeability,
Soil composition (% sand, % fines, % organic), and
- index.
5. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
d
A variety of suitable species,
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
The source nursery for the plants, and
Fertilizer and watering requirements to establish vegetation.
6. A construction sequence that shows how the bioretention cell will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations (including underdrain calculations, if applicable).
Agr--Ib
8. A copy of the signed and notarized inspection and maintenance (I &M) agreement.
9. A copy of the deed restriction.
Form SW401- Bioretention -Rev.7 Part III, Page 4 of 4

Permit Number;
(to be provided by DWQ)
F y Y
_ _ p
a
r
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section III) and the I &M Agreement (Section IV)
I:: ;PRQJEGf`:;IINFOif1��1'�fWV
Project name Grey's Landing
Contact name Hunter Freeman
Phone number
Date
Drainage area number
919 - 469 -3340
January 13, 2012
II. DESIGN INFORMATION
2,882.00 ft'
Adjusted water quality volume (WQVAdi)
Site Characteristics
Volume contained in the sedimentation basin and on top of the sand filter
2,880.00 ft'
Drainage area (AD)
87,991.20 ft' OK
Weir elevation (between chambers)
Impervious area
33,541.20 ft2
5.00 ft
% Impervious (IA)
38.1% %
Runoff Coefficient (Rv)
Design rainfall depth (RD)
1.00 in
5S. C� /fir
Peak Flow Calculations
7.50 ft
0
1 -yr, 24 -hr runoff depth
3.00 in
SEAL
1 -yr, 24 -hr intensity
0.13 in /hr
028942
Pre - development 1 -yr, 24 -hr runoff
0.11 ft3 /sec
r
Post - development 1 -yr, 24 -hr runoff
0.16 ft'/sec
���,�; HG I ti 0'-
Pre /Post 1 -yr, 24 -hr peak control
0.05 ft'/sec
f/,I�RI
Storage Volume
Design volume (WQV)
2,882.00 ft'
Adjusted water quality volume (WQVAdi)
2,161.50 ft'
Volume contained in the sedimentation basin and on top of the sand filter
2,880.00 ft'
Top of sand filter /grate elevation
406.5 ft amsl
Weir elevation (between chambers)
413.5 ft amsl
Maximum head on the sedimentation basin and sand filter (hMaxF;uer)
5.00 ft
Average head on the sedimentation basin and sand filter (hA)
2.50 ft
Runoff Coefficient (Rv)
0.39 (unitless)
Type of Sand Filter
Open sand filter? N
Y or N
SHWT elevation
ft amsl
Bottom of the sand filter elevation
ft amsl
Clearance (dSHWr)
Closed /pre -cast sand filter? Y
Y or N
SHWT elevation
404.00 ft amsl
Bottom of the sand filter elevation
405.00 ft amsl
Clearance (dsHWT)
1.00
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
7.50 ft
structure (dspace)
OK
OK
OK
Form SW401 -Sand Filter -Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 3

Additional Information
Does volume in excess of the design volume bypass the sand filter?
Y
Permit Number:
OK
Is an off -line flow - splitting device used?
(to be provided by DWQ)
Sedimentation Basin
OK
If draining to SA waters: Does volume in excess of the design volume flow
Surface area of sedimentation basin (As)
240.00 ft2
OK. Meets minimum, but may need to be increased to
Sedimentation basin /chamber depth
5.00 ft
Sand Filter
What is the length of the vegetated filter?
Surface area of sand filter (AF)
240.00 ft2
OK. Meets minimum, but may need to be increased to
Top of sand media filter bed elevation
406.50 ft amsl
Show how flow is evenly distributed.
Bottom of sand media filter bed /drain elevation
405.00 ft amsl
Y or N
Depth of the sand media filter bed (dF)
1.50 ft
Coefficient of permeability for the sand filter (k)
6.00 (ft/day)
Are the vegetated side slopes equal to or less than 3:1
Outlet diameter
6.00 in
Outlet discharge /flowrate
0.02 ft3 /sec
Y or N
Time to drain the sand filter (t)
30.00 hours
OK. Submit drainage calculations.
Time to drain the sand filter (t)
1.25 days
What is the width of the sedimentation chamber /forebay (Wsed)?
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Y
Y or N
OK
Is an off -line flow - splitting device used?
Y
Y or N
OK
If draining to SA waters: Does volume in excess of the design volume flow
N
Y or N
Excess volume must pass through filter.
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
0.00 ft
Does the design use a level spreader to evenly distribute flow?
N
Y or N
Show how flow is evenly distributed.
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
Y
Y or N
OK
If not a closed bottom, is BMP located at least 1 00f from water supply wells?
Y or N
Are the vegetated side slopes equal to or less than 3:1
Y or N
Is the BMP located in a recorded drainage easement with a recorded access
Y
Y or N
OK
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber /forebay (Wsed)?
6.00 ft
OK
What is the depth of sand over the outlet pipe (dpipe)?
1.00 ft
OK
Form SW401 -Sand Filter-Rev-5 2009Sept17 Parts I and II. Project Design Summary, Page 2 of 3

Permit No.
(to be provided by DWQ)
lil. REQUIRED ITEMS 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.
Initials Page/ Plan
Sheet No.
lY�
9-
a
.01
1. Plans (1" - 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
Maintenance access,
- Flow splitting device,
Proposed drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the
chamber,
Maintenance access,
Flow splitting device,
Vegetative filter strip dimensions and slope (if SA waters),
Proposed drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable), and
Boundaries of drainage easement.
filter
3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
Depth of sand filter media,
Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
SHWT elevation,
Outlet pipe, and
Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
l'pc�lbj 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5. Supporting calculations (including drainage calculations)
�a1 6. Signed and notarized operation and maintenance (0 &M) agreement
7. A copy of the deed restrictions (if required).
Form SW401 -Sand Filter -Rev.5 2009Sept17 Part III, Page 3 of 3

Permit Number.
(to be provided by DWQ)
mAUm"A
Y
- 7 y
NCDEhIR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
SAND FILTER SUPPLEMENT
This form must be filled out on line, printed and submitted with all of the required information.
Make sure to also fill out and submit the Required Items Checklist (Section lll) and the I &M Agreement (Section IV)
I. PROJECT INFORMATION
Project name Grey's Landing
Contact name Hunter Freeman
Phone number
Date
Drainage area number
919 - 469 -3340
13, 2012
II.._ .DESIGN INFORMATION
Site Characteristics
Drainage area (AD) 107,593.20 ft OK
Impervious area 41,382.00 ft
% Impervious (IA) 38.5% %
Design rainfall depth (RD) 1.00 in r
Peak Flow Calculations
1 -yr, 24 -hr runoff depth
3.00
in
1 -yr, 24 -hr intensity
0.13
in /hr
Pre - development 1 -yr, 24 -hr runoff
0.12
ft3 /sec
Post - development 1 -yr, 24 -hr runoff
0.19
ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
0.07
ft3 /sec
Storage Volume
Design volume (WQV) 3,552.00 ft'
Adjusted water quality volume (WQVAd) 2,664.00 ft3 OK
Volume contained in the sedimentation basin and on top of the sand filter 2,880.00 ft'
Top of sand filter /grate elevation 392.5 ft amsl
Weir elevation (between chambers) 397.5 ft amsl
Maximum head on the sedimentation basin and sand filter (hMaxFilter) 5.00 ft OK
Average head on the sedimentation basin and sand filter (hA) 2.50 ft OK
Runoff Coefficient (Rv) 0.40 (unitless)
Type of Sand Filter
Open sand filter? N
Y or N
SHWT elevation
ft amsl
Bottom of the sand filter elevation
ft amsl
Clearance (dSHWT)
Closed /pre -cast sand filter? Y
Y or N
SHWT elevation
390.00 ft amsl
Bottom of the sand filter elevation
391.00 ft amsl
Clearance (dsHtrr)
1.00
If this is a closed, underground closed sand filter: The clearance between
the surface of the sand filter and the bottom of the roof of the underground
7.50 ft
structure (dspaCe)
Y
A'Ia�,��
028942
Form SW401 -Sand Filter -Rev.5 2009Sept17 Parts I and II. Project Design Summary, Page 1 of 2

Additional Information
Does volume in excess of the design volume bypass the sand filter?
Y
Permit Number:
OK
Is an off -line flow - splitting device used?
(to be provided by DWQ)
Sedimentation Basin
OK
If draining to SA waters: Does volume in excess of the design volume flow
Surface area of sedimentation basin (As)
288.00 ft2
OK. Meets minimum, but may need to be increased to
Sedimentation basin /chamber depth
5.00 ft
Sand Filter
What is the length of the vegetated filter?
Surface area of sand filter (AF)
288.00 ft2
OK. Meets minimum, but may need to be increased to
Top of sand media filter bed elevation
392.50 ft amsl
Show how flow is evenly distributed.
Bottom of sand media filter bed /drain elevation
391.00 It amsl
Y or N
Depth of the sand media filter bed (dF)
1.50 ft
Coefficient of permeability for the sand filter (k)
6.00 (ft/day)
Are the vegetated side slopes equal to or less than 3:1
Outlet diameter
6.00 in
Outlet discharge /flowrate
0.02 ft3 /sec
Y or N
Time to drain the sand filter (t)
30.00 hours
OK. Submit drainage calculations.
Time to drain the sand filter (t)
1.25 days
What is the width of the sedimentation chamber /forebay (Wsm)?
Additional Information
Does volume in excess of the design volume bypass the sand filter?
Y
Y or N
OK
Is an off -line flow - splitting device used?
Y
Y or N
OK
If draining to SA waters: Does volume in excess of the design volume flow
N
Y or N
Excess volume must pass through filter.
evenly distributed through a vegetated filter?
What is the length of the vegetated filter?
0.00 It
Does the design use a level spreader to evenly distribute flow?
N
Y or N
Show how flow is evenly distributed.
Is the BMP located at least 30ft from surface waters (50ft if SA waters)?
Y
Y or N
OK
If not a closed bottom, is BMP located at least 1 00f from water supply wells?
Y or N
Are the vegetated side slopes equal to or less than 3:1
Y or N
Is the BMP located in a recorded drainage easement with a recorded access
Y
Y or N
OK
easement to a public Right of Way (ROW)?
What is the width of the sedimentation chamber /forebay (Wsm)?
8.00 ft
OK
What is the depth of sand over the outlet pipe (dpipe)?
1.00 ft
OK
Form SW401 -Sand Filter-Rev-5 2009Sept17 Parts I and 11. Project Design Summary, Page 2 of 3

Permit No._
(to be provided by DWQ)
JUL REQUIRED ITEMS 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.
Initials Pagel Plan
Sheet No.
4 1. Plans (1" 50' or larger) of the entire site with labeled drainage area boundaries
- System dimensions (length, width, and depth) for both the sedimentation chamber and the filter
chamber,
Maintenance access,
Flow splitting device,
Proposed drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the sand filter showing:
- System dimensions (length, width, and depth) for both the sedimentation chamber and the
chamber,
Maintenance access,
Flow splitting device,
Vegetative filter strip dimensions and slope (if SA waters),
Proposed drainage easement and public right of way (ROW),
Design at ultimate build -out,
Off -site drainage (if applicable), and
Boundaries of drainage easement.
3. Section view of the sand filter (1" = 20' or larger) showing:
- Depth(s) of the sedimentation chamber and sand filter chamber,
- Depth of sand filter media,
filter
Connection between the sedimentation chamber and the sand filter chamber and weir elevation,
SHWT elevation,
Outlet pipe, and
Clearance from the surface of the sand filter to the bottom of the roof of the underground structure (if
applicable).
Ar r." 4. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
investigation request form. County soil maps are not an acceptable source of soils information.
5. Supporting calculations (including drainage calculations)
6. Signed and notarized operation and maintenance (0 &M) agreement
7. A copy of the deed restrictions (if required).
Form SW401 -Sand Filter -Rev.5 2009Sept17 Part III, Page 3 of 3

SERVICES,
October 24, 2011
Project No. 1089 -1
Withers & Ravenel
Attn: Hunter Freeman
111 MacKenan Drive
Cary, NC 27511
Re: Stormwater Soil Evaluation
Grey's Landing — Raleigh, NC
Dear Mr. Hunter:
Soil Services, PLLC performed a soils evaluation in the four proposed stormwater bioretention areas at
the Grey's Landing, located at 8230 Woburn Drive, Raleigh, Wake County, NC. The site plan provided
by Withers & Ravenel dictated the location, elevation and depth of soil borings based on the stormwater
device (BMP) type (see Exhibit 1). The proposed floor elevation of the BMP was 408' with 2 alternative
locations at depths of 408' & 395'. At the indicated locations, representative soil morphology profile
descriptions were performed and the apparent water table and seasonal high water tables were observed
(see Exhibit 2). The purpose of this evaluation is to provide additional information for designing
stormwater management devices. The following is a brief report of the methods utilized in this evaluation
and the results obtained.
Results & Recommendations
Hand auger borings were used to evaluate soil conditions (texture, structure, depth, wetness condition,
etc.) relative to the proposed stormwater device. Soil description techniques and estimated hydraulic
conductivities were based on the NRCS Field Book for Describing and Sampling Soils and the NRCS
Soil Survey Manual 1993.
In general, the soil profiles contained a loam surface and a clay subsurface. Shallow rock or weathered
rock was found in auger boring 4. The shallow soil profile should be considered when choosing and
designing a stormwater device (BMP). Bioretention cells require a minimum 2 -foot separation from the
seasonal high water table or confining layer.
The proposed BMP is a bioretention cell with a proposed floor of 408'. Borings 1 & 2 were located
within the BMP area. Boring 1 was bored to a depth of 108 inches (elev. 406') and had a seasonal high
wetness condition and apparent water table greater than 108 inches. Boring 2 was bored to a depth of 108
inches (elev. 405') and had a seasonal high wetness condition and apparent water table greater than 108
inches.
The 2 alternative areas were evaluated for potential use as a bioretention area. ALT 1 and ALT 2
included borings 3 and 4, respectively. Alternative area 1 had a proposed bottom elevation of 408'.
Boring 3 was bored to a depth of 96 inches (elev. 406') and had a seasonal high wetness condition and
Phone: [phone] www.SoilServices.org Fax: [phone]

apparent water table greater than 96 inches. Alternative area 2 had a proposed bottom elevation of 395'.
Boring 4 was bored to a depth of 60 inches (elev. 395') and had a confining layer (rock) at 60 inches.
In conclusion, the design of any BUT should consider the soil characteristics found at each location (i.e.
shallow parent material and/or shallow wetness condition). The proposed BMP as well as alternative
area 1 appear to be suitable for use as a bioretention cell based on the parameters provided by Withers &
Ravenel. Due to the shallow soil depth in alternative area 2, a bioretention cell with a bottom elevation of
395' would not meet the current regulations. Soil Services, PLLC is pleased to be of further service in
this matter and we look forward to assisting in the successful completion of the project. Please contact us
with any questions or concerns.
Sincerely,
�- a
01�1
Sarah WlieeMr�
NC License No. 1
Attachments:
- Stormwater Soil Evaluation Map
- Soil Profile Descriptions
!Q/
Page 2 of 2

Exhibit 1

Exhibit 2

Boring 1
Depth
Horizon
Color
Texture
Grade
Structure
Consistency
Notes
Matrix
Mottle
0-4
A
7.5YR 4/4
-
L
W
SBK
VFR
-
4-30
Btl
2.5YR 4/8
-
C
S
SBK
FI
30-50
Bt2
2.5YR 4/8
7.5YR 8/6
C
M
SBK
FI
Parent Material
50-66
BC
5YR 6/8
2.5YR 4/8
CL
W
SBK
FR
Parent Material
7.5YR 8/6
66-108
C
7.5YR 6/8
2.5YR 4/8
L
MA
SLS
VFR
Parent Material
7.5YR 8/6
SHWT: >108 inches
AWT: >108 inches

Boring 2
Depth
Horizon
Color
Texture
Grade
Structure
Consistency
Notes
Matrix
Mottle
0-4
A
7.5YR 4/4
-
L
W
SBK
VFR
-
4-9
BA
5YR 4/6
CL
W
SBK
FR
9-40
Btl
2.5YR 4/8
C
S
SBK
FI
40-58
Bt2
2.5YR 4/8
2.5Y 8/6
C
M
SBK
FI
Parent Material
58-82
BC
5YR 5/8
5YR 5/8
CL
M
SBK
FR
Parent Material
82-108
C
5YR 5/8
2.5Y 8/6
2.5YR 4/8
2.5YR 2.5/1
CL
MA
SLS
FR
Parent Material
•..
SHWT: >108 inches
AWT: >108 inches

Boring 3
Depth
Horizon
Color
Texture
Grade
Structure
Consistency
Notes
Matrix
Mottle
0-4
A
7.5YR 4/4
-
L
W
GR
VFR
-
4-9
BA
2.5YR 4/8
-
CL
W
SBK
FR
9-40
Btl
2.5YR 4/8
-
C
S
SBK
FI
40-58
Bt2
2.5YR 4/8
2.5Y 8/6
C
M
SBK
FI
Parent Material
58-82
BC
5YR 6/8
5YR 5/8
CL
W
SBK
FR
Parent Material
82-108
C
5YR 6/8
5YR 2.5/1
2.5YR 5/8
10YR 8/4
L
MA
SLS
VFR
Parent Material
SHWT: >96 inches
AWT: >96 inches

Boring 4
Depth
Horizon
Color
Texture
Grade
Structure
Consistency
Notes
Matrix
Mottle
0-4
A
I OYR 2/2
-
L
W
SBK
VFR
_
4-8
BA
5YR 4/6
-
CL
W
SBK
FR
9-60
Bt
2.5YR 4/8
-
C
S
SBK
FI
60
R
-
-
-
_
-
Rock
Fj
�i
1
4
SHWT: >60 inches
AWT: >60 inches
h.iS i-A- - 1 w Irr
Y