20120077 Ver 1_401 Application_20120212

l & Environmental Consultants, PA
ar Ridge Road a Raleigh, North Carolina 27614 a Phone: [phone] a Fax: [phone]
www.SandEC.com
To: US Army Corps of Engineers
Wilmington Regulatory Field Office
Attn: Eric Alsmeyer
3331 Heritage Trade Drive, Ste. 105
Wake Forest, NC 27587
From: Debbie Edwards
Soil & Environmental Consultants, P.A.
11010 Raven Ridge Road
Raleigh, NC 27614
Re: Del Webb- Active Adult Community
Raleigh - Durham, Durham County, NC
January 27, 2012
S &EC Project #11575.P4
NC Division of Water Quality
WebSCaPe Unit
Attn: Karen Higgins
512 N. Salisbury Street (9�h floor)
Raleigh, NC 27603
On behalf of the applicant Chris Raughley of Pulte Homes Corporation, please find attached a complete
application and supplemental information requesting written concurrence from the U.S. Army Corps of
Engineers (USACE) and the N.C. Division of Water Quality (NCDWQ) that the activities proposed below
may proceed under Nationwide Permits 12, 14 & 29, General Water Quality Certifications 3819, 3820 &
3821 and a Riparian Buffer Authorization.
It's important to note that a pre - application meeting was held on July 25, 2011 with the NCDWQ and the
USACE. In attendance were Ian McMillan, Amy Chapman and Annette Lucas of the NCDWQ, Eric
Alsmeyer of the USACE, Randy King of Pulte Home Corporation and myself. At this meeting we reviewed
the site plans and discussed major concerns with the proposed project. To date we feel that we have
addressed these concerns and have provided an application for your review and anticipated approvals.
Please contact me at (919) 846 -5900 if you have any questions or require additional information.
PROJECT SUMMARY
Project Name
- - - - - -- -- - -
Del Webb- Active Adult Community
Project Type
Residential Subdivision
Owner/Applicant
Pulte Homes Corporation
County
Wake & Durham
Nearest Town
Durham
Waterbody Name
UT to Little Brier Creek & Lick Creek
Basin / Sub -basin
27- 23 -4 -1 & 27-11-(0.5)
Index Number
03 -04 -02
Class
C, NSW & WS -IV, NSW
IMPACT SUMMARY
Stream Impact (acres):
0.321 (0.198 Permanent & 0.123 Temporary)
Wetland Impact (acres):
0.421 (0.119 Permanent & 0.303 Temporary)
Isolated Wetland Impacts (acres):
0.502
Open Water Impact (acres):
0
Total Impact to Waters of the U.S. (acres)
0.742 (0.317 Permanent & 0.426 Temporary)
Total Stream Impact (linear feet):
896 (250 Permanent Important & 262 Permanent
Unimportant
Total Riparian Buffer Impacts (sq. ft.):
Zone 1: 62,938
Zone 2: 123,549

Attachments:
Pre - construction Notification Application Form
Agent Authorization Form
NRCS Soil Survey Map & USGS Topographic Map
Neuse Buffer Determination Letters (NBRRO 10 -222, 11 -123, 09 -018, 2009 -0522 Appeal letter and 11 -140)
Jurisdictional Determination -AID# 2011 -00318
Wetland Survey for Leesville Active Adult Community- Jennifer Burdette
EBX Statement of Availability letter- January 18, 2012
Wildlands Engineering Reservation of Credit letter- January 16, 2012
NCEEP In -Lieu Fee Acceptance Letter - January 24, 2012
EBX No Credit Availability Email- January 17, 2012
City of Durham — Proposed 12" Waterline to Serve Del Webb -US 70- January 26, 2012
Offsite Waterline Extension Map -sheet C539
City of Durham - Raleigh Interconnection Project Map -C7
Stormwater Impact Analysis (DWQ only)
Level Spreader Worksheets (DWQ only)
Stormwater Facility Agreement (DWQ only)
Overall Site Plan Index Sheet -Sheet C520
Existing Conditions & Proposed Conditions: Impact Key Index - sheets C521 -0528
Impact Exhibits- sheets C529 -0538
$570 DWQ Application Fee

\O�0F W AT�c9QG
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre - Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1 a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 12, 14 & 29 or General Permit (GP) number: N/A
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
1e. 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 h
below.
❑ Yes
® No
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
® No
2. Project Information
2a. Name of project:
Del Webb - Active Adult Community
2b. County:
Durham & Wake
2c. Nearest municipality / town:
Durham
2d. Subdivision name:
Del Webb
2e. NCDOT only, T.I.P. or state
project no:
N/A
3. Owner Information
3a. Name(s) on Recorded Deed:
See Attached list
3b. Deed Book and Page No.
See Attached list
3c. Responsible Party (for LLC if
applicable):
Chris Raughley VP Land Development, Pulte Home Corporation
3d. Street address:
1225 Crescent Green Drive, Suite 250
3e. City, state, zip:
Cary, NC 27518
3f. Telephone no.:
919 - 816 -1100
3g. Fax no.:
919 -816 -1198
3h. Email address:
N/A
Page 1 of 14
PCN Form — Version 1.3 December 10, 2008 Version

4. Applicant Information (if different from owner)
4a. Applicant is:
❑ Agent ® Other, specify: Owner please send correspondence to both Owner
and Agent
4b. Name:
Chris Raughley, VP Land Development
4c. Business name
(if applicable):
Pulte Homes Corporation
4d. Street address:
1225 Crescent Green Drive, Suite 250
4e. City, state, zip:
Cary, NC 27518
4f. Telephone no.:
919 -816 -1100
4g. Fax no.:
919 -816 -1198
4h. Email address:
N/A
5. Agent/Consultant Information (if applicable)
5a. Name:
Debbie Edwards
5b. Business name
(if applicable):
Soil & Environmental Consultants, PA
5c. Street address:
11010 Raven Ridge Road
5d. City, state, zip:
Raleigh, NC 27614
5e. Telephone no.:
919- 846 -5900
5f. Fax no.:
919- 846 -9467
5g. Email address:
DEdwards @SandEC.com
Page 2 of 14

B. Project Information and Prior Project History
1. Property Identification
Parcel ID: 0769 -01 -16 -4591, 0769 -14 -4892, 0769- 01 -26-
4978, 0769 -01 -26 -9080, 0769 -01 -35 -3524, 0769-03-35 -
1a. Property identification no. (tax PIN or parcel ID):
7254, 0769 -03 -24 -8486, 0769 -03 -33 -2232, 0769- 03 -44-
6000, 0769 -04 -52 -7602, 0769 -04 -42 -5588, 0769-03-21 -
3379, 0860 -03 -13 -0809, 0850 -03 -96 -8066
1 b. Site coordinates (in decimal degrees): IMPACT AREA H
Latitude: 35.9303 Longitude: - 78.7849
(DD.DDDDDD) (- DD.DDDDDD)
1 c. Property size:
t 431.61 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to
UT to Little Brier Creek, 27- 33-4 -1 and Lick Creek, 27-11 -
proposed project:
(0.5)
2b. Water Quality Classification of nearest receiving water:
C, NSW and WS -iV,• NSW
2c. River basin:
Neuse 03- 04 -02, Hydrologic Unit Code 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 existing conditions on site consist of large parcels of forested land, timbered land and rural residential.
The general land use in the vicinity of the project is rural residential and forested.
3b. List the total estimated acreage of all existing wetlands on the property:
Approximately 0. 563 acres of Jurisdictional Wetlands and 0.523 acres of Isolated Wetlands
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
Approximately 19,297 linear feet of stream
3d. Explain the purpose of the proposed project:
The purpose of the proposed project is to construct an Active Adult Residential Community.
3e. Describe the overall project in detail, including the type of equipment to be used:
The overall project consists of the construction of an Active Adult Residential Community, including but not limited
to: roads, utilities, greenways, stormwater devices, residential structures and associated facilities. The 430+
development will include an off -site access road that connects the southeast portion of the project to the existing
TW Alexander Dr. at its intersection with ACC Blvd_ TW Alexander Dr. will be extended to the east and will
intersect with a new Collector Road that will be built from Andrews Chapel Road. This Collector road will extend
north of Andrews Chapel Road to connect with Leesville Road. This new north -south Collector road is required by
the- Wake- Durham Collector Road Plan. TW Alexander will then be extended to the east to install a previously
approved stream crossing permitted by the USA CE (SA W -2006- 33046) and the NCDWQ (DWQ Project
#20060738/Cert. No. 3598). In addition, the City of Durham is requiring the construction of a pump station and
Force Main to connect to the existing City sewer system and a waterline connection to connect to the City water
system. The pump station is proposed to the south of the development with the Force Main going through the
development, connecting to Leesville Road and ultimately connecting to an existing pump station on the west side
of Doc Nichols Road. The waterline will extend along the Collector road, TW Alexander Dr. and ultimately connect
to the new City of Durham water main in US 70. This water main will be constructed within the existing Right of
Way of existing roads. The crossing of an existing stream on the south side of US 70 will be accomplished at the
same time and within the footprint of the permit that the City of Durham obtained for their proposed water
interconnection with the City of Raleigh, please see attached sheets C539 and C7 for the waterline location and
AID. Equipment to be used will include excavators, bull dozers and other typical equipment used for land clearing,
construction and excavating.
Page 3 of 14
PCN Form - Version 1.3 December 10. 2008 Version

Project Information and Prior Project History
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
®Yes El No ❑Unknown
Comments:
4b. If the Corps made the jurisdictional determination, what type
of determination was made?
❑ Preliminary ®Final
Comments: Action ID #2011 -00318
4c. If yes, who delineated the jurisdictional areas?
Agency /Consultant Company: Soil & Environmental
Name (if known): Steven Ball
Consultants, PA Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
USA CE-site visits with Eric Alsmeyer on January 6 & June 28, 2011 (Action 1D #2011- 00318). NCDWQ -site visits with
Martin Richmond on December 10, 2010 & May 26, 2011 (NBRRO #10 -222, 11 -123 & 11 -140). Additionally, a portion of
this project was delineated by Jennifer Burdette, NCDWQ site visits with Lauren Witherspoon on December 30, 2008 &
February 12, 2009 (NBRRO/IP #09 -018). The wetland survey for these parcels has been submitted to the USA CE by
Jennifer Burdette for verification and signature in August 2011.
5. Project History
5a. Have permits or certifications been requested or obtained for
FE]Yes No El Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
NIA
6. Future Project Plans
6a. Is this a phased project? ® Yes ❑ No
6b. If yes, explain.
The project will be constructed in two phases. Phase I will start construction upon receipt of Approvals, Phase it will be
constructed at a later date. Please note that there are parcels within Phase Ii that are identified as Future" at present
these areas cannot pursue development review /approval by the City of Durham. This is a result of a 5-yea; no -build
moratorium that has been imposed by the City because of timbering activities that did not comply with the City's UDO.
Page 4 of 14

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 — Permanent
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Area of impact
P or Temporary T
if known
DWQ — non -404, other
acres
W -1 ®P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.017
W -2 ®P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.015
W -3 ®P ❑ T
Road
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.048
W -3 ® P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.237
W -4A ®P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑Corps
® DWQ
0.006
W4B ®P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.002
W -5 ® P [:IT
Force Main
Easement &
ISOLATED
® Yes
El Corps
0.009
Greenway
❑ No
®DWQ
W -6 ® P ❑ T
Road
ISOLATED
® Yes
❑ No
❑ Corps
®DWQ
0.008
W -6 ® P ❑ T
Lot Fill
ISOLATED
Yes
❑ No
❑ Corps
® DWQ
0.046
W -7 ®P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.009
W -8A ® P ❑ T
Road
Headwater
® Yes
® Corps
0.015
Weiland
❑ No
❑ DWQ
W -8A ®P ❑ T
Lot Fill
Headwater
® Yes
® Corps
0.043
Wetland
❑ No
❑ DWQ
W -8B ® P ❑ T
Lot Fill
Headwater
® Yes
® Corps
0.047
Wetland
❑ No
❑ DWQ
W -9 ® P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.023
W -10 ® P ❑ T
Road
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.004
W -10 ® P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.039
W -11 ® P ❑ T
Road
Headwater
® Yes
® Corps
0.0002
Wetland
❑ No
❑ DWQ
W -11 ® P [:IT
Lot Fill
Headwater
® Yes
® Corps
0.014
Wetland
❑ No
❑ DWQ
W -12 ® P ❑ T
Lot Fill
ISOLATED
® Yes
❑ No
❑ Corps
® DWQ
0.039
Page 5 of 14
PCN Form — Version 1.3 December 10, 2008 Version

W -13 ❑ PEI T
Force Main
impounded
® Yes
® Corps
0.012
Wetland
❑ No
❑ DWQ
W -14 ❑ P ® T
Force Main
Impounded
® Yes
® Corps
0.290
Wetland
❑ No
❑ DWQ
2g. Total wetland impacts
0.923
2h. Comments:
Of the 0.923 acres of proposed wetland impacts, 0.502 acres are ISOLATED WETLANDS and 0.421 are
JURISDICTIONAL WETLAND IMPACTS. Of the 0.421 acres, 0.119 is permanent.
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 - Permanent
(PER) or
(Corps - 404, 10
stream
length
(P) or Temporary (T)
intermittent
DWQ - non -404,
width
(linear
(INT)?
other)
(feet)
feet)
St ( A ) ® P [-I T
Road Crossin g
UT to Little
❑ PER
® Corps
11
178
Brier Creek
® INT
❑ DWQ
S2 (B) ❑ P ® T
Sanitary Sewer
UT to Little Brier
® PER
® Corps
11
45
Creek
❑ INT
❑ DWQ
S3 (C) ® P ❑ T
Road Crossing/
UT to Little
❑ PER
® Corps
22
84
Greenway
Brier Creek
® INT
❑ DWQ
S4 (D) ❑ P ® T
Sanitary Sewer
UT to Little Brier
® PER
® Corps
10
37
Creek
❑ INT
❑ DWQ
S5 (F) El P ®T
Aerial Sanitary
Sewer/
UT to Little Brier
®PER
®Corps
6
40
Greenway
Creek
❑INT
❑DWQ
S6 (G) [-I P ® T
Aerial Sanitary
Sewer/
UT to Little Brier
® PER
® Corps
8
36
Greenway
Creek
[-I INT
❑DWQ
S7 (H) ®P El
Road Crossing
UT to Little
® PER
® Corps
18
250
Brier Creek
❑ INT
El DWQ
S8 (l) ❑ P ® T
Sanitary Sewer
UT to Little Brier
® PER
® Corps
6
31
Creek
❑ INT
❑ DWQ
S9 (J) F1 P ®T
Sanitary Sewer/
UT to Little Brier
® PER
® Corps
12
40
Greenway
Creek
[:1 INT
El DWQ
S10 (K) ❑ P ®T
Sanitary Sewer/
UT to Little Brier
® PER
® Corps
19
33
Greenway
Creek
El INT
El DWQ
S11 (M) ❑ P ® T
Sanitary
UT to Little Brier
® PER
® Corps
16
56
Sewer /Force Main
Creek
❑ INT
❑ DWQ
S12 (N1) ❑ P ® T
Force Main
Lick Creek
❑ PER
® INT
® Corps
❑ DWQ
1
35
S13 (N2) ❑ P ® T
Force Main
Lick Creek
® PER
❑ INT
® Corps
❑ DWQ
15
31
3h. Total stream and tributary impacts
896
3i. Comments: Compensatory Mitigation proposed for all permanent stream impacts which total 512 linear feet The
USACE will require a 2:1 mitigation ratio for the important/perennial stream impacts which total 500 linear feet and
the NCDWQ will require a 1:1 mitigation ratio on all permanent stream impacts with total 512 linear feet As such, the
proposed 512 linear feet of compensatory mitigation should cover both the USA CE and the NCDWQ requirements.
Page 6 of 14

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 individ allv list all open water im acts below.
4a.
4b.
4c.
4d.
4e.
Open water impact
Name of waterbody
number—
(if applicable)
Type of impact
Waterbody type
Area of impact (acres)
Permanent (P) or
Temporary( T
01 ❑P ❑T
02 ❑P ❑T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If pond or lake construction proposed, then com lete the chart below.
5a
5b.
5c.
5d.
5e.
Wetland Impacts (acres)
Stream Impacts (feet)
Upland
Pond ID
Proposed use or purpose of
(acres)
number
pond
Flood
ed
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
5f. 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:
Page 7 of 14

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 impact
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P) or
Stream name
mitigation
(square feet)
(square feet)
Temporary T
required?
61 (A) ® P ❑ T
Road Crossing
UT to Little Brier
Creek
® Nos
8,244
4,618
B2 (B) ❑ P ® T
Gravity
UT to Little Brier
❑ Yes
2,687
1,719
Sewer /Greenway
Creek
® No
B3 (C) ® P ❑ T
Road
UT to Little Brier
❑ Yes
3,685
1,946
Crossing /Greenway
Creek
® No
B4 (D) ❑ P ® T
Gravity Sewer
UT to Little Brier
Creek
® No
2,045
1,249
B5 (E) ® P ❑ T
Road Crossing
UT to Little Brier
Creek
No
11,075
6,132
B6 (F) ❑ P ® T
Gravity
UT to Little Brier
❑ Yes
2,584
2,485
Sewer /Greenway
Creek
® No
B7 (G) ❑ P ® T
Gravity
UT to Little Brier
❑ Yes
2,235
1,504
Sewer /Greenway
Creek
® No
B8 (H) ® P ❑ T
Road Crossing
UT to Little Brier
Creek
a No
13,676
12,162
B9 (I) ❑ P ® T
Gravity Sewer
UT to Little Brier
Creek
® Nos
2,061
1,386
B10 (J) ❑ P ® T
Gravity
UT to Little Brier
❑ Yes
2,602
1,755
Sewer /Greenway
Creek
® No
611 (K) ❑ P ®T
Gravity Sewer /Force
UT to Little Brier
❑ Yes
2,450
1,635
Main /Greenway
Creek
® No
B12 (M) ❑ P ®T
Gravity Sewer /Force
UT to Little Brier
❑ Yes
3,512
2,811
Main
Creek
® No
B13 (N1) ❑ P ® T
Force Main
Lick Creek
® No
1,983
1,643
B14 (N2) ❑ P ® T
Force Main
Lick Creek
® Nos
1,805
1,203
PARALLEL
® Yes
BUFFER
Parallel
UT to Little Brier
Zone 1
IMPACTS -See
Utility /Greenway
Creek or Brier
only
2,294
81,301
Attached Table
Creek
❑ No
®P ®T
6h. Total buffer impacts
62,938
123,549
6i. Comments: The above listed riparian buffer impacts B1 -B13 are the proposed perpendicular crossings (i.e.
road/utility/greenway) through the riparian buffer, the last row on this table is a total of the parallel riparian buffer
impacts from attached table. Totals that are bold require buffer mitigation.
Page 8 of 14

D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Please see attached Avoidance and Minimization
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Erosion & Sediment Control plan and measures such as Tree Protection Fencing to protect water quality during
construction activities.
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: EBX Neuse Riparian Buffer Umbrella Mitigation Bank/Rudolph Site and Wildlands Engineering -
Wildlands Southeast Holdings 1, LLC
3b. Credits Purchased (attach receipt and letter)
Type: Stream & Buffer
Quantity: 592 Stream & 908,576
Buffer
3c. Comments: Reservation of credits from two different mitigation banks required to meet compensatory mitigation
requirements
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:
0 linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
4d. Buffer mitigation requested (DWQ only):
0 square feet
4e. Riparian wetland mitigation requested:
0 acres
4f. Non - riparian wetland mitigation requested:
0.92 acres
4g. Coastal (tidal) wetland mitigation requested:
0 acres
4h. Comments: Email provided by EBX indicating total wetland credits needed for project are not available through
mitigation bank.
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.
Page 9 of 14
PCN Form — Version 1.3 December 10, 2008 Version

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
® Yes ❑ No
buffer mitigation?
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.
6c.
6d.
6e.
Zone
Reason for impact
Total impact
Multiplier
Required mitigation
(square feet)
(square feet)
Road Crossings E & H
Zone 1
and Parallel Utility Impacts
27,045
3 (2 for Catawba)
81,135
to Zone 1
Zone 2
Road Crossings E & H
18,294 1
1.5
27,441
6f. Total buffer mitigation required:
108,576
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).
Payment into a private mitigation bank, please see Section D.3 and attached credit reservation letters from EBX and
WiIdlands Engineering.
6h. Comments:
Page 10 of 14

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.
Comments: See attached Stormwater Impact Analysis, Level Spreader
Worksheets and draft Stormwater Facility Agreements and Covenants. Please note
® Yes ❑ No
that Durham does not allow bypass channels to be constructed within the riparian
buffer, but instead requires installation of Engineered Filter Strips. As such, Level
Spreaders LS #7and LS #14 do not have bypass channels.
2. Stormwater Management Plan
45% (As per the project engineer.,
2a. What is the overall percent imperviousness of this project?
this is a Maximum per a
committed element of the
development plan)
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: In
summary, multiple BMP's located throughout the site will be utilized to accomplish the required onsite nitrogen and
phosphorous removal as well as provide peak flow detention for the 1 -, 2- and 10 -yrear rainfall events. For specifics,
please see attached Stormwater Impact Analysis. Please note that at this time, the applicant would like to request a
conditional 401 Approval allowing the final Stormwater Management Plan Approval and Plan, as approved by Durham, to
be submitted to the NCDWQ once received.
® 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 Durham
® 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?
4. DWQ Stormwater Program Review
❑ Coastal counties
4a. Which of the following state - implemented stormwater management programs apply
[I HQW El 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
Page 11 of 14
PCN Form — Version 1.3 December 10, 2008 Version

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 12 of 14

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)?
1c. 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
letter.)
❑ Yes ❑ No
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.
We have reviewed the "Draft Internal Policy, Cumulative impacts and the 401 Water Quality Certification and Isolated
Wetlands Programs" document prepared by the NC Division of Water Quality on April 10, 2004, version 2.1. The draft
states that many private developments are unlikely to cause cumulative impacts, including projects such as urban in -till,
most residential subdivisions and small commercial developments as well as agricultural and silvicultural operations. The
Del Webb- Active Adult Community project is a residential development. It is important to note that the project is located
within Durham County's ETJ, therefore the adjacent properties that have potential for development will have the
following regulations to protect downstream waters: 1) the Phase 11 NPDES Stormwater Permit Program, this
program includes permitting requirements for Municipal Separate Storm Sewer Systems (MS4s) in addition to post -
construction stormwater management requirements, and 2) the Neuse River Basin Riparian Buffer Protection
regulations, these regulations require limited development within the riparian buffer area in addition to "diffuse flow"
requirements at a minimum and could require Best Management Practices that control nitrogen if diffuse flow
cannot be achieved. We anticipate that the DWQ will advise us if any additional information is needed.
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.
This project will connect to the City of Durham's Sanitary Sewer System. The Durham Public Works Department will
ensure that capacity of their treatment facility will not be exceeded.
Page 13 of 14
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?
❑ 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? A file search at the Natural Heritage Program was conducted in December 2010 and again in May 2011.
Results indicated that there is one federally protected species and several Significant Natural Heritage Areas and
other elemental occurrences of rare plant and animals are located within a 5-mile radius of the property. However,
no Significant Natural Heritage Areas and no federally listed or otherwise rare species are documented within the project
boundaries.
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?
The proposed project is in Durham County, which is not near any coastal or tidal habitat that would support EFJ (i.e. salt
marshes, oyster reefs etc.).
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? S &EC
completed a record checks at the State Historic Preservation Office and wrote a report. it was found that there are no
structures on the property or within a 1 -mile radius of the property listed or eligible on the National Registry of Historic
Places. In addition, an Office of State Archaeology (OSA) records check was also performed in December 2010. Staff of
the OSA indicated that an archaeological site has been recorded onsite. The site was reported in 1982 to contain a
historic structure and various prehistoric and historic artifacts. Ms. Dolores Hall of OSA recommended an evaluation of
the site to determine its significance and whether it is eligible to be listed in the National Register. Subsequent to the
S &EC report, the applicant requested an evaluation of the potential for historic artifacts or structures related to the 1982
report. This evaluation /report is being reviewed with the OSA.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA- designated 100 -year floodplain? --TZ
Yes ❑ No
8b. If yes, explain how project meets FEMA requirements: As per the project engineer; Flood - fringe impacts are approved
as part of the site plan process by Durham. For the proposed impacts within the floodway, a CLOMR will be
prepared and submitted to the City of Durham Floodplain Administrator. Durham will then send the approved
CLOMR to the North Carolina Flood Plain Mapping Program for Approval.
8c. What source(s) did you use to make the floodplain determination? NC Floodplain Mapping Information System.
Debbie Edwards
&"t
January27,
Applicant/Agent's Printed Name
Applicant/Agent's Signatur
2012
(Agent's signature is valid only if an authorization letter from the applicant is
Date
provided.)
Page 14 of 14

Del Webb - Parallel Buffer Impact Table
January 26, 2012
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number—
Reason for impact
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P) or
Stream name
mitigation
(square feet)
(square feet)
Temporary T
required?
B1 ®P ❑ T
Parallel Utility
Little Brier
® Yes
56
0
Creek
❑ No
B2 ® P ❑ T
Parallel Utility
Little Brier
130
0
Creek
No
B3 ❑ P ®T
Parallel Utility
Little Brier
Creek
❑ Yes
® No
0
14 027
'
B4 ®P ❑ T
Parallel Utility
Little Brier
❑ Yes
254
0
Creek
El No
B5 ®P ❑ T
Parallel Utility
Little Brier
® Yes
29
0
Creek
❑ No
B6 ❑ P ®T
Parallel Utility
Little Brier
Creek
❑ Yes
® No
0
7 237
'
B7 ®P ❑ T
Parallel Utility
Little Brier
115
0
Creek
No
B8 ® P ❑ T
Parallel Utility
Little Brier
® Yes
138
0
Creek
❑ No
B9 ®P ❑ T
Parallel Utility
Little Brier
® Yes
23
0
Creek
❑ No
B10 ®P ❑ T
Parallel Utility
Little Brier
®❑ Nos
2
0
Creek
B11 ❑ P ®T
Parallel Utility
UT to Little Brier
❑ Yes
0
1,150
Creek
® No
B12 ❑ P ®T
Parallel
Little Brier
❑ Yes
0
8,363
Utility/Greenway
Creek
® No
B13 [I P ®T
Parallel
Little Brier
❑ Yes
0
1,925
Utility/Greenway
Creek
® No
B14 ❑ P ® T
Parallel Utility
Little Brier
Creek
❑ Yes
® No
0
2,940
B15 ❑ POT
Parallel
UT to Little Brier
❑ Yes
0
803
Utility /Greenway
Creek
® No
B16 ❑ P ®T
Parallel
UT to Little Brier
❑ Yes
0
2,043
Utility /Greenway
Creek
® No
B17 ❑ P ®T
Parallel
UT to Little Brier
❑ Yes
0
2,463
Utility/Greenway
Creek
® No
B18 [:]POT
Parallel
UT to Little Brier
❑ Yes
0
3,116
Utility /Greenway
Creek
® No
B19 ❑ P ® T
Parallel
UT to Little Brier
❑ Yes
0
1,534
Utility/Greenway
Creek
® No
B20 ❑ P ® T
Parallel
UT to Little Brier
❑ Yes
0
365
Utility /Greenway
Creek
® No
B21 ❑ P ® T
Parallel
UT to Little Brier
❑ Yes
0
591
Utility /Greenway
Creek
® No
B22 ❑ P ® T
Parallel Utility
UT to Little Brier
® Nos
0
493
Creek
B23 ❑ P ® T
Parallel Utility
UT to Little Brier
❑ Yes
0
1,757
Creek
® No
Page 1

Del Webb - Parallel Buffer Impact Table
January 26, 2012
B24 ❑ P ® T
Parallel Utility
UT to Little Brier
® Yes
0
5,154
Creek
No
B25 ®P ❑ T
Parallel
UT to Little Brier
® Yes
15
0
Utility /Greenway
Creek
❑ No
B26 ❑ P ® T
Parallel
UT to Little Brier
❑ Yes
0
11,426
Utility /Greenway
Creek
® No
B27 ® P ❑ T
Parallel
UT to Little Brier
® Yes
690
0
Utility /Greenway
Creek
❑ No
B28 ® P ❑ T
Parallel
UT to Little Brier
® Yes
784
0
Utility /Greenway
Creek
❑ No
629 ®P ❑ T
Parallel
UT to Little Brier
® Yes
18
0
Utility/Greenway
Creek
❑ No
1330 ❑ P ®T
Parallel
UT to Little Brier
❑ Yes
0
547
Utility/Greenway
Creek
® No
B31 ❑ P ® T
Parallel
UT to Little Brier
❑ Yes
0
18
Utility /Greenway
Creek
® No
B32 ❑ P ® T
Parallel
UT to Little Brier
❑ Yes
0
218
Utility/Greenway
Creek
® No
B33 ❑ P ®T
Parallel
UT to Little Brier
❑ Yes
0
3,281
Utility/Greenway
Creek
® No
B34 ❑ P ® T
Parallel Utility
UT to Little Brier
Creek
® Yes
0
5,584
B35 ®P ❑ T
Parallel Utility
UT to Little Brier
40
0
Creek
El No
B36 ❑ P ® T
Parallel Utility
UT to Little Brier
® Yes
0
2,014
Creek
No
B37 ❑ P ®T
Parallel Utility
UT to Little Brier
® Yes
0
557
Creek
No
B38 ❑ P ® T
Parallel Utility
UT to Little Brier
® Yes
0
1,362
Creek
No
B39 []POT
Parallel Utility
UT to Little Brier
® Yes
0
414
Creek
640 ❑ P ®T
Parallel Utility
UT to Little Brier
El Yes
0
1,190
Z No
B41 ❑ P ®T
Parallel Utility
UT to Lick
Creek
® Yes
No
0
729
6h. Total buffer impacts
2,294
81,301
Page 2

Del Webb- Active Adult Community
Section D. 9.a Avoidance and Minimization
January 26, 2012
The applicant contracted with S &EC and another consulting firm to complete a wetland delineation and Neuse
River Buffer evaluation for the property in order to identify natural resources so that the project designers
could work with the environmental team to design a site plan that would minimize impacts to the maximum
extent practicable.
JURISDICTIONAL STREAMS /BUFFER IMPACTS:
ROAD CROSSINGS: impact Area A is proposing permanent impacts to an unimportant, intermittent stream.
This road crossing was designed to cross above important/perennial start point, therefore minimizing impacts
to streams with important aquatic function. This crossing is necessary to access the western side of the
property, the City of Durham is requiring 2 points of access to the western portion of the project. The second
access point will be above the pond and is delayed because of the 5 -year no -build moratorium as mentioned
in Section B.6. Impact Area Cis proposing permanent impacts to an unimportant, intermittent stream. This
road crossing/greenway trail was designed to cross above important/perennial star` point, therefore
minimizing impacts to streams with important aquatic function. This crossing is necessary to provide access
to the existing 335' wide high - voltage power line easement. The power company currently crosses the
buffered stream by driving through the stream. The installation of this crossing would allow the power line
maintenance equipment to cross without further impacts to the stream, avoiding future stream bank
degradation and erosion. This crossing would also be shared with the community to provide greenway
access between the east and west neighborhoods. Impact Area E is a proposed permanent impact to a
feature that was determined to be non jurisdictional by the USACE however 'buffered" by the DWQ. This
road crossing was designed to cross at a near perpendicular angle. This crossing is necessary to access an
eastern portion of the property. Impact Area H is a proposed permanent impact to an important, perennial.
stream. This road crossing is required by the City of Durham. The Wake- Durham collector road plan shows
multiple north -south collector roads between Leesville Road and points south of this project. The City has
agreed that the construction of this collector road between Leesville Road and TW Alexander would satisfy
the requirement for a north -south collector. in fact, this n -s collector will take the place of two collector roads
that are shown on the Wake Durham Collector Plan. The collector that is being eliminated is just east of
Adventure Trail, and crosses a stream that is larger than the stream that is proposed with the current project.
in addition, the Durham Greenway Trail Plan requires a greenway trail along this section of the stream. The
proposed pedestrian culvert would provide a safe greenway crossing for the target residents of this proposed
community.
UTILITES: In addition to gravity sewer, the City of Durham is also requiring a Force Main to be constructed
for this project. A new pump station is to be constructed south of the proposed project area (see sheet C528).
From the pump station the proposed Force Main will enter the subdivision from the south; it will follow Little
Brier Creek and cross the stream at Impact K, run north along the stream and will then connect and run within
subdivision roads until it reaches Leesville Road. The proposed Force Main will then run west within the
Right -of -Way of Leesville Road and will then turn and run north along Doc Nichols Road within the Right -of-
Way approximately 1.5 miles and then run west as shown on the Overall Site Plan Index Map (sheet C520),
cross a stream feature and impoundment and connect to an existing pump station. Impact Areas K, M, N1 &
N2 are proposed Force Main stream crossings and will be temporary impacts (e.g. open -cut). The gravity
sewer will spur off of the Force Main and will connect throughout the property. All of the proposed gravity
sewer crossings (i.e. Impact Areas B, D, F, G, 1, J, K and M) will be temporary impacts (e.g. open- cut/aerial).
All of the proposed gravity sewer crossings have been designed to be perpendicular crossings (i.e. between
750 and 1050).
GREENWAY TRAIL: The proposed greenway trail system will utilize the proposed utility corridor to the
maximum extent practical, therefore minimizing impacts to the streams and riparian buffers. it will be a 10'
wide paved trail with a maximum of a 2' wide maintained corridor on either side of the paved trail. The paved"
trail has been located on the outer limits of the utility corridor therefore leaving minimal permanent, paved
areas within the riparian buffer. Where the greenway trail crosses the streams (i.e. Impact Areas S, F, G, J
and K) the trails will be bridged or board walked to avoid permanent impacts to the streams.
Page 1

Del Webb- Active Adult Community
January 26, 2012
WETLAND IMPACTS - JURISDICTIONAL:
ROAD CROSSINGS and LOT FILL: impact Area W -8A, W -8B and W -11 are all proposed wetland impact
areas. The location of these wetlands necessitates the proposed impacts in order to construct a required
road. The difference in the elevation between the existing and proposed grades and their location makes it
impractical to avoid impacting the wetlands in these areas adjacent to the proposed roadway fill.
UTILITIES: As outlined above, the City of Durham is requiring a Force Main to be constructed for this project.
Impact Areas W -13 & W -14 are located on the north side of the project off Doc Nichols Rd. These proposed
temporary impacts are necessary to connect the Force Main to an existing pump station on the west side of
Lick Creek.
WETLAND IMPACTS - ISOLATED:
ROAD CROSSINGS and LOT FILL: impact Areas W -1, W -2, W -3, W -4A and 4B, W-6, W -7, W -10 and W-
12 are all proposed wetland impacts to isolated wetlands. The location of these wetlands necessitates the
proposed impacts in order to construct the required roads. The differences in the elevation between the
existing and proposed grades and their locations make it impractical to avoid impacting the isolated wetlands
in these areas adjacent to the proposed roadway fill.
UTILITiES/GREENWAY TRAIL: impact Area W -5 is a proposed Force Main/Gravity Sewer and greenway
trail crossing to an isolated wetland. The Force Main/Gravity Sewer will be open -cut however the greenway
paved trail is proposed to be a permanent impact.
STORMWATER BMP: Impact Area W -9 is a proposed impact to an isolated wetland for a stromwater BMP.
This proposed impact is necessary because of the topography and the need for a stormwater BMP in this
drainage area.
With regard to the Regional Conditions of the Nationwide Permits, the applicant is aware of the regional
conditions associated with the Nationwide Permits 29, 14 and 12. With respect to residential development
conditions (NWP 29- Regional Conditions section 4.0) the applicant does not anticipate any impacts to streams
or wetlands for the stormwater management facilities, there are no impact associated with single- family
recreation facilities, and the stream classification for this project is C, NSW and WS -IV; NSW (i.e. not
Outstanding Resource Waters, High Quality Waters, Coastal Wetlands or wetland adjacent to these waters).
With respect to linear transportation crossings (IMPACT AREA "H ") conditions (NWP 14- Regional Conditions
section 4.0) this project is not proposing a stream relocation; bank -full flows will be accommodated through
the existing bank -full channel cross sectional area or through additional culverts that would receive only bank -
full events, unless there is available floodplain then events exceeding bank -full will be accommodated by
installing culverts at the floodplain elevation; this permit is not being used in conjunction with a NWP 18 to
create an upland area.
With respect to utility line activities, (NWP 12- Regional Conditions section 4.0) the applicant does not propose
to utilize directional drilling/boring methods because bedrock was found throughout the site and therefore the
feasibility and costs associated with drilling /boring would be prohibitive. The applicant recognizes that the
proposed temporary impacts for the proposed Force Main and Gravity Sewer line will be for the minimum
period of time required to complete the activity and that the stream and wetlands must be returned to their pre -
construction elevations and contours. The proposed Force Main and Gravity Sewer line construction corridor
is 40 feet wide. All wetland areas will be restored and re- vegetated to pre - construction contours. The
proposed Force Main and Gravity Sewer lines will not impact federal channels or Section 10 waters. All rip -rap
used will be avoided to the maximum extent possible.
Page 2

Environmental Consultants,
Road • Raleigh. Norlh Carolina 27614 • Phone: [phone] • Fax: (919)
www.SandMcom
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Contract Purchaser
Name:
Address: _12tt; CJftSGt,NJ 4&4ftA_0046.STE ?!;'O, QNL42 PC yirl
Phone: q 1 i - f 0 1(0 — 1 1 0 0
Project Name /Description: !AV- W V* k
Date: aam pwtt�AM
The Department of the Army
U.S. Army Corps of Engineers, Wilmington District
P.O. Box 1890
Wilmington, NC 28402
Attn: Ej[; ; 4� `�Ane k- r -t�„' om
Field Office:
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern
I, the current contract purchaser, hereby designate and authorize Soil & Environmental Consultants, PA
to act in my behalf as my agent in the processing of permit applications, to famish upon request
supplemental information in support of applications, etc. from this day forward. The 't' i"� day of
V4c�
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only for
government officials to enter the property when accompanied by S&EC staff. You should call S &EC
to arrange a site meeting prior to visiting the site.
Cja!"I 11V4MLA"r -yP I &Na �Et tt�M1?
Print Contract Purchasef s Name
cc: Ms. Karen Higgins
NCDENR - DWQ WeSCAPe
Archdale Building
512 N. Salisbury Street, 9th Floor
Raleigh, NC 27604
Contract Purch 's §Ignature
cc: Ms. Debbie Edwards
Soil & Environmental Consultants, PA
r7

PROPERTY OWNER INFORMATION
PIN: 0769 -01 -16 -4591
PIN: 0769 -03 -14 -4892
BARBARA MARLENE ROSS
5714 LEESVILLE RD
DURHAM, NC 27703
DEED BK: 2001 -E DEED PG: 06
PIN: 0769 -03 -35 -7254
TIMOTHY RANDALL CLEMENTS
7416 LEESVILLE RD
DURHAM, NC 27703
DEED BK: ' 2007 -E DEED PG: 532
PIN: 0769 -01 -26 -9080
PIN: 0769 -01 -35 -3524
JAMES LARRY CLEMENTS
6204 LEESVILLE RDDURHAM, NC 27703
DEED BK: 2025 DEED PG: 171
DEED BK: 2007 -E DEED PG: 532
PIN: 0769 -03-33 -2232
PIN: 0769 -03 -44 -6000
AIS FORESTRY & FARMING LLC
319 CHAPANOKE RD SUITE 102
RALEIGH, NC 27603
DEED BK: 6563 DEED PG: 256
PIN: 0769 -01 -26 -4978
SANDRA M GOOCH
5814 LEESVILLE RD
DURHAM, NC 27703
DEED BK: 991 DEED PG: 224
PIN: 0769 -03 -24 -8486
JOHN N RUSSELL JR
6206 LEESVILLE RD
DURHAM, NC 27703
DEED BK: 6066 DEED PG: 964
PIN: 0769 -04 -52 -7602
JAMES F. KEITH
807 ANDREWS CHAPEL RD.
DURHAM, NC 27703
DEED BK: 2004 -E DEED PG: 800
PIN: 0769 -04 -42 -5588
CLASSY PROPERTIES
506 ANDREWS CHAPEL RD.
DURHAM, NC 27703
DEED BK: 1899 DEED PG: 332
PIN: 0769-03 -21 -3379
CREEKWOOD HWY 70 ALEXANDER LLC
4949 WESTGROVE DR.
DALLAS, TX 75248
DEED BK: 5748 DEED PG: 986
PIN: 0860 -03 -13 -0809
RUBY J RANSDELL
303 BROAD ST
FUQUAY- VARINA, NC 27526
DEED BK: 386 DEED PG: 141
PIN: 0850 -03-96 -8066
WILLIAM J SHERRON JR
JANET H SHERRON
610 HIDDENBROOK DR
DURHAM, NC 27703
DEED BK: 5958 DEED PG: 484

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Project No. fficjurc I 1:24K L15G5
1 1575.P 1 Topographic Quadrangle
Project Mgr.: Leesville Road AAC Soil & Environmental Consultants, PA
56 Pulte Homee, 11010 Raven Ridge Rd.• Raleigh, NC 27614
scale; Durham, NC [phone] • (M) 846-9467
Web Pap: www.SandEC.com
1 2,000'
5E Durham Quad
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Project No. Fiepre 2 -NRC5
11575.P I
Sod Survey Map
Project M.@r•: Leesville Road AAC Soil & Environmental Consultants, PA
ss
Pulte l-lome5 11010 Raven Ridge Rd. - Raleigh, NC 27614
5cale: Durham, NC (919)846- 5900•(919)846 -9467
I"= I ,320' web Page: www.SandEC.com
Wake Co Sheet5 17 418
12/20/20 Durham Co 5heet5 28 4 33

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M�ir� \n
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
January 31, 2011 Revised Feb 2, 2011
Steven Ball
Soil & Environmental Consultants, PA
11010 Raven Ridge Rd
Raleigh, NC 27614
BASIN:
® Neuse 05A NCAC 28.0233)
NBRRO#10 -222
Durham County
❑ Tar - Pamlico (15A NCAC 26.0259)
® Ephemeral /Intermittent/Perennial Determination ❑ Isolated Wetland Determination
Project Name: Leesville Rd Active Adult Communites
Location/Directions: Subject property is undeveloped tracts located on Leesville Rd in
Durham County
Subject Stream: I TT's to and Brier Creek
Date of Determination: December 10, 2010
Feature
E/1/P*
Not
Subject
Subject
Start@
Stop@a
Stream
Form Pis.
Soil
Survey
USGS
To o
A (Brier
I Creek)
B
P
I
X
_- X
Throughout
I Flag S03 _
r
F SO4
X
X
X
X
B'
C
P
I
X
X
FI SO4
41 Flag SO
Feature A
Feature B
X
X
X
_ X
Pond I
X
I
I X
X
D
D'
I
P
X
'__. X .
Flag S06
. a�SOS FI -
._:
Fl S05
Feature B
��.� � �
X
X
...M
X
X
Pond 2
X
�—
�
X
X
E
E
k
-
X
F
E
_X
X
X
G
E
X
H e
I
X �
Utisite
__...._... —..._
_...__..__,
X
I
E
x
X
J
I
__...
X
DWQ Flag
19
21.5
X
--
K
E
X
X
M
E
X
r
N
E
X
_X
X
�
P
_ _ .
X
X 1
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
intemet: www.ncwaterquargy.org 1628 Mail Service Center Raleigh. NC 27699 -1628 FAX [phone]
An Equal Opportunity /Af native Acbon Employer— 50% Recydedll0% Post Consumer Paper
tkrrlCy

Leesville Rd Active Adult Center
Durham County
January 31, 2011
Page 2 of 2
Feature
EII/P*
Not
Subject
Subject
Start@
Stop@
Stream
Form Pts.
Soil
Su rve
USGS
Topo
E
X
X
R
E
X
X
S
E
X
X
T
E
X
X
U
E
X
X
E/1 1P = Ephemeral ✓IntermittentlPerennia!
Explanation; The feature(s) listed above has or have been located on the Soil Survey of Durham County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be a stream. There may be
other streams Iocated on your property that do not show up on the maps referenced above but, still may be
considered jurisdictional according to the US Array Corps of Engineers and/or to the Division of Water Quality.
This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that
dispute a determination made by the DWQ or Delegated Local Authority may request a determination by the
Director. An appeal request must be made within sixty (60) days of date of this letter or from the date the affected
party (including downstream and/or adjacent owners) is notified of this letter. A request for a determination by the
Director shall be referred to the Director in writing c/o Ian McMillan, DWQ Wetlands/401 Unit, 2321 Crabtree Blvd.,
Raleigh, NC 27604 -2260.
If you dispute the Director's determination you may file a petition for an administrative hearing. You must file the
petition with the Office of Administrative Hearings within sixty (60) days of the receipt of this notice of decision. A
petition is considered filed when it is received in the Office of Administrative Hearings during normal office hours.
The Office of Administrative Hearings accepts filings Monday through Friday between the hours of 8:00 am and 5:00
pm, except for official state holidays. To request a hearing, send the original and one (1) copy of the petition to the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC 27699 -6714. The petition may also be
faxed to the attention of the Office of Administrative Hearings at (919) 733 -3478, provided the original and one (I)
copy of the document is received by the Office of Administrative Hearings within five (5) days following the date of
the fax transmission. A copy of the petition must also be served to the Department of Natural Resources, c/o Mary
Penny Thompson, General Counsel, 1601 Mail Service Center, Raleigh, NC 27699 -1601.
This determination is final and binding unless, as detailed above, you ask for a hearing or appeal within sixty (60)
days.
The owner /future owners should notify the Division of Water Quality (including any other Local, State, and Federal
Agencies) of this decision concerning any future correspondences regarding the subject property (stated above). This
project may require a Section 404/401 Permit for the proposed activity. Any inquiries should be directed to the
Division of Water Quality (Central Office) at (919 )-733 -1786, and the US Army Corp of Engineers (Raleigh
Regulatory Field Office) at (919 )-544 -4884.
Respectfully,
Martin Richma
Environmen Specialist
cc: Wetlands/ Stormwater Branch, 1650 Mail Service Center, Raleigh NC 27699 -1650
RRO/SWP File Copy

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Figure 2-MR5
I I s75NI
5aI Survey map
r"qP t Mgr.:
Leesville Rd Active C
5e
Durham Co. NC
sue:
Pulte Homes
• = 1.320
Duftm Co. Ss
I M I/1 O
Sheet 33
Soil & Environmental Consultants, PA
11010 ftm midge Rd.- Rddgh, NC 37814
(819) 84HU - (919) 84841487
Web Pale: www.SardEC.mm

WDEN �
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H Sullins
Governor Director
July 14, 2011
Steven Ball
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
Dee Freeman
Secretary
NB /1PRRO#11 -123
Durham County
BASIN:
® Neuse (15A NCAC 2B ,0233) ❑ Tar - Pamlico (15A NCAC 2B .0259)
® Ephemeral /Intermittent/Perennial Determination ❑ isolated Wetland Determination
Project Name:
Location/Directions:
Subject Stream
Leesville Rd AAC Add'n
Subject property is a residential /undeveloped tract located on west side of
Andrews Chapel Rd, south of Leesville Rd in Durham County
LIT to Little Brier Creek
Date of Determination: May 26, 2011
Feature
E /1/P*
Not
Sub ect
Subject
Start{
stop a@
Stream
Form Pts.
Soil
Survey
USGS
Topo
A
X
X
B
I
X
FI SOi
X
X
Pond B
I X
X
X
C
X
X
D
X
X
E
X
X
,J
*FVVP = Ephemerad�lntermittent /Perennial
NOTE: Feature `A' was previously referenced in NBRRO#10 -222 as Feature `P' and is Not Subject
Explanation° The feature(s) listed above has or have been located on the Soil Survey of Durham County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located on the property and possess characteristics that qualify it to be a stream, There may be
other streams located on your property that do not show up on the maps referenced above but, still may be
considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Quality.
This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that
dispute a determination made by the DWQ or Delegated Local Authority may request a determination by the
Director. An appeal request must be made within sixty (60) days of date of this letter or from the date the � na
YJ
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Custorner Service
Intemet: www.nmNalemuallty org 1628 Mail Service Center Raleigh, NC 27699 -1628 FAX [phone]
An Equal Opportunity /AtfinraW Adon EmpbW — 50% Recycled/10% Post Consumer Paper

Leesville Road AAC Addition
Durham County
July 14.2011
Page 2 of
party (including downstream and/or adjacent owners) is notified of this letter. A request for a determination by the
Director shall be referred to the Director in writing clo Ian McMillan, DWQ Wetlands/401 Unit, 1650 Mail Service
Center, Raleigh NC 27699 -1650.
If you dispute the Director's determination you may file a petition for an administrative hearing. You must rile the
petition with the Office of Administrative Hearings within sixty (60) days of the receipt of this notice of decision. A
petition is considered filed when it is received in the Office of Administrative Hearings during normal office hours.
The Office of Administrative Hearings accepts filings Monday through Friday between the hours of 8:00 am and 5:00
pm, except for official state holidays. To request a hearing, send the original and one (1) copy of the petition to the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC 27699 -6714. The petition may also be
faxed to the attention of the Office of Administrative Hearings at (919) 733 -3478, provided the original and one (1)
copy of the document is received by the Office of Administrative Hearings within five (5) days following the date of
the fax transmission. A copy of the petition must also be served to the Department of Natural Resources, c/o Mary
Penny Thompson, General Counsel, 1601 Mail Service Center, Raleigh, NC 27699 -1601.
This determination is final and binding unless, as detailed above, you ask for a bearing or appeal within sixty (60)
days.
The owner /future owners should notify the Division of Water Quality (including any other Local, State, and Federal
Agencies) of this decision concerning any future correspondences regarding the subject property (stated above). This
project may require a Section 4041401 Permit for the proposed activity. Any inquiries should be directed to the
Division of Water Quality (Central Office) at (919)-807 -6301, and the US Army Corp of Engineers (Raleigh
Regulatory Field Office) at (919)-544 -4884.
Respectfully,
Martin 4 hmond
Environmental Specialist
CC.* Wetlands/ Stormwater Branch, 1650 Mail Service Center, Raleigh NC 27699 -1650
RRO /SWP File Copy

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Project NO. �. Njure 2 -NR-05 � 11
11575.VV3 50d Survey
pr0ja* Mir.; Leesville Rd AAC Add `n Sofd & Ehvl -mnmeatg COnsultants, PA
55 Durham Co. NC 11010 R&MRdP Rd.- PaWVK MC 27614
[phone] ■ [phone]
9eales: Pulte HOMC5 web Pie: "N. cm
I" a 1 320' pLwh2m CO 5011 Survey
3heet 33

_A7'L
:14A
AWWR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. SuOins Des Freeman
Governor Director Secretary
Mri-ff mh 9, 2009
Jennifer Burdette
10212 Crectimoor Road
Raleigh, WC 27615
]P/NBRRO#09 -0 19
BASIN . Durham and Wake COU11TLY
Neuse River Buffer Determination X Tar - Pamlico Buffer Determination
(15A NCAC 2B .0233) (15A NCAC 213.0259)
- Ephemerlalftntemitbmt/Perannial Determination X Isolated Wetland Determination X
Project Name: —Stephens Property
Location/Directions: located south of Leesville Road. west of Andrew QM1 Road, and north of Highway 70
Subject Strom: UT to Little Brier Crack
Date of DPter.m;waffPOu.- 12/30108 &ad 2/12/09
.FwabuTa(s)
I
NO2
Sr.bJW
I
SuUtct
strzt @
Stop(
son
Survey
USG� "P
7OP(i
12ftrMittallIt!
pelreenifN
A
X
331
x
PeirennW
.61 � gqlld)
x
x
x
NA
A7.
NA
X
700
709
101
x
717
x
]%ternitte .t
C
x
(Sru-�BJOUO
x
X
Perennial
x
-
793
792
x
Intermitbet
X
! royqty HIMS
729
x
m
InterAttent
IJ
720
2000
x
x
EftemAttent
X
x
pemInial
I dCaro a
=06w
North Carolina Division of Waller Quality Raleigh Regional 011oe Surface Water Protection Phone (910) M 420 customer service
Internot wwwwaterqualltyorg ISM Mafl Service Cantor RaftPk MC 27690A828 FAX [phone]
An Equal OPPortunVA18rrndweAdion Employer— 50% RecydedMa% Pod Consumer Paper

Table continued.
Feature(s)
Not
Subject
Subject
Stark
stop Q
Soil
Survey
USGS
Topo
Intermittent/
PerenniaV
E hemeral
G
X
(throughout)
X
Intermittent
R
x
Off property
759
X
Intermittent
H
x
2001
2002
x
Intermittent
X
760
2003
X
intermittent
H
x
2003
X
Perennial
I
X
X
E hememl
J
x
X
Isolated
Wetland
K
X
thato bout
x
Intermittent
L
x
X
E hemeral
M
x
X
Ephemeral
x
452
451
X
Intermittent
U
X
419
X
Intermittent
P
x
X
E hen�eral
X
398 _
x
Intermittent
R
x
x
Ephemeral
S
x
395
3%
X
Intermittent
S
394
389
X
Intermittent
S
E"
389
x
Perennial
T
X
370*
1503
X
Intermittent
T (pond)
X
x
X
NA
U
x
305
X
Intermittent
v
x
rthraa .oat
x
Perennial
w
X
X
E .hernend
x
X
x
E hemend
yY
I
x
Pond omfiet
1504
X
x
1ntemitte at
X
x
104
1
X
x
peremmirl
x
11505
15Q?5
X
Intermittent
x
]61
x
Intermittent
ZI
x
13"
Pond
x
Intermn -Ittent
Zi
x
1:7
x
x
Intermittent
Z3 and
X
x
x
NA
Z2
x
X
M hemeral
7z
x
X
Ephemeral
Z4
x
Z4
x
Int+erminem
zz
x
x
E Lemeral
Z6
X
x
x
Ephemeral
Z6 ,'pond)
x
x
x
NA
Z7
x
off Property
223
x
Pere -vial
is
x
Iaobtted
Wetland
s - cvnUnWA.

Table concluded.
Peature(e)
Not
Subjecii
Subject
Start @
Stop@
Soil
Sarvey
USES
Tope
Intern tte�.t1
Perem"ll
E heaeral
Z9
X
X
Wetland
Me
�:
X
Ephemeral.
Zit I
%
I
X
Perennial
The isolated wetlands were reviewed on the property. Please see attached map for verified extant and location of
all isolated wetlands.
Explanation: The feature(s) listed above has ou have been located on the Soil Survey of Durham and Wake
County, North Carolina or the most recent copy of the USGS Topogrsphic map at a 1:24,000 scale. Each feature
that is checked "Not Subject" has been determined not to be a stream or is not present on the property. Features
that are checked "Subject" have been located on the property and possess characteristics that qualify it to be a
stream. There may be other streams located on your property that do not show up on the maps referenced above
but; still may be considered jurisdictiamal according to the US Army Corps of Engineers and/or to the Division of
Water Quality.
rids on -site determinrtion ahall expire five (5) ye am fa om the dente of tils letter. Landowners or r-5ected
parties that dispute a determinution made by tte DWQ or D al Local Authority that a surface water
exists and that it is subject to the buffer role n.ay request a determination by the Director. A request for a
determination by the Director shall be referrea io the Dimfor pa writing e% Cyndi Ka>reay , DWQ
Wetlands/401 Unit, 2321 Crabtree Blvd., Raleigh, NC 27604 -2260. Individuals that dispWe a
determination by the DWQ or Delegated Local Authority that "exempts" a surface water from the buffer
rule may ask for an ad judicatury hearlmg. You must act witb!n 60 days of the date that you receive tkb
letter. Applicants are hereby notified that the 60-day statutory appeal time does not start until the a �- `�,d!
p" (including downstream and adjacent landowuera) la notified of this decision. DWQ recommends thx
the applicant conduct this notification in e ruler to be certain that third party appeals are made in a timely
manner. To ask fur a hearing, seed a writteru petitions., which conforms to Chapter 150B of the North
Carolina General Statutes to the Office of! �d[ministrative Hearings, 671 ► Mail Service Center, Raleigh,
N.C. 27699 -6714. This determination ie final and binding ,unless you ask for a hearing withij f0 days.
The owner /future ownem r1ould notW the Division of Water Quality (including any other Local, State,
and Federal Ageniol -av) of this decision concerning any future correspondences regarding the subject
property (stated above). This project may require a Section. 4041401 Permit for the proposed activity. Any
irquiries should be directed to the Division of Water Quality (Central Office) at (919) - 733 - 1786, and the UI S
Army Corp of Engineers (Raleigh Regulatory Field Office) at `919 )476 -5441.
Respectfully,
Lauren C. Witherspoon �
Environmental Senior Specialist
CC: Wetlands/ 184ormwater Branch, 2321 Crabtree Blvd, Suite 250, Raleigh, NC 27504
RRU /SWP File Copy

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STRPHEIro, PROPERTY
STEP-HENS CENTER, INC.
DURHANI, DURHAM & WAKE COU=S, NC
_P DATE: &-_17, Topo Qbz--
SOUTHEASTDURNAM
BURDETTE LAND CONSUL."ZING LiCle —
DRAWN BY- TMB
10212 Qvoftow Road - Raleigh. Nwh CWWrolhM 27613 CHKM BY JAB
TelcPhOne [phone] — Fm[ 019) 841#909 PROJECT 8234 FIGURE#: I

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a 1321 STEPIENS PROPERTY
S TIEPHENS CENTER, INC,
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DMIAK DURHAM & WAKE CCOUNUES, MC +
DATE. 6-17-08 sHELrr(S):WAlM 17,10
DURHAM 33
w SULT DRAWN BY: TMB CHM BY: JAB
'BURDETTE LAND CON
10212 Crcedm owRoad - R111610, NMth CgroiIU27615
Telephone [phone]— Fmc [phone] PROJECr#.- 8234
FICTURE #: 2

A kv-wj
Oft
70rR
North Carolina Department of Environment and Natural Resources
Division of Water QuaAty
Beverly Eaves Perdue Coleen H. Sulins Dee Freeman
Govemor Dim
Secretary
July 6, 2009
DWQ Project # 2009 -0522
Durham & Wake Counties
Ms. Jennifer 1Burdette
10212 CreWrnoor Rd
Raleigh, NC 21615
Subject Property. Stephens Hwy 70 Property
Durham and Wake Counties
Neese Riparian Buffer Applicability Appeal
Dear Ms. Burdette:
On June 29, 2009, at your request, Amy Chapman conducted an on -site determination to review three
stream features located on the subject property for applicability to the Neuse Buffer Rules (15A NCAC
2B.0233).
Lauren Witherspoon from the Division of WaW Quality (DWQ) Raleigh Regional Office had previously
conducted an on -site determination of the streams. In your letL- _abed May 7, 2009 to the Director
received by DWQ on May 7, 2009, you requested, an appeal of her determinations as provided within 15A
MC-AC 02B .0233(3xa).
At yoer request, Amy Chapmmim conducted an appeal of Lauren �V kherspoon's previous determinations as
stated v), ove.
The foutures are labeled as "T, "Z" and "Z 1" on the attr chod maps initialed by Array Chapman on June
30, 2009. The Division of Water Qua?t (DN YVQ) has determined fiat the follovA ng:
Feature "IT' is sobje l ee &,rx Nerve � 12:de from a point offthe property and becomes
perennial at the flag labeled "761 ".
Feature "Z" labeled as flag "Z" is sraYed 8e the Newe Bq er A&Ap at the flag labeled "Z". This
feature is intermittent.
Feature "Z 1" i;- &cat subject to
The owner (or future owners) should notify the DWQ (and other relevant agencies) of this decision in any
futu.*e correspondences concerning this pgnperty.
Tyr +'s leBxer only addresses the applicability to the buffer rules and does not approve any activity within the
buffers. Nor does this letter approve any activity within Waters of the United Strafes or Waters of the
State. If you have any additional questions or require additional information
401 OmeightlExprese Review Pernang Unit
1650 Mad Service Center, Raleigh, North Carolina 27895 -1650
Location: 2321 Crabtree Blvd., Raleigh, North Camrna 27804
Phone: [phone] FAX: [phone]
Internet htlpJfiQ9c .stata.ncuftvet vKW
An Equal Oppodurdty 1 Aftmadve Aclbn Empbyer
Carolina

Stephens
Page 2 of 2
July 6, 2009
please call Amy Chapman at (919) 733 -1756. This determination is subject to review as provided in
Articles 3 & 4 of G.S. 150B.
Sincerely,
Cyndi B. Karoly, Supervisor,
1 OversighVExpiess Unit
CBK/ijn -Jeuc
Enclosures: Soil Survey Map
Surface Waters & Wetlands Evaluation Maps 3A & 3B
cc: Lauren Witherspoon, DWQ Raleigh Regional Office
File Copy
Filoname: 090522StaphensHwy74Propaty (DurhamWake)DET Appeal

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AVA
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
July 15, 2011
Steven Ball
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
Dee Freeman
Secretary
NBRRO #11 -140
Durham County
BASIN:
®Neuse (15A NCAC 2B .0233) ❑ Tar - Pamlico (15A NCAC 213.0259)
❑ EphemeraUlntermittent/Perennial Determination ❑ Isolated Wetland Determination
Project Name: 805 Andrews Chapel Rd Durham
Location/Directions: Subject property is an undeveloped field located east of Andrews Chapel
Rd and bordered to south by Wake/Durham County line.
Subject Stream: UT to Little Brier Creek
Date of Determination: May 26, 2011
Feature
E/1/P*
Not
Subject
Subject
Start@
Stop@
Stream
Form Pts.
Soil
Survey
USGS
To o
A
I
X
Flag AO
Throughout
X
aE✓YP = EphemeraUlntermittent /Perennial
Explanation: The feature(s) listed above has or have been located on the Soil Survey of Durham County, North
Carolina or the most recent copy of the USGS Topographic map at a 1:24,000 scale. Each feature that is checked
"Not Subject" has been determined not to be a stream or is not present on the property. Features that are checked
"Subject" have been located on the property and possess chargcteristics that qualify it to be a stream. There may be
other streams located on your property that do not show up on the maps referenced above but still may be
considered jurisdictional according to the US Army Corps of Engineers and/or to the Division of Water Quality.
This on -site determination shall expire five (5) years from the date of this letter. Landowners or affected parties that
dispute a determination made by the DWQ or Delegated Local Authority may request a determination by the
Director. An appeal request must be made within sixty (60) days of date of this letter or from the date the affected
party (including downstream and/or adjacent owners) is notified of this letter. A request for a determination by the
Director shall be referred to the Director in writing c/o Ian McMillan, ➢DWQ Wetlands/401 Unit, 1650 :Mail Service
Center, Raleigh NC 27699 -1650.
If you dispute the Director's determination you may file a petition for an administrative hearing, You must Me the
petition with the Office of Administrative Hearings within sixty (60) days of the receipt of this notice of deciMn. A
rya
North Carolina Division of Water Quality Raleigh Regional Office Surface Water Protection Phone [phone] Customer Service
Intemet www.mwaterquality.org 1628 Mail Service Center Raleigh, NC 27699 -1628 FAX [phone]
An Equal OpportunilylAtfirrnative Action Employer— 50°% RecydedM D% Post Consumer Paper

805 Andrews Chapel Rd
Durham County
July 15, 2011
Page 2 of 2
petition is considered fled when it is received in the Office of Administrative Hearings during normal office hours.
The Office of Administrative Hearings accepts filings Monday through Friday between the hours of 8:00 am and 5:00
pm, except for official state holidays. To request a hearing, send the original and one (1) copy of the petition to the
Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC 27699 -6714. The petition may also be
faxed to the attention of the Office of Administrative Hearings at (919) 733 -3478, provided the original and one (1)
copy of the document is received by the Office of Administrative Hearings within five (S) days following the date of
the fax transmission. A copy of the petition must also be served to the (Department of Natural Resources, c/o Mary
Penny Thompson, General Counsel, 1601 Mail Service Center, Raleigh, NC 27699 -1601.
This determination is final and binding unless, as detailed above, you ask for a hearing or appeal within sixty (60)
days.
The owner /future owners should notify the (Division of Water Quality (including any other Local, State, and Federal
Agencies) of this decision concerning any future correspondences regarding the subject property (stated above). This
project may require a Section 404 /401 Permit for the proposed activity. Any inquiries should be directed to the
(Division of Water Quality (Central Office) at (919) -807 -6301, and the US army Corp of Engineers (Raleigh
Regulatory Field Office) at (919) -544 -4884.
Respectfully,
Martin Ric and
Environmental Specialist
cc: Wetlands/ Stormwater Branch, 1650 Mail Service Center, Raleigh NC 27699 -1650
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BURDETTE LAND CONSULTING, INC. M el. 111"le
This cerb'fres that this Copy of this plot accurately depicts the LEGEND
boundary of the jurlad,ct,on of Section 404 of the Clean Water Act
as determined by the undersigned art this date. Unless there Is a
,',;'
V. ., . �
change in the law or Our published regu/otions, this determination
USACE
of Section 404 jurisdiction may be relied upon for o Period not to
I
TT
"Coed Rve years from this date. This determination ,roa made
utilizing the opprapriote Regional Supplement to the 1967 Corps of
PL
Engineers Wettands Delineation Manual.'
SF
NAME:
TITLE:
DATE:
1, WADE A. COWERS, PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCATIONS OF SECTION
404 JURISDICTIONAL AREAS AS DELINEATED BY
BURDETTE LAND CONSULTING, INC. OF RALEIGH, NC.
Z O (I
DATE WADE A. DOWERS, PLS
PROFESSIONAL LAND S VEYOR L11- S L.<6.39
U.S. ARMY CORPS OF ENGINEERS
TIE TO
PROPERTY LINE
SQUARE FEET
NOW /FORMERLY
WETLAND DELINEATION
FOR
[;LEESVILLE ROAD ACTIVE ADULT
COl�llrlljl\1TY BLC(PADI9CP4u1u
CRY: COUNTY: STATE: DATE:
Dnu" DIMX&M n]N610.2011
�ErHc! 1t4q 1I8S LAM CON80LTAPTBF PC
to Tow 4. day s.,Iw
Diem Ila•etr: C-.Xm
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,',;'
V. ., . �
bli8 81. Oaa 8t Ph- • (819) 610 -4684
(Bose 2) r" (a9) 1,,- 02
8.1018 NC 81812 them; ee..e.em.eW.m
,
DRAWN BY: RGO a=O eY: wAG I SHEET 1 OF 13
PFD 1 -

CRAP= 80A78
p° 760 p➢➢_ �oO
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NOTE: ALL DISTANCES AND COORDINATES ARE IN US SURVEY FEET. USACE
AREAS WERE COMPUTED USING THE COORDINATE METHOD. NONJURISDICTIONAI
WETLANDS DELINEATED BY BURDETTE LAND CONSULTING, INC. STREAM CHANNEL
SEE SHEETS 9 -13 FOR COORDINATE POINT TABLES. (1,776 SF)
SEE SHEET 13 FOR ACREAGE SUMMARY.
0
c2
v
x
ISOLATED
WETLANDS
#782 — #783
(283 SF)
'his ceetiries that this Copy of this plat accurately depicts the
boundary of the jurisdiction of Section 404 of the Clean Water Act
as determined by the undersigned on this date. Unless there is a
change in the law or our published regulations, this determination
of Section 404 jurisdiction may be relied upon for a period not to
exceed five years from this dote. This determination was made
utilizing the appropriate Regional Supplement to the 7967 Corps of
Engineers Wetlands Delineation Manual.^
NAME
TITLE:
DATE
1, WADE A. COWERS, PLS NO. L -4839, A N097H
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HERESY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCATIONS OF SECTION
404 JURISDICTIONAL AREAS AS DELINEATED BY
SURDEFTE LAND CONSUL77NG INC. OF RALEIGH, NC.
TE WADE—A. BOWERS, PLSF-
PROMSIONAL LAND SURVEYOR LIC, N L -4839
USACE J4. 2
NONJURISDICTIONAL
STREAM CHANNEL
(651 SF)
4M
USACE
4ONJURISDICTIONA1
STREAM CHANNEL
(2,766 SF)
USACE
14U22 JURISDICTIONAL
WETLANDS
#4346 — #4354
#4338 — #4345
(1,307 SF)
�p6 4609 s2p—!—
_. ...... 4141 s� 4146
USACE
U.S. ARMY CORPS OF ENGINEERS
TT
TIE TO
One
4117 °'-_. 4111
4116 4146
PROPERTY LINE
4119 - .�" 4145
ISOLATED
4121 ; 41"
WETLANDS
#001 — #020,
`~ 4149
#763 — #781
41 22
4147
4
(12,416 SF)
41 4141
4146
ISOLATED
WETLANDS
#782 — #783
(283 SF)
'his ceetiries that this Copy of this plat accurately depicts the
boundary of the jurisdiction of Section 404 of the Clean Water Act
as determined by the undersigned on this date. Unless there is a
change in the law or our published regulations, this determination
of Section 404 jurisdiction may be relied upon for a period not to
exceed five years from this dote. This determination was made
utilizing the appropriate Regional Supplement to the 7967 Corps of
Engineers Wetlands Delineation Manual.^
NAME
TITLE:
DATE
1, WADE A. COWERS, PLS NO. L -4839, A N097H
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HERESY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCATIONS OF SECTION
404 JURISDICTIONAL AREAS AS DELINEATED BY
SURDEFTE LAND CONSUL77NG INC. OF RALEIGH, NC.
TE WADE—A. BOWERS, PLSF-
PROMSIONAL LAND SURVEYOR LIC, N L -4839
USACE J4. 2
NONJURISDICTIONAL
STREAM CHANNEL
(651 SF)
4M
USACE
4ONJURISDICTIONA1
STREAM CHANNEL
(2,766 SF)
USACE
14U22 JURISDICTIONAL
WETLANDS
#4346 — #4354
#4338 — #4345
(1,307 SF)
�p6 4609 s2p—!—
c�Hl 2 f/fyt M UND CMIAWAM, PC
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, NC 87119 `4b ➢,e4,w➢e,eeeLasm
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DRAWN BY: XGC CHECKED BY: WAG I SHEET 2 OF 13
LEGEND
USACE
U.S. ARMY CORPS OF ENGINEERS
TT
TIE TO
PL
PROPERTY LINE
SF
SQUARE FEET
N/F
NOW /FORMERLY
WETLAND DELINEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMUNITY
BIQPROJECTNIMS2
CITY:
DURHAM
COUNTY:
DURHAM
STATE:
I NORTECABOLDIA
DATE:
I AM 10. 2011
c�Hl 2 f/fyt M UND CMIAWAM, PC
'� "v• " �Ar '0o»»antad to 7We1 Q➢a1tty Bel laa.
!•.: ` e 3Lm UcN e,: 0-8070
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, NC 87119 `4b ➢,e4,w➢e,eeeLasm
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DRAWN BY: XGC CHECKED BY: WAG I SHEET 2 OF 13

ISOLATED
WETLANDS
x'782 — #783
(283 SF)
ISOLATED
WETLANDS
#783 — #785
(94 SF)
0
USACE
JURISDICTIONAL
STREAM CHANNEL
USACE
JURISDICTIONAL
STREAM CHANNEL
4r10
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USACE iiNW1 AQAQUAMCC.
JURISDICTIONAL �
STREAM CHANNEL
(234 SF)
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461 4a�
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a
1 hwh _ 100 tL
NOTE: ALL DISTANCES AND COORDINATES ARE IN US SURVEY FEET.
AREAS WERE COMPUTED USING THE COORDINATE METHOD.
WETLANDS DELINEATED BY BIIRDETTE LAND CONSULTING, INC.
SEE SHEETS 9 -13 FOR COORDINATE POINT TABLES.
SEE SHEET 13 FOR ACREAGE SUMMARY.
ISOLATED wood
WETLANDS 4o6z v`AS 0110
#737 — #757
(2,609 SF)
floor
4169 4161 ,4143 Y FUG am
6744
4,63
lea 164 USACE
41574166 JURISDICTIONAL
WETLANDS
� '� #720 — #736
'Thls certifies that this ropy of this plot accurately depicts the
n PC
LEGEND
boundary of the Jurisdiction of Section 404 of the Clean Water Act
SSCC .
UMEOW 0-2070
98T. 180a
Rio 6L Gil" a< Ph— (619) RO
as determined by the undersigned on thie date. Unless there is a
-4464
10 Paz (016) alo -8106
Change in the low or our published regulations, this determination
USACE
U.S. ARMY CORPS OF ENGINEERS
of Section 404 jurisdiction may be relied upon for a period not to
TT
TIE TO
exceed five years from this date. This determination was made
utilizing the appropriate Regional Supplement to the 7967 corps of
PL
PROPERTY LINE
Engineer& Wetlands Delineation Manual."
SF
SQUARE FEET
N/F
NOW /FORMERLY
NAME
WETLAND DELINEATION
VXE.
DATE:
FOR
1, WADE A. GOWERS, PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
C£R77FY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCA770NS OF SEC77ON
404 JURISDICTIONAL AREAS AS DELINEATED BY
BURDETTE LAND CONSUL77NG, INC. OF RALEIGH, NC.
it
A4 Ir WADEA. GOWER PLS
PROFESSIONAL LAND SUkVEYOR UC. 9 L -401)
LEESVILLE ROAD ACTIVE ADULT
COMMUNITY 6Lamolacroll333
CITY: COUNTY: STATE: DATE:
DURHAM DURHAM N01l1HCA2DLWA RWIk2011
n PC
'Comm te, '
Naa
SSCC .
UMEOW 0-2070
98T. 180a
Rio 6L Gil" a< Ph— (619) RO
-4464
10 Paz (016) alo -8106
Re 2Y612 .,m 6e.....a.7.es.ea
Floitl
MWN BY: RGC CHEO(ED 9Y: WAG 1 SHEET 3 OF 13
0: \ —MTE\ PHI- 10- 03B \dwB \IEIL4VILLE_USACE_nM AND _SDUTH.dwg
REVISED: 00272011 - CHANCES PER CUPW

AtR4ll �c
USACE
JURISDICTIONAL
STREAM CHANNEL
USACE
JURISDICTIONAL
STREAM CHANNEL
610
USACE MIN6AAL AQUA
JURISDICTIONAL ,A� 4
STREAM CHANNEL
(234 SF)
g�
tl
U
z
USACE
JURISDICTIONAL
STREAM CHANNEL
GROW Sara
+ a +qp app app
>B a1Qf
i b h -100 R
NOTE: ALL DISTANCES AND COORDINATES ARE IN US SURVEY FEET.
AREAS WERE COMPUTED USING THE COORDINATE METHOD.
WETLANDS DELINEATED BY BURDETTE LAND CONSULTING, INC.
SEE SHEETS 9 -13 FOR COORDINATE POINT TABLES.
SEE SHEET 13 FOR ACREAGE SUMMARY.
45 474@ ISOLATED e4000
4747 WETLANDS 4404 F`"a 0M
4148 #737 - X1757
't 4740 (2,609 SF) �D06
4706 47W 4008 5407
1 474 _
4 4M, 4159 14103 FLAG #744 1 ` a
41 : 164 USACE
4164 ,as 4'574'66 JURISDICTIONAL
' WETLANDS
4 ry , ' J x'720 - #736
* ' m (3,804 SF)
167
„ 1594 USACE
4 4' 41 JURISDICTIONAL
44/1 '4p6 STREAM CHANNEL
(603 SF)
`This eerbYies that this copy of this plot accurately depicts the
WS LAIRD COOMTAM, PC
to Tow 40dity swTice
boundary of the jurisdiction of Section 404 of the Clean Water Act
Pkm ueesee: C-am
Sar. 19ae
Rio aL an" a Ph9oe (919) 610 -4464
19017, 10 (9l9) a4o -9LOa
aelelaL. NC 27414 d.9: e..M..em4e,m4„m
as determined by the undersigned on this date. Unless there is a
change in the low or our published regulations, this determination
USACE
of Section 404 jurisdiction may be railed upon for o period not to
TT
exceed five years from this date. This determination was made
utilizing the appropriate Regional Supplement to the 1987 Cofps of
PL
Engineers Wetlands Delineation Manual.'
SF
NAME N/F
H7LE
DATE
1. WADE A DOWERS. PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCATIONS OF SECTION
404 JURISDIC77ONAL AREAS AS DELINE47ED BY
SURDETTE LAND CONSUL77NG, INC. OF RALEIGH, NC.
17,4, ( IQ
DA WADE A. GOWERS PLS
PROFESSIONAL LAND SURVEYOR LIM # L-4639
USACE JURISDICTIONAL
WETLANDS
#639 - {643
597 SF) I
4166 4'66 JI
414 �:� 4167
4706
LEGEND
U.S. ARMY CORPS OF ENGINEERS
TIE TO
PROPERTY LINE
SQUARE FEET
NOW /FORMERLY
WETLAND DELINEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMUNITYHI.CIPROlSCT611W
CITY: COUNTY: STATE: DATE:
DURHAM DURHAM NORTH CAROLINA I xm L%20lI
SURVEYED BY 1
��tw3.! Hy4
WS LAIRD COOMTAM, PC
to Tow 40dity swTice
°�`
,t=
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t ....
C4reuu►m
Pkm ueesee: C-am
Sar. 19ae
Rio aL an" a Ph9oe (919) 610 -4464
19017, 10 (9l9) a4o -9LOa
aelelaL. NC 27414 d.9: e..M..em4e,m4„m
DRAWN BY: RGC CHECKED BY: WAG I SHEET 4 OF 13
0:\ - PULTE\ PBh 10- 0SB\ dwg \IEESVIIlE_USACE_W"LAND _SOUTH,dwg
REVISED: 067271201 I - CHANGES PER CLIENT

PE1�N�
J
USACE
JURISDICTIONAL
STREAM CHANNEL
4M
USACE
+� JURISDICTIONAL
STREAM CHANNEL
401 (88,409 SF)
alua2uc 11rru
o tao tea oa
M FIST
1 1wh - 100 A.
AM' ALL DISTANCES AND COORDINATES ARE IN US SURVEY FEET.
AREAS WERE COMPUTED USING THE COORDINATE METHOD.
WETLANDS DELINEATED BY BURDETTE LAND CONSULTING, INC.
Q SEE SHEETS 9 -13 FOR COORDINATE POINT TABLES.
SEE SHEET 13 FOR ACREAGE SUMMARY.
to
"This certifies that this copy of this plot accurately depicts the
boundary of the jurisdiction of Section 404 of the Clean Water Act
as determined by the undersigned on this date. Unless there is a
change in the low or our published regulations, this determination
USACE
of Section 404 jurisdiction may be relied upon for a period not to
TT
exceed five years from this date. This determination was made
util,=ing the appropriate Regional Supplement to the 1987 Corps of
PL
Engineers Wetlands Dellneatlan Manual.'
SF
NAME
77TLE.-
DATE:
1, WADE A. GOWERS, PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCATIONS OF SEC77ON
404 JURISDIC77ON4L AREAS AS DELINEATED BY
BURD£TTE LAND CONSULTING INC. OF RALEIGH, NC.
WADE A. GOWERS, PLS
PROFESSIONAL LAND SURVEYOR L IC, 0 Ld639
LEGEND
U.S. ARMY CORPS OF ENGINEERS
TIE TO
PROPERTY LINE
SQUARE FEET
NOWAORMERLY
WETLAND DELINEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMUNITYRLQPR078CTP11352
CITY: COUNTY: STATE DATE:
DURHAM DURHAM NORTH CAROLINA I IUNE 10, 2011
Cf�011.'Cl..ri,yfr V.—Mod �COMIXTrII�ITB, PC
.
1900
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GRAPHIC WWR
„a m
1 loch _ IOU tL
NOTE: ALL DISTANCES AND COORDINATES ARE IN US SURVEY FEET.
AREAS WERE COMPUTED USING THE COORDINATE METHOD.
WETLANDS DELINEATED BY BURDETTE LAND CONSULTING, INC.
SEE SHEETS 9 -13 FOR COORDINATE POINT TABLES.
SEE SHEET 13 FOR ACREAGE SUMMARY.
USACE
JURISDICTIONAL
STREAM CHANNEL
L OWN
USACE 40
JURISDICTIONAL WETLANDS
#787 — #819,
*904 — #900
(11,784 SF)
USACE
JURISDICTIONAL
STREAM CHANNEL
n4M
RAr*M
USACE
NONJURISDICTIONAL
ISOLATED
STREAM CHANNEL
(1,476 SF)
"This certifies that this copy of this plat accurately depicts the
boundary of the jurisdicbion of Section 404 of the Clean Water Act
as determined by the undersigned an this date. Unless there is a
chonge in the law or our published regulations, this determination
Of Section 404 jurisdiction may be relied upon for a period not to
exceed live years fram this date. This determination was made
utilizing the appropriate Regional Supplement to the 1987 Corps of
Engineers Wetlands Delineation Manual."
USACE
TT
PL
SF
LEGEND
U.S. ARMY CORPS OF ENGINEERS
TIE TO
PROPERTY LINE
SQUARE FEET
NAME:
N/F
NOW /FORMERLY
WETLAND DELINEATION
n7LE:
DATE •
FOR
WADE A. DOWERS, PLS NO. L -4839, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCATIONS OF SECTION
404 JURISDICTIONAL AREAS AS DEUNEATED BY
SURDETIE LAND CONSULTING, INC. OF RALEIGH, NC.
LEESVILLE ROAD ACTIVE
ADULT1,
COjBRI►�fl<Tl►T7rBT�j
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4951 48M NOTE.' ALL DISTANCES AND COORDINATES ARE IN US SURVEY FEET.
e08e 4G0F
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ees7 4011 WETLANDS DELINEATED BY BURDETTE LAND CONSULTING, INC.
SEE SHEETS 9 -13 FOR COORDINATE POINT TABLES.
r ease 40m SEE SHEET 13 FOR ACREAGE SUMMARY.
4il4 eG11
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4°13
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4 .001 4W4 JURISDICTIONAL
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NOT EVALUATED
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IIi ISOLATED
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FIAa "17 4302 .nl s,.,o (251 SF)
ISOLATED FLAG CM
is WETLANDS
#709 — #716
(1,352 SF)
"This certifies that this Copy of this plot occumtely depiota the
boundary of the jurisdiction of Section 404 of the Clean Water Act
as determined by the undersigned on this date. Onto" there is o
change in the low or our published regulations, this determination
of Section 404 jurisdiction may be relied upon for o period not to
exceed five years from this date. This determination was mode
utilizing the appropriate Regional Supplement to the 1987 Corps of
Engineers Wetlands Delineation Manual'
NAME:
777LE
DATE•
1, WADE A. GOWERS PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS 77,4E LOCATIONS OF SECTION
404 JURISDIC77ONAL AREAS AS DELINEATED BY
BURDETTE LAND CONSULTING, INC. OF RALEIGH, NC.
Z° L
TE WADEA GOWERS,
PROFESSIONAL LAND SURVEYOR LIC. B L.4B88
ISOLATED
WETLANDS
#688 — #708
(2,520 SF)
01„0
Ful 1Rl®
q►s_ PIwF 1188 LAND CONB[1LTiWrlB, PC
LEGEND
USACE
U.S. ARMY CORPS OF ENGINEERS
TT
TIE TO
PL
PROPERTY LINE
SF
SQUARE FEET
N/F
NOW /FORMERLY
WETLAND DELINEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMUNITY,,,,,,
CITY:
DURHAM
COUNTY: STAT&-
DURHAM NOMICARDEM
DATE
JUNB 142011
q►s_ PIwF 1188 LAND CONB[1LTiWrlB, PC
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>o ,1q ,55 55
al h9M ALL DISTANCES AND COORDINATES ARE IN US SURVEY FEET.
AREAS WERE COMPUTED USING THE COORDINATE METHOD.
WETLANDS DELINEATED BY BURDETTE LAND CONSULTING, INC.
SEE SHEETS 9 -13 FOR COORDINATE POINT TABLES.
g SEE SHEET 13 FOR ACREAGE SUMMARY.
cf
a,e
USACE
JURISDICTIONAL
WETLANDS
X1669 - X1678
(2,053 SF)
04555
17flY
FLAOS1165
USACE ,555
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X1654 - #669
wn
(2,519 SF) +
ti' 3
ISOLATED 4
WETLANDS 5 ISOLATED
X1679 - #687 WETLANDS ++�
(1,126 SF) #645 - #653 FuarOM
4 "' ,�Te (993 SF)
4174
41 175 � 4519 4055
HT1
'� 0176 6905+
4170
FLAG e554 4555 4050
4177 TT PL 04M4 4581
FLAOr545 40�
TT PL
this certifles that this copy of this plot accurately depicts the
I9 LAM +'ANTS, PC
'CRmmlthd to fold quaW O,w"W
Ph- U...": C -EO'IO
19YB
tills 8L on" 9 s 5 P6me (619) 610 "Al
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NC 27618 CsS: ee5ew�o5a®
boundary of the jurisdiction of Section 404 of the Clean Water Act
DRAWN sy; ROC CHECKED sr: wAG 1 SHEET 8 OF 13
as determined by the undersigned on this date. Unless there is a
change in the low or our published regulations, this determination
USACE
of Section 404 jurisdiction may be relied upon for a period not to
TT
exceed rive years from this dote. This determination was made
utilizing the appropriate Regional Supplement to the 1987 Corps of
PL
Engineers Wetlands Delineation Manual.'
SF
N/F
NAME:
71'RE,
DATE.
, WADE A. GOWERS, PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
^ERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCA77ONS OF SEC7701V
404 JURISDICTIONAL AREAS AS DELINEATED BY
9URDE7TE LAND CONSULTING, INC. OF RALEIGH, NC.
2° tc
ATE WAW OL GOWERS, PLS
PROFESSIONAL LAND SURVEYOR L/C 11 L4m
LEGEND
U.S. ARMY CORPS OF ENGINEERS
TIE TO
PROPERTY LINE
SQUARE FEET
NOW /FORMERLY
WETLAND DFJ RaAT10N
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMUNITYBLQPROIKTY11352
CITY: COUNTY - DATE:
DURHAM I DURHAM 1 NOR7E A7CAROUNA I 1=1k2011 I
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DRAWN sy; ROC CHECKED sr: wAG 1 SHEET 8 OF 13
0:\-PULTE\ PIU- 10- OSB\ dwg \LEESVIUE_USACE- WLTLAND.BOM.dwg
Rm-gr.n- tumnnl 1 _ rwAwn- 5ro r, —

'This certifies that this Copy of this plot accurately deplots the
POINTTABLE
PO4TNAAE
NORTHING
EAMMG
DESCRIPTION
4WD
79732M
2064577.10
CLB.00HANNELOM
4067
797810,94
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206464B.89
CLWCK&NNEL0700
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797106.14
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CL40CHMNELP749
4006
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20616240
CL 453 CHANNS0740
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20901 &70
CL40 CHANNELp47
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7=0114
2064610.90
CL6ACHINNELp"
4008
792=96
20172.61
CL40CHANIELA46
4W9
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2064=.81
CL6.00WWNEL0744
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W=EMM
CL42 CHANMOM
4016
704114.16
102079.1
CLaa CHANNEL
4019
79409.47
2063917.1H
CL4OCHANNEL
4070
794=70
2083Ma71
CL && CHANNEL
421
794010.44
2983 M.2
CL&V CHAN IELp=
422
79W&AB
183940.01
W84rrf53
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206997a2
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CL 10 CHANNEL
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790817.78
2082B=33
CL6.a CHANNEL
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79MM
2G671"A8
CL9aC 1AMEL
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79MOD54
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CL flO CHANNEL
419
79271.50
40812.2
CL&&CHANNEL
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193MM
202=6.41
CLSa CHANNEL
4041
78311.14
2=2M5.1
CLBa CHANNEL
412
law.95
3COM.31
CLaa CHMMEL
418
7032MA
2DRIMM
CLSOCHANNEL
4D44
79719.76
2MMOM
CL&OCHANNEL
4046
7=18710
202MOI
CL&V CNANIEL
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162017.41
CL 10 CHANNEL
4047
7 =19.10
206797731
CLW CWWNEL
4021
7=16128
20WIMM
CL10CHANNEL
419
7M/3&1
2M2WA8
CL&OCHAMIEL
4090
7 =107.67
2087=4.41
C140CHANNEi
4061
793M38
20294426
CL4LUCHANNEL
402
79SMSM
2DEN320
CL4DCHANNEL4763
4053
TNUC78
201Mv
CLLOCHANNELA69
4064
763310.8
2027=.1
CL6ACHANNEL9T1
401
79331431
2027761
CL 100 CHAME R M
4056
7X29&M
2M4199A8
CL4OCHANNEL4W
4067
792=78
200415&=
CL 4.0 CHANNEL#=
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7977107
184187.91
CL6a CNAMNEL=61
4059
7922026
18410&13
CL&OCHANNELM00
4000
794208.40
184=&76
CL&OCHANNELAG
4081
792224.7
209WALM
CL4a CHANNELAN
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7221329
2DUM79
CL6a CHNEL96A
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104042.91
CL6a CHINNELAO
401
7216279
2094094.33
DL&CrCHANMLTTPLdM
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CL4a CHA/MEL4M9
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CL4a CHMNNELNU
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CL102 CHANNEL
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74233712
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4073
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2053539.77
CLIGO CHANNEL46W
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10=11.2
CL0.a C7AMEL4M6
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417
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CLaOCHAHNEL
4087
723088
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CLWYCHANAIM
4065
792344.77
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792334.57
187=216
CL7.DCHANNEL
410
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20813124
CL &a CHANNELp06
411
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CL&(YCHANNELVW
4008
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208108.2
CL &0 CHANNELMM
1093
79747.79
153401.06
CLUr CHANNEL3106
4091
78510.16
20624147D
CL39 CHANNELA04
4095
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208127.18
CL9ACHANELOM
4098
78639.448
2M243'793
CLSaCIANNELp2
4097
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202=.2 I
CLs.9cHWNas7at
'This certifies that this Copy of this plot accurately deplots the
PONTNAME
boundary of the jurisdktion of Section 404 of the Clean Water Act
EASING
as determined by the undersigned on this date. Unless them is a
In the low
USACE
change or our published regulations, this determination
of Section 404 jurisdiction may be relied upon for a period not to
TT
exceed Five years from this date_ This determination was made
utilising the appropriate Regional Supplement to the 1987 Corps of
PL
Engineers Wetlands Delineation MonuaL'
SF
NAME:
71RE.
DATE
1. WADE A. GOWERS PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR. DO HEREBY
CERTIFY MAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SNOWS THE LOCA77ONS OF S£C77ON
404 JURISDICTIONAL ARE4S AS DELINEATED BY
BURDET7E LAND CONSUL77NG. INC. OF RALEIGH, NC.
POINTTABLE
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EASING
DESCRPTION
4066
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PROFESSIONAL LAND SURVEYOR LIC N L -41699
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4102
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4106
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LEGEND
U.S. ARMY CORPS OF ENGINEERS
TIE TO
PROPERTY LINE
SQUARE FEET
NOW /FORMERLY
WETLAND DELINEATION
FOR
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200220637
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"This certitlss that this Copy of this plot accurately depicts the
boundary of the Jurisdiction of Section 404 of the Clean Water Act
as determined by the undersigned on this date_ Unless there is a
change in the low or our published regulations, this determination
Of Section 404 jurisdiction may be roiled upon for a period not to
exceed five years from this dote. This determination was made
uti Icing the appropriate Regional Supplement to the 1987 Corps of
Engineers Wetionds Delineation ManvoL"
NAME:
TITLE:
DA 7E:
I, WADE A. GOWERS, PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOC47701VS OF SECTION
404 JURISDICTIONAL AREAS AS DELINEATED BY
BURDET77E LAND CONSULTING, INC. OF RALEIGH, NC.
?,10 k( - .. Lk;o=
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PROFESSIONAL LAND SURVEYOR UQ 0 L-4639
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' DURHAM 1 DUCOR I NORTA CARM3NA I AM lQ 1011 I
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"This Certifies that this copy of this plat omurote /y depicts the
boundary of the jurisdiction of Sectlon 404 of the Clean Water Act
STATE:
as determined by the undersigned on this date. Unless there is a
change in the law or our published regulations, this determination
USACE
of Section 404 jurisdiction may be relied upon for o period not to
TT
exceed five years from this date. This determination was made
utilizing the appropriate Regional Supplement to the 1987 Corps of
PL
Engineers Wetlands Delineation Manual."
SF
NAME:
77TLE:
WE-
1. WADE A COWERS, PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, 00 HEREBY
CERTIFY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCATIONS OF SEC77ON
404 JURISDIC77ONAL AREAS AS DELINEATED BY
BURDE77P LAND CONSUL77NG, INC. OF RALEIGH, NC.
It (k, _LLO=
DA %E WADEA GOWM KIP
PROFESSIONAL LAND SURVEYOR UC # 446U
LEGEND
U.S. ARMY CORPS OF ENGINEERS
TI E TO
PROPERTY LINE
SQUARE FEET
NOW /FORMERLY
WETLAND DELIIgEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMUNITYBLCIPR0IECT #13352
CITY:
COUNTY:
STATE:
DATE
DURHAM
DURHAM
NDRTHCAROUNA
Am 10. 2@11
SURVEYED BY
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REVISED, D612712011 . CHAWGRR M n7FNT

"This certifies that this copy of this plot accurately depicts the
COUNW
LEGEND
boundary of the jurisdiction of Section 404 of the Clean Water Act
DURHAM
DURHAM
as determined by the undersigned an this date. Unless there !e a
change in the low or our published regulations, this determination
USACE
U.S. ARMY CORPS OF ENGINEERS
of Section 404 jurisdiction may be relied upon for a period not to
TT
TIE TO
exceed five years from this date. This determination was made
utilizing the appropriate Regional Supplement to the 1987 Corps of
PL
PROPERTY LINE
Engineers Wetlands Delineation Alonua6"
SF
SQUARE FEET
. '". ° :. •; :•
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NAME:
I
WETLAND DELINEATION
17 7E'
WE
FOR
1, WADE A. COWERS, PLS NO. L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
CERTIFY THAT THIS MAP WAS PREPARED UNDER AfY
SUPERVISION AND SHOWS THE LOCATIONS OF SECTION
404 JURISDIC77ONAL AREAS AS DELINEATED BY
BURDETTE LAND CONSULTING. INC. OF RALEIGH, NC.
O `�
%E WADE A. GORERS, PLA
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LEESVILLE ROAD ACTIVE ADULT
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0:\- PULTE\ PM- 10- 03H\ dwg\LEE9pM- USACR-WEnAND -SOUTH.dwy
REVISED: 06,2712011 - CHANGES PER cuD rr
COUNW
STATE:
DATE:
DURHAM
DURHAM
I NMMC.AAOLM
AM 10, 2011
SURVEYED B�1Yf�p
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REVISED: 06,2712011 - CHANGES PER cuD rr

ACREAGE SUMMARY
USACE NONJURISDICTIONAL STREAM CHANNEL —
5,193 SF — 0.12 ACRE
USACE NONJURISDICTIONAL ISOLATED STREAM CHANNEL
— 1,727 SF — 0.04 ACRE
USACE JURISDICTIONAL STREAM CHANNEL —
906 SF — 0.02 ACRE
USACE JURISDICTIONAL WETLANDS —
22,064 SF — 0.51 ACRE
ISOLATED WETLANDS —
21,393 SF — 0.49 ACRE
TOTAL —
"This certifies that this copy of this plot accurately depicts the
boundary of the jurisdiction of Section 404 of the Clean Water Act
as determined by the undersigned on this date. Unless there is a
change in the low or our published regulations, this determination
Of Section 404 jurisdiction may be relied upon for a period not to
exceed five years from this date. This determination "a mode
utilizing the appropriate Regional Supplement to the 1987 Corps of
Engineers Wetlands Delineation Manual."
NAME
ME
DATE'
1, WADE A. GOWERS, PLS NO, L -4639, A NORTH
CAROLINA PROFESSIONAL LAND SURVEYOR, DO HEREBY
C£R77PY THAT THIS MAP WAS PREPARED UNDER MY
SUPERVISION AND SHOWS THE LOCATIONS OF SEC77ON
404 JURISDIC77ONAL AREAS AS DELINEATED BY
BURDET I E LAND CONSULTING, INC. OF RALEIGH, NC.
-?,b It 3
TE WADEA. GOWERS, PLS
PROFESSIONAL LANDS MYOR L"0 L. -1698
51,283 SF — 1.18 ACRE
WETLAND DELINEATION
FOR
LEESVILLE ROAD ADULT
COl�l IT1 % MCI PROJECT#113S2
CITY:
LEGEND
USACE
U.S. ARMY CORPS OF ENGINEERS
TT
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SQUARE FEET
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FOR
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COl�l IT1 % MCI PROJECT#113S2
CITY:
COUNTY:
STATE
DATE
DURHAM
DURHAM
NGIGHCAROLWA
JONE%2011
SURVEYED BY
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REVISED: 068741011- CHANGES PER CLIENT

U.S. ARMY CORPS OF ENGINEERS
WILMINGTON DISTRICT
Action ID. 2011 -00318 County: Durham U.S.G.S. Quad: Southeast Durham
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner: See attached Prop. Owner List Agent: Soil and Enyviironmental Consultants, PA
Address: Attn: Mr. Steven Ball
11010 Raven Ridge Road w y
Raleigh. NC 27614
Telephone No.: 919 -1140 -5900 AYOi9
Property description:
Size (acres)
Nearest Waterway
USGS HUC
237
Little Brier Creels
03020201
Nearest Town Durham„
River Basin Neuse
Coordinates N 35.9350
W - 78.789°
Location description Proposed Leesville Road Adult Community development assembled tract on the south side of
Leesville Road. —2.200 feet east of Doc Nichols Road as shown on the attached plats.
Indicate NVIdeh of the Followinn Apply:
A. Preliminary Determination
❑ Based on preliminary information, there may be waters of the U.S. including wetlands on the above described property. Wo strongly
suggest you have this property inspected to determine the extent of Departnicut of the Army (DA) jurisdiction. To be considered final, a
jurisdictional determination must be verified by the Corps. This preliminary determination is not an appealable action under the
Regulatory Program Administrative appeal Process ( Reference 33 CFR Part 331).
B. Approved Determination
❑ There are Navigable Waters of the United States within the above described property subject to the permit requirements of Section 10 of
the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our published revelations,
this determination may be relied upon for a period not to exceed five years from the date of this notification.
® There are waters of the U.S. including wetlands on the above described property subject to the permit requirements of Section 404 of the
Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or our published regulations, this determination may be
relied upon for a period not to exceed fire years from the date of this notification.
❑ We strongly suggest you have the waters of the U.S. including wetlands on your property delineated. Due to the size of your
property andior our present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner. For a more
timely delineation, you may wish to obtain a consultant. To be considered final, any delineation must be verified by the Corps.
❑ The waters of the U.S. including wetlands on your propeM.r have been delineated and the delineation has been verified by the Corps.
We strongly suggest you have this delineation surveyed. Upon completion, this survey should be reviewed and verified by the Corps.
Once verified, this survey will provide an accurate depiction of all areas subject to MA jurisdiction on your property which, provided
there is no change in the law or our published regulations, may be relied upon for a period not to exceed five years.
® The waters of the U.S. including wetlands have been delineated and surveyed and are accurately depicted on the plat signed by the
Corps Regulatory Official identified below on May 24, 2011. Unless there is a change in the law or our published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
❑ There are no waters of the U.S., to include wetlands, present on the above described property which are subject to the permit
requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law or our published regulations,
this determination may be relied upon for a period not to exceed fire years from the date of this notification.

Action ID. 2011 -00318
❑ The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(CAMA). You should contact the Division of Coastal Management in Washington, NC, at (252) 946 -6481 to determine
their requirements.
Placement of dredged or fill material within waters of the US and/or wetlands vdthout a Department of the Army permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311). If you have any questions regarding this
determination and/or the Corps regulatory program, please contact Eric Alsmever at 919-5—U4884, ext. 23.
C. Basis For Determination: The property contains relatively permanent and non - relatively permanent waters. with
indicators of ord nga high water marks, stream channels of Little Brier Creek and unnamed tributaries, and abutting
wetlands. Little Brier Creek is a tributary of Brier Creek, which is a tributary of Lake Crabtree. a Traditional
Naviimble Water.
D. Remarks: This JD is based on a site inspection by Eric Alsmever on 116/2011 Two ponds (and two wetlands on the
site (P02. P03. VM -S08 and WL -S33) are isolated and were determined to be features not subject to Section 404
E. Attention USDA Program Participants: This delineation/detemiination has been conducted to identify the limits of Corps' Clean
Water Act jurisdiction for the particular site identified in this request. The delineation determination may not be valid for the wetland
conservation provisions of the Food Security Act of 1985. If you or your tenant are USDA Program participants, or anticipate participation in
USDA programs, you should request a certified wetland determination from the local office of the Natural Resources Conservation Service,
prior to starting work.
F. Appeals Information (This information applies only to approved jurisdictional determinations as indicated in B. above)
This correspondence constitutes an approved jurisdictional determination for the above described site. If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331. Enclosed you will find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form. If you request to appeal this determination
you must submit a completed RFA form to the following address:
District Engineer, Wilmington Regulatory Division
Attn:Jean Gibby, Field Office Chief,
Raleigh Regulatory Field Office
3331 Heritage Trade Dr., Suite 105
Wake Forest, North Carolina 27587
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal under 33
CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP. Should you decide to submit an
RFA form, it must be received at the above address by 7122/2011.
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this
correspondence. **
Corps Regulatory Official:
Date 5/24/2011 Expiration Date 5/24/2016
Copy fiunished:
S&EC; S. Ball

NO ,ATION OF ADIVIIIIMTRLATIVE APPEAL 01'T`I 1�: IID':E 3CESS
REQUEST FOR APPS ,
Applicant. See attached Prop. Owner List: Pile Number: 2011 00318
Date: 3/24/2011
Attached is:
See Section below
INITIAL PROFFERED PERMIT Standard Permit or Letter of permission)
A
PROFFERED PERMIT Standard Permit or Letter of ermission
B
PERMIT DENIAL
C
APPROVED JURISDICTIONAL DETERMINATION
D
PRELIMINARY JUMSDICTIONAL DETERMINATION
E
SLCTIDN I - The �ollOOMS 14044fles your rights and options regarding an adminlsttative appeal of the above decision.
Additional information may be found at http -/Av- w.usace.army.mif f'CECW/Pageslzeg_materials.aspx or
Corps regulations at 33 CFR Part 331.
A: JWTIAL PROFFERED PERMIT: You may accept or object to the permit.
• ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If
you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized. Your signature on the Standard permit or
acceptance of the LOP means that you accept the permit in its entirety, and Waive 0 rights to appeal the permit, including its terms and
conditions, and approved jurisdictional determinations associated with the permit.
• OBJECT: If you object to the permit (Standard or LOP) because of certain terms and conditions therein, you may request that the
permit he modified accordingly. You must complete Section II of this form and return the form to the district engineer. Your
objections must be received by the district engineer within 60 days of the date of this notice, or you will forfeit your right to appeal
the permit in the future. Upon receipt of Your letter, the district eneineer will p,Au,A*p V!1 „Y f1t1;pI.f:IfN! .-A ... ._. __ 3:t. L_
permit to address all of your concerns, (b) modify the permit to address some of your objections, or (c) not modify the permit
having determined that the permit should be issued as previously written. After evaluating your objections, the district engineer
will sond you a proffered perm — t for your reconsideration, as indicated in Section B below.
B: PROFFERED PERMIT: You may accept or appeal the permit
ACCEPT: If you received a Standard Permit, you may sign the permit document and return it to the district engineer for final authorization. If
you received a Letter of Permission (LOP), you may accept the LOP and your work is authorized Your signature on the Standard Permit or
acceptance of the LOP means that you accept the permit in its entirety, and waive all rights to appeal the permit, including its terms and
conditions, and approved jurisdictional determinations associated with the permit.
APPEAL: If you choose to decline the proffered permit (Standard or LOP) because of certain terms and conditions therein, you
may appeal the declined permit under the Corps of Engineers Administrative Appeal Process by completing Section 11 of this form
and sending the form to the division engineer. This form must be received by the di,. ision engineer within 60 days of the date of
this notice,
C: PERMIT DENTAL: You may appeal the denial of permit under the Corps of Engineers Administrative Appeal Process by
completing Section H of this form and sending the form to the division engineer. This form must be received by the division engineer
within 60 days of the date of this notice.
D: APPROVED JURISDICTIONAL DETERMINATION: You may accept or appeal the approved JD or
provide new information.
• ACCEPT: You do not need to notify the Corps to accept an approved JD. Failure to notify the Corps within 60 days of the date of
this notice, means that you accept the approved JD in its entirety-, and waive all rights to appeal the approved JD.
• APPEAL: If you disagree with the approved JD, you may appeal the approved JD under the Corps of Engineers Administrative
Appeal Process by completing Section lI of this form and sending the form to the district engineer. This form must be received by
the division engineer within 60 days of the date of this notice.
E: PRELIMINARY JURISDICTIONAL DETERMINATION: You do not need to respond to the Corps regarding the preliminary JD.
The Preliminary JD is not appealable. If you wish, you may request an approved JD (which may be appealed), by contacting the Corps
district for further instruction, Also you may provide new information for further consideration by the Corps to reevaluate the JD.

SECTION II - REQUEST FOR APPEAL or OBJECTIONS TO AN INITIAL PROFFERED PERMIT
REASONS FOR APPEAL OR OBJECTIONS: (Describe your reasons for appealing the decision or your
objections to an initial proffered permit in clear concise statements. You may attach additional information to
this form to clarify where your reasons or objections are addressed in the administrative record.)
ADDITIONAL INFORMATION: The appeal is limited to a review of the administrative record, the Corps
memorandum for the record of the appeal conference or meeting, and any supplemental information that the
review officer has determined is needed to clarify the administrative record. Neither the appellant nor the Corps
may add new information or analyses to the record. However, you may provide additional information to clarify
the location of information that is already in the administrative record.
POINT OF CONTACT FOR QUESTIONS OR INFORMATION:
If you have questions regarding this decision If you only have questions regarding the appeal process you
and/or the appeal process you may contact: may also contact:
Jean Gibby, Field Office Chief Jason Steele
U.S. Army Corps of Engineers Administrative Appeals Review Officer
Raleigh Regulatory Field Office 60 Forsyth Street, SW (Room 9M10)
3331 Heritage Trade Dr., Suite 105 Atlanta, GA 30303 -8801
Wake Forest, NC 27587 404 -562 -5137
RIGHT OF ENTRY: Your signature below grants the right of entry to Corps of Engineers personnel, and any
government consultants, to conduct investigations of the project site during the course of the appeal process. You
will be provided a 15 day notice of any site investigation, and will have the opportunity to participate in all site
Date: I Telephone number:
of appellant or

Action ID. 2011 -00318 Leesville Road Assemblage County: Durham
Property Owner List
Barbara Marlene Ross
5714 Lees -v ille Road
Durham, NC 27703
Sandra Mason Gooch
5814 Leesville Road
Durham, NC 27703
Ruth Clements Perry
211 Adams Street
Durham, NC 27703
AIS Forestry and Farming, LLC
Attu: Algie L Stephens
319 Chapanoke Road, Suite 102
Raleigh, NC 27603
John N. Russell, Jr.
6206 Leesville Road
Durham, NC 27703
James Larry Clements
6204 Leesville Road
Durham, NC 27703
Timothy Randall Clements
7416 Leesville Road
Durham, NC 27703

y�
d
0
e• aye To na ,
1 0rh +000 A
UM* ALL DISTANCES AND COORDINATES
ARE IN US SURVEY FEET, AREAS
WERE COMPUTED LINO THE
COORDINATE METHOD.
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1, WHDE A. COWERS PLS NO. L- 4Q,iD• A NORTH
CAROLMM PROFESSIONAL LAND 00 NEREBY
OEify" THAT TNIS MAP WAS PREPARp LNpER Afr
SC*VDMSXW AND SHOW THE LOCATIONS OF SEC110P/
404 dURFSOACTIOWL AREAS AS DELINEATED BY S&W
OF MMA7 i4 Na
alaaauuquy,
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NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LE M
PROPERTY rr SF SQUARE FEET
PL TIE TO
CL CENTERUNE�E TB TOP BANK
AC ACRE
WETLAND DELINEATION
FOR
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COMMUNITY
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SURVEYED BY
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USA 8L Can sa 4A Puma (a1o) dlo -4 14
, NO axis( %iea.
DWM BT. ROC S M l OF 14

II
_ JURISDICTIONAL
WENOS 101 _n JURISDICTIONAL
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#WLOI — #WL07 POND
(2,124 Sr) ,,,� (39,007 SF)
ow
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10101
10!11 11 i aN 1
,0101
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1®10 , /' � lam %
START UNIMPORTANT
/ I INTERMITTENT STREAM
UNIMPORTANT FLAG 0=3
START POINT
UNIMPORTANT
f INTERMITTENT
1®+ STREAM
oar #SO3 — #SO4
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„p SEE SHEET 14 OF 14 FOR ACREAGE SUMMARY.
MATCH LINE
COORDINATES SHOWN HEREON ARE BASED ON HAD 53,
; ,0,,,
I SHEET 2 ,
SHEET 3
'71'M SOUN�TMOF INE XNSINC110N OF SEECCTTION 404 OF NE OMM
CLEAN
WATER ACT AS KW41YNED BY THE IBAERSIO11EO ON 7NS DA7L
UNLESS THERE IS A CHANCE IN TIE LAW OR OUR P amM
REGULAMNS, 7M DETERMINATION OF SMT10N 404 Aimm 10710N MAY
BE RELIED UPON FORA PERIOD NOT 70 NCICEED FAE YEARS FROM 'MIS
DA7E INIS OETERIONAlION ItlLS MADE U1%=G THE 10" OMWS OF
EN6MkHtS WETLANDS DELINEATION MANUAL
NAI10.
r
r
DATE -17 ay/ r
I. WADE A GOWOM PL4 NO. 1.-4639, A NOR7H
CAROLM PROfES'SIOAML LAND SURYEYM 00 HEREBY
Cgffr#Y T7MT THIS MAP WAS PROVAM UNDER AIY
SUPERVISION AND SHOWS THE LOCATIONS OF SECDON
104 JURISOlCnOML AREAS AS DEGNEA7ED BY SA:EC
OF A 4U7ft NO.
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NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEGEND
PL PROPERTY LINE � SQUARE
CC
A C� LNE TB TOP BANK
WETLAND DELTNEAITON
FOR
LEESVILLE R�O�A /D�TATC►�T[IJVE ADULT
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CRY: CDUNT',: frATE: niam
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DRAM W. RO I - _ CHECIW BY: WA6 I SHEET 20F 14

MATCH LINE
SHEET 2
SEE SHEET 11 14 SHEET 3
OF 14 FOR PORR COORDINATE TABLE, I
SE E SHEET 14�OF 14 FOR ACREAGE SUMMARY.
COORDINATES SHOW HEREON ME BASED ON NAD as.
ORO= oars
S� n 8
1
I
WAM LOM - 4ILW -4
loon {
ISOLATED POND
1092 (1.789 'SF) _
,0518
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SHEET 3 SHEET 3
SHEET 4
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEGEND
PL PROPERTY LINE WL WWEETLANDFEET UARE
CL � LINE TO TOP RANK
WETLANn DELINEATION
FOIL
LEESVILLE ROAD ACTIVE ADULT
CO
S.BC7B0®CYSIdDSWI
cur COUMIY STATE: DATE:
DURNM DUN" )EMCABOLM JAMMM21.2011
SURVEYED BY
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611! K. an" eeYaae PIMM (KG) 610 -4464
�Se SY61s rSauM 61ie�5im
DRAWN 6Y: ROC QWU 9C WAD 9 *XT 9 OF 14
PSO4 — STRV
INTERSECT
(25,519 SF)
NS OINEFIES TNAT THIS COPY OF THIS PLAT ADCURAIELY DEPICT&
THE BOUNDARY OF THE JUR1 LI10N OF SWIM 404 OF 7K WM
WATER ACT AS DEIERArNED BY WE UNDEMONED ON IHRT DATE.
UNLESS WERE E1 A CNANLTE W THE LAW OR OUR PUBLISHED
REOULATONS 'MIS DEIERMI NATON OF SC110N 404 JUItl9D 010 MAY
SE RETJED UPON FOR A PENCO NOT TO EMCEED nW YEARS FROM 7X18
DATE, 1NIS DETMNA710N WAS MAZE UMENO THE 1567 OORPS OF
04014M WEM1ANZS(DEELUE�A7M MANUAL
RAE o /.
DATE' 10
1, WADE A GOWERM PLS NCL 4-4039, A NORTH
CAROLINA PROFRSSAONAL LAND SOWYOft DO HEREBY
CERWY 7HAT 7To ~ WAS PREPARED twom my
SNIPERKSJON AND SHOWS THE =4700 OF SECTION
404 AM=DICTXNML AREAS AS DECMIE TED BY S&EC
OF RALEIGH, NC.
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P✓4K>J ONAi L AW SNRVlYQR L K%TI L 4=

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SEE SHEET 12,13 OF 14 FOR POW COORDINATE TABLE
SEE SHEET 14 OF 14 FOR ACREAGE SUMMARY.
lam
COORDINATES S14OWN HEREON ARE BASED ON NAD 83.
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MATCH LINE
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SHEET 6
aaaal
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(9,381 SF)
N07E: WETLANDS WERE DELINEATED BY SOIL AND
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LEGEND
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PL PROPERTY UNE WPL WETLANDE FEET
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PERENNIAL STREAM
#506 - STREAM INTERSECT
J
(9,703 SF)
SEE SHEET 12,14 OF 14 FOR POINT COORDINATE TABLE,
SEE SHEET 14 OF 14 FOR ACREAGE SUMMARY.
COORDINATES SHOWN HEREON ARE SAM ON NAD B3.
mmnc NICRAf
no
IN
L Ieal - M IL
1
1
I MATCH LINE
r
1 SHEET 6
1
J!
I
THIS CIRIIMES THAT =3 COPY OF THIS PLAT ACQKATRY Ov%15
THE BOUNDARY OF 7NE dIPoSD=ON Of SECTION 404 OF THE OEM
WATER ALT AS OEIERMI ED BY THE UNDERSHWO ON TNIS DATE.
UNLESS 7HERE W A CHANGE N 7HE LAW OR OUR PUBMEp
REGlM11DN3 THIS DEIERMNAIM OF SECTION 404 JUR=ICDON MAY
DE RELIED UPON FOR A PERIOD NOT TO FAE YFARS FROM THBS
DAIS: 11U8 DETERMNAIION IMAB MADE U11=0 Tiff 1087 CORPS Of
ENGINEERS riE7LANps DyyE//7.'77D__8��A710N LLAMUAL
NAMB GT'W 1.
pTLE i` r•
DATE:
1. Nf4GE A. COWERS, PLS Na L -40.18 A NORTH
04ROLIN4 PROPESSADNAL L4N0 SURYEYM DD HEREBY
CER7NFr THAT THIS At4P W4S PREPARED wom AIr SHOW 374E SUPIRKSWONN E� � SS i .L S
OF RALVON. NC.
44 CAS �'a,
f SEAL
PROPESMONAL LAW a=ROM LIM a Ld9f9
rf ��
ISOLATED
WETLANDS
/S33 - #S43
(762 SF)
,mto FLAG +SOS -
START UNIMPORTANT
ou++ 1NTERMTTTENT STREAM
UNIMPORTANT
INTERMITTENT STREAM
#SOS - #S06
(4,553 SF)
W
N r�
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1=7 w W
`VI (A
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
WETLAND DELINEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
CONNUNITY
IIABCNIDI..NR11M
CITY: comm. SLAT@ DATA
DURNA4N DURHAM 11010 ICAVIOUNA NAMUAu"'mu
=VEYED BY
IM LAND CONSULTANTS, PC
ftm SL ago F"d PLene (919) 510 -44714
�e! ! >b ftx (919) 010 -KOO
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-- IRDIM BY: ROO MM W. WAG SHEET 5 OF i4

8
i
9
r
r
m
MATCH LINE
SHEET 4
'AF
F.f.
SEE SHEET 13 OF 14 FOR POINT COORDINATE TABLE.
SEE SHEET 14 OF 14 FOR ACREAGE SUMMARY.
COORDINATES SNOW HEREON ARE RASED ON MAD 61.
aaA vim
g 1 16 0
R l A1ah . lO0 R.
THIS OERIRTES THAT THIS COPY OF INS PLAT ACCURATELY DEPICTS
INS BOUNDARY OF THE A11iIS =CN OF SMON 404 OF THE MEAN
WATER ACT AS DETFAMI ED BY IHE UNDl ED ONTIII� DATE.
UNL THERE IS A MIMICE IN THE
ESS LAW Mi OUR PUBLISMkD
NECIILA110N4, THIS DEIERIANAIMIN OF SECTION 404 AEON MAY
BE REliiO UPON FOR A PERIOD NOT W IDW ED RIVE YEARS FROM THIS
DATE THIS WMMNA110N WAS MADE UTIUZHG THE IW7 COMPS OF
E"NEERS VETLANDS OEUNFAIM MANUAL
MANES
TIRE r e.
DATE:
L MWE A. 00102 5. PLS NO. L-4M A NORTH
CAROLNA PROPESMAW. LAND SURVIYM DD HEREBY
CERTAY THAT TTOS MAP WAS PRISPARED LNDER AEY
SUPDftWON AND SHOWS 7W LOCATiams OF sELflON
404 JURSOWMA14L AREAS AS DELamm BY SiEO
OF R4LEI0N. NO.
„11111111""
rP,••`tN CARpV �'h�
1
d� SEAL
wPROPiiwO
~ AIAL pSSIREV:YIDR LIG / 4I6SB
t
i=1 W W 1
jMATCH LINE
SHEET 5
SHEET 6
0\!1!
NOTE. WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEA GENNDD
Tr PL MPROPIIITY LINE WLL SQUARE
CL CENTERLINE TB TOP BANK ACRE
WETLAND DELPMATION
FOR
IMSVILLE ROAD ACTIVE ADULT
CONDIUNITY
ITiBC 71101SC1'! 1041S.1YI
cur. cmm71C SCATS D47M
Din" =mum CA>wm 1ANOARYII.IN1
SURVEYED BY
M39 LAND CONSULTANTS, PC
&III St am! rav" Phmu (910) 610 -""
�ar.�r1l1!•1° mloNO MIS
X1.1
oRAWNSEROC CHEMED". WAG r SNEETSOFI4

S
73�
7X19 Ci7UM THAT IRIS COPY OF 1XIS PLAT ACCURATLY DFF M
7HE BOUNDARY OF THE dIM59IC110N OF ffiC710N 404 OF 7HE CLEAN
WATER ACT AS DE1ERMS41D 8Y 11Q: UNDERSIONFb ON THIS DAIS
UNLESS TIF21E IS A CHAMOE M INE LAW OR OUR PUBLISHED
TIEGRA 1FBS DEMU NIATION OF SMIKN 404 AN4ISOICIION MAY
BE F ELIED FOR A PENOD NOT 70 M CM FlQ YEARS FROM 7HI5
OAIE 7M 061104 NATION WAS MADE UTILIZM THE 1057 OORPS OF
ENOItEEM WE AMN DLLWMEATFON MANUAL
NAME'• • C
TITLE
DATE
4 MOE A OOWERX PLC NO. L -463W, A
CAROLAYA PROFESSIONAL LAND SLWWYOM DO HEREgt'
CERTIFY THAT TINS A44P WAS PREPARED UNDER A4y
SUPERNSION AND SHOWS THE LOCATIONCS OF SECTION
404 JURL1W9C770AML AREAS AS DELINEATED RY SA"
OF RALEMIN, NC.
CARa� ,�yS
SEAL T !
21 r L400
4
P)WFOSSIRWAL LAND SU VrYOR L2G 0 L460
MATCH LINE
SHEET 8
SHEET 7
/% A -y -0V
+�+ ISOLATED "V
WETLANDS
1QR7107°' #SO$ — #S12
(638 SF)
JURISDICTIONAL
WETLANDS =�
019 — #S25 wn.:307m
(377 SF)
laow
T UM
mn ,au USTRAMNIPORTANT
TTENT
STREAM
UNIMPORTANT
INTERMITTENT STREAM
#S19 — TT PL
(2,236 SF)
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEA
TT TIE TO SF SQUARE FEET
CL PR NE NE TB WL WETLAND
TOP BANK
AC ACRE
WETLAND DE10RATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COND=l Z
lISCNWBICP /lom
QTY. CODNI'Y: STATE: DA1$
DURHM DURHAM FR1 mCARM&A IANUARY21,2I11
SURVEYED BY
USS LAND CONSULTANTS, PC
8116 WL. GIZa Waist rbeR° (aLS1 aLa -ue4
�'° .•$ '` m eves x(816) ao -sios
sr,r r 4wq w
wAi�rrw
DRAWMBP RZ _ CI£120:D0Yt WAG SHEET70Fi4
I
SEE SHEET 10 OF 14 FOR POINT COORDINATE TABLE.
SEE SHEET 14 OF 14 FOR ACREAGE SUMMARY,
COORDINATES SHOWN HEREON ARE BASED C NAO 63
4MIMWMC NBATW
in + soo
kWh 100
8
W
z w)
1
W
V4I
W
Q {Ii
N
7X19 Ci7UM THAT IRIS COPY OF 1XIS PLAT ACCURATLY DFF M
7HE BOUNDARY OF THE dIM59IC110N OF ffiC710N 404 OF 7HE CLEAN
WATER ACT AS DE1ERMS41D 8Y 11Q: UNDERSIONFb ON THIS DAIS
UNLESS TIF21E IS A CHAMOE M INE LAW OR OUR PUBLISHED
TIEGRA 1FBS DEMU NIATION OF SMIKN 404 AN4ISOICIION MAY
BE F ELIED FOR A PENOD NOT 70 M CM FlQ YEARS FROM 7HI5
OAIE 7M 061104 NATION WAS MADE UTILIZM THE 1057 OORPS OF
ENOItEEM WE AMN DLLWMEATFON MANUAL
NAME'• • C
TITLE
DATE
4 MOE A OOWERX PLC NO. L -463W, A
CAROLAYA PROFESSIONAL LAND SLWWYOM DO HEREgt'
CERTIFY THAT TINS A44P WAS PREPARED UNDER A4y
SUPERNSION AND SHOWS THE LOCATIONCS OF SECTION
404 JURL1W9C770AML AREAS AS DELINEATED RY SA"
OF RALEMIN, NC.
CARa� ,�yS
SEAL T !
21 r L400
4
P)WFOSSIRWAL LAND SU VrYOR L2G 0 L460
MATCH LINE
SHEET 8
SHEET 7
/% A -y -0V
+�+ ISOLATED "V
WETLANDS
1QR7107°' #SO$ — #S12
(638 SF)
JURISDICTIONAL
WETLANDS =�
019 — #S25 wn.:307m
(377 SF)
laow
T UM
mn ,au USTRAMNIPORTANT
TTENT
STREAM
UNIMPORTANT
INTERMITTENT STREAM
#S19 — TT PL
(2,236 SF)
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEA
TT TIE TO SF SQUARE FEET
CL PR NE NE TB WL WETLAND
TOP BANK
AC ACRE
WETLAND DE10RATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COND=l Z
lISCNWBICP /lom
QTY. CODNI'Y: STATE: DA1$
DURHM DURHAM FR1 mCARM&A IANUARY21,2I11
SURVEYED BY
USS LAND CONSULTANTS, PC
8116 WL. GIZa Waist rbeR° (aLS1 aLa -ue4
�'° .•$ '` m eves x(816) ao -sios
sr,r r 4wq w
wAi�rrw
DRAWMBP RZ _ CI£120:D0Yt WAG SHEET70Fi4
I

Ii
s
MATCH LINE
SHEET S
SHEET 7
SEE SHEET 13 of a FOR POW COORDINATE TAME. g
SEE SHEET 14 OF 14 FOR ACREl1GE SUMMARY.
COORDINATES SHOWN HEREON ARE BASED ON NAD BE.
SRS xj= $
Q M w t1R rm ■es
In
! ttl � 7a6 R
I WADE A. DOWERS, PLS NM L-46" A NORM
�N+ PROnMSXW4L LAND SURVEYOR DD HEREBY
THAT WS MAP WAS PY4EPARm tNaR MY
SUPERVIS/O1M AND SHOWS THE LOLYtT70lMS OF SECTIAN
404 JURISOMMOAAAL AREAS AS DEIJNEATED OV SLtEC
Or ANLEWC NC.
h=. WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
Tr Tit To EGEND
PL PROPERTY LINE WFL DFEET
CL CENTERLINE TB TOP BANK
AC ACRE
WETLAND DELMATTON
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMUNITY„,
CftY. CO MM. sun, DAM
DAAABAM DURHAM[ CAMMA All LW21,1r11
SURVEYED BY
Mss ran coNSMANrs, Pc
S (661ie 9L On Burr! Phow (no) no-4"d
(RN N W. ROC cwzw. BY: MAD SHEET 9 OF 14
i
MATCH LINE
SHEET S
SHEET 7
SEE SHEET 13 of a FOR POW COORDINATE TAME. g
SEE SHEET 14 OF 14 FOR ACREl1GE SUMMARY.
COORDINATES SHOWN HEREON ARE BASED ON NAD BE.
SRS xj= $
Q M w t1R rm ■es
In
! ttl � 7a6 R
I WADE A. DOWERS, PLS NM L-46" A NORM
�N+ PROnMSXW4L LAND SURVEYOR DD HEREBY
THAT WS MAP WAS PY4EPARm tNaR MY
SUPERVIS/O1M AND SHOWS THE LOLYtT70lMS OF SECTIAN
404 JURISOMMOAAAL AREAS AS DEIJNEATED OV SLtEC
Or ANLEWC NC.
h=. WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
Tr Tit To EGEND
PL PROPERTY LINE WFL DFEET
CL CENTERLINE TB TOP BANK
AC ACRE
WETLAND DELMATTON
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMUNITY„,
CftY. CO MM. sun, DAM
DAAABAM DURHAM[ CAMMA All LW21,1r11
SURVEYED BY
Mss ran coNSMANrs, Pc
S (661ie 9L On Burr! Phow (no) no-4"d
(RN N W. ROC cwzw. BY: MAD SHEET 9 OF 14

SEE SHEET 14 OF 14 FOR POW OOORORNATE TABLE.
SEE SHEET 14 OF 14 FOR ACREAGE SUMMARY.
COORDINATES SHOW HEREON ARE BASED ON HAD e3.
Gv mum
g a ja loo m aoo
t Yei
no R
WACE A. QOWFRS. PLS NO. L-49M. A NORTH
Gam! MGI PROfES3/ONAL LAND M&TYCK DO HERESY
THAT THIS IIUP V44S PREPARED UAIMR MY
SUPERVISION AND SHOWS THE LOCA7XM OF SECTION
404 JUR=VT*M4L ARMS AS DELffVEA7ED BY S&W
OF mmzm{, NO,
„162111108"
SEAL
,�� t� OA�I�'•S
SEAL
FK A
P1Ml L6L mRv 3URMEIM1DR LTC 0 L 4m
UNIMPORTANT
INTERMITTENT STREAM
UNFLAGGED
(4,332 SF)
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEGEND
TT TIE TO SF SQUARE FEET
PL PROPERTY UNE WL WETLAND
CL CENTEAUNE TB TOP BANK
AC ACRE
WETLAND DETJNEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMITNITY
mecrmucro lemn
CITY: catff": SPAT$ DAM
mnmm DIRNALI wm Aw=m mmu¢Yal.m l
SURVEY® BY
`&MW %AND CONSULTAM, PC
suet �EL Gem etnd Phom (910) &0 -446
R41NBD RC !le18 =,( % 51
mmmBY., ROD O*9=ffl-WAD SHEET 9OF14
J
r�
SEE SHEET 14 OF 14 FOR POW OOORORNATE TABLE.
SEE SHEET 14 OF 14 FOR ACREAGE SUMMARY.
COORDINATES SHOW HEREON ARE BASED ON HAD e3.
Gv mum
g a ja loo m aoo
t Yei
no R
WACE A. QOWFRS. PLS NO. L-49M. A NORTH
Gam! MGI PROfES3/ONAL LAND M&TYCK DO HERESY
THAT THIS IIUP V44S PREPARED UAIMR MY
SUPERVISION AND SHOWS THE LOCA7XM OF SECTION
404 JUR=VT*M4L ARMS AS DELffVEA7ED BY S&W
OF mmzm{, NO,
„162111108"
SEAL
,�� t� OA�I�'•S
SEAL
FK A
P1Ml L6L mRv 3URMEIM1DR LTC 0 L 4m
UNIMPORTANT
INTERMITTENT STREAM
UNFLAGGED
(4,332 SF)
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEGEND
TT TIE TO SF SQUARE FEET
PL PROPERTY UNE WL WETLAND
CL CENTEAUNE TB TOP BANK
AC ACRE
WETLAND DETJNEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COMMITNITY
mecrmucro lemn
CITY: catff": SPAT$ DAM
mnmm DIRNALI wm Aw=m mmu¢Yal.m l
SURVEY® BY
`&MW %AND CONSULTAM, PC
suet �EL Gem etnd Phom (910) &0 -446
R41NBD RC !le18 =,( % 51
mmmBY., ROD O*9=ffl-WAD SHEET 9OF14

I
R
1:
S'
JURIBDICTWNAL
VYETIANDM
POINTO
0141 WL 111
POINT/
NORTHINB
I EAffrM
DEBMPTION
10176
79738.67
20940452
POND
10177
708891.08
2MI12.03
Mal TrPOND
1017a
796020.80
2081008.75
WL 02
101179
700989.17
2061683.60
WL89
101180
708687 -41
2061666.78
YML04
16181
78897721
2061665.15
V& N
10189
786848,612
273157097
IAL 08
10183
70049
205164.81
ML Or TT POND
10184
708941.45
209494194
PONp
10186
708937.60
2M92LN
POND
101!8
798K4A4
200191851
POND
10187
786,40880
2061916.73
POND
10188
798900.64
208101250
POND
JURISDICTIONAL
POND
POINTO
NORTHING
EA6TINB
IDESCR IP1ION
10178
79086367
2061924.82
POND
10196
77M08654
2891012.1
POND
10187
MON
289101378
POND
lain
7n0/A4
20619119
POND
10186
7080"
2061/2956
POND
10194
79MIAS
2731941.04
POND
Moo
7969"
20819MAI
POND
10790
798943.85
2MN422
POND
10197
7994759
2061076.96
POND
10192
798910.19
2N19n56
POND
10189
7069"
2MMA6
POND
10194
7991329
20000M
POND
1019
758736,73
2067061.96
POND
10189
700MM
29204120
POND
10107
77360.15
200100.7m
POND
10198
79949.79
120121211684
PDNB
10199
7890957
273x1519
POND
110200
TN6S099
2001742/
POND
10201
79902A3
2=197,85
POND
Tom
78971119
20011.49
POND
1003
78977466
21189194.91
POND
1001
784794.43
208919251
POND
1089
79574LIS
200141.12
POND
1006
MAX
20MOBA
POND
1007
79739.76 12111214Z34
7107052
A7
10x89
7961110M
2MI2799
2002MU
1
7907125
289218920
206iP3P,97
lama
7985MM
289294.37
i�l
10201
7990.73
273208950
7094
10212
798973.11
20001GA1
20622SL30
lama
799873.14
200730,49
1049
10214
7970181
20007351
1015
79024.31
406201.9
POND
1x19
76678920
20001954
POND
10217
7917150
20620019
POND
10219
7941259
289189444
POND
10219
79134A2
291989.16
POND
late
7068"
2891913A2
POND
10x1
7997413
2919"
POND
POINT TABI F
ISOLATED
}808 -0812
98 01 -9 S 04
PONT9
NORMNO
EA6TN0
I DESCRIPRON
1079
79440&80
2050424,.18
VIA. 12 Tr as
107
1"M78
2093424.98
"L 17
10787
r
20534111,47
D
10758
79ONS1
2093397.18
IML 10
lam
794407.30
.01
WLN
1071
791411,40
2093399.47
POND
10791
79441189
2093101.84
IAL08
10712
7944117.41
206x414.75
POND
1, 89640E A COWERS, PLS Na L -4639, A NORTH
CAROLINA PROFESSRDNAL LAND S47rAMOR 00 HEREBY
CERTIFY THAT 7HN3 Amp WAS PREPARED LN06R MY
SUP7:RKMFON AND SNOWS THE W04MM OF SIECTION
404 VRX=TMNAL ARE46 AS DELINE471D BY SLNEO
OF ANAWN, NR
Its
f C fiEAl�1
PROFEMOMAL fAAw SURVEYOR LOG B "m
JU 01
ITREAM
98 01 -9 S 04
PONT 0
NORTHING
8,407925
I DESORIPMN
70222
720MM
MOM76
CL STREAM ON
lam
7900M
2097425.94
TB
1
r
29241189
TB
10726
7999153
20041422
TB
10228
7881898,46
.01
TB
low
79MUM
200401.38
TB
10716
2098/37,46
200240
TS
10221
7901754
20.17189 s7
to
70000
7890189
2088972.68
T8
10231
TML1S
200873,10
18
10282
79910.
200840.94
TB
10783
789894.87
208232LO
TS
1034
789694
100106x9
78
10235
79997.11
208MM
TB
lam
79739.89
208927111
TB
1 7
79949173
200271
To
10228
78947109
TO
To
10089
791031
100273,47
TB
110940
79440.0
I TH
TB
10741
78/83748
20MIt.79
TB
low
7942454
2001051
TO
10243
1 790417.78
200289.89
TB
10189
I 799466.94
07
TB
10248
7003"
20812UM
TB
10246
7107052
A7
TB
1047
716x10.19
2002MU
TB
10048
7005754
206iP3P,97
in
1
789474.00
2002111.89
701
11273
700957
7094
77390954
1061
791MU
20622SL30
TH
10289
78921951
1049
TB
10209
TB
7
TB
1x94
MIOIL
1012228.89
TB
laws
791 .1161
20021750
TB
109
78911182
.20016756
TB
1x37
790T 9A4
200176.83
TB
S
7916112
200171.01
STREAM
1020
790201.
20018731
TB
10080
786119650
2082181.71
TB
10281
M107.111 120EMM
10873
TB
lam
789411.18 1208223L39
TB
lam
7907L68
2004114,44
101
1, 89640E A COWERS, PLS Na L -4639, A NORTH
CAROLINA PROFESSRDNAL LAND S47rAMOR 00 HEREBY
CERTIFY THAT 7HN3 Amp WAS PREPARED LN06R MY
SUP7:RKMFON AND SNOWS THE W04MM OF SIECTION
404 VRX=TMNAL ARE46 AS DELINE471D BY SLNEO
OF ANAWN, NR
Its
f C fiEAl�1
PROFEMOMAL fAAw SURVEYOR LOG B "m
JU 01
59131948211
POKT*
NORTHING
EASTM G
DESCRIPTWN
10773
791293,47
MOWA8
III T@
10704
794949.08
ZM3442.16
TB 23
10706
78422x.14
20Dg1M
7824
10!69
79470890
2089446,41
'524
10767
7947118,40
20044212
TB
10789
794206.17
208x489.12
T8
10799
In794722.47
7MM03
2098/37,46
TO 20
10271
I 794246.76
2098489.31
TB21
INTERMMIWSTREIIM 9 B 09 -0 S 04
POINT* NORTHING EASTING DESCRIPTION
10894
7NW21
2012228.76
I TB
lam
796442.89
2002211/51
III T@
10289
790490
2011=01
TB
10787
79URAI
2014430.70
TS
10489
?0088.89
200713A5
76
1073
79070.07
200202.14
TB
1070
7939189
2007231.89
TB
1071
7MM03
289424359
TH
10271
708937,00
200207.30
TB
lam
7mmm
20087320
TO
1074
7083KU
200270,94
TB
10
79941139
200470.73
T8
lam
794058
2084901.73
TS
10277
709440.110
1MM42
To
Tom
7116"M
200275.79
TO
lx79
708473.94
x00200.10
TB
1080
761494 ,40
20120M.08
TB
1017
79112.18
2737201.20
TO
low
790089.67
20020.0
TO
10097
77366/52
29040A3
I TH
1094
7005"
20076453
TB
lam
7908"
2MM3A3
TB
1899
791117.64
2004951
TS
10297
79/99603
20021520
TI
10230
7973'1.71
2972950
TB
lam
799121
700272.31
TB
1021
797314.72
20021557
1x91
7731430
200721.14
TH
lam
7907.39
igazims
Ta
lam
7110It6.30
200210.73
TH
7094
77390954
200203.19
TO
lam
20029051
T8
1049
787379.91
20021M
TB
097
799890.31
29479404
TS
lx73
70901.9
200990.9
TB
109
7980612
20112MA9
TH
10900
7991339
200a2JA7
TB
la3D1
790019
2007710
TB
1030
70000.37
200199.7o
TB
10903
a-1011-
TB TB
1
7990101
200417?
TB
10873
799B1n
200411.73
TB
WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS. PA.
LEA
TT TIE TO SF SQUARE FEET
PL PROPERTY LIKE WL WETLAND
CL CENTERLINE TH TOP HANK
AC ACRE
WETLAND DELINEATION
FOR
LEESVILLE ROAD ACTIVE ADULT
COARIUNITY
On0160BCt {11071.18
DDRNML Dumm 14011MCTCAffi8U LRMIM21111
SURVEYED BY
1�9 LAND CONSMAM. PC
to 91. Guar 8trrr4 PLr11r (9L9) 530 -4484
Fax ww 1lr1d811�N0 87138 (919) D as
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DRAVIIIIII11PROC as cl BY1.1WB MEET 711 OF 14

IMPORTANT PlRENNIAL0804
- STRFAMI EUT
POINrr
NORTMO
BABMNI.
DE80RIP710N
1851
75516512
20=17105
1cnwm
1867
758172M
2064175.03
TB
10401
7St?&m
4065IM72
TB
lam
TS14l83
2002140.51
TB
10409
75612UT
100414027
TB
10404
79008000
2062123.04
TB
10406
750063.78
2002117.15
TB
' 10106
750045.15
1200124A
TS
10407
780020.44
20812385
7B
10408
790000.66
2003IL27
T8
104M
79MO26
4053149.36
To
10410
DEEM
2081502
TB
10411
790W MM
2082176M
TB
10412
78M43Aa
aMn.75
TB
10413
78515.10
206214113
TS
10414
79009626
1 208212LS
TB
10415
YUMA0
12=110AI
TB
10416
79BULI9
2062003.73
TS
10417
796651.13
2051080.59
TB
10418
750636.01
4062003.92
TB
10419
79M17A2
206205.81
TS
104"
MML24
205305.91
TB
10421
7S774A2
X=M M
TB
10474
7575&50
20520=1
TS
10423
785746.66
20MM11
TB
10424
795723/9
200t=25
TB
104M
70MOM
205301&02
TS
10426
79SSA7
2012004A
TO
10427
7504251
200195A0
TB
1045
7585.30
2061976.97
TB
10429
75"7.13
20M
TS
10430
755818
205193415
TB
10431
75003.64
205151883
TB
10492
75M27
20M9W.13
TS
14093
7567588
20MVNAS
TB
10434
755180
205101025
TB
lam
796830.43
ZMN1A0
7B
10438
1954MAe
2aMULOS
T8
10437
7547&08
209IMEN
TS
10438
750447.08
35104602
TS
10435
758126.20
20MS715
T8
10140
7535.19
501060.51
Ts i
10441
78535.5
2S1S8.1S
790
10442
75985716 12051M.14
TB
TB
10613
2051
2MUL49
TB
10414
TN WA1
200187&04
TB
10440
7532004
2M M.71
TB
1
7953NA2
20916MAS
TO
10417
-70MA4
2087
TB
10445
795367.70
2001820/3
TB
10449
786294A4
2061808.5
TB
low
79123.11
205175.79
10461
7540273
2081793.92
TB
10462
7515 &78
BN1808A1
TS
10443
M17MM
200 611.04
TO
10454
7515."
205180638
TB
104M
790151.38
20M743A3
TB
10430
7514699
20517831
711.
POINT TABLE
IMPOFMANT
PERO N&
904-41TRERMINTONOT
10157
I 7511603
208773.94 I TB
10155
1 795106611
MI754A0 1 To
10159
1 706M7A5
2051 78
1
78504300
2N175A7 TS
10151
MMA3
208179784 TS
10482
755151.14
25174334 TB
10153
70MIA6
209170187 TB
10164
70452.43
205175230 TB
1
72498 M
20M732A0 TB
10156
7049MA3
2051717.55 TS
10457
70490821
2pM700.72 TB
70516
79457A7
25105.80 I TS
tow
72440601
290157.78 I TS
1x70
764UIO
2001aS.53 1 TB
10471
790&35
11 I TB
10384
AKS4WII
=1708A 1 TB
10473
70464696
265 69316 TB
10474
79W4A5
2051 8,82 TB
1047
791592.54
205185788 TB
70479
75180125
2061808.119 TO
10477
20mM6AZ
20SISSM TB
1047a
79"67A11
2SIM.43 TB
10479
100.13
714AB
10400
t704W.02
20517 24.12 TB
10181
20VD7EM
"11'1726.18 TB
10036
793802.70
2051 TB
1
1056
2051741&43 TB
10404
78
178.71 TS
1
7506406
78885 TS
1015
LM
20517587 TB
10187
71
20M7SA9
TB
INN
7510282
251764.79
TB
104x9
7511000
774.10
TB
10490
1911.16
205
7H
10181
7911111m,
400170401
TE
10482
75517 16
M
75
10088
178.79
2N7500D4
7B
10494
100.5
2051 1
T8
1
7MM43
2N17"A7
TB
tam
751253
751.14
TB
104W
75815.15
2051706.5
To
1
75154.10
2081903.14
TB
1045
795251.05
20515111
TB
10500
711535.81
85.97
TS
10651
7953MM
20118"
TB
lam
794334.75
209185381
TS
10505
705838.78
2051
TB
10504
7=47.
2061 72
TS
1085
MM1.114
2MUL73
TS
IOM
7883MM
Balm
Ts
10507
Town I
?A01142A6
7'8
1055
79644LU 12M43LI7
TB
IONS
754765
2051
To
1051
7N/W.18
208 MA11
TB
10511
1
203"m
TS
10612
7266"
87738
TD
1081
54
2WIRBA7.
TB
1514
7965406
200161111M
TB
10815
7911104jif
205157.33
To
b KADE A. 001401M. PLS NO. L -4639. A NOR7M
PROFESSIOMAL LAND SLANWMM DO NERMY
CERMY THAT 7NIS AMP WAS PREPARED NNDAN M'
SUPERVIMON AND SHOW 708E LOCATIONS OF SECTION
404 JuRISDI67IOM65L AR04S AS DEL1NfATEO Sr Set£C
OF RALEAGH NC.
LAW
Ago, �4
• ��SEAI 7r�~
1NAAVEA. PL8
PR0FEV8WWL LAND 8URV1V0R LTC f 024939
IMPORTANT PFRIN 41AL
r 804 -
10Bta
I 79889708
200185038
I TB
1517
I M017.10
2051917.11
I TB
1 0
70001#A$
208199DA4
TB
.i0519
7960NM
208180131
78
10820
795RUI
2081000.18
TS
1062E
70WA0
2061802.E
TB
10534
790872.79
20815303
TS
10623
7 719.08
2062MOM
TB
10624
78679080
2NWW.75
TB
10516
786741.30
205156.5
TS
10510
706707.74
2001950.69
-TB
10517
MM"
2051017M
TB
1
.5
2
TB
0129
79FM2A2
2051040.95
T8
10830
786827.74
2062048A8
TB
10687
20mM6AZ
TB
1Da62
79"67A11
208207578
To
100.13
2951001
TB
10534
796897.37
20VD7EM
TS
10036
793802.70
2MM7.73
TB
1056
79580.74
2012MAS
78
10887
79"08,
20m111A1
TB
1
8
205312080
7B
10539
79"".30
20021
TB
1
107
20511
TB
10641
2WWA5
TB
10842
79MS.21
87
To
10543
706053.8/
20"12216
TB
Im"
79001407
20MIlM
TB
im"
78006934
200211&76
'T8
1
79808981
2DW04A6
78
10047
20531 .94
T8
10549
78612599
205112509
To
1
7516802
205312880
TB
1
75180.91
2053136.13
TB
15309
7520103
20816786
TB
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEGEND
TT TIE TO SF SQUARE FEET
PL PROPERTY LIKE WL WETLAND
CL AEN ERUNE 78 TOP BANK
WETLAND DELINRATION
FOR
LEUVILLE ROAD ACTIVE ADULT
COMMUNITY 845C12POW6117A.1B
C117a. CO[647Y: I BTA78 DAM,
DURIMN DURFUW SOe78 CAIRM 101 m"21.7811
SURVEYED BY
mI@B LAND CONMMTANM PC
1318 R 01518 strut Phow (919) BW -404
4y p (9dt4 6}we 2"12 71 -0919) Btt1 -91oE
IhldBh, 9e�1o1..om
DRAW Bri Pao 0411OK D BY: 00 SHEET 110E 14

s
s
0
i
IMPORTANT
PERENNIALS801- STREAMINIFRBECT
PORK.
NORTHINGI
EASTINQ
DESCRIPTION
10317
79011113'20024811M
TB
M STREAMS M
10516
7507091
2a62481A1
TB
10328
79199429
20124322?
TB
10827
79491727
2008/1820
TS
10328
791068.10
200389923
TB
10129
791996.01
2062877.72
T6
10830
791914.14
206II78320
TB
10331
794GUM
2062921.73
78
10032
7901&22
232297.94
TB
10333
79081.19
2062261.76
TS
10394
79066.10
2012215.94
T8
10936
79010.88
2052167.16
TB
10336
71067.18
20/217320
T8
10337
794%1.17
2012157.76
TB
10351
7048MM9
2080120.16
TS
10339
7908000
2062097.75
T8
10340
70061.17
2012071.89
TS
10341
7901028
a
To
10342
79499426
20620409
T8
10343
794IM04
2032682,011
TB
10344
79094.94
205200679
T8
10316
794994.76
205107A
TB
1030
7949"
206197010
TB
10547
794957.97
20619GLO
TB
1030
794942.1/
2081945.0
TB
10949
794927.94
2061920.78
TB
10903
794820.61
2031OW41
TB
10941
794921.16
2011802.1/
T8
10362
79U MM
2081MYAO
TB
1030
794M M
2081880.94
TB
la394
79494697
2081670A0
T8
103M
7949Y9.M
2081941.80
TS
lam
79031603 1201118111.74
103M
TB
10947
7900124
203150.18
TB
' 10368
794692.75
2061941.0
T8
10359
791.94.39
2011602.73
T6
10300
781887.67
206177128
TO
10381
79480.18
2061786.70
TS
10362
794947.94
2001726.72 i
TH
O PORTANTPEPJNIA
STREAM INTERBEOTTO LTRFBRIERCREEK
POINT#
NORTHING
I EASTIM6
OESCRIPWN
103M
79400
1 203171603
TB
1064
7904679
12MI 708.68
TB
10473
791SOM
2081698.M
T8
10661
79462092
2061706/6
TB
low
79494427
2061061127
78
lam
7900020
2061970.19
TB
1004
79477603
2081994.)4
TB
10694
79478618
231994.95
TB
1080
794700AD
208160.88
TB
10667
794116627
231644.94
T6
1963
MOM
23189427
TO
10694
79409421
23181413
TB
Iowa
7949MM
209163.67
TS
10861
794684/7
206169678
TB
19382
79464ILM
2031691.94
TB
1394
794941.0
23101.65
TB
Pf)IAIT TADI c
IMPORTANT
POINTS
PER®INI/is
NOMt M
801- 67REAM
BAUM
INTERSECT
OESCRpTION
10M
794837.66
20/1776.72
To
lam
79463LU
206171602
TB
10354
79494079
2061708.66
r
1OM
79060X0
2061722.03
TB
10366
764683.70
-melysm
TO
10367
79071.66
ZM17W.12
TB
103M
79062.01
2(6177014
TB
1036
79494220
2061789M
78
10670
79190182
206181126
To
10371
794906.62
2061039.90
TB
10372
791922.15
2MM.57
TB
10875
791968.07
2061689.61
TB
10374
7949026
2061876.97
T8
10375
79496226
206168726.
TB
10376
7940494
231n6A4
76
19677
7
2094 18
TB
10376
794=72
2061 90LQIIL
TB
10376
790110M
206194685
TB
10380
794967.66
2MINSA3
To
19381
79403920
2XIMA0
TB
1=82
794971.94
2miqm
TB
1030
794903.66
206201321
TS
10364
703974.64
2062089.56
TB
lam
79090.72
T8
103M
7606276
2WWX
To
10387
784980.09
201!01121
TB
1=66
79487625
20MICIA2
T8
loan
703669.66
7032122408
78
10390
78497131
703216421
To
lam
7940"
20940829
78
10882
79WO.36
2002196
TB
10894
79494626
290VMI
TB
0994
TB
103M
71MWA8
2082516419
TB
10796
7949MA
2002065M
TB
10947
79086,0
206b7081
TB
10694
7N M.37
20MOM
TB
19317
79496127
20wals
TB
1 =1a
79094.71
206206.8E
TB
IMPORTAMTPENFNN54L
87AE/161 INTERSECT TO LITTLE BIBER CREEK
POINT*
NORTHNO
POINT#
I DESCRIPTION
1034
7946KII
103M
TB
10694
794942.3
206150A6
TB
10694
701M7.34
2011639.52
T8
103.7
79465428
206161637
TB
TOMB
794121.04
208161312
TB
10517
7944W,M
231026.21
TB
low
70447620
20111
TB
10671
794447.78
206149927
T8
10672
794447.
1 M
TB
lam
794440X1
20614II&V
701070.27
10674
794428.08
201113.3
TB
10676
79gW.3
1 231411117
79
lam
794420M
2031438,91
TB
10977
7940016
231441.44
70
19478
MOIR28
231481.94
TB
10570 I
794479.94
2081/0676 I
TB
THIS COMES THAT THIS COPY OF TNS PLAT ACCURA1ELY DEPICIS
1HE G"OARY OF 1HE JURNOICTION OF SECTION 404 OF Tiff CLEAN
WATER ACT AS DETERMINED BY IKE UNDBABIONEO ON THIS OATS
UN.E93 THERE IS A CHANCE IN THE LAW Olt OUR PUBUS1m
RECULA701% THIS MWIMINA80N OF SECTION 404 "411OICTIaN MAY
BE ROM UPON FOR A PERIOD NOT 70 OMM FIVE TEARS FROM 1NIS
DATE INS OETIRWNATICN WAS MME UWZNC THE 1957 CORPS OF
ENGINEERS Y1E11.ANDSPn
MAW .f Y
A1YE
DAM 77277').07/
1, WADE A. OOWE74'S, PLS Na L -4639. A NOR7H
C41OLNl PROFESSIONAL LAND SM EYOX DO HEREBY
cER7TFY 71427 TFBS MAP 14544 PREPARED Loom MY
SUPMMSION AND SHOWS THE L"TMW Of .SEL770N
404 JIAPISDKU70ANL AREAS AS DELINEATED BY SAIEC
OP RALEIGH, NC.
SE A:N i
'I- L4839
LTC. / L�830
IPM
RVITTEN7 STREAM
#8 03 - #S D6
POINT#
NORTHING
FASTING
DESCRIPTION
103M
7EMM
208272028
CL STREAMS 06
10307
750023.32
208294/a
T8
103011
70M9411
2082701A9
TB
10305
700036.52
2094&77.03
TS
D
79091.97
2091642.54
TB
74494TH 2
20525&1.
TB
2
764BSW
200205&31
T8
jiG311
3
7045672&
2DII25a 0
TB
4
78062.01
2001109j6
TS
6
701070.27
20113 AS
TB
8
794RUI
2062WO
TB
10377
70003.13
2092288.20
CLERMS06
10318
70400171
2002480.82
TB
10319
700001.82
20112&13.06
TB
lam
794094.94
208204.62
TB
10321
754578.30
206705.64
TB
10322
700017M
2037836.85
18
10628 I
703032.01
2082872.03
TB
7CIM 1
70603024
2002884.04
TB
1026 I
TOMC13
200272123
TB
WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEGEND
TT TIE TO SF SQUARE FEET
PL PROPERTY WL WETLAND
CL CENTERLINE NE TB TOP BANK
AC ACRE
WETLAND DEL NEATiON
FOR
LEESVILLE ROAD ACTIVE ADULT
CONMUNITY 41SCPR001C7M10771.W1
CRY. Calllah, STATE DATE
MM W4 DURRAI4 IN378f1180184A 1AMW21.7MI
SURVMD BY
IM LAND CONSULTANTS, PC
an SL Gaff B12as6 P6ow (939) MO -401
Bolt. 2) 9611 (919) 618-903
NC Bins p.a..9srns..n
CR MNBY: I6NC CHB14= M WAS SHEET12OF14

i
P 'ENNYLL
BTRFIIM
LRTLEBREIt CREEK
POINT/
NORMINO
I FASTING
DEBORPTgN1
10597
794M878
2060669,13
TS
10696
794670.90
95
TB
10959
774950.29
20009199
TS
10800
794676.95
=95958039
SS
10957
704959.67
201M IN
TS
loam
794956,13
20SOM42
TS
to=
794820.397
2951008.95
TS
10804
794814.64
206103.87
TB
10x6
7=767.71
20519582
TH
1060
794796.26
2081114.48
TB
10=
79472932
2061129.09
T8
10808
794M3.62
20g1180.38
TB
10809
TNM1A4
29511I1M
TB
10810
794832.30
2081202.42
79
70611
79495BA7
201219.32
TB
10612
70MAS
2081237.91
TS
10618
79497.31
20812MM
TB
1W4
794600416
208t323A0
TB
IQSI5
794482.34
2081364
TB
1018
79/495.87
2081395.
TB
1017
794169419
201377,95
TB
19516
794432.16
208141216
TS
10476
704420AD
2MI43593
TB
10575
794409416
1211614SL17
TB
10810
794378.14
=1M464".II
TS
10620
7843MM
206147811
T8
108111
794951.70
2061501'1
TB
10871
7943KX
2081547.10
TB
10624
794349.2
2D6ISSIm
TO
10824
78/320.90
2081SM71
TO
10826
784286416
20MMAY
TB
1096
794213.95
208/670418
TS
1097
794495410
8792E
TB
10825
29516x1.34
TB
low
2G19653AS
TB
10950-
79µ76A0
290166052
T13
10831
Mj$077
2061950.62
TB
10832
794WYAS
2 =1520.6
TB
10833
79168.19
If"
TS
10694
764671.=
Z0016aZ=
TB
10066
7040 UM
200141.91
TS
10956
79589550
RMWA4
TB
10627
79399417
295799.08
TB
to=
793019.18
2001191.67
TB
10639
7936879
206142120
TS
10610
--To-sm
79499.76
211918!977
TO
10=8
7995x.79
195767839
TB
10642
795860.10
2951416.17
T13
10843
799560.81
39951695.33
T8
10611
79581810
208166A4
TS
10945
MINIM
2061714.39
10646
70.SNM
211017=311
TS
' 10647
795749.31
205171L34 I
TR
10846
76726.29
=61 89
78
10649
76723.39
2081950.00
To
7955
7674
208189410
TB
10861
7947918
201701.44
TS
POINT TABLE
PERE
NULL STREAM
LITTLE BRl
R CRIE
PODRf
NORTHM
EAST=
DESCR9rnCIN
10952
=
20M44MA9
TTY
10663
798808.$6
2MML12
18
10951
793648,16
2081971.07
TS
10958
7691418
2088164632
TS
1D895
70IMMM
2051916A0
T9
10867
79692►.M
2MISLI3
113
to=
79594636
=MO61.1a
TB
10695
795995.95
295195624
TB
10950
70MAR
2M1S3819
TB
lom
794004.95
=8361
77
lo6Y
794029.M
=NM876
TB
1o=
794o7A1
150853
TS
10954
794M7.31
2MUM
TB
106M
79408440
m08IaLI9
TB
1095
794M9A7
91181x6.17
7S
10957
M41AMM
9MIGAN
TB
to=
794139A4
2081637A4
T9
low
7NIMM
2M B".M
18
1010
784167.74
957.43'
TB
10671
Twom
295168327
TB
1
784732.64
2061695,96
To
1
794995.79
2061
T7
10574
7943MA9
2081664.99
TB
10678
200NIM I POD
206154521
TB
0678
24
9061686410
TB
1087
MMIA6
'2061808,20
TB
19578
7&d52=
-=4U.0
TB
lo6M
794353A
906147044
TB
TB
19595
77449995
2 148307
• 108951
79606A4
2081496.36
10895
19562
79µ19A7
39702
TS
1093
794440.95
2661373.9
TS
10954
794495410
206196414
TB
10955
7944KA
295134443
Ts
10954
794472419
2061336.4
TB
10957
79µ76A0
2081327A6
70
19595
754464.01
2064 SONS
To
Joia
794WYAS
295139631
TB
10950
79168.19
28 274 8
TB
lam
764671.=
29511 6.8
7S
lQIX2
7'4816.36
2M118t.34
76
10895
7 €, 1.95
195.
l8
10194
7�, .71 1
XMINX
TB
1080
rrr
TB
to =
77472839
110800.
T8
toil
i45i
906116)
To
10=8
79476=
2 =1
108=
74774A6
IM 07
TS
10795
7947=14
3=1
TS
1907
1.39
TS
902
not&&
1
7NM2A5
gosomm
19
10764
7NINI=
20M91 1
To
1
794994.91
775
1
7944861
TB
1079
TUB"
TB
M aRTWIM MAT THIS COPY OF TNIS PLAT ACCURATELY Di71CTS
THE BOUNDARY OF 7HE AIR=== OF SE07ION 404 OF THE CIEAN
MATER ACT AS DETERMINED BY THE UNOENSIGNIM ON THN DAE.
UMISS THERE IS A CRANK N THE LAM OR OUR PUBUSHta
RMI ATIONS, THIS DIMPIMINATHN OF SMICIN 404 dBIt801C110N MAY
N RELED UPON FOR A PERIOD NOT TO E%CEED FIVE YEARS FI= TM
DATE'. T1= DMMMATION WAS MADE UTSIBNG THE 1967 CORPS OF
ENGINEERS MERANDS DELPFA7100NN MANUAL
mom
ME
DA71D
1. WADE A. COWVM PLS Na L -4639. A A%XWN
CAROW44 PROMSOWL LAND SURVEYOR, DO h%WI 7Y
CER77fY 7EWr 77WS At4P V4tiS' PREPARED UNDM A4Y
SUPERI?S10N AND SNOWS ENE L=77ONS OF SM71ON
404 JURISDXM"L AREAS AS DDJNEAM BY S4EO
OF RALMON. NC.
tN CAS[•
SEAL��
t , \•'�1
99106�A 0908959 PLO
' PROf�Bl018AL 8'tBBVRYpR LJQ i 42,•4679
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEA
IT Tic TO SIF FM
PL PROPERTY LINE WL WWETLAANND
CL CIEN RUNE TB TOP BANK
AC
WETLAND DELIN"TIONi
FOR
LEESVILLE R7O�ADDTAT�CTIVE ADULT
COl ►il►l NITY n9cN9Dmcrn9MSM[
c"r. C0111111f: 57411@ DA1L
DURMAI4 DURHAM 110LTBG1x181A lA7DALYlI,41l1
SURVEYED BY
1nBt
IAND CONSULTAT�iT3, PC
(6669161t 9Gnu Bts"d PhoD4 (919) 5LO -4444
4wa�M •.a R1U NC 97619 yh� IVac (919) 510 -9109
Z=M a w womm41.L. 7-1 042411421511: R8C dil= 611: WA0 SHEET 13 t]F 14
-JURIS
POND
MWO
N=NW
EABTINO DBSC IrTK94
f
796444.46
20MM931 POND
108114
79543TAO
201131131M POND
1096
795411.x0
2083842.79 POND
low
79630A6
POND
low
79MM59
=Me96.M
106116
YW02LOO
20MMt.73 POND
long
799596.48
20695 6AO POND
10630
7952589
200aY.77 POND
10631
708464470
296379179 POND
10832
795226.07
2pMYNA4 POND
low
TIM10410
2959484 POND
lom
7951 13
20UMAG POND
low
795170419
2095701414 POND
1068
M163AT
2953895.99 POND
10957
795130
2o3Mt.92 POND
to39
795114A7
2083640M POND
1039
795=416
2053616.91 POND
1040
79x7652
2083609.82 POND
10541
71
200954A2 POND
10542
7960929
2095956416 POND
low
7960SM
2953691.64 POND
10844
795044A7
20UBIL12 POND
1046
70=7.17
21153496.09 POND
lam
79510656
205346395 POND
10957
796160416
2081MUM POND
10845
796108M
2095143,78 POND
low
7961146410
209542947 POND
loom
799574.13
208-1422.83 POND
10851
795957.46
2095426.34 POND
10862
79529750
209543812 POD
10695 i
7969556
295348356 I POD
10954 1
79611.36
200NIM I POD
low
7oMIMI!
2OM539.03 POD
19595
79MASS
2053689.4 POD
10567
7961.1
208366280 POND
IBM
726329,24
-
2089956.74 mm
10M
79584./.39
295951211 POD
1
7063986
2009581.1 POD
10951
79639895
20957089 POND
7089
TN40AB
20113731.M POND
10895
79420A
20957926 POND
lam
79642895
2067SCID POND
loo
T1
208376Am POND
10866
79439.80
2063x4.14 P01D
10957
7=13756
205391729 POND
10958
7M485.12
2063951.9 POND
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEA
IT Tic TO SIF FM
PL PROPERTY LINE WL WWETLAANND
CL CIEN RUNE TB TOP BANK
AC
WETLAND DELIN"TIONi
FOR
LEESVILLE R7O�ADDTAT�CTIVE ADULT
COl ►il►l NITY n9cN9Dmcrn9MSM[
c"r. C0111111f: 57411@ DA1L
DURMAI4 DURHAM 110LTBG1x181A lA7DALYlI,41l1
SURVEYED BY
1nBt
IAND CONSULTAT�iT3, PC
(6669161t 9Gnu Bts"d PhoD4 (919) 5LO -4444
4wa�M •.a R1U NC 97619 yh� IVac (919) 510 -9109
Z=M a w womm41.L. 7-1 042411421511: R8C dil= 611: WA0 SHEET 13 t]F 14

A
9
AC_ REAGE SUMMARY
JURISDICTIONAL WETLANDS -
2,501 SF - 0.06 ACRE
ISOLATED WETLANDS -
1,400 Sr - 0.03 ACRE
JURISDICTIONAL POND -
39,007 SF - 0.90 ACRE
ISOLATED POND -
1,789 SF - 0.04 ACRE
NON JURISDICTIONAL POND -
87,974 SF - 2.02 ACRE
UNIMPORTANT INTERMITTENT STREAM
- 18,613 SF - 0.43 ACRE
IMPORTANT PERENNIAL STREAM -
75,030 SF - 1.72 ACRE
TOTAL -
226,314 SF - 5.20 ACRE
NtT3iM BTREAI
UNFLAQ0W
-f
I EASTNG
POINT#
NORRONO
EAATIN6
01104
10701
7"312.06
2064914.71
to
10701
795806.84
2014"0.06
TS
10710
716271.4
2084"7.69
TB
10711
7902MA2
20"937.12
TB
10712
715284.18
201466
TB
10713
701280.14
20"101.0.7
Ts
10714
795MA4
I 2MMAD
TB
10715
7 "110.46
12OUB73M
TB
10716
7 "151.22
12084043.70
TB
10717
715150./6
2011127.2
TB
10711
705121."
20"10&16
T8 I
10716
7"112"
2054761.79
TO
10720
7950"
2ON777SO
TB
10721
793084.3
205478268
T5
107"
7 "1 78
204754.74
TB
1 46
7/610/.74
2064778(16
TB
10146
7 "126.18
2D14791A1
TB
10747
M140A1
11
TB
10740
795156M
10919
TB
10749
7"162.86
201481113
TB
107M
706198.75
20467475
TB
10761
71MMM
20MOIA0 I
TB
10752
7952!1.06
9789
TS
10791
715242.17
2084923.18
TB
1074
795270.20
20/1/8124
TB
POINT TABLE
NK ILAMM POND
1Ai5TLA9m#593
NORTHNB
-f
I EASTNG
US
D[BCRFMON
POINT#
loom
791068.06
1 2OU4Njf
C1,38
10101
7/1010.77
1 2092500.15
70
10102
-To-m
7"084.61
A7
To 30
7"91 A6 Al
7/406337
200247DA2
TO 41)
106"
794"721
=240210
7B
10906
794007.10
2004UM
T8
1010/
704091.1
2004MAO
1 TB
low
7910".82
2""9831
T841
1
7"01 &it
206?AOB.79
TB42
10900
79401 19
10OW28
TB
1 "10
794018.6
2014.43.6
TB 48 TT PL
10411
10.01
2042434.90
TB
1 9512
794019A2
2062451.17
TB 99T7PL
10813
791019.9
34
TB
10514.
79109&76
2092447.31
TB 34
10815
79408291
2002497.01
TB
10818 1
794094.75
106 "7089
TR35
1MT
T"02/A9
201" 82
75
1"16
A9
20tl4 ."
TBW
10919
?"A6
20924 74
TB 37
1"40
.71
72A9
Ttl
10921
- 7NOT.10 1
295MOAT
TB
10912
7940409
20921"--1
TB
NK ILAMM POND
POINTS
NOMNO EAffrM
P091r#
10160
40129
POND
1
MwAm " 409.99
POND
10671
795"&17 2991390.4
714206.89
10672
7
10"1
lom
7"91 A6 Al
pop
10174
TOW.77 2"1270.11
POND
1. WADE A. GOMMA PLS NO. L -4539. A NOMN
08801))0) PROF�xs7ON4L LAND SURWYOk DO HEI7ESY
CERTIFY THAI• T74lt9 MAP 11648 PREPARED UNDER MY
SUPERNS/ON AND MION9 7HB LOCATIONS OF SECTION
404 LIURSSDIC710N4L AREAS AS DELINEATED BT' S&W
OF AMEX% NO,
aaa .��► CARp� •,
` SMIL
,P L
A.
_da
1
0819 -TTPL
P091r#
I NORYHNG
msTm
DESCRPI5
10707
7442WO
209142.12
10751
714206.89
2068145.41
Tit 25
10"1
T017&70
2014369.
Tax
tom
794191.3
209248622
TB 27
10773
7941 1t
2092428.68
TB
10774
7 "111.9
209"28.1
9
10778
7940"A9
200CL12
0
19"8
7NMA7
208338293
1
10777
?SWIM
2963999.2
2
10779
DO
2093299.11
JTB
10771
79409&90
2092275.35
10150
07
2083296.11
10791
7"090.7
2993981.48
19792
791993,24
2998999 U
TB
19798
99899.12
TB
1974
98864."
TB
10785
689931
TB
10756
9&939."
TB
15759
2:704M.A432MM27
TB
10790
0593".11
TB
10701
663967.9
TB
19791
"336127
TB
1
10794
486
2"89".9
TO 13
171"
7040".02
200= 92
7B 14
206341
TB W
7 "13&15
2982411.11
TB 16
n11209
74197.30
2069431.16
1817
7"19239
7B 18
70MR17
.20M30A2
TB
NOTE: WETLANDS WERE DELINEATED BY SOIL AND
ENVIRONMENTAL CONSULTANTS, PA.
LEGEND
TT TIE TO SF SQUARE FEET
PL PROPERTY UNE WL WETLAND
CL CENTERLINE T8 TOP BANK
AC ACRE
WETLAND DELINEATION
Folk
LEESVILLE ROAD ACTIVE ADULT
COMMUmTY fim1m,.41 mw1
c"r COWnr 5SAM DATR
DURHAM DURHAM 7109MC11f6lm I PUMT141911
SURVEYED BY
1533 LAND CON3ULTANT3, PC
5115 8L Do= 9LreA P1tms (919) 510 -."64
'S ("to 10 eat 010) 510 -9172
SOMP NC 57018 Ma28: g"mm mo.tlst-
� ~r„IY/n,Y�
__ DRAWN Br ROD 0651 fPWAG SNEET14OF14

Forrest Creek Riparian Buffer Mitigation Bank
Rudolph Riparian Buffer Bank
Statement of Availability- January 18`', 2012
NC Division of Water Quality U.S. Army Corps of Engineers
Ms. Katie Merritt Mr. Monti Matthews
401 Oversight /Express Permitting Unit CESAW -RG -R
1650 Mail Service Center Raleigh Regulatory Field Office
Raleigh, NC 27699 -1650 3331 Heritage Trade Center, Suite 105
Wake Forest, NC 27587
Re Project: DEL WEBB DURHAM DEVELOPMENT
This document confirms that Pulte Group, Inc. (Applicant) for the DEL WEBB DURHAM
DEVELOPMENT has expressed an interest to utilize 512 Linear Feet of Stream MitiEation
Credits and 29.424 Square Feet of Riparian Buffer Mitieation Credits from a combination of
the EBX Neuse Riparian Buffer Umbrella Mitigation Bank /Rudolph Site and the Forrest Creek
Stream and Riparian Buffer Mitigation Bank located in Neuse HUC 03020201. As the Bank
Sponsor for both sites, EBX -EM, LLC attests to the fact that mitigation is available for transfer
upon permit issuance.
Banker will notify applicant if the 512 Stream Mitigation Units and 29,424 Sq. Ft of Buffer
Mitieation become considered "At Risk" of not being available prior to permit issuance. Credits
are not considered secured until payment in full is received from the applicant resulting in the
issuance of a Bill of Sale and Affidavit of Sale by the bank acknowledging that the applicant has
fully secured credits from the bank and the Banker has accepted full responsibility for the
mitigation obligation requiring the credits /units.
The Banker will issue the Affidavit of Sale within ten (10) days of receipt of the balance of the
Purchase Price. Banker shall provide to Applicant with a copy of the Affidavit of Sale and a
documented copy of the debit of credits from the Bank Official Credit Ledger(s) showing the
permit number and the resource type secured by the applicant. A copy of the Affidavit of Sale,
with an updated Official Credit Ledger will also be sent to regulatory agencies showing the
proper documentation.
If any questions need to be answered, please contact me at 239 - 872 -1678
Best Regards
Matthew R. Fisher
EBX -EM, LLC
909 Capability Drive Suite 3100. Raleigh, NC 27606

I *W"
WILDLANDS
ENGINEERING
January 16, 2012
Mr. Randy King, P.E.
Land Planning and Entitlements Manager
Pulte Group
1225 Crescent Green Drive
Suite 250
Cary NC 27518
Re: Reservation of Riparian Buffer and Nutrient Offset credits for the Del Webb Durham —
Leesville Road Active Adult Community project located in Durham County, North
Carolina. (Durham site plan case # D1100150)
Dear Randy:
Wildlands Southeast Holdings I, LLC has reserved 79,152 sq. ft. of Riparian Buffer credits and 15,870 lbs. of
Nutrient Offset Credits from the Wildlands Neuse River Riparian Buffer & Nutrient Umbrella Mitigation
Bank — Little River Farm Mitigation Site to satisfy the Nutrient Offset mitigation requirements related to the
Del Webb Durham — Leesville Road Active Adult Community. The Project is located in Durham County,
North Carolina within the service area (HUC 03020201) of the Bank. Buffer credits have been reserved at the
price of $.80.00 per sq. ft. and the Nutrient credits at $12.50 per lb.
Final transfer of the credits will be made upon full receipt of your payment of $63,321.60 for the Buffer credits
and $198,375.00 for the Nutrient credits to Wildlands Southeast Holdings I, LLC, at which time credit
transfer certificates verifying your credit purchase will be issued to the municipality approving the impact and
the North Carolina Division of Water Quality, with a copy to you for your records. Please send payment
directly to Wildlands Southeast Holdings I, LLC at the letter head address. An invoice for this
transaction has been attached for your convenience.
Wildlands Southeast Holdings I, LLC • 5605 Chapel Hill Road, Suite 122 - Raleigh, NC 27607

� k*
4P
WILDLANDS
ENGINEERING
We appreciate the opportunity to assist you with your mitigation requirements. Please contact me at 919 -851-
9986 ex. 100 or rbugg @wildlandseng.com if you have any questions or need any additional information.
Sincerely,
1-1��Ilt-ItE-11� tl�
Robert W. Bugg
Wildlands Engineering, Inc.
Accepted on behalf of Pulte Group pending final approval of the construction impacts by the local municipality:
Printed name:
Title:
Signed:
Date: / /
Wildlands Southeast Holdings I, LLC • 5605 Chapel Hill Road, Suite 122 • Raleigh, NC 27607

Ecosystem
PROGRAM
January 24, 2012
Randy King
Pulte Homes Corporation
1225 Crescent Green Drive, Suite 250
Cary, NC 27518
Project: Del Webb Adult Active Community
Expiration of Acceptance: July 24, 2012
County: Durham
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program ( NCEEP) is willing to accept
payment for compensatory mitigation for impacts associated with the above referenced project as indicated in the table below. Please
note that this decision does not assure that participation in the NCEEP will be approved by the permit issuing agencies as mitigation
for project impacts. It is the responsibility of the applicant to contact these agencies to determine if payment to the NCEEP will be
approved. You must also comply with all other state, federal or local government permits regulations or authorizations associated
with the proposed activity including SL 2009 -337: An Act to Promote the Use of Compensatory Mitigation Banks as amended by
S.L. 2011 -343.
This acceptance is valid for six months from the date of this letter and is not transferable. If we have not received a copy of the
issued 404 PerxWt/401 Certification/CAMA permit within this time frame, this acceptance will expire. It is the applicant's
responsibility to send copies of the permits to NCEEP. Once NCEEP receives a copy of the permit(s) an invoice will be issued based
on the required mitigation in that permit and payment must be made prior to conducting the authorized work. The amount of the In
Lieu Fee to be paid to NCEEP by an applicant is calculated based upon the Fee Schedule and policies listed at www.nceep.net.
Based on the information supplied by you in your request to use the NCEEP, the impacts that may require compensatory mitigation are
summarized in the following table. The amount of mitigation required for this impact is determined by permitting agencies.
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. The mitigation will be performed in
accordance with the N.C. Department of Environment and Natural Resources' Ecosystem Enhancement Program In -Lieu Fee
Instrument dated July 28, 2010.
Thank you for your interest in the NCEEP. If you have any questions or need additional information, please contact Kelly Williams at
(919) 716 -1921.
Sincerely,
L7
Micha I lison
Deputy Director
cc: Karen Higgins, NCDWQ Wetlands/401 Unit
Eric Alsmeyer, USACE - Raleigh
Lauren Witherspoon, NCDWQ - Raleigh
Debbie Edwards, agent
File
kutor!;I�g... Prot", our Ju&
asms,
Affi R
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699 -1652 / 919 -715 -0476 / www.nceep.net
River
Basin
CU
Location
Stream (feet)
Wetlands (acres)
Buffer I
(Sq. Ft.)
Buffer lI
(Sq. Ft.)
Cold
Cool
Warm
Riparian
Non -Ri arian
Coastal Marsh
Impact
Neuse
03020201
0
0
0
0
0.12
0
0
0
Upon receipt of payment, EEP will take responsibility for providing the compensatory mitigation. The mitigation will be performed in
accordance with the N.C. Department of Environment and Natural Resources' Ecosystem Enhancement Program In -Lieu Fee
Instrument dated July 28, 2010.
Thank you for your interest in the NCEEP. If you have any questions or need additional information, please contact Kelly Williams at
(919) 716 -1921.
Sincerely,
L7
Micha I lison
Deputy Director
cc: Karen Higgins, NCDWQ Wetlands/401 Unit
Eric Alsmeyer, USACE - Raleigh
Lauren Witherspoon, NCDWQ - Raleigh
Debbie Edwards, agent
File
kutor!;I�g... Prot", our Ju&
asms,
Affi R
North Carolina Ecosystem Enhancement Program, 1652 Mail Service Center, Raleigh, NC 27699 -1652 / 919 -715 -0476 / www.nceep.net

Debbie Edwards
From: Randy King <Randy.King @PulteGroup.com>
Sent: Tuesday, January 17, 201211:00 AM
To: Debbie Edwards
Subject: FW: Mitigation
Debbie,
FYI concerning EBX availability of Non - Riparian Wetland credits.
Based on this, I propose to purchase 0.25 acres of credits from NCEEP.
Thanks,
Randy
From: Matt Fisher [mailto:mattfisher @ebxusa.com]
Sent: Monday, January 09, 2012 4:55 PM
To: Randy King
Subject: RE: Mitigation
Randy.
0.13 non - riparian wetlands is all we have at this time. I'm sorry. Wish I had more.
Matt Fisher
Regional Director of New Business Development
EBX
239 - 872 -1678
From: Randy King [ma lto : Randy. King @PulteGroup.com]
Sent: Wednesday, January 04, 2012 5:22 PM
To: Matt Fisher
Subject: RE: Mitigation
Thanks for correcting that rate Matt. The only other question is that I only need 0.21 acres of non - riparian wetlands. Do
you have that amount available?
Thanks,
Randy
From: Matt Fisher [mailto:mattfisher @ebxusa.com]
Sent: Wednesday, January 04, 2012 1:07 PM
To: Randy King
Subject: FW: Mitigation
Randy,
You mentioned your wetland credits are Non - Riparian. I apologize, below I quoted Riparian. Non Riparian credits are
$44,000 per whole credits. Please see below to reflect this.
1

Matt Fisher
Regional Director of New Business Development
EBX
239 - 872 -1678
CONFIDE: NT IAI ITY NOTICE: This email may contain confidential and privileged material for the sole use of the intended recipient(s). Any review, use, distribution
or disclosure by others is strictly prohibited. If you have received this communication in error, please notify the sender immediately by email and delete the
message and any file attachments from your computer. Thank you.

DURHAM
CITY OF DURHAM
Water Management Department
1600 MIST LAKE DRIVE I DURHAM, NC 27704
919.560.43811 F 919.560.4479
1869
www.DurhamNC.gov
CITY Of MEDICINE
January 26, 2012
Randy King, PE
Land Planning and Entitlements Manager — Raleigh Division
1225 Crescent Green Drive, Suite 250
Cary, NC 27518
Subject: Proposed 12" Water Line to Serve Del -Webb —US 70
Dear Mr. King,
Pulte Homes proposes to construct a 12" water service main from the proposed 24" water
transmission main on the south side of US 70. The proposed 12" main will provide water
service to portions of Durham's service area north of US 70. When completed, this parallel
12" water service main will be owned and maintained by the City of Durham.
Durham previously received a permit for the stream crossing of the 24" line, just south of
the culvert that crosses US70. The proposed 12" line will be constructed approximately 4'
from the approved 24" line, within the area that was approved for this stream crossing
impact. Durham is in support of the 12" main being constructed within the previously
approved construction corridor and no additional impacts are proposed outside of the
previously approved impact area.
Sincerely,
Don Greeley, PE, PLS
Director
Department of Water Management
c: Jerry F. Morrone, PE, Engineering Supervisor, City of Durham Department of Water
Management
Bryant Green, PE, Civil Engineer III, City of Durham Department of Water Management
Durham — Where Great Things Happen

NO ADDITIONAL IMPACTS
SEE SHEET C7
USACE AID# SAW -2009
12" WATERLINE CONNECTION FOR DEL WEBB IS PROPOSED TO
PARALLEL THE PREVIOUSLY APPROVED 24" WATERLINE FOR THE
CITY OF DURHAM. CONSTRUCTION OF 12" WATERLINE TO TAKE
PLACE SIMULTANEOUSLY WITH THE CONSTRUCTION OF THE 24"
WATERLINE. NO ADDITIONAL IMPACTS TO JURISDICTIONAL
WETLANDS, STREAMS OR BUFFERS ANTICIPATED. FROM METER
BOX, WATERLINE WILL CROSS BUFFERED STREAM AS SHOWN ON
EXHIBIT C7, CROSS UNDER US -70 AND CONTINUE SOUTHEAST
TO THE INTERSECTION OF US -70 AND T.W. ALEXANDER DRIVE.
PROPOSED WATERLINE WILL CONTINUE EAST ON T.W.
ALEXANDER DRIVE AND WILL THEN TURN NORTH ALONG
T.W. ALEUNDER DRIVE AND
ACC BOULEVARD CONNECTION
DWQ #20060738, VER. 3,
USACE AID# SAW- 2006 -33046
PROPOSED
Pi DIP A
WATER WE L•
OJRNAM WATER NH CITY OF DURHAM AND DEVELOPER
(DESIEA 6Y MCrcN k CREED
EXTENSION
N TIE PROS OF DETERIANI IG
FOR THE "RALDGN
1�
FlNAL LOCATION OF MASTER METER
INTERCONNECTION PROJECT -)
WE RNA. DLIEWMmAnow TO
BE WOE PRIOR TO CONEIRUCIION
■
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PROPOSED Wes• MA• EITE•MO••
CURRENT PROPOSES
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CDCa h SY MCIOM N CREED
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DECEMBER 20, 2011
■ wue
AS NOTED
DRAWING PROVIDED BY: • EwJLTerNa
JARROD EDENS • 1121
EDENS LAND CORP • MgTN0.
123 GLENWOOD AVENUE • C539
RALEIGH, N.C. 27603
[phone] •
email: JARROD.EDENS'IEDENSLAND.COM ■
■ 4MPACT MARS),
DONNI wmlwT ODOR TMIIEN CONSENT S PROHIBITED

a \ INSTALL 100 LF STRAW NEAREST TBM:
RR SPIKE
W/NET LINER AT AREAS POWER POLE
WHERE DITCH IS DENUDED ::aci.,
NOTES:
\1. CONTRACTOR TO VERIFY SIZE. DEPTH, MATERIAL AND LOCATION FOR ALL
100 -YR N= 793471.2303 il
(SEE DETAIL SHEET D7)
EX. 24" RALEIGH WATER LINE UNDERGROUND UTILITIES PRIOR TO THE START OF CONSTRUCTION.
FLOODPLAIN xA- E =2057206.0249
- - - - - - -
\C\ 24" 90• psao>o ELEV. =383.12' REMOVE PLUG
AND CONNECT TO THE UNDERGROUND UTILITIES INDICATED N THE PLANS HAVE BEEN
_HS
MJ BEND EXISTING WONGE
TOR TAKEN FROM INFORMATION MADE AVAILABLE FROM THE VARIOUS UTILITY
T
` _ TO MAION)
OWNERS AND UTILITIES LOCATED BY ELECTRONIC METHODS DURING DESIGN.
\ % r- -
ND C BLESCMAY (EXIST WHICH ARE NOT SHOAWNUONETHE PLANS. P LEASE
1$2+00 -
ERGROU D TI B
ASHOWN.
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+- -. -- - � - - - .
CHECK DAM - TVP. - -. .. _ -- - -
(SEE DETAIL SHEET D7) --- - -- - --- 20'x10 EXIT PIT --_- --
! WL_ CONFLICTENTH THE WATER MAIN CONSTRUCTION THE OWNER WALL
q TO REALIGN THE WATER MAIN AND
- -_ ER WALL NOT CONSIDER
MIA MICO OTO
REQUEST
FLOODWAY \ - °, -� - 5 - OROP INLETPROTEC110N- - TYA
35_
- _ FOR ADDS PENSAITI N DUE THE PRESENCE OF
-- -- -
-' -'{SEE DELA1l �FFEEY DT) .
- CONFLICTING UTILITIES AND CABLES THAT ARE NOT SHOWN N THE PLANS.
, _. -
-- _
FLO 100 -YR� \
3. UTILITIES DESIGNED AS (REC) WERE SHOWN ON VARIOUS RECORD
DURING DESIGN. CONTRACTOR TO TEST
BORE AND JACK 140 LF 36" OD US 70 WEST BOUND LANE
\
DRAWINGS AND NOT FIELD LOCATED
PIT THESE AREAS AS NECESSARY TO DETERMINE THE PRESENCE AND DEPTH
\ STEEL ENCASEMENT PIPE MIN._
( r
OF THESE UTILITIES . NO ADDITIONAL COMPENSATION WILL BE MADE FOR
... _._ _ ___. 0.50" WALL THICKNESS) w/ 140 _ .. _.._ p.._ 3-.___
_ ___.� _ ._. _. _..__ ._ -THESE TEST PITS.
LF 24" DI RJ CARRIER PIPE / ^EP
REMOVE • (SEE DETAIL SHEET D6). r,
4. REFER TO SPECIFICATIONS FOR RESEEDING IN WETLAND AREAS.
_ -I
24" DIP WATER MAIN -- " r - �- -'— -
24" BUTTERFLY VALVE IN MANHOLE _ --
A2 5. RALEIGH STANDARD DETAILS SHALL BE USED FROM THE CONNECTION TO
(SEE DETAIL SHEET D5) 24'x24" TEE —G —G— - - ;_ ---- -__ - -- �
� � � �
THE EX. 24" WATER MAIN AT APPROX STA. 183 +60 UP TO AND INCLUDING
PLACE 20 LF APRON OF CLASS I� Ep Ep in
THE 24' VALVE BETWEEN THE TWO CONNECTIONS TO THE MASTER METER
It P cs
_ " - -- -- - -'- -- -- US 70 EAST BOUND LANE - - - -. - -24 "x24' TEE. RIP -RAP 24' DEEP FROM TOP OF
�_- _ - - _ _.BANK TO TOP OF BANK _ _- _ _ _ _
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. -34 +.. �Ea>E
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- - _ _ _ -_ ___.. w THE EDGE
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_
LL
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12 7. ALL WORK IN DURHAM COUNTY AND A PORTION OF WORK IN WAKE
4 _
✓...,/ �j ...%�L� �.•� - '' n - - _ _3qg _ - - �` "" - ,y
COUNTY SHALL BE OWNED AND OPERATED BY THE CITY OF DURHAM. A
W
LIJ
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" 7.
TI OF WORK IN WAKE COUNTY SHALL BE OWNW ANO OPERATED BY
PORTION
THE CITY OF RALEIGH. ALL WORK WITHIN WAKE COUNTY SHALL BE
U7
f \ _ _ _ __ _ _
- '� ��' T '\ - --
T
FENCE TYP
-- - PERFORMED IN ACCORDANCE WITH CITY OF RALEIGH DETAILS, REGARDLESS
OF OWNERSHIP. SEE DETAIL SHEET C77 FOR THE LIMITS OF OWNERSHIP.
SILT -
ns RECaaPO R A WNT 58r -
1 -.155, - 'r•.�� \_ (.SEE DETAIL SHEET D7)
1I
1
1' ( ' '� � -� \
( L \
24" RESTRAINED JOINT DIP FROM �1 24' 90' MJ BEND 40'x20' ENTRY PIT raw%rcnnue.naD°n-
ALL CONSTRUCTION TO BE IN
GLEN AND GRUB AS I fl-.'F r \
REQUIRED THIN THE STA. 172 +50 70 STA. 183 +50 ) 45' MJ BEND °EUC CarxEr
\� \ \ / /' } "" 24' 11.25' NJ SEND to' TEMPORARY �EUwo>aEp` °mss
\ ACCORDANCE WITH ALL CITY OF
RALEIGH STANDARDS AND
NCTHI ROW \� fFF 24 11.25' MJ BEND CONSTRUCTION
- r 24" 45" MJ BEND EASEMENT
NS AND NCAOT, IF
AND
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(2) 24" 45' MJ BENDS \ l IIF r / \
MASTER METER SITE \ \ \ p I I \
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24" RESTRAINED JOINT DIP FROM _ .T -- _._ -1 - -- --- -' - -- ' -- - - - - -- ' - -- - -- -- -
STA. 172 +50 TO STA. 183 +50
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330 I 24 "BUTTERFLY VALVE MANHOLE __I T- BORE AND ACK 140 LF( 36
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FACILITIES, INCLUDING SIDEWALKS EWA KS A D HANDICAP
I
- - - - -- 0.50" WALL THICKNESS) W/ 140 - - - -1 --
-- - RAMPS ARE TO BE CONSTRUCTED ON ALL STREETS
T -- F -- - -- f -)- -- r--
`- 4'x24- TEE
+ _ J_ r LF 24" DI RJ CARRIER PIPE _ -_ __- -
_ _ _- —•F __ _.__ - -. __- _ -- . ._ -
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-� --
--} -- - CRY OF WRNM AS SPECIFIED BY CITY CODE. THESE FACIUTIES
.. _ _ _. Pl.6l.IC WORKS DEi'ARIwBdi PROVED BY THE CITY OF RALEIGH
- ___ ,___
pppgpy� AND SHALL BE 50 INSTALLED UNLESS A CHANGE
_ _
-- }- -- - - -- - - "- "- -- _ -- - `' - _ --
I -•
325 24" 11.25' MJ BEND
IS AUTHORIZED BY WRITTEN APPS TOLE PUBLIC
25 SANITARY SEWER EASEMENTS ARE E RECORDED
DATE PRIOR
..
_
_. T -___ _ - -. _F_ -_ _ _.__ ._ _ l _._f __�..- _ _ _ _._ _..__ -- - _. _._,._ -� - .-
�. -_- _ -_ _ .. - - -- .
TO FINAL ACCEPTING
DATE SIGNATURE.E.
A DATE CHIEF ENGINEER
I T_
-3 -- -� - - -- T
__ --
DAZE
T
I
- —� - -- -- —1:- 24" 45' MJ BEND 24 45' MJ BEND --
- PROFILE -!- � I
- DIR. OF PUBLIC UTILITIES
320 TRAFFIC ENGINEER
320 SCALE-.l"-401 (HORIZ)
172 +00 173 +00 174 +00 175 +00 176 +00 177 +00 178 +00 1 "- 4'(VERT) 179 +00 180 +00
181 +00 CONSERVATION ENGINEER
v1► Ji'TITI► Af i'J,�
\/ 1V�'1V1�/1C7
1730 Varsity Drive, SWI 500 CITY OF DURHAM
Raleigh, North Carolina z7sos DEPARTMENT OF WATER MANAGEMENT
DATE: NAY 2009 SCALE VV 71:5
CNAWN ANH HORIZONTAL: nw 715
RALEIGH INTERCONNECTION PROJECT "� PRDJ 3D>s -D002 liV
us 7o CHECKED CAT -
„ CHECKED DLIH VERTICAL Cj 7
24 DIP WATER MAIN PR°`' ND" eFa
„� Phone: [phone]D91, Fax: [phone]
IQN� Rn WT, NVdGI faIW1 NVp NNHW MALE YXM3 ttM.d15 0!/]3/Gn C -0342
Us 70 srATOS:
B
DESIRS N5 DAIS .m
www ckimcreed.com
STA. 172 +00 TO STA. 183 +50f

*PutteGroup' NC Division of Water Quality
Vendor Number 42NMS0950
Check Number
Check Date
0071725599
12/29/11
Invoice
Date
Cc
Lot
Lot Address
Opt
Acet at
C
Acct Cat Description
Amount
DWD WETLAND
12/27/11
Nuffib* P6.7112$50
-heb�
G(M I
%',Hftn'
1, or
P too , nf1.ld.Hh1s Parkway
S�ite 0
0001 Preacquisition Land Costs
570.00+
TOTAL
570.00

Please return to: [Insert Permittee's mailing address]
STATE OF NORTH CAROLINA
COUNTY OF DURHAM
THIS AGREEMENT ( "Agreement ") is made among
STORMWATER FACILITY AGREEMENT
AND COVENANTS (Residential Version)
( "Permittee "), ( "Association "), and
the City of Durham, a North Carolina municipal corporation ("City") and is effective on the date of its recordation in the
Durham County Register of Deeds.
1. Background and Definitions
a. Scope; Purpose. Permittee owns and is developing real property (the "Property ") that, upon completion
of development, will contain one or more constructed stormwater improvements (the "Facility /ies ") to control
stormwater runoff and pollution from the Property. After construction, Permittee will transfer portions of the Property,
including the Facility /ies, to the Association, which will be responsible for perpetual maintenance, annual inspection,
repair, reporting to the City, and reconstruction of the Facility /ies. This Agreement sets forth Permittee's obligations to
construct the Facility /ies in accordance with the obligations of this Agreement and other City Requirements, inspect and
certify the Facility /ies, pay certain monies toward the replacement of the Facility /ies, and establish the Association and
its obligations, through legally binding covenants. This Agreement also sets forth the responsibilities of the Association
with regard to the Facility /ies. This Agreement is appurtenant to and runs with the Property, described in Section 1(b)
below. The purpose of this Agreement is to ensure construction of the Facility /ies per City Requirements, to ensure the
perpetual inspection, maintenance, repair, and reconstruction of the Facility /ies by Lot Owners within the Property, and
to allow the City in its discretion to enforce these requirements, if necessary, for the benefit of the Lot Owners
collectively, and the public at large.
b. Propert y to which this Agreement Attaches. The Property is that property shown on the plat entitled
and recorded at Plat Book Page
Lots (instructions to staff— after the word "lots" indicate either "all" or identify by number the
specific Lots subject to this Agreement.), Durham County Register of Deeds. It is generally located and
of the intersection of and and is commonly known
as It is part or all of the property
acquired by Permittee in deeds recorded in Deed Book , Page , Durham County Register of Deeds.
The Facility /ies that must be constructed, certified, maintained, inspected annually, repaired, and reconstructed pursuant
to this Agreement are located on the following lots on the above described plat and are of the following approximate size
and type (SW staff describe below each Facility by its general type such as "wet detention facility" or "wetlands ", the
projected approximate size for each, and identify the lot on the above - described plat where each Facility will be
-1-

located):
ii.
in.
C. Back_ rg ound. This Agreement is intended to comply with City ordinances and policies that implement
State and Federal laws that require that development contain stormwater facilities to control runoff and pollution and
that such facilities be perpetually maintained and reconstructed.
d. Relationship to Ordinances, Policies, and Guidelines. This Agreement supplements other City
Requirements. If this Agreement and such City Requirements conflict, the stricter requirements shall control.
e. Definitions. The terms in this Agreement have the following definitions:
"Association" and "HOA" (the terms being used interchangeably) means the association that has executed this
Agreement that was formed by Permiee in compliance with statutory requirements (which may include the North
Carolina Nonprofit Corporation Act, NCGS Chapter 55A, and the North Carolina Planned Community Act, NCGS
Chapter 47F and successor statutes) for the purpose of owning and maintaining real property and improvements thereon
intended for the common benefit of - Lot Owners within the Property -. In the absence of the Association, for whatever
reason, the Lot Owners, collectively, shall be considered the Association and shall be responsible for the Association's
obligations under this Agreement. The "Association" may also include additional associations or lot owners not shown
on the Property where such associations or owners have joined, or have purchased subject to, the obligations of the
Association in this Agreement.
"City Manager" means the Durham City Manager or a Deputy City Manager to whom authority to execute
contracts has been delegated.
"City Fund" means "Stormwater Facility Replacement Fund" as defined below.
"City Requirements" means the legal obligations and standards set forth in City ordinances, and written City and
Public Works policies, guidelines, manuals, protocols, standards, and /or handbooks, as such may be amended from time
to time.
"Director" means the City's Director of Public Works or the Director of a successor department to the
Department of Public Works and any Person to whom the Director's duties have been delegated pursuant to City
Requirements.
"Facility /ies" means one or more stormwater control device(s) and /or areas that are created for the purpose of
detaining and /or treating stormwater. Such facilities may include but are not limited to dry detention areas, wet
detention ponds, wetlands, level spreaders and all associated constructed and natural features that allow such devices or
areas to function as intended.
"Lot" means a lot within the Property, whether developed or undeveloped.
"Lot Owner" means the legal owner of any fee simple interest in a Lot.
"Permiee" means the party that owns the Property at the time of recordation and that executes this Agreement
and successors in interest who take all or a portion of the Property. The term does not include any Person that has only a
beneficial interest in the Property. The term also does not include a Person who owns one Lot zoned for single family
use where such owner does not own other lots.
"Person" includes but is not limited to natural persons, business trusts, joint ventures, governments,
governmental subdivisions, governmental agencies, firms, corporations, limited liability companies, associations,
partnerships, and other legal entities.
"Property" is the land described in Section I(b) above which is owned by the Pennittee and which will be served
by the Facility /ies described herein.
"Site" means a Lot or parcel within the Property which contains at least one Facility. Where there are multiple
Facilities, there shall be multiple Sites.
"Stormwater Facility Replacement Fund" (also "City Fund ") is the fund established by the City under ordinance
to receive payments from various permittees for future use in the construction, repair, and reconstruction of facilities for
which payment into the fund has been made, or for replacement facilities that mitigate the burden on or need for such
-2-

original facilities.
"Transfer" includes sell, convey, assign or alienate all or a portion of an interest in property.
2. Permittee's Obligations to Create HOA; Record Documents and Covenants; Provide Certification; and
Make Fund Payment Prior to Transferring Interest in, or Selling any Lots.
a. Incorporation of Association; Recording Documents and Covenants. Permittee shall incorporate an
Association consisting of all Lot Owners in the Property which Association shall be charged with maintaining and
repairing common areas within the Property, of which the Facility /ies shall be a part. Permittee shall create covenants
for the Association which comply with this Agreement and which include Exhibit A to this Agreement, the Mandatory
Covenant Requirements Regarding Stormwater Facilities. At the same time as the final plat for the Property is filed in
the Office of the Register of Deeds for Durham County, and before Transfers of any interest in or Lots within the
Property, Permittee shall take the following actions and complete the following additional filings in the Register of
Deeds for Durham County, in the order indicated below:
i. Finalize this Agreement by inserting the appropriate plat book and page references for the just- recorded
plat for the Property in Section 1(b) above and adding any other missing entries or information;
ii. Record this Agreement, properly executed by all Parties so as to bind the Permittee, the Association,
and the Property;
iii. Finalize the covenants for the Property by inserting the plat book and page numbers for the Property,
the deed book and page numbers for this Agreement, and necessary language to incorporate Exhibit A
of this Agreement into the Covenants;
iv. Record the properly executed Covenants for the Property.
b. Delivery of Recorded Documents and Attorney Certification. Within 5 working days of completing the
steps described in 2(a) above, and prior to Transferring any interest in the Property, including but not limited to the sale
of any Lot, and prior to applying for and receiving any building permits for any Lot, Permittee shall deliver to the City's
Stormwater Services Division an attorney's certification, as described below, and copies of the properly executed and
recorded documents described in (a) above — i.e., the recorded plat, the recorded Agreement, and the recorded covenants
for the Property. The attorney certification shall be from an attorney licensed to practice law in the State of North
Carolina, in form and substance acceptable to the City that certifies to the following:
i. That the Association was properly formed and incorporated in North Carolina in accordance with law;
ii. That this Agreement and the Covenants for the Property have been executed by all legally necessary
parties, in a legally binding manner, and are binding on the parties and the Property;
iii. That the Agreement contains necessary references to the recorded plat for the Property, and that the
Covenants for the Property contain necessary references to the recorded plat and the recorded
Agreement, and incorporate Exhibit A of this Agreement;
iv. That recordation of instruments described above occurred in the following order — plat, then Agreement,
then Covenants;
V. that the Covenants for the Property require membership for each Lot within the Property (except
commonly owned Lots which may be excepted) and a rational allocation of the cost of maintenance,
repair, and reconstruction of the Facility /ies amongst all such member Lots exists;
vi. that the mandatory dues amounts for the two stormwater funds have been included in the Covenants;
vii. that the Covenants provide a process for assessing the Lot Owners for delinquent payments and for
additional payments for stormwater costs and enforcing such assessments and that the City is named as
a third party with the right to enforce such assessments in lieu of the Association if necessary.
C. Payment to Stormwater Facility Replacement Fund. At the time of delivery of the recorded documents
and certification, Permittee shall pay the estimated Stormwater Facility Replacement Fund payment, prescribed by City
Requirements, which shall equal 25 %o of the estimated cost of constructing the Facility /ies, calculated in accordance with
City Requirements. This payment is not intended as a substitute for security that ensures the construction of the
Facility /ies, which security may be required at such point in the development process as is specified in City
-3-

Requirements. Per City Requirements, Permittee may be required to supplement the payment into the Fund Payment
upon completion of the Facility /ies, or may be refunded a portion of such payment.
d. Payment of Permit Fee(s). At the time of delivery of the recorded documents and certification,
Permittee shall pay the Stormwater Permit Fee for each of the Facility /ies, as prescribed by City Requirements.
3. Permittee's Obligations with Regard to Construction of Facility /ies; Denial of Permits in the Event of
Noncompliance.
a. Construction, Inspection, Certification, and Submission of As -Built Construction Drawings. Permittee
shall complete the actions described below for the Facility /ies on such timetable as is specified in City Requirements.
i. Construct the Facility /ies in accordance with the construction plans approved by the Department of
Public Works and take various steps toward final completion, and finally complete the Facility /ies, in
accordance with such timetables and/or deadlines specified in City Requirements;
ii. Provide any additional security required by the Director to ensure construction of the Facility /ies if the
deadlines described in (i) above have not been met, or in the event that Permittee becomes insolvent or
otherwise unable to proceed with construction on the Property;
iii. Cause the Facility /ies to be finally inspected and certified by the engineer who designed the Facility or
by such other registered NC Professional Engineer acceptable to the City, in accordance with the City's
BMP Certifying Engineer Program and other City Requirements;
iv. Submit to the Department of Public Works reproducible as -built drawings and as -built calculations
acceptable to the Department;
V. Complete an operation and maintenance manual for each Facility in accordance with City
Requirements;
vi. Submit records to the City Stormwater Services Division in accordance with City Requirements
documenting construction costs for the Facility, including but not limited to all costs of construction
administration;
vii. Complete any repairs to the Facility /ies that may be directed in the discretion of the Director;
In the event Permittee does not satisfactorily complete the foregoing obligations on such timetable as may be specified
by the City, the City may withhold any permits and approvals related to development of the Property or any Lot and may
pursue any other remedy available under this Agreement or applicable law.
b. Transfer of Site and Facility to Association. After satisfactory completion of the steps described in
subsection (a) above, Permittee shall Transfer the Site(s) to the Association(s) which shall, thereafter, become
responsible for inspection, maintenance, and reconstruction of the Facility /ies as set forth in Section 4 below.
Permittee's transfer of the Site prior to completion of the steps described in (a) above shall not relieve Permittee of its
obligations under this Agreement.
C. Discharge of Permittee's Obligations; Recordation of Release. Following satisfactory performance of
its obligations under this Agreement, Permittee may request a release from the Director in writing. Within 30 calendar
days of receipt of such request and receipt of all accompanying documentation and certifications required by the City,
upon determination that Permittee has satisfied its obligations, the Director shall issue a release confirming that
Permittee has fulfilled its obligations under this Agreement and is discharged from such obligations. Permittee shall
record such release at the Durham County Register of Deeds. In its discretion, the City may record any documents
indicating that construction of the Facility /ies has been completed and /or that Permittee is released from the obligations
of this Agreement.
d. Notice to Lot Owners and Successors in Interest to Permittee. Recordation of this Agreement gives
notice to all Lot Owners that building permits may be withheld for Lot(s) in which they have an interest in the event of
Permittee noncompliance with Section (2) above or this Section (3). In addition, it gives notice to all Persons who may
M

be considered " Permittee" under the definitions herein that approvals and permits related to development of the Property
may be withheld in the event of Permittee noncompliance with this Agreement.
4. Association /Lot Owner Responsibility for Completed Facility /ies
a. Association's /Lot Owners' Continuing Permanent Responsibility for Facility /�. Upon release of
Permittee as described in Section 3(c) above, or if no release occurs, then upon official notification to the Association
from the City, the Association, or in the event there is no legally effective Association, the Lot Owners collectively shall
be responsible for inspection, maintenance, repair, reconstruction, and funding for the completed Facility /ies, and shall
comply with all City Requirements. The Association shall be responsible for performing these obligations whether or
not the Site and/or the Facility /ies have been legally transferred to the Association. The obligations of the Association,
or the Lot Owners in the absence of an Association, are further described below.
b. Filing of Responsible Officer for Association with City. The Association file with the City's
Department of Public Works, and update such filing yearly, the name and contact information of a responsible officer or
agent for the Association who is familiar with the maintenance and upkeep of the Facility. The filing shall also be
updated when there is a change in the responsible officer or agent.
C. Maintenance. The Facility /ies shall be maintained in compliance with City Requirements as they may
change from time to time. At the time of recordation of this Agreement these are generally found in the City of
Durham's "Owner's Maintenance Guide for Stormwater BMPs Constructed in the City of Durham" and in the operation
and maintenance manual prepared specifically for the Facility /ies at the time of completion of construction. (As of
October 1, 2007, the current version of the "Owner's Maintenance Guide for Stormwater BMWs Constructed in the
City of Durham" can be viewed at or downloaded from the City's website at:
http: / /www.durhamnc. _og v /departments/ works /pdf /draft_ owners_maintug ide.pdf)
d. Inspections /Reports to City. In accordance with City Requirements, the Association shall cause the
Facility /ies to be inspected (i) annually; (ii) after events that cause visual damage to the Facility; and (iii) upon
notification by the Director. The inspection shall be performed by a registered North Carolina Professional Engineer or
a North Carolina Registered Landscape Architect certified by the City and shall be in compliance with City
Requirements. The inspection shall occur annually during the month in which acceptance of the as -built certification for
the Facility /ies occurred, or at such other time as may be reasonably directed by the City. The inspection shall be
reported to the City as further described below.
e. Repair and Reconstruction. The Association shall repair and/or reconstruct the Facility /ies as it
determines is necessary, and, additionally, as may be directed by the City, to allow the Facility /ies to function for
its /their intended purpose, and to its design capacity. The Association shall provide written reports regarding major
repair or reconstruction to the City in accordance with City Requirements.
f. Budget Line Items for Stormwater Expenses. The dues of the Association shall include amounts for
upkeep and reconstruction of the Facilities and charges for these purposes shall be included in the dues charged to Lots
from the point that Lots are charged dues for other common purposes. The Association shall maintain two (2) separate
funds in its budget for the Facility /ies. The first ( "Inspection and Maintenance Fund ") shall be for routine, yearly
Facility expenditures -- annual inspections, maintenance, and routine repairs — and the funds for this purpose may be
maintained as part of the Association's general account. The second ( "Major Reconstruction Fund ") shall be dedicated
to a separate, increasing reserve fund that will build over time and provide money for maj or repairs to and eventual
reconstruction of the Facility /ies. The Major Reconstruction Fund shall be maintained in an account that is separate
from the HOA's general account as described below. At a minimum, the Association shall earmark annually from
its collected dues for the Inspection and Maintenance Fund and annually for the Major Reconstruction Fund.
These minimum amounts shall be increased annually by 3% per year over the prior year's amount. The Association
may set a higher amount in its discretion. The Association shall set a higher amount if the Director determines, in
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his/her reasonable discretion that additional amounts are necessary to provide for adequate inspections and maintenance
or for an adequate reserve fund. The Association shall set dues at a sufficient amount to fund each of the two line items
in addition to the Association's other obligations. The Association may compel payment of dues through all remedies
provided in the Covenants for the Property or otherwise available under law.
g. Assessments /Liens. In addition to payment of dues, each Lot shall be subject to assessments by the
Association for the purpose of fulfilling the Association's obligations under this Agreement. Such assessments shall be
collected in the manner set forth in the covenants. As allowed under NCGS §47F, or successor statutes, or, for
condominiums, as allowed under NCGS 47C, or successor statutes, all assessment remaining unpaid for 30 days or
longer shall constitute a lien on the Lot. Such lien and costs of collection may be filed and foreclosed on by the
Association. In addition, the Association's rights may, in the discretion of the City, be exercised by the City, as a third
party beneficiary of this Agreement and /or as Attorney in Fact for the Association, as provided in Section 7 of this
Agreement, without limitation as to other rights the City may have under this Agreement and under law.
h. Stormwater Expenditures Receive Highest Priority. Notwithstanding any contrary provisions of the
Association's recorded covenants, to the extent not prohibited by law, the inspection, maintenance, repair, and
replacement /reconstruction of the Facility /ies shall receive the highest priority (excluding taxes and assessments and
other statutorily required expenditures) of all Association expenditures.
i. Separate Account for Major Reconstruction Fund; Requirements for Withdrawal. The Association shall
maintain the maj or reconstruction fund for the Facility /ies in an account maintained at a bank or other similar institution
and such account shall be separate from the Association's general account. The Association shall use the Major
Reconstruction Fund only for major repairs and reconstruction of the Facility /ies. The Association's bylaws shall
require that signatures of two Association officers are required for withdrawal of funds from the Major Reconstruction
Fund.
j . Engineer Report prior to Major Repairs and Reconstruction. Prior to withdrawing funds from this
account, the Association shall (i) obtain a written report from an engineer approved in accordance with City
Requirements regarding repairs or reconstruction needed and approximate cost of such repair or reconstruction; and (ii)
submit such report to the Director and notify the Director of the major repairs or reconstruction to be undertaken on the
Facility, the proposed date, and the amount to be withdrawn from the Major Reconstruction Fund. In the event of an
emergency withdrawal and expenditure of funds from the Major Reconstruction Fund may be made after telephone
notification to the Stormwater Services Division of the Department.
k. Annual Reports to City_ The Association shall provide to the Director annual reports in substance and
form as set forth in City Requirements. This annual report shall be signed by an officer of the Association, who shall
attest as to the accuracy of the financial information in such report. If prepared by a professional management company
hired to manage the Association's affairs, the report shall so indicate. The Officer's signature and attestation shall be
notarized. At a minimum each report shall include:
i. the annual Facility /ies inspection report described in Section 4(d) above;
ii. a bank or account statement showing the existence of and balance in the separate Major Reconstruction
Fund at the time of submission of the report;
iii. other information regarding the Facility /ies as may be required under City Requirements;
iv. the amount of Association dues being set aside for the current year for each of the two purposes — the
Inspection and Maintenance Fund, and the Major Reconstruction Fund.
1. Facility /ies to Remain with Association; Lot Owners' Liability_ To the extent not prohibited by law, the
Facility /ies shall remain the property of the Association and may not be conveyed by the Association. In the event the
Association ceases to exist or is unable to perform its obligations under this Agreement, all Lot Owners with the
exception of those Lots owned by the Association shall be jointly and severally liable to the City to fulfill the
Association's obligations under this Agreement. Such Lot Owners shall have the right of contribution from other
W

owners with each Lot's proportional obligation calculated as set forth in the Covenants for the Association. In addition,
the City may exercise the remedies described in Section 7 of the recorded Agreement. This Agreement and all other
remedies provided by law.
m. No Public Adoption. The City's exercise of rights under this Agreement or under City Requirements
does not constitute adoption of the Facility /ies by the City. City regulation is not intended to impede or prohibit the
Association or Lot Owners from taking all necessary actions to maintain, repair, and reconstruct the Facility /ies so that
they function safely and perform the function for which they were created.
5. Stormwater Facility Replacement Payment and Fund.
The Permittee's payment to the Stormwater Facility Replacement Fund ( "City Fund ") shall be calculated,
retained, used, and disbursed as provided by ordinance and other City Requirements. The Fund shall be used for the
purchase, design, construction, reconstruction, and repair of stormwater facilities that have paid into the Fund or for
stormwater facilities that replace or mitigate the need for those facilities for which monies have been paid into the Fund.
6. City Easement /Right of Entry /No City Responsibility
Permittee, the Association, and the Lot Owners hereby grant the City a permanent nonexclusive easement over
the Site and Facility /ies for inspection, construction, repair, and other work on the Facility. The terms and conditions
regarding the use of such easement may be expanded but not limited by recorded declarations regarding the use of such
easements. Permittee, the Association, and the Lot Owners also grant the City a permanent nonrevocable nonexclusive
right of ingress, egress, and regress over and across all public or private easements on the Property, including but not
limited to private roads, for inspection, construction, repair, and other work on the Facility /ies. Permittee and Lot
Owners grant the City a permanent nonrevocable nonexclusive right of ingress, egress, and regress over individual Lots
solely for response to emergencies, public nuisances, or the imminent threat thereof. In this Section, "the City" includes
employees, agents, and contractors of the City. The grant of these rights does not obligate the City to exercise them or
to take any other action.
7. Remedies for Violations; Lien on Property; Future Obligations Secured.
a. City Performance of Work. If the Permittee and /or Association fail to perform their obligations under
this Agreement, the City may send notice to the party (ies) in default demanding performance. If the defaulting party
does not cure such default within sixty (60) days from the date notice is mailed, the City may, in the reasonable
discretion of the Director, enter the Property and the Site and perform some or all of the defaulting party's obligations
under this Agreement. In an emergency the City may perform such work prior to the expiration of the 60 day period.
Nothing in this Agreement shall be interpreted to require the City to undertake a party's obligations under this
Agreement.
b. Repayment of City. The defaulting party shall reimburse the City for its costs in inspecting,
constructing, repairing, and reconstructing the Facility /ies. Such costs may include the cost of administration and
overhead. The City shall send written notice to the party in default requesting reimbursement for the costs of the work.
The defaulting party shall pay all such costs within sixty days of the date he notice is mailed. Any costs not paid to the
City within the sixty day period shall be delinquent, and the defaulting party shall be subject to all legal remedies
available to the City under law or equity.
C. Debt Owed in the Event of Nonpayment; Lien. In the event that the defaulting party does not reimburse
the City as required in subsection (b) above, the party shall owe the following additional amounts: interest on such costs
at the rate of eight percent (8 %) per annum, collection costs, late payment charges of three hundred dollars ($300) for
the first ninety (90) days of default and five hundred dollars ($500) additional charge for each ninety (90) day period
thereafter, and reasonable attorneys' fees. The debt may be collected by the City using any remedy authorized by law or
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in this Agreement. In addition, the debt or a proportional amount thereof calculated using a methodology reflecting
number of lots, value of Property, types of uses, or a combination of these factors, as determined in the City's sole
discretion, shall be a lien against the Property and the Lots and may be collected as unpaid taxes in accordance with
N.C.G.S. 160A -193 or other statutory provisions, with notice as may be required by law. The City may add the debt to
any utility bills owed and utilize any remedy provided by law or ordinance for unpaid utility bills. The City may also
foreclose on the liens.
d. Right to Act for the Association. In addition to all of the remedies set forth herein, if the defaulting
party is the Association and payment has become delinquent as described in paragraph (b) the City may, with additional
30 days' written notice to the Association, pursue the right of the Association to repay the amount due, as calculated in
accordance with the Articles of Incorporation, Covenants, and Bylaws of the Association. The Association hereby
designates, constitutes and appoints the City as the Association's Attorney in Fact for the express and limited purpose of
assessing and pursuing collection of such amounts under the conditions and limitations as set forth herein. This
appointment is coupled with an interest and is irrevocable as long as this Agreement is in effect.
e. Withholding of Permits. In the event the defaulting party is the Permittee, the City may withhold any or
all permits or other approvals necessary to complete development of the Property or any Lot until such time as Permittee
fulfills such obligations.
8. Release of Lien by Certificate.
a. Duty to Furnish a Certificate. On the request of any of the Persons described in subsection (a) (i) below,
and upon the condition prescribed by subsection (a) (ii) below, the Director shall furnish a written certificate stating the
amount of any monetary liabilities owed pursuant to this Agreement by a party to this Agreement or a Lot Owner.
i. Who May Make Request -- Any of the following Persons shall be entitled to request the certificate:
A. An owner of the Property;
B. An occupant of the Property;
C. A Person having a lien on the Property;
D. A Person having a legal interest in the Property, including but not limited to a Lot Owner;
E. A Person having a contract to purchase or lease the Property or Lot or a Person that has
contracted to make a loan secured by the Property or Lot;
F. The authorized agent or attorney of any Person described in subdivisions (a) (i) (A) through (E)
above.
ii. Duty ofPerson Making Request -- The City's duty to furnish a certificate is contingent upon the
requester providing the following, as may be specified by the Director: the name of the party regarding whom the
certificate is requested; the property regarding which the certificate is requested (the Property as a whole, some portion
of the Property, or a Lot); recordation information for the pertinent Agreement; recordation information for pertinent
covenants, if the request concerns an Association or Lot; a copy of the first page of this Agreement; a copy of the first
page of the Association's Covenants; and payment of the required fee for a certificate.
b. Reliance on the Certificate. When a certificate has been issued as provided in subsection(a) above, all
monetary liabilities owed pursuant to this Agreement that have accrued against the Site or the Property or the Lot
identified in the request for the period covered by the certificate shall cease to be a lien against the identified property
for which the certificate has been issued, except to the extent of monetary liabilities stated to be due in the certificate, as
to all Persons obtaining such a certificate and their successors in interest who rely on the certificate by doing one or
more of the following:
i. Paying the amount of monetary liabilities stated therein to be owed;
11 . Purchasing or leasing a portion of the Property; or
In

iii. Lending money secured by all or part of the Property
C. Oral Representations not Effective. Without limiting the effect of this Section, no oral statement made
by any City employee as to the amount of monetary liabilities that are owed by the Permittee or a Lot Owner, or are a
lien on all or a portion of the Property pursuant to this Agreement, shall be legally effective, or shall bind the City.
9. Warranty. Permittee covenants with the City that Permittee is seized of the Property in fee simple, has the
right to convey the same in fee simple, that title is free and clear of all encumbrances, except for those identified in the
Opinion of Title furnished to the City as a requirement prior to the City's execution of the Agreement, and that Permittee
will warrant and defend the title against the lawful claims of all persons except for the exceptions stated in such opinion
of title.
10. Notice. When a notice is required or permitted by this Agreement, it shall be given in writing to the City
delivered to the Director of Public Works, 101 City Hall Plaza, Durham, NC 27701, FAX: [phone]
or upon the Permittee, at (insert name and address ofPermittee)
. Written
notice shall be sent by first class mail, and in addition by facsimile, if a fax address can be determined. Parties'
addresses may be changed by sending a notice of the new address attached to a copy of the first page and execution
pages of this Agreement.
11. No Waiver of Breach. If the City fails to enforce or waives any breach of any obligation or covenant in this
Agreement, that failure to enforce or waiver shall not constitute a waiver of any other or future breach of the same or
any other obligation or covenant. The City's failure to exercise any right under this Agreement shall not constitute a
waiver of that right.
12. Agreement Binding. This Agreement and Covenants shall bind the Association in perpetuity and shall bind
Permittee and its successors in interest until the City releases such Permittee as described in Section 3 above. A Lot
Owner's obligations and liabilities under this Agreement shall cease upon conveyance of his/her Lot.
13. Amendment of Agreement. Amendments to this Agreement shall be valid only if made in writing and signed
by the parties, provided that the Permittee's signature shall not be required if the Permittee has ceased to exist or has
been released by the City as provided in Section 3 above. The City Manager may, on behalf of the City, amend this
agreement without approval by the City Council.
14. Covenants Herein to Run with the Property. The obligations of this Agreement are a perpetual servitude and
appurtenant to and running with the Property, -- the Site, and the Lots.
15. Successors and Assigns. The designation of Permittee, Association and the City shall also include their heirs,
assigns, and successors in interest.
16. Liability : Indemnification.
a. The approval by the City or any employee of the City of any plans or of any work referred to in this
Agreement shall not create any liability in the City or its officers, officials, or employees for the plans or the work.
Nothing herein is intended to release any other Person for any liability for those plans or work.
b. The performance by the City or any employee of the City of any work allowed under this Agreement
shall not create any liability in the City or its officers, officials, or employees for the work. Nothing herein is intended to
release any other Person for any liability for that work.
C. The Permittee, prior to release from the City, and the Association, after the Facility /ies are constructed

shall indemnify the City and its officers and employees for any costs to the City or such Persons resulting from any
claims regarding the construction, operation, maintenance, repair, and/or reconstruction of the Facility /ies, or the failure
to perform the same. Costs shall include but are not limited to the expense of counsel chosen by and acceptable to the
City.
17. Remedies not Exclusive. The provision of specific remedies in this Agreement is not limiting and the City
shall have all remedies available in law and in equity to enforce the provisions of this Agreement against the Permittee,
the Association, and/or the Lot Owners, and their respective heirs, personal representatives, successors, and assigns.
18. No Third Party Rights. Except as may be explicitly provided in this Agreement, this Agreement is not
intended to be for the benefit of any Person other than the parties hereto, the Lot Owners, and their heirs, personal
representatives, successors, and assigns.
19. Governmental Functions; Superseding Regulations. Nothing contained in this Agreement shall be deemed
or construed to in any way estop, limit, or impair the City from exercising or performing any regulatory, policing,
legislative, governmental, or other powers or functions. In addition, this Agreement does not restrict or prevent te h
application of ordinances or other enactments which may supplement or supersede the provisions of this Agreement.
20. Choice of Law and Forum. This Agreement shall be deemed made in Durham County, North Carolina and
shall be governed by and construed in accordance with the law of North Carolina. The exclusive forum and venue for all
actions arising out of this Agreement shall be the North Carolina General Court of Justice, in Durham County. Such
actions shall neither be commenced in nor removed to federal court. This section shall not apply to subsequent actions
to enforce a judgment entered in actions heard pursuant to this section.
21. Interpretation of this Agreement. Unless the context requires otherwise, the singular includes the plural, the
plural includes the singular, and the neuter includes the masculine and feminine. The captions and titles are for
convenience only, and are not to be used to interpret the Agreement. The words "include" and "including" mean,
respectively, "include but not limited to ", and "including but not limited to ".
22. Severability. Invalidation of any term or provision in this Agreement by a court of competent jurisdiction shall
not invalidate the remaining terms and provisions of this Agreement which may be enforced, at the election of the City,
as set forth herein.
-10-

IN WITNESS WHEREOF, the parties hereto have respectively set their hands and seals, or if corporate, have executed
this under seal by their proper officers, to be effective as of the date of its recordation in the Durham County Register of
Deeds.
ATTEST:
Signed:
Printed Name:
Title: Secretary
[Affix Corporate Seal]
STATE OF
(Name of Permittee)
Signed:
Printed Name:
Title:
President
COUNTY OF
I, , a notary public for said county and state, certify that
personally appeared before me this day, and acknowledged he or she is Secretary of (Name of Permittee), a
corporation, and that by authority duly given and as the act of the corporation, the foregoing contract with the City of
Durham was signed in its name by its President, whose name is and attested
by him/herself as its said Secretary or Assistant Secretary.
This the day of 120
My commission expires:
Notary Public
-11-

ATTEST:
Signed:
Printed Name:
Title: Secretary
[Affix Corporate Seal]
STATE OF
Name of Association
Signed:
Printed Name:
Title: President
COUNTY OF
I, , a notary public for said county and state, certify that
personally appeared before me this day, and acknowledged he or she is Secretary of (Name of Association), a
corporation, and that by authority duly given and as the act of the corporation, the foregoing contract with the City of
Durham was signed in its name by its President, whose name is and attested
by him/herself as its said Secretary or Assistant Secretary.
This the day of , 20
My commission expires:
Notary Public
-12-

CITY OF DURHAM
ATTEST:
ME
City Clerk
Type or print name person signing for the City:
City Manager
ACKNOWLEDGMENT BY CITY OF DURHAM
Name of other party to the contract:
Title of the contract:
I,
(1)
a notary public, certify:
(Type or print name of Notary Public)
(Type or print name of City Clerk or Deputy City Clerk who attested)
personally appeared before me
in Durham County, N. C. on this day; (2) I have personal knowledge of her identity; and (3) she acknowledged that by
authority duly given and as the act of the City of Durham, the foregoing document was signed in its corporate name by
its City Manager, sealed with its corporate seal, and attested by its said City Clerk or Deputy City
Clerk.
This the day of 120
My commission expires:
Notary Public
-13-

EXHIBIT A
TO
STORMWATER FACILITY AGREEMENT AND COVENANTS
MANDATORY PROVISIONS FOR DECLARATION OF RESTRICTIVE COVENANTS
ARTICLE (fill in)
Obligations Regarding Stormwater Facilities
The Property includes one or more stormwater management facilities (hereafter "Facility /ies ") that is /are the
perpetual responsibility of the Association. Such Facilities are the subject of a Stormwater Facility Agreement and
Covenants ( "Stormwater Agreement ") between Declarant, the Association, and the City of Durham ( "the City ") that is
binding on the Association. The Stormwater Agreement is recorded at DB Page , Durham County
Register of Deeds. The Property subject to that Stormwater Agreement is the "Property" referred to in this Article. The
Stormwater Facilities must be maintained in accordance with City Requirements, which include all ordinances, policies,
standards, and maintenance protocols and in accordance with the recorded Stormwater Agreement. In particular the
City's current "Owner's Maintenance Guide for Stormwater BMPs Constructed in the City of Durham" (available at the
time of recording this document at hlp: / /www.durhamnc.gov /departments /works /pdf /draft_ owners_maint guide.pdf
and the operation and maintenance manual prepared specifically for the Facility /ies contain requirements that apply to
the Association's Facilities.
Nothing in the remaining Article of these Restrictive Covenants filed by Declarant as part of this Declaration or
any subsequent modifications of this Declaration may reduce the Association's or Lot Owners' obligations with regard
to the Facility /ies. Such additional covenants may increase the obligations or provide for additional enforcement
options.
The Stormwater Facility /ies and their location are as follows: (Insert below the description of Facilities and
Plat Book citation and Lot identification from Section I (bb) of the Stormwater Agreement)
In addition to the above obligations, the Association's obligations with regard to the Facilities are:
1. Inspections /Routine Maintenance. In accordance with City Requirements, the Association shall cause
the Facility /ies to be inspected i) annually; and, ii) after major storm events cause visual damage to the Facility; and iii)
upon notification from the City to inspect. The inspection shall be performed by a registered North Carolina
Professional Engineer or a North Carolina Registered Landscape Architect certified by the City who shall document
those things mandated under City Requirements. The inspection shall occur annually during the month in which the
Facility /ies as -built certification was accepted by the City, which month may be determined through contact with the
City of Durham Department of Public Works, Stormwater Division. The inspection shall be reported to the City as
further described below.
2. Repair and Reconstruction. The Association shall repair and/or reconstruct the Facility /ies as it
determines is necessary, and, at a minimum, as set forth in City Requirements or as directed by the City to allow the
Facility /ies to function for its intended purpose, and to its design capacity. The Association shall provide written reports
regarding major repair or reconstruction to the City in accordance with City Requirements.
3. Stormwater Budget Line Items & Funding. The dues of the Association shall include amounts for
upkeep and reconstruction of the Facilities which shall be included in dues charged to Lots or members from the point
that Lots or members are charged dues for other common purposes. The Association shall maintain two (2) separate
funds in its budget for the Facility /ies. The first, the "Inspection and Maintenance Fund," shall be for routine inspection
-14-

and maintenance expenditures and shall be used for annual inspections, maintenance, and minor repairs. The funds for
this purpose may be maintained as part of the Association's general account. The second fund, the "Major
Reconstruction Fund," shall be a separate, increasing reserve fund that will build over time and provide money for major
repairs to and eventual reconstruction of the Facility /ies. The Major Reconstruction Fund shall be maintained in an
account that is separate account from the Association's general account as described below. At a minimum, the
Association shall, annually, earmark from its collected dues for the Inspection and Maintenance Fund and
for the Major Reconstruction Fund. These minimum amounts shall be increased annually by 3% per year over
the prior year's amount. The Association may set a higher amount in its discretion, or if directed by Durham Director
of Public Works after an examination of the Facility /ies. The Association shall set dues at a sufficient amount to fund
each of the two line items in addition to the Association's other obligations. The Association may compel payment of
dues through all remedies provided in these Covenants or otherwise available under law.
4. Assessments /Liens. In addition to payment of dues, each Lot shall be subject to assessments by the
Association for the purpose of fulfilling the Association's obligations under this Article and under the Stormwater
Agreement. Such assessments shall be collected in the manner set forth in these Covenants. As allowed under NCGS
§47F, or successor statutes, or, for condominiums, as allowed under NCGS 47C, or successor statutes, all assessment
remaining unpaid for 30 days or longer shall constitute a lien on the Lot. Such lien and costs of collection may be filed
and foreclosed on by the Association. In addition, the Association's rights may, in the discretion of the City, be
exercised by the City, as a third party beneficiary of the recorded Stormwater Agreement and /or as Attorney in Fact for
the Association, as provided in Section 7 of the recorded Stormwater Agreement.
5. Stormwater Expenditures Receive Highest Priority. Notwithstanding any contrary provisions of the
covenants of which this Article is a part, to the extent not prohibited by law, the inspection, maintenance, repair, and
replacement /reconstruction of the Facility /ies shall receive the highest priority (excluding taxes and assessments and
other statutorily required expenditures) of all Association expenditures.
6. Separate Account for Maior Reconstruction Fund. Engineer's Report. The Association shall
maintain the Major Reconstruction Fund for the Facility /ies in an account separate from the Association's general
account. The Association shall use the Fund only for maj or repairs and reconstruction of the Facility /ies. No
withdrawal shall be made from this fund unless the withdrawal is approved by two Association officials who shall
execute any documents allowing such withdrawal. Prior to withdrawing funds from this account, the Association shall
(i) obtain a written report from an engineer approved in accordance with City Requirements regarding repairs or
reconstruction needed and approximate cost of such repair or reconstruction; and (ii) submit such report to the Director
of the City's Department of Public Works, and notify the Director of the repairs or reconstruction to be undertaken on
the Facility, the proposed date, and the amount to be withdrawn from the Major Reconstruction Fund. In the event of an
emergency, withdrawal and expenditure of funds may be made after telephone notification to the Stormwater Services
Division of the Department.
7. Annual Reports to City. The Association shall provide to the City annual reports in substance and
form as set forth in City Requirements. This annual report shall be signed by an officer of the Association, who shall
attest as to the accuracy of the information in such report. If prepared by a professional management company hired to
manage the Association's affairs, the report shall so indicate. The Officer's signature and attestation shall be notarized.
At a minimum each report shall include:
I . the annual Facilities inspections report described in section (1) above;
ii. a bank or account statement showing the existence of the separate Major Reconstruction Fund described
in Section (6) above and the balance in such fund as of the time of submission of the report;
iii. a description of repairs exceeding normal maintenance that have been performed on the Facility /ies in
the past year, and the cost of such repairs;
iv. the amount of Association dues being set aside for the current year for each of the two stormwater funds
— the Inspection and Maintenance Fund and the Major Reconstruction Fund.
-15-

8. Facilityhes to Remain with Association; Lot Owners' Liability. To the extent not prohibited by law,
the Facility /ies shall remain the property of the Association and may not be conveyed by the Association. In the event
the Association ceases to exist or is unable to perform its obligations under this Agreement, all Lot Owners as defined in
the Stormwater Agreement referenced above, excluding the Lots owned by the Association, shall be jointly and
severally liable to fulfill the Association's obligations under this Agreement. Such Lot Owners shall have the right of
contribution from other owners with each Lot's pro rata share being calculated as Lot Owner's proportional obligations
are otherwise defined in these Covenants. The City may also exercise the rights described in Section 7 of the recorded
Stormwater Agreement and other remedies provided by law.
9. City Rights; Liens Against Owners. hl addition to rights granted to the City by ordinance or
otherwise, the City shall have the following rights, generally summarized below, and more explicitly set forth in the
Stormwater Agreement referenced above:
a. Direct the Association in matters regarding the inspection, maintenance, repair, and /or
reconstruction of the Facility /ies;
b. If the Association does not perform the work required by ordinance, by these covenants, and by
the Stormwater Agreement referenced above, do such work itself, upon 30 days' written notice
to the Association.
Access the Facility /ies for inspection, maintenance, and repair, crossing as necessary the lot(s)
on which the Facility /ies are located and all other private and public easements that exist within
the Property subject to these covenants.
d. Require reimbursement by the Association of the City's costs in inspecting, maintaining,
repairing, or reconstructing the Facility /ies, as provided in the Stormwater Agreement
referenced above.
Enforce any debts owed by the Association as described in the Stormwater Agreement
referenced above against Lot Owners if such debts are not fully paid by the Association. The
debt may be allocated to Lot Owners as provided in the other sections of these Covenants, and
may be made a lien on each owner's property, may be added to each owner's utility bills, and
may result in foreclosure, as provided in Section 7 of the Stormwater Agreement referenced
above.
10. No Dissolution. To the extent not prohibited by law, the Association shall not enter into voluntary
dissolution unless the Facility is transferred to a person who has been approved by the City and has executed a
Stormwater Agreement with the City assuming the obligations of the Association. Under the Stormwater Agreement
referenced above, individual Lots and Lot Owners continue to be liable for the Facility /ies in the event the Association is
dissolved without a new Stormwater Agreement between the City and a responsible party that is assuming the
Association's obligations.
11. No Amendment. Without the prior written consent of the City, which may be given by the Durham
City Manager, and notwithstanding any other provisions of these Restrictive Covenants, the Association may not amend
or delete this Article with the exception of supplementing its provisions in a more detailed manner to better describe
members' or Lot Owners' obligations regarding each other.
12. Stormwater Agreement Supersedes. The Stormwater Agreement referenced above supersedes any
limiting provisions contained elsewhere in other Articles of these Covenants. However, such Articles may supplement
the obligations of the Association as set forth in that Agreement, and /or the obligations of and remedies against
individual Lot Owners or members bound by these Covenants.
-16-

DEL WEBB DURHAM
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
Applications for: WQ- 1,2,3,4,5,6,8,9, 1 1,12
LS #- 7,13,14
Del Webb Durham
Durham, NC
Horvath Associates Project Number: 1070
February 2, 2012
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ts
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Y 11645
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Prepared for: Pulte - Del Webb
1225 Crescent Green Drive, Suite 250
Cary, NC 27518
Prepared by: Horvath Associates, PA
Engineers - Planners - Landscape Architects
16 Consultant Place, Suite 201
Durham, North Carolina 27707
(919) 490 -4990

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r
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NCDENR
y
Y
ft,
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
Percent impervious
401 CERTIFICATION APPLICATION FORM
LEVEL
SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
10
This form must be completely Filled out, printed, initiated, and submitted.
I. PROJECT INFORMATION
cfs
Project name
Del Webb - Durham
Contact name
Lee Murphy
Phone number
919 -490 -4990
Date
December 20, 2011
Drainage area number
WQ -1
II. DESIGN INFORMATION
352.25
The purpose of the LS -VFS
Pollutant removal: 40% TSS, 30% TN, 35% TP
Slormwater enters LS -VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
fe
Do not ccmp!ete this section of the form
Impervious surface area
ft,
Do not complete this section of the form.
Percent impervious
%
Do not complete this section of the form.
Rational C coofftcient
10
Do not complete this section of the form.
Peak flow from the 1 !nlhr storm
cfs
Do not complete this section of the form.
Time of concentration
min
Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
in/hr
Do not complete this section of the farm.
Peak flour from the 10 -yr storm
cfs
Do not complete this section of the form.
Design storm
352.25
fmsl
Maximum amounlof flow directed to the LS -VFS
ofs
Do not complete this section of the form.
Is a Flow bypass system going to be used?
(Y or N)
Do not complete this section of the fomm.
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS -VFS
Peak flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any °Other responses above
LS "VFS Design
Wet detention pond
4.13 cfs
4.13 cfs
10 cfs
4.13 cfs
n {Y or
Forebay surface area
sq ft
Depth of forobay at stormwater entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
fVcfs
Computed minimum length of the level lip needed
41
ft
Length of level lip provided
50
ft
Width of VFS
30
ft
Elevation at downslope base of level lip
353.75
fmsl
Efevation at the end of tha VFS that is farthest from the LS
352.25
fmsl
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any drays present in the VFS?
Is there a collector Swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
fs there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
5.00 %
n (Y or N) Ox
n (Y or N)
n (Y or N)
n (Y or N)
ft
ft
fusee
Pick one:
(Y or N)
(Y or N)
W
♦ � i
III. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried Item:
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 coefficlent per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
'yin Much of the information requested is in the submitted "Stormwater
6' '_ ( Impact Analysis ".
�Yl"% Detailed construction Drawings are to be evacuated by the City of
,Durham during construction drawing approval.
Form SW4O1 - LS -VFS - 27M2O11 - Rev.0 page 2 of 3

3. Section view of the level spreader (1" = 20' or larger) showing: I Detailed construction Drawings are to be evaluated by the City of
- Underdrain system (if applicable), Durham during construction drawing approval.
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the Bow splitting device and supporting calculations (if applicable). Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval. Sp #fitter box calculations
are in the SIA.
5. A construction sequence that shows how the level spreader will be protected from Detailed construction Drawings are to be evaluated by the City of
sediment until the entire drainage area is stabilized. Durham during construction drawing approval,
6. If a ncn- engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calcu #aeons. See Stormwater Impact Analysis
8. A copy of the signed and notarized operation and maintenance (O &M) agreement. ��_ -I See City of Durham STORMWATER FACILITY AGREEMENT
http:ll duftmne. govriichloptpwdlstomlfDocumentstres _stormviater_ag r
Form SW401 - LS -VFS - 27Ju12011 - Rev.0 page 3 of 3

��s�
t�]
°�04 vrAr�gQq
h [
�
HCDENR
ti
Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely
filled out, printed, initialed, and submitted.
1. PROJECT INFORMATION
fucfs
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919 -490 -4990
Bate
December 20, 2011
Drainage area number
WQ -2
II. DESIGN INFORMATION
fmsl
The purpose of the LS -VFS
Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered Ill ter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
If Do not complete this section of the form.
Impervious surface area
fe Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flour from the 1 irAr storm
cfs Do not complete this section of the form.
Time of concentfation
min Do not conmpieto this section of the form.
Rainfall intensity, 10 -yr storm
inlhr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other responses above
If Stormwator Enters the LS-VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
9.56 cfs
Peak discharge from the BMP during the 10 -year storm
9.56 cfs
Maximum capacity of a 100 -foot tong LS -VFS
10 cfs
Peak flow directed to the LS -VFS
9.56 cfs
Is a flow bypass system going to be used?
n (Y or N)
Expiapation of any "Other responses above
LS-VFS Design
Forebay surface area
sq ft
Depth of forebay at stormwater entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
fucfs
Computed minimum length of the level lip needed
96
it
Length of level lip provided
100
€t
Width of VFS
30
ft
Elevation at downslope base of level lip
365.75
fmsl
Elevation at the end of the VFS that is farthest from the LS
364.25
fmsi
Form SW401 - LS -VFS - Mul2o11 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the and of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow, spiiltfng device?
Dimensions of the channel (see diagram below):
M
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
5.00 %
n (Y or N) N
n (Y or N)
n (Y or N)
n (Y or N)
PICK One:
W
ftlsec
(Y or N)
(Y or N)
i n i
III. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried Item:
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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High Flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
_- Much of the information requested is in the submitted "Stomiwater
Impact Analysis'.
'Detailed construction Drawings are to be evaluated by the City of
;Durham during construction drawing approval.
I
Form SW401 - LS -VFS - 27J02011 - Rev.9 page 2 of 3

3. Section view of the level spreader (1" = 2d' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downsiope filter fabric.
4. Plan details of the flow spIlltng device and supporting calculations (if applicable).
5. A construction sequence that shows bow the level spreaderwill be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Dotailed construction Drawings are to be evaluated by the City of
Durham during construction dravring approval. Splitter box calcolat'ons
are in the SIA.
Dotailed construction Drawings are to be evaluated by the City of
Durham during constructon drawing approval.
See Stormwater Impact Analysis
See City of Durham STORMWATER FACILITY AGREEMENT
http: ll durhamnc. gov/ ichlop/ pvidfstorm /Documen[stres—stornnvater agr
eement.doc
Form SW401 - LS -VFS - 27Jul2011 - Rev.9 page 3 of 3

If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Peak discharge from the 8MP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS-VFS
Peak flow directed to the LS-UFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
LS-VFS Design
Forebay surface area
Depth of forebay at slormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of tha VFS that is farthest from the i
Wet detention pond
0.46 cfs
0.46 cfs
10 cfs
0.46 cis
n fY or
sq ft
in
in
10 fvcfs
5 ft
30 ft
30 ft
398.75 fmst
397.25 fmsl
Ten feet is the minimum level spreader length.
Form SW401 - L &VFS - 27Jut2011 - Rev.9 page 1 of 3
o��f �4ATE99G
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
Tiris form must be completely filled out, printed, initiated, and submitted.
I. PROJECT INFORMATION
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919- 490 -4990
Date
December 20, 2011
Drainage area number
W4 -3
II. DESIGN INFORMATION
The purpose of the LS-UFS
Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS-VFS from
A 8MP
Type of VFS
Engineered filter strip (graded 8 sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS•VFS from
the Drainage Area
Drainage area
fl? Do not complete ibis section of the form.
Impervious surface area
f? Do not comprelo this section of the form
Percent impervious
% Do not complete this section of the form
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 inlhrstorm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10- yrstorm
inlhr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Maximum amount of flaw directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other' responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Peak discharge from the 8MP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS-VFS
Peak flow directed to the LS-UFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
LS-VFS Design
Forebay surface area
Depth of forebay at slormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of tha VFS that is farthest from the i
Wet detention pond
0.46 cfs
0.46 cfs
10 cfs
0.46 cis
n fY or
sq ft
in
in
10 fvcfs
5 ft
30 ft
30 ft
398.75 fmst
397.25 fmsl
Ten feet is the minimum level spreader length.
Form SW401 - L &VFS - 27Jut2011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any drays present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
W
y (flow depth for 10 -year storm)
freeboard (during the 10- yearstorm)
Peak velocity in the channel during the 10- yrstorm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
5.00 %
n (Y or N) OK
n (Y or N)
n (Y or N)
n (Y or N)
fusec
Pick one:
(Y or N)
(Y or N)
W
i l3 i
III. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried Item:
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),
Fcrebay (if applicable),
High Flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
-Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system.
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
Much of the information requested is in the submitted "Stormwater
Impact Analysis ".
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Form SW401 - LS -VFS - 27M2011 - Rev,9 page 2 of 3

Section view of the level spreader (1" = 20' or larger) showing:
Undordrain system (If applicable),
Level lip,
Upslope channel, and
Dovrnslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
S. A copy of the signed and notarized operation and maintenance (O&M) agreement.
x�IDetailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval. Splitter box calculations
are in the SIA,
s- -� Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
!See Stormwater Impact Analysis
See City of Durham STORMWATER FACILITY AGREEMENT
http:11durhamnc.govlichloplpwd /storm /Documentslres_stormwater agr
eement.dac
Farm SW401 - LS -VFS - 27M2011 - Rev.9 page 3 of 3

Form SW401 - LS -VFS - 27,lu12011 - Rev.9 page 1 of 3
of �vnrFy
T
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED
FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled out printed, lnftialed, and submitted.
I. PROJECT INFORMATION
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919 -490 -4990
Date
December 20, 2011
Drainage area number
WQ -4
[I, DESIGN INFORMATION
The purpose of the LS -VFS
Pollutant removal: 40% TSS, 30 % TN, 35% TP
Stormuater enters LS -VFS from
A 8MP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
ih Do not complete this section of the form.
Impervious surface area
ftv Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 irdhr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
inlhr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cis Do not complete this section of the form.
Design storm
Maximum amount of flour directed to the LS -VFS
cis Do not complete this section of the form.
Is a flour bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other responses above
If Stormwaler Enters the LS -VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
0.54 cfs
Peak discharge from the BMP during the 10 -year storm
0.54 cfs
Maximum capacity of a 100 -fool long LS -VFS
10 cfs
Peak flow directed to the LS -VFS
0.54 cfs
Is a flow bypass system going to be used?
n (Y or N)
Explanation of any 'Other" responses above
LS -VFS Design
Forebay surface area
sq ft
Depth of forebay at stormwater entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10 fucfs
Computed minimum length of the level lip needed
5 ft Ten feet is the minimum level spreader length.
Length of level lip provided
65 ft
Width of VFS
30 ft
Efevation at downslope base of level lip
375.75 fmsl
Elevation at the end of the VFS that is farthest from the LS
374.25 fmsl
Form SW401 - LS -VFS - 27,lu12011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the and of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10- yrstomi
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
5.00 %
n (Y or N) OK
n (Y or N)
n (Y or N)
n (Y or N)
ftlsec
Pick one
(Y or N)
(Y or N)
W
V
1� 3
III. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Doiineated drainage basins (include Rational C coefficlent per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showingi
- Forebay (if applicable),
High flour bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
Much of the information requested is in the submitted "Stormwater
Impact Analysis ".
Detailed construction Drawings are to be evaluated by the City of
(Durham during construction drawing approval.
Form SVV401 - LS -VFS - 27Ju12011 - Rev -9 page 2 of 3

3. Section view of the level spreader (1" = 20' or Larger) showing:
• Underdrain system (if applicable),
Level lip,
Upslope channel, and
Down slope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (d applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized,
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
�.'�• Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
iDetailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval. Splitter box calculations
are in the SIA.
D construction Drawings are to be evaluated by the City of
(Durham during construction drawing approval.
See Stormwaler Impact Analysis
See City of Durham STORMWATER FACILITY AGREEMENT
htlp:lldurha mnc. govfchloplpwdlstormlDocumentslres _stormwate r_agr
eament.doc
Form SW401 - LS -VFS - 27,1ul2011 - Rev.9 page 3 of 3

LS -VFS Design
Forebay surface area
O�O� W ArF�oG
NCDENR
a -c
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER • VEGETATED
FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
I. PROJECT INFORMATION
filcfs
Project name
Dei Webb - Durham
Contact name
Lee Murphy
Phone number
919 - 490 -4990
Date
December 20, 2011
Drainage area number
WQ -5
II. DESIGN INFORMATION
fmsl
The purpose of the LS -VFS
Pollutant removal: 40 %TSS, 30% TN. 35 %TP
Stormwater enters LS-VFS from
A BMP
Type of VFS
Engineered filler strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the Ill from the Drainage Area
Drainage area
fe Do not complete this section of the form.
Impervious surface area
fe Do not complete this section of the form.
Percent impervious
%d Do not complete this section of the form
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 inlhr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the foram.
Rainfall intensity, 10 -yr storm
inlhr Do not complete this section of the form.
Peak flovr from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS-VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
6.84 cfs
Peak discharge from the BMP during the 10 -year storm
6.84 cfs
Maximum capacity of a 100 -foot long LS-VFS
10 cfs
Peak Flow directed to the LS-VFS
6.84 cfs
Is a (low bypass system going to be used?
n (Y or N)
Explanation of any "Other" responses above
LS -VFS Design
Forebay surface area
sq ft
Depth of forebay at stormwater entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
filcfs
Computed minimum length of the level lip needed
68
ft
Length of level lip provided
100
ft
Width of VFS
30
ft
Elevation at downslope base of level lip
373.25
fmsl
Elevation at the end of the VFS that is farthest from the LS
371.75
fmsl
Form SW401 - LS-VFS - 27J02011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flovv splitting device?
Dimensions of the channel (see diagram below):
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other' responses above
5.00 %
n (Y or N) OK
n (Y or N)
n (Y or N)
n (Y or N)
Pick one:
1V
ft
It
It
It
ftlsec
(Y or N)
(Y or N)
III. REQUIRED ITEMS CHECKLIST
EDIT 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 mot. If the applicant has designated an agent, the agent may initial below. If a requirement has not been
met, attach justification.
Requried Item:
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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo Imes between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
_ Much of the information requested is in the submitted "Stormwater
Impact Analysis ".
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval,
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 2 of 3

3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow spiithhg device and supporting calculations (if applicable).
5. A construction sequence thatshows how the level spreadervrill be protected from
sediment until the entire drainage area is stabllized.
If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no drays are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (OEM) agreement.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval. Sputter box calculations
are in the SIA,
�-_ Detailed construction Drawings are to be evaluated by the City of
IDurham during construction drawing approval
See Stormwaler Impact Analysis
See City of Durham STORMWATER FAC {CITY AGREEMENT
hUp:l/durhamnc.gov/ich/cp/pwdlstorrn;Docurnentstres—storniwater ag r
eement.doc
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 3 cf 3

AN"A
fl?
NCDENR
a
fe
STORMWATFR MANAGEMENT PERMIT APPLICATION FORM
Percent impervious
401 CERTIFICATION APPLICATION FORM
LEVEL
SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
Ttrls form inust be completely fitted out, printed, initialed, and submitted.
I. PROJECT INFORMATION
cis
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919 -490 -4990
Date
December 20, 2011
Drainage area number
WQ -6
II. DESIGN INFORMATION
The purpose of the LS -VFS
Pollutant romoval: 40% TSS, 30% TN, 35% TP
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered filler strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
fl?
Do not complete ibis section of the form,
Impervious surface area
fe
Do not complete this section of the form.
Percent impervious
%
Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 in1hr storm
cis
Do not complete this section of the form.
Time of concentration
min
Do not complete this secl!'on of the form.
Rainfall intensity, 10 -yr storm
inlhr
Do not complete this section of the farm.
Peak flow from the 10 -yr storm
cfs
Do not complete this section of the form.
Design storm
Maximum amount of now directed to the LS -VFS
cfs
Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N)
Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS -VFS
Peak flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any 'Other' responses above
LS -VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level fip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Wet detention pond
15.09 cfs
15.09 cfs
10 cfs
in cis
or
sq ft
In
in
10 fticfs
100 ft
50 ft
30 ft
381.75 fmsl
38025 fmsl
Level spreader is too short to handle the Pow.
Form SW401 - LS -VFS - 27du12011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
W
y (flan depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetiand?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
5.00 %
n (Y or N) M
n (Y or N)
n (Y or N)
n (Y or N)
0
A.
fUsec
Pick one:
(Y or N)
(Y or N)
W
Ill. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried Item:
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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement
2. Plan details (1" = 30' or larger) for the level spreader showing:
• Forebay (if applicable),
High flovr bypass system,
One foot topo lines between the level lip and top of stream bank.
Proposed drainage easement, and
Design at ultimate build -out.
mtials Page or plan sheet number and any notes:
.Much of the information requested is in the submitted "Stormwater
�ImpactAnalysis ".
_.!
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Form SW401 - LS -VFS - 27JuM2011 - Rev.9 page 2 of 3

3. Section view of the level spreader (1' = 2U' or larger) showing:
- URderdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flowsplitting device and supporting calculations (if applicable).
a- -� Detailed consruction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval. Splitter box calculations
are in the SIA.
5. A construction sequence that shows how the level spreader will be protected from x �- Detailed construction Drawings are to be evaluated by the City of
sediment until the entire drainage area is stabltized, Durham during construction drawing approval,
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations. Z -. See Stormwater Impact Analysis
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
See City of Durham STORMWATER FACILITY AGREEMENT
! hUp:fldurhamnc.gov /ichlop /pvrd/ storm /Documentslres_stormwater agr
eement.doc
Form SW401 - LS -VFS - 27 ON111 - Rev.9 page 3 of 3

ti
NCDENR a Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This forin must be coniplefoly filled out, printed, initiated, and submitted.
I. PROJECT INFORMATION
Project name Del Webb - Durham
Contact name Lee Murphy
Phone number [phone]
Date Dember 20, 2011
Drainage area number I
II. DESIGN INFORMATION
The purpose of the LS -VFS Buffer Rule: Diffuse Flow
Stormwater enters LS-VF'S from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS•VFS from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10 -yr storm
Peak flow from the 10 -yr storm
Design storm
Maximum amount of flow directed to the LS -VFS
Is a Flow bypass system going to be used?
Explanation of any 'Other responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS-VF5
Peak flour directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
LS•VFS Design
96,268 fe
56,192 fe
58.37 %
0.70
1.55 cfs
5.00 min
7.22 in/hr
11.17 cfs
1 inchlhourstorm
1.55 cfs
y (Y or N)
Do not complete this section of the form.
cfs
cfs Do not complete this section of the form.
10 cfs
cfs Do not compiele this section of the form.
(YorI
Forebay surface area
150
sq ft Forebay Is adequately sized.
Depth of forebay atstormwalerentry point
24
in
Depth of forebay at stormvialer exit point
6
in Depth is appropriate.
Feat of level Ilp needed per cfs
10
fvcfs
Computed minimum length of the level lip needed
16
ft
Length of level lip provided
50
ft
Width of VFS
30
ft
Elevation at downslope base of level lip
391.75
fmsl
Elevation at the end of the VFS that is farthest from the LS
390.00
fmsl
Form SW401 - LS -VFS - 27Jui2011 - Rev.9 page 1 of 3

Slope (from level tip to the end of the VFS)
Are any draws present fn the VFS?
Is there a collector Swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
5.83 %
n (Y or N) OK
n (Y or N)
y (Y or N)
y (Y or N) Please provide plan details of flow splitter & supporting talcs
Ficx one:
%fir
inset
n (Y or N)
(Y or N)
1 �
III. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requried item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -oul,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefflcient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showiag:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines beNieen the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
��Much of the information requested is in the submitted "Stormwater
Impact Analysis" (S1A)
I
(Detailed construction drawings are to be evaluated by the City of
,Durham during construction drawing approval.
Form M461 - LS -VFS - Mo12011 - Rev.9 page 2 of 3

3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level iip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the enfire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The suppotng calculations.
8. A copy of the signed and notarized operation and maintenance (OW) agreement.
im_ !Detailed construction drawings are to be evaluated by the City of
Durham during construction drawing approval.
Detailed construction drawings are to be evaluated by the City of
Durham during construction drawing approval. Splitter box calculations
are in the SW
Detailed construction drawings are to be evaluated by the City of
Durham during construction drawing approval.
'NA
See Stormwater lmpaoct Analysis
a/AISee City of Durham Stormwater Facility Agreement at;
hffp:tidurha mnc.gov /ich /opf pwd /storm /Documents/res_stormwate r_ag r
eement.doc
Form SW401 - LS -VFS - 27Jul2011 - Rev.9 page 3 of 3

Ali&
o�oF �'� Are9¢c
? y
NCDENR
p Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled out, printed, Initialed, and submitted.
1. PROJECT INFORMATION
10
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919 - 490 -4990
Date
December 20, 2011
Drainage area number
WO -8
II. DESIGN INFORMATION
355.75
The purpose of the LS -VFS
Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS-VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other' responses above
If Stormwater Enters the Ill from the Drainage Area
Drainage area
fe Do not complete this section of the form.
Impervious surface area
fl? Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flax from the 1 infhr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
inlhr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form,
Design storm
Maximum amount of flow directed to the LS-VFS
cfs Do not complete this section of the form
is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the i from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
6.38 cfs
Peak discharge from the 13MP during the 10 -year storm
6.38 cis
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flow directed to the LS-VFS
6.38 cfs
Is a Flow bypass system going to be used?
n (Y or N)
Explanation of any "Other' responses above
LS-VFS Design
Forebay surface area
sq ft
Depth of forebay at stormwaler entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
fticfs
Computed minimum length of the level lip needed
64
f1
Length of level lip provided
95
ft
Width of VFS
30
ft
Elevation at downslope base of level lip
355.75
fmsl
Elevation at the end of the VFS that is farthest from the LS
354.25
1
Form SW401 - LS -VFS - 27Jui2011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flaw splitting device?
Dimensions of the channel (see diagram below):
M
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other' responses above
5.00 %
n (Y or N) OK
n (Y or N)
n (Y or N)
n (Y or N)
ftlsec
Pick one:
(Y or N)
(Y or N)
N\r
N
Ii
III. REQUIRED ITEMS CHECKLIST
EDIT Piease 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.
Requried Item:
1. Plans (V - 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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = Nor larger) for the level spreader showing:
- Forebay (if applicable),
High flour bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
Much of the information requested is in the submitted "Stormwater
Impact Analysis ".
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval
Form SW401 - US-VFS - 27Jul2011 - Rev.9 page 2 of 3

3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 8M) agreement.
Detailed construction Drawings are to be evaluated by the City of
(Durham during construction drawing approval.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval Splitter box calculations
are in the SIA.
y' 1 Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Z See Stormwater Impact Analysis
v� See City of Durham STORMWATER FACILITY AGREEMENT
http:l /d u rha rnno.goviichtopfpwd /storn-IDocu rnentsfres_stormwater _ ag r
eement.doc
Form SW401 - LS -VFS - MOM i - Rev.9 page 3 of 3

i� VV/ 1
o�oF c�nrFgoG
y Y
NCDtWk
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely Wed out, printed, initialed, and submitted.
I, PROJECT INFORMATION
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919 - 490 -4990
Date
December 20, 2011
Drainage area number
WO -9
II. DESIGN INFORMATION
The purpose of the LS -VFS
Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered Wer strip (graded 3 sodded, slope < 8 %)
Explanation of any'Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
fe Do not complete this section of the form.
Impervious surface area
fl? Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 inlhrstorm
cfs Do not compfele this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10- yrstorm
infhr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a Flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Exp�anat on of any "Other responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 100 -foot long LS -VFS
Peak flow directed to the LS -VFS
Is a flow bypass system going to be used?
Explanation of any "Other' responses above
LS -VFS Design
Forebay surface area
Depth of Forebay at stormwater entry point
Depth of Forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level tip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that Is farthest from the LS
Wet detention pond
4,43 cfs
4.43 cfs
10 cfs
4.43 cfs
n (Y or
sq ft
in
In
10 fticfs
44 ft
100 ft
30 ft
388.75 fmsl
387.25 fmsl
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any drawls present in the VFS?
Is there a collector Swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provfdad?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
W
y (Flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
5.00 %
n (Y or N) 0(
n (Y or N)
n (Y or N)
n (Y or N)
ftlsec
Pick one:
(Y or N)
(Y or N)
W
N
t 0 1
III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan shoot 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.
Requried Item:
1. Plans (1" - 50' or larger) of the entire sile showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if appticabte),
High flour bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' orlarger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design atuilimato build -out.
Initials Page or plan sheet number and any notes:
Much of the information requested is in the submitted "Stormwater
Impact Analysis'.
�.� Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Form SW401 - Ls -VFS - 2?M2011 - Rev.9 page 2 of 3

Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip.
Upslope channel, and
Downslope filler fabric.
4. Plan details of the flow spiilling device and supporting calculations (if applicable).
5, A construction sequence that shows hour the level spreader will be protected from
sediment until the entire drainage area is slab]14ed.
If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
B. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
Detailed construction Drawings are to be evaluated by the City of
Durham during constmcLon drawing approval.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval. Sputter box calculations
y are in the SIA.
/`-
-'Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
See Stormwater Impact Analysis
See City of Durham STORMWATER FACILITY AGREEMENT
http:!ldurhamnc. govt ichl oplpwdl storrnlDocumentslres _stormwater_ag r
eement.doc
Form SW401 - LS -VFS - 27JO2011 - Rev.9 page 3 of 3

AN"Ar
7 -1
NCDENR
Depth of forebay at stormwater entry point
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely
filled out, prrnted, initialed, and submitted.
I. PROJECT INFORMATION
filcfs
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919A90A990
Date
December 20, 2011
Drainage area number
WQ -10
II. DESIGN INFORMATION
frost
The purpose of the LS -VFS
Pollutant removal: 40% TSS, 30°% TN, 35% TP
Stormwater enters LS -VFS from
A BMP
Type of VFS
Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
fe Do not complete this section of the form.
Impervious surface area
ff Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this section of the form.
Peak flow from the 1 fnlhr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall Intensity, 10- yrstorm
Whir Do not complete this section of the form.
Peak flow from the 10- yrstorm
cfs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanat on of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
6.3 cfs
Peakdischarge from the BMP during the 10- yearstorm
6,3 cfs
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flow directed to the LS -VFS
6.3 cfs
Is a flow bypass system going to be used?
n (Y or N)
Explanation of any "Other" responses above
LS -VFS Design
Forebay surface area
sq ft
Depth of forebay at stormwater entry point
In
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
filcfs
Computed minimum length of the level lip needed
63
ft
Length of level lip provided
100
ft
Width of VFS
30
ft
Elevation atdownslope base of level lip
379.75
frost
Elevation at the end of the VFS that is farthest from the LS
378.25
fmsl
Form SW401 - LS -VFS - 27Jut2011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
is there a collector swage at the and of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitt ng device?
Dimensions of the channel (see diagram below):
M
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does tho channel enter the stream at an angle?
Explanation of any "Other" responses above
III, REQUIRED ITEMS CHECKLIST
5.00 %
In (Y or N) OK
n (Y or N)
n (Y or N)
n (Y or N)
fusec
Pick one:
(Y or N)
(Y or N)
W
V (during file t 0 -yr stoiiiil
1\4 Itii
B
EDIT 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.
Requried Item:
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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo tines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
I Much of the information requested is in the submitted "Stormwater
) n lrnpactAnalysW.
Y?��I Detailed conshction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 2 or 3

3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment unfit the entire drainage area is stabilized.
6. If a non- enginoered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
Detailed constructlon Drawings are to be evaluated by the City of
Durham during construction drawing approval.
I Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval. Splitter box calculations
are in the SIA.
+ Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
�
_ See Slormwaler Impact Analysis
_ See City of Durham STORMVVATER FACILITY AGREEMENT
hUp: l/ durharnncgovlichloplpvrdlstoraVDocuments /res_storrnwater agr
eement.doc
Fcrm SW401 - LS -VFS - 27Ju12p11 - Rev.S page 3 of 3

���
a�O� 14p7F9Qy
y �
NCDENR
p Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely
fitted out, printed, Initialed, and submitted.
I. PROJECT INFORMATION
fticfs
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
999- 490 -4990
Date
December 20, 2011
Drainage area number
WO -11
II. DESIGN INFORMATION
fmsl
The purpose of the LS -VFS
Pollutant removal 40% TSS, 30% TN, 35% TP
Stormwater entefs LS -VFS from
A 8MP
Type of VFS
Engineered filter strip (graded & Sodded, slope < 8 %)
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from the Drainage Area
Drainage area
fe Do not complete this section of the form.
Impervious surface area
f? Do not complete this section of the form
Percent impervious
% Do not complete this section of the form
Rational C coefficient
Do riot complete thfs section of the form.
Peak Row from the 1 inmr storm
cfs Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
in1hr Do not complete this section of the form.
Peak flow from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the farm.
Is a Flow bypass system going to be used?
(Y or N) Do not complete this secllon of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS -VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
2.93 cfs
Peak discharge from the BMP during the 10 -year storm
2.93 cfs
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flour directed to the LS -VFS
2,93 cfs
Is a Flow bypass system going to be used?
n (Y or N)
Explanation of any "Other" responses above
LS -VFS Design
Forebay surface area
sq ft
Depth of forebay at stormwater entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
fticfs
Computed minimum length of the level lip needed
29
ft
Length of level lip provided
100
ft
Width of VFS
30
ft
Elevation at downslope base of level lip
387.75
fmsl
Elevation at the end of the VFS that is farthest from the LS
386.25
fmsl
Form SW401 - LS -VFS - 273ul201 t - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swaie at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
W
y ((low depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10- yrstorm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
5.00 %
n (Y or N) GK
n (Y or N)
n (Y or N)
n (Y or N)
ft
fusee
Pick one.
(Y or N)
(Y or N)
W
III. REQUIRED ITEMS CHECKLIST
EDIT 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 appfcant has designated an agent, the agent may initial below. If a requirement has not been
met, attach justification.
Requried Item:
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),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One fool topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
(Much of the information requested is in the submitted "Stormwater
Impact Analysis ".
Detailed constriction Drawings are to be evaluated by the City of
(Durham during construction drawing approval.
Form SW40i - LS -VFS - 27Ju120i1 - Rev.9 page 2 of 3

Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upsiope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
S. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (O8M) agreement.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval. Splitter box calculations
are in the SIA.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
See Slarmwater Impact Anatysis
See City of Durham STORMWATER FACILITY AGREEMENT
0' http: lldurhamnc. govAchlcplpwdlstorm /Documentslres_stormwater agr
eement.doc
Form SW401 - LS -VFS - 27JW2011 - Rev.9 page 3 of 3

©��
o�oF wnrFggc
r
NCDENR
p
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION
APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form mast be completely filled oat, printed, initialed, and submitted.
I. PROJECT INFORMATION
10
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
919- 490 -4990
Date
December 20, 2011
Drainage area number
INq -12
II. DESIGN INFORMATION
39835
The purpose of the LS -VFS
Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS-VFS from
A BMP
Type of VFS
Engineered filler strip (graded & sodded, slope < 8 %)
Explanation of any "Other' responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area
f? Do not complete this section of tho form.
Impervious surface area
f? Do not complete this section of the form.
Percent impervious
% Do not complete this section of the form.
Rational C coefficient
Do not complete this secton of the form.
Peak flow from the 1 irlhr storm
cis Do not complete this section of the form.
Time of concentration
min Do not complete this section of the form.
Rainfall intensity, 10 -yr storm
it lhr Do not complete this section of the form.
Peak flovr from the 10 -yr storm
cfs Do not complete this section of the form.
Design storm
Maximum amount of flow directed to the LS -VFS
cfs Do not complete this section of the form.
Is a flow bypass system going to be used?
(Y or N) Do not complete this section of the form.
Explanation of any "Other responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Wet detention pond
Peak discharge from the BMP during the design storm
1.77 CIS
Peak discharge from the BMP during the 10 -year storm
1.77 cfs
Maximum capacity of a 100 -foot long LS -VFS
10 cfs
Peak flow directed to the LS-VFS
1.77 cfs
Is a flow bypass system going to be used?
n (Y or N)
Explanation of any "Other" responses above
LS-VFS Design
Fore bay surface area
sq ft
Depth of forebay at stormwater entry point
in
Depth of forebay at stormwater exit point
in
Feet of level lip needed per cfs
10
f1 is
Computed minimum length of the level lip needed
18
ft
Length of level lip provided
50
ft
Width of VFS
30
ft
Elevation at tlownslope base of level lip
39835
fmsl
Elevatoa at the end of the VFS that is farthest from the LS
305.25
1
Form SW401 - LS -VFS - 27Ju12011 - Rev.9 page 1 of 3

Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector %wale at the end of the VFS?
Bypass System Design (if applicable)
1s a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
W
y (Bow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10- yrstorm
Channel Lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any °Otherr responses above
5.00 %
n (Y or N) 0;<
n (Y or N)
n (Y or N)
n (Y or N)
fvsec
Pick one:
(Y or N)
(Y or N)
W
j
13 y
NI. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporling 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.
Requried Item:
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),
Forebay (if applicable),
High Bow bypass system.
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High Bow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
IMuch of the information requested is in the submitted "Stormwater
Impact Analysis ".
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
Form SW401 - LS-VFS - 27M2011 - Rev.9 page 2 of 3

3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Oownslope filter fabric.
4. Pan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0$M) agreement.
_I Detailed construction Drawings are to be evaluated by the City of
(Durham during construction drawing approval.
Detailed construoboa Dravrings are to be evaluated by the City of
Durham during construction drawing approval Splitter box calculations
are in the SIA.
Detailed construction Drawings are to be evaluated by the City of
Durham during construction drawing approval.
_ -I See Stormwaler Impact Analysis
See City of Durham STORMWATER FACILITY AGREEMENT
http: tfdurhamnc.gov /ichloplpwdlstorm /Documents /res_stormwater agr
cement.doc
Form SVV401 - LS -VFS - 27JU12011 - Rev.9 page 3 of 3

�yRA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS -VFS) SUPPLEMENT
This form must be completely filled out, printed, initiated, and submitted.
TFih, 7
OGY
I, PROJECT INFORMATION
100
Project name
Del Webb- Durham
Contact name
Lee Murphy
Phone number
(919) 490 -4990
Data
December 20, 2011
Drainage area number
LS #14
II. DESIGN INFORMATION
The purpose of the LS-VFS Pollutant removal: 40% TSS, 30% Ti 35% TP
Stormwater enters LS-VFS from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8 %)
Explanation of any "Other' responses above
If Stormwater Enters the i from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 inlhrstorm
Time of concentration
Rainfall intensity, 10- yrstorm
Peak flow from the 10 -yr storm
Design storm
Maximum amount of flow directed to the LS-VFS
Is a Flow bypass system going to be used?
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10 -year storm
Maximum capacity of a 11 long LS -VFS
Peak flour directed to the LS -VFS
Is a Flow bypass system going to be used?
Explanation of any 'Other responses above
LS-VFS Design
109,771 fe
43,560 rye
39.68 %
0.59
1.49 ofs
5.00 min
7.22 inlhr
10.73 ofs
10- yearstorm
10 cfs
or
Do not complete this section of the form.
cfs
cfs Do not complete this section of the form.
10 cfs
cfs Do not complete this section of the form.
(Y or N)
Forebay surface area
100
sq ft Forebay is adequately sized.
Depth of forebay at stormwater entry point
24
in
Depth of Forebay at stormwater exit point
6
in depth is appropriate
Feet of level lip needed per cfs
10
fticls
Computed minimum length of the level lip needed
100
ft
Length of level lip provided
100
It
Width of VFS
30
ft
Elevation at downslope base of level lip
387.75
fmsl
Elevation at the end of the VFS that is farthest from the LS
386.00
fmsl
Form SW401 - LS -VFS - 27M2011 - Rev.9 page 1 of 3

Slope (from level lip to the and of the VFS)
Are any draws present in the VFS?
is there a cc%ctor swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
W
y (flow depth for 10 -year storm)
freeboard (during the 10 -year storm)
Peak velocity in the channel during the 10 -yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanahbn of any 'Other responses above
5.83 %
n (Y or N) OK
n (Y or N)
y (Y or N)
y (Y or N)
fusec
Pick one:
n (Y or N)
(Y or N)
%Nr
Please provide plan details of flow splitter & suppoWng talcs.
V—
r
+ B
III. REQUIRED ITEMS CHECKLIST
EDIT 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.
Requrled Item:
1. Plans (1" • 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off4te drainage (if applicable),
Defireated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
Initials Page or plan sheet number and any notes:
Much of the information requested is in the submitted "Stormwater
Impact Analysis" (SIA)
ed construction drawings are to be evaluated by the City of
m during constructon drawing approval.
Form SW401 - LS -VFS - 27M2011 - Rev.9 page 2 of 3

Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supportng calculations (ilapplicable).
5. A construction sequence that shows how the level spreaderwllf be protected from
sediment until the entire drainage area is stabilized.
6. If a non - engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0 9M) agreement.
XVVI— Detailed construction drawings are to be evaluated by the City of
Durham during construction drawing approval.
Detailed construcBon drawings are to be evaluated by the City of
Durham during construction drawing approval. Splitter box calculations
are in the SIA.
Detailed construction drawings are to be evaluated by the City of
Durham during construction drawing approval.
NA
See Stormwater Impacct Analysis
q_ See City of Durham Stormwater Facility Agreement at;
http lldurhamnc. govfichlopl pwdlstormlDocuments lres_stormwater_agr
eement.doc
Form SW401 - LS -VFS - Mu12011 - Rev.9 page 3 of 3

Del Webb
STORM WATER IMPACT ANALYSIS
Del Webb
Leesville Road
Durham, North Carolina
Horvath Associates Project Number: 1 121
August 4, 2011
Revised November 17, 2011
Revised January 25, 2012
1lfiffl1"11
CA Roe
ti •
•
• IIG45 •
ol- 25- 201z-
Prepared for: Randy King - Pulte Homes
1225 Crescent Green Drive - Suite 250
Cary, NC 27518
[phone]
Prepared by: Horvath Associates, P.A.
Engineers - Planners - Landscape Architects
16 Consultant Place, Suite 201
Durham, North Carolina 27707
(919) 490 -4990

Table of Contents
City of Durham Stormwater Site Plan Checklist
Narrative
Summary of Results
Pre- and Post - Development Peak Runoff Calculations
Preliminary BMP Sizing Calculations
Nutrient Loading Calculations
Required Maps and Information

City of Durham Stormwater
Site Plan Checklist

DURHAM
City of Durham
Public Works Department
Stormwater Services Divisions
101 City Hall Plaza
Durham, North Carolina, 27701
1 8 6 9 Telephone [phone]
CfiY OF MEDICINE
Fax [phone]
Design Professional's Signature and Seal
Stormwater Services Site Plan and Preliminary Plat Submittal Checklist
For each review submittal, including re- submittals, the entire study and submittal checklist shall be
submitted. Partial study packages will NOT BE REVIEWED and will be returned with NO REVIEW
PERFORMED.
Contact Stormwater Services regarding redevelopment or expansion projects for modified requirements.
L PROJECT INFORMATION
Project Name: Del Webb
Previous Project Name, if applicable: N/A
PIN: See Below
Project Comment Contact Person: Matt Jones
Phase: N/A
Planning Case Number:
D1100150
Phone number ( 919 )490-4990
Fax number: (919 ) 490 -8953 Company Name: Horvath Assocaties, PA
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines submittal requirements. Initial in the space provided to indicate the following
submittal requirements have been met and supporting documentation is attached.
PINS: 0769- 03 -44- 6000, 0769- 03 -24- 8486, 0769- 03 -33- 2232,0769 -01 -35 -3524,
A. General Requirements 0769- 03 -35- 7254, 0769- 01 -06- 9898, 0769- 01 -26- 9080,0769 -03 -24 -8486,
0769- 03 -42- 5743, 0769 -03 -41 -4971, 0769- 03 -41- 6925,0769 -03 -42 -8030
Applicant's initials
MLJ a. Stormwater Impact Analysis (SIA) including narrative report and drainage calculations
sealed and signed by North Carolina Professional Engineer.
MLJ b. Cape Fear / euse Basm circle one).
(If Neuse Basin circled completion of Section D. below is required)
MLJ* INSIDE / OUTSIDE (circle one) Water Supply Watershed Overlay. *See Section E
(If INSIDE Water Supply Watershed completion of Section E. below is required)
MLJ d. Show all City of Durham, Water Supply Watershed and Neuse River Basin Stream Buffers
on the plan. Top of bank for the streams have been shown on the plan. Show the 10 -foot no
build setback measured from the stream buffer line. Diffuse flow into stream buffers is
required for all stream buffers.
MLJ e. Durham County Soils Survey, including map reference, with site boundary clearly shown
and labeled. The map shall clearly show all streams, soil types and soil type boundaries.
MLJ f. USGS 7.5 Minute Quadrangle map, including map reference, with site boundary clearly
shown and labeled. The map shall clearly show all streams.
MLJ g. Floodplain located on site: es No (circle one).

MLJ h. A copy of the effective floodplain map, including panel number and map date, with site
boundary clearly shown and labeled has been provided regardless if floodplain is located on
the site. Show the floodway, 100 -year floodplain and /or future 100 -year floodplain with base
flood elevations (if applicable) on the plan.
B. Peak Runoff Rate Increases'
MLJ a. Introduction narrative describing site conditions in pre- and post- development conditions
including a description of site improvement changes.
MLJ b. Drainage area maps (one map for pre- development; one map for post- development) with:
X Scale and north arrow.
X Sub -basin area(s) delineated with area(s) in acres indicated.
X Analysis points clearly identified and labeled.
X Segmented TR -55 time of concentration flow paths showing each segment.
MLJ c. Methodologies and procedures described.
MLJ d. Site plan or grading plan identifying pre- and post- development drainage patterns.
MLJ e. Pre- and post- development times of concentration calculated by TR -55 segmented approach.
MLJ f. Calculations for the pre- and post- development discharges for the 2- and 10 -year, 24 -hour
storm using TR -55, TR -20, HEC-HMS, HEC -1 or Rational Method.
MLJ g. Summary of Results provided in the following format (see Example below).
BASIN
NAME
Pre-
Developed
2-year
discharge
Post-
Developed
2-year
discharge
%
Increase
Pre-
Developed
10 year
discharge
Post -
Developed
10 year
discharge
%
Increase
Detention
Required
(Yes/No)
Remarks
MLJ h. Conclusion providing detailed findings.
MLJ i. Stormwater Control Facility (BMP) provided (indicate number of each type of BMP):
Constructed Wetland Dry Detention Pond Underground Detention
11 Wet Detention Pond Not required (explanation) 13 Level Spreaders
MLJ j. BMP benefits: X Control 2- and 10 -year discharge
MLJ k. Downstream Analysis Provided with Findings or
Not Required
X Other Nutrient Removal
Not required:
MLJ 1. Downstream Improvements Proposed with a signed notarized agreement (agreement shall be
recorded prior to site plan approval) with downstream property owner(s) Y /0
1 See Design Summaries and NCDENR BMP Manual (latest edition) for details and BMP design requirements.

C. City of Durham Stream Buffers
MLJ a. All streams, both intermittent and perennial, shown on the Durham County Soil Survey and
the USGS 7.5 Minute Quadrangle map that drain 25 -acres or more have been shown on the
plan. Top of bank for the streams has been shown on the plan. Stream buffers shall be
shown from the tops of banks of the streams and a 10 -foot no build setback shall be shown
measured from the stream buffer line. Diffuse flow into stream buffers is required.
N/A b. A drainage area map showing the 25 -acre point for the streams mentioned in II. C. a. has
been provided with a north arrow and scale.
D. Neuse Basin Requirements 12
Note: If a single family, duplex or recreational development disturbs <_ 1 acre or a multi - family, office,
institutional, commercial or industrial development disturbs <_ 0.5 acres then items b, c, d, and a below
are N /A. Additionally, new residential development may be exempt from the 1 -year peak runoff control
requirement if impervious area does not exceed 15% and swales and other natural stormwater
conveyances are used to maximum extent practicable. ITEMS a. AND f. SHALL BE PROVIDED FOR
ALL PROJECTS.
MLJ
MLJ
MLJ
MLJ
MLJ
MLJ
a. All streams, both intermittent and perennial, shown on the Durham County Soil Survey or
USGS 7.5 Minute Quadrangle map, regardless of drainage area, require a Neuse River Basin
Stream Buffer. The tops of banks for the streams have been shown on the plan. The stream
buffer has been measured from the tops of banks and the 10 -foot no build setback is shown
from the stream buffer. Diffuse flow into stream buffers is required for all stream buffers.
b. Pre- and post- development discharge calculations for the 1 -year 24 -hour storm using TR -55,
TR -20, HEC -HMS or HEC -1. (1 -year, 24 -hour storm rainfall is 3- inches)
c. Summary of Results provided in the following format (see Example below).
d. BMP provided (indicate number of each type of BMP for 1 -year detention):
Constructed Wetland Dry Detention Pond Underground Detention
11Wet Detention Pond Other
(explanation)
BMP provided (indicate number of each type of BMP for nitrogen treatment):
Bioretention Area Constructed Wetlands
Other 13 Level Spreaders
(explanation)
Not required
Sand Filter 11 Wet Detention Pond
Not required
f. Pre- and post- development nitrogen calculations with City of Durham Nitrogen Spreadsheet.
1 See Section 8.2, Neuse River Basin Performance Standards, for additional details.
2 See Design Summaries and NCDENR BMP Manual (latest edition) for details and BMP design requirements.
Pre-
Post -
Developed
Developed
Detention
BASIN
-1-year
1 year
%
Required
NAME
discharge
discharge
Increase
(Yes/No)
Remarks
d. BMP provided (indicate number of each type of BMP for 1 -year detention):
Constructed Wetland Dry Detention Pond Underground Detention
11Wet Detention Pond Other
(explanation)
BMP provided (indicate number of each type of BMP for nitrogen treatment):
Bioretention Area Constructed Wetlands
Other 13 Level Spreaders
(explanation)
Not required
Sand Filter 11 Wet Detention Pond
Not required
f. Pre- and post- development nitrogen calculations with City of Durham Nitrogen Spreadsheet.
1 See Section 8.2, Neuse River Basin Performance Standards, for additional details.
2 See Design Summaries and NCDENR BMP Manual (latest edition) for details and BMP design requirements.

E. Water Supply Watershed Requirements'
MLJ a. Indicate the water supply watershed overlay district(s) the project is located. (Circle all that
apply): F /J -A F/J-B E -A E -B M /LR -A M /LR -B
N/A b. BMP provided (indicate number of each type of BMP): Bioretention Area
Constructed Wetlands Sand Filter Wet Detention Pond Other
X Not required
MLJ c. Narrative explaining why a BMP is not provided.
All developed areas located in the current watershed overlay
will be directed away from the overlay in post- development to the
on site BMP's.
N/A d. All runoff from all impervious surface areas are directed into the BMP.
MLJ e. All streams, both intermittent and perennial, shown on the USGS 7.5 Minute Quadrangle
map that drain 25 -acres or more have been shown on the plan. Top of bank for the streams
has been shown on the plan. Stream buffers shall be shown from the tops of banks of the
streams and a 10 -foot no build setback shall be shown measured from the stream buffer line.
Diffuse flow into stream buffers is required for all stream buffers.
N/A f. A drainage area map showing the 25 -acre point for the streams mentioned in II. E. £ has
been provided with a north arrow and scale.
1 See Design Summaries and NCDENR BMP Manual (latest edition) for details and BMP design requirements.

Narrative

Del Webb
STORM WATER IMPACT ANALYSIS
1/25/12 Revisions
• A level spreader was added to the outfall for WQ #9 per review comment.
• WQ #3 was shifted 3 lots to the west. The drainage areas to WQ #1 and
WQ #3 were revised to reflect the new location and the calculations were
updated accordingly.
11/17/11 Revisions
• Proposed constructed wetlands were converted to water quality ponds
and level spreaders were added to the outfall from each pond to provide
diffuse flow before entering the stream buffers.
• Additional ponds were added based on new site layout. Drainage points
were also added to the analysis in a few locations. Please note there are
two BMP's that were added that are not analyzed. These are shown for
reference and will only have runoff directed to them for future phases.
• Constructed Wetland #4 was replaced by Level Spreader #7.
General Description
Del Webb will be an approximately 296 -acre community south of Leesville Road
east of the intersection with Doc Nichols Road. The tracts that will make up the
development are currently in the county but will be annexed. The properties
are zoned Rural Residential and the land use is a mixture of agricultural,
residential, and vacant. The entire project is in the Neuse river basin and the
majority of the site is not in a watershed protection district. Approximately 8
acres in the northern portion of the site drains to the F /J -B Watershed Protection
District. All impervious surface added in this portion of the site will be directed
away from the F /J -B in post - development. There are multiple streams located
onsite and FEMA 100 -year floodplain is associated with a few reaches.
The development for the site will consist of single - family homes, a clubhouse
area, and associated streets and parking. The community will be a dense
residential development.
Water Quality
The development is greater than 42% impervious; therefore, 40% of the required
nitrogen and phosphorous removal is required onsite. The required onsite
nitrogen and phosphorous removal will be provided by multiple BMP's located
throughout the site. All of the required phosphorus removal will be provided by
the onsite BMP's, but further nitrogen reduction will be provided through offset
payments to NCEEP. The total post - development nitrogen and phosphorous
export for the site will not exceed 2.2 Ib /ac /yr and 0.50 Ib /ac /yr respectively.

1 -Year Runoff Analysis
There are 9 drainage points, labeled DP's# 1 -6 and 8 -10, where new stormwater
discharges will be introduced to a buffered stream. Water quality ponds will be
utilized to reduce the post - development peak runoff to below the pre -
development rate, as is reflected in the attached analysis, for every point where
the increase in runoff from pre- to post - development is greater than 10%, which
is every drainage point except DP #5, DP #6, DP #9 and DP# 10.
Since runoff from DP's #8, 9 and 10 travels through DP #2's watershed, and runoff
from DP's #4, 5, and 5 travels through DP #3's watershed, reaches were
modeled to more accurately calculate the time of concentration at DP's #1
and 2. The reaches were modeled using cross sections taken from the channels
they represent.
The watershed's were modeled with no impervious area in pre - development
and no offsite impervious area in post - development due to the difficulty in
calculating the impervious area accurately with available data. Aerial
photography shows that there is very little impervious area as a percentage of
the watershed's and including it would not have a great effect on the curve
numbers. This is a conservative assumption because it reduces the pre -
development peak flow rates that must also be achieved in post - development.
This design meets the City of Durham's requirements.
2- and 10 -Year Runoff Analysis
There are three locations where concentrated stormwater runoff will leave the
site in post - development. These points are labeled DP #1, DP #2, and DP #7. The
onsite water quality ponds will attenuate the peak flow at these points to below
the pre - development rate. This is supported by the analysis. Results for the peak
flow in the 100 -year rainfall event are also provided to demonstrate that it is
lower in post - development, so there are no offsite drainage concerns. This
design meets the city of Durham's Requirements.
BMP's
Two types of BMP's will be located throughout the site to attenuate the peak
flow rate of their contributing watershed's and or provide nutrient removal.
Eleven water quality ponds will have surface areas large enough to accomplish
85% TSS removal, as calculated using the surface area multipliers, based on
average depth and the impervious percentage of their drainage basins. The
water quality ponds will utilize low flow orifices that will slowly draw down the
temporary pool over a period of 2 -5 days. Level spreaders are designed at the
outfall of each BMP and are sized for the 10 -year rainfall runoff. Each level

spreader will discharge to an engineered filter strip at a slope of less than 5%
that will be planted with grass and maintained in perpetuity. Rainfall runoff in
excess of the 10 -year event will bypass the level spreaders by means of the
water quality ponds' emergency spillways for all ponds except for WQ #9.
Runoff in excess of the 10 -year rainfall event outflow from WQ #9 will bypass it's
level spreader by means of a flow splitter box where it will be directed to a
separate outfall with a plunge pool upstream of the buffer.
Two level spreaders have been designed to provide diffuse flow of the runoff
from their contributing drainage basins into a stream buffer. The level spreaders
were designed so that their lengths are greater than 10 feet times the peak flow
resulting from the 1 -inch per hour rainfall runoff from their watershed, as
calculated using the rational method. The level spreaders will discharge to an
engineered filter strip at a slope of less than 5% that will be planted with grass
and maintained in perpetuity. A flow splitter will be utilized upstream of the level
spreader to bypass all flows exceeding the 1 " /hr rainfall event to an existing
natural draw.
Conclusion
Multiple BMP's located throughout the site will be utilized to accomplish the
required onsite nitrogen and phosphorous removal as well as provide peak flow
detention for the 1 -, 2 -, and 10 -year rainfall events. A nitrogen offset payment
will mitigate the additional nitrogen export to reduce the total site nitrogen
exports to 2.2 lb/ac/yr. The onsite BMP's will serve to reduce the post -
development phosphorus export to below the allowable limit of 0.50 Ibs /ac /yr.

Methodology
• Drainage basins were delineated using 2 -foot contours for offsite areas
and 1 -foot contours onsite. Contours displayed on the drainage maps are
10 -foot and 5 -foot contours for onsite and offsite respectively to increase
readability of the maps. Onsite topography is from survey data and offsite
topography is from City of Durham Aerial Topography, 1995.
• United States Geological Survey Map is the Southwest Durham
Quadrangle.
• The FEMA Map associated with the site is Map # 3720076900J, effective
date May 2, 2006, Panel 0769J.
• Peak flows are determined using the NRCS Method, as described in TR -20,
in HydroCAD Version 7.1. NRCS Curve Numbers are based upon cover
condition and soil type as described below.
• Soil data to determine curve numbers in the watershed are from USDA
Durham County Soil Map # 33.
• Cover conditions for each watershed was determined based on digital
maps obtained from the City of Durham, survey information, aerial
photography.
• Time of concentration calculations were determined using the TR -55
method for sheet flow, shallow concentrated flow, lake flow, and channel
flow
• The routing analysis for the dry pond was accomplished using HydroCAD
Version 7.1 which utilizes the storage- indication method.

Summary of Results

1121 SIA -SUMMARY OF RESULTS.xls
Summary of Results
Matt Jones, El
1/25/2012
1121 - Del Webb
1 -, 2 -, and 10 -Year Runoff Analysis - Summary of Results
Basin Name
Pre - Developed
1 -Year
Discharge
Post- Developed
1 -Year
Discharge
Percent
Increase
Pre- Developed
2-Year
Discharge
Post - Developed
2 -Year
Discharge
Percent
Increase
Pre- Developed
10 -Year
Discharge
Post - Developed
10 -Year
Discharge
Percent
Increase
Detention
Required
(Yes /No)
DP #1
315.36
512.41
62.48%
466.41
708.99
52.01%
1059.27
1399.58
32.13%
YES
DP #2
206.86
373.78
80.69%
300.95
516.19
71.52%
674.01
1014.54
50.52%
YES
DP #3
99.60
210.41
111.2617o
N/A
N/A
N/A
N/A
N/A
111.2617o
YES
DP #4
10.83
16.40
51.43%
N/A
N/A
N/A
N/A
N/A
51.43%
YES
DP #5
106.23
98.97
-6.83%
N/A
N/A
N/A
N/A
N/A
-6.83%
NO
DP #6
46.91
49.91
6.40%
N/A
N/A
N/A
N/A
N/A
6.40%
NO
DP #7
0.32
10.93
3315.63%
1.00
13.68
N/A
4.93
23.58
3315.63%
YES
DP #8
56.30
287.56
410.76%
N/A
N/A
N/A
N/A
N/A
410.76%
YES
DP #9
88.18
76.05
- 13.76%
N/A
N/A
N/A
N/A
N/A
- 13.76%
NO
DP #10
73.15
68.80
-5.95%
N/A
N/A
N/A
N/A
N/A
-5.95%
NO
100 -Year Runoff Analysis - Summary of Results
Nutrient Loading - Summary
Nitrogen
Pre - Development Loading = 0.48
Post - Development Loading Without Treatment = 6.80
Post - Development Loading After Treatment = 4.01
Post - Development Loading Requiring Offset = 528.69
Payment Required to NCEEP = $343,226.19
Total Payment Required to NCEEP =
Phos orus
Ibs /acre /yr
Ibs /acre /yr
Ibs /acre /yr
Ibs /yr
0.08
0.78
0.36
Post- Developed
$0.00
$343,226.19
Pre - Developed
Basin
100 -Year
100 -Year
Percent
Name
Discharge with
Increase
Discharge
Detention
DP #1
2034.93
1690.15
- 16.9417o
DP #2
1297.26
1155.67
- 10.91%
DP #7
13.03
1.37
- 89.49%
Nutrient Loading - Summary
Nitrogen
Pre - Development Loading = 0.48
Post - Development Loading Without Treatment = 6.80
Post - Development Loading After Treatment = 4.01
Post - Development Loading Requiring Offset = 528.69
Payment Required to NCEEP = $343,226.19
Total Payment Required to NCEEP =
Phos orus
Ibs /acre /yr
Ibs /acre /yr
Ibs /acre /yr
Ibs /yr
0.08
0.78
0.36
0.00
$0.00
$343,226.19
Impervious Area Summary
Pre - Development Transportation - Related Imperviou Area (acres) = 0.00
Pre - Development Non - Transportation - Related Imperviou Area (acres) = 1.72
Post - Development Transportation - Related Imperviou Area (acres) = 57.64
Post - Development Non - Transportation - Related Imperviou Area (acres) = 68.36

Pre- and Post - Development Peak Runoff
Calculations

16S
11S
7� " TO DP #10 PRE
TO DP #9 PRE 9L
DP #9 PR� 9S
5R
TO DP #8 PRE
DP #81910 REACH
5S �D
TO DP #2 PRE
1OL
iS
DP #2 RE t TO #3 PRE
11L �
1S �D
7S
15S
JDP#5 PRE
TO D #4 PRE
13 L '�-- SS
4R DP #5 PRE TO DP #6 PRE
3L DP #3 PRE DP #4,5, &6 REACH
TO DP #1 PRE
DP #1 PRE
S4 Reach on Link
14S
TO DP #7 PRE

1121 - SIA PRE Type// 24 -hr 1 -Year Rainfall= 3.00"
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HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 PRE RunoffArea= 63.580 ac Runoff Depth >0.76"
Flow Length= 3,173' Tc =23.6 min CN =71 Runoff =42.74 cfs 4.029 of
Subcatchment 2S: TO DP #3 PRE Runoff Area = 39.060 ac Runoff Depth >0.37"
Flow Length= 2,277' Tc =21.0 min CN =61 Runoff =9.12 cfs 1.188 of
Subcatchment 5S: TO DP #2 PRE Runoff Area = 267.910 ac Runoff Depth >0.81"
Flow Length = 5,298' Tc =26.7 min CN =72 Runoff= 179.62 cfs 18.040 of
Subcatchment 7S: TO DP #5 PRE Runoff Area = 123.330 ac Runoff Depth >0.67"
Flow Length= 3,614' Tc =29.0 min CN =69 Runoff =60.45 cfs 6.882 of
Subcatchment 8S: TO DP #6 PRE RunoffArea= 79.500 ac Runoff Depth >0.71"
Flow Length= 2,455' Tc =25.3 min CN =70 Runoff =46.91 cfs 4.732 of
Subcatchment 9S: TO DP #8 PRE RunoffArea= 57.930 ac Runoff Depth >1.02"
Flow Length= 2,650' Tc =23.4 min CN =76 Runoff =56.30 cfs 4.900 of
Subcatchment 11S: TO DP #9 PRE RunoffArea= 25.760 ac Runoff Depth = 0.58"
Flow Length= 1,419' Tc =16.8 min CN =67 Runoff =15.06 cfs 1.256 of
Subcatchment 14S: TO DP #7 PRE Runoff Area =4.660 ac Runoff Depth = 0.19"
Flow Length =742' Tc =16.5 min CN =55 Runoff =0.32 cfs 0.076 of
Subcatchment 15S: TO DP #4 PRE Runoff Area = 13.150 ac Runoff Depth = 0.76"
Flow Length= 1,169' Tc =17.2 min CN =71 Runoff =10.83 cfs 0.833 of
Subcatchment 16S: TO DP #10 PRE Runoff Area = 63.170 ac Runoff Depth= 1.02"
Flow Length= 1,695' Tc =17.6 min CN =76 Runoff =73.15 cfs 5.343 of
Reach 4R: DP #4,5, &6 REACH Peak Depth =1.59' Max Vet =4.5 fps Inflow= 113.53 cfs 12.447 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow =95.01 cfs 12.408 of
Reach 5R: DP #8,9, &10 REACH Peak Depth =2.07' Max Vet =2.7 fps Inflow= 140.62 cfs 11.499 of
n =0.045 L= 2,491.0' S=0.0028'/' Capacity= 1,285.41 cfs Outflow =90.40 cfs 11.446 of
Link 3L: DP #1 PRE
Link 9L: DP #9 PRE
Link 10L: DP #2 PRE
I nflow= 315.36 cfs 47.112 of
Primary= 315.36 cfs 47.112 of
Inflow =88.18 cfs 6.599 of
Primary=88.18 cfs 6.599 of
I nflow= 206.86 cfs 29.486 of
Primary= 206.86 cfs 29.486 of

1121 - SIA PRE
Type// 24 -hr 1 -Year Rainfall= 3.00"
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HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 11L: DP #3 PRE
RiilaB3 will e7,' &y:jC7d
Inflow =99.60 cfs 13.597 of
Primary=99.60 cfs 13.597 of
Inflow= 106.23 cfs 11.614 of
Primary= 106.23 cfs 11.614 of
Total Runoff Area = 738.050 ac Runoff Volume = 47.280 of Average Runoff Depth = 0.77"

1121 - SIA PRE Type// 24 -hr 1 -Year Rainfall= 3.00"
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HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 1S: TO DP #1 PRE
Runoff = 42.74 cfs @ 12.20 hrs, Volume= 4.029 af, Depth> 0.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
14.090
55
Onsite Woods B
9.910
70
Onsite Woods C
11.290
77
Onsite Woods D
1.360
55
Offsite Woods B
0.890
70
Offsite Woods C
22.510
77
Offsite Woods D
3.530
80
Offsite Open D
63.580 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Onsite Woods D
12.4
75
0.0400
0.1
61
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
415
0.0720
4.3
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1
1,205
0.0380
4.9
19.65
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.0
945
0.0060
5.3
399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5
533
0.0020
3.6
534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
23.6 3,173 Total
Subcatchment 2S: TO DP #3 PRE
Runoff = 9.12 cfs @ 12.20 hrs, Volume= 1.188 af, Depth> 0.37"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN
Description
24.380
55
Onsite Woods B
12.000
70
Onsite Woods C
2.050
77
Onsite Woods D
0.630
80
Onsite Open D
39.060
61
Weighted Average

1121 - SIA PRE Type// 24 -hr 1 -Year Rainfall= 3.00"
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HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
12.4
75
0.0400
0.1
74 Onsite Open C
Sheet Flow,
12.370
80 Onsite Open D
42.750
55 Offsite Woods B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
374
0.0530
3.7
77 Offsite Woods D
Shallow Concentrated Flow,
17.880
61 Offsite Open B
0.110
74 Offsite Open C
Unpaved Kv= 16.1 fps
1.0
440
0.0780
7.0
28.15
Channel Flow,
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
10.1
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
5.9
1,388
0.0080
3.9
78.72
Channel Flow,
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
21.0 2,277 Total
Subcatchment 5S: TO DP #2 PRE
Runoff = 179.62 cfs @ 12.23 hrs, Volume= 18.040 af, Depth> 0.81"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN Description
13.010
55 Onsite Woods B
1.640
70 Onsite Woods C
34.310
77 Onsite Woods D
1.900
61 Onsite Open B
2.100
74 Onsite Open C
12.370
80 Onsite Open D
42.750
55 Offsite Woods B
2.050
70 Offsite Woods C
73.710
77 Offsite Woods D
17.880
61 Offsite Open B
0.110
74 Offsite Open C
66.080
80 Offsite Open D
267.910
72 Weighted Average
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
10.1
75 0.0670 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
192 0.0460 3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
640 0.0280 5.0 29.92
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
7.2 2,290
0.0260 5.3 47.92
Channel Flow,
Area= 9.0 sf Perim= 9.0' r= 1.00' n= 0.045
5.1 1,259
0.0140 4.1 49.69
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
1.3
842 0.0040 10.8 453.63
Channel Flow,
Area= 42.0 sf Perim= 23.0' r= 1.83' n= 0.013
26.7 5,298 Total

1121 - SIA PRE Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 7S: TO DP #5 PRE
Runoff = 60.45 cfs @ 12.27 hrs, Volume= 6.882 af, Depth> 0.67"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
20.450
55
Onsite Woods B
12.490
70
Onsite Woods C
10.600
77
Onsite Woods D
0.700
61
Onsite Open B
7.700
74
Onsite Open C
9.880
80
Onsite Open D
8.410
55
Offsite Woods B
27.310
70
Offsite Woods C
7.570
77
Offsite Woods D
0.330
61
Offsite Open B
10.370
74
Offsite Open C
7.520
80
Offsite Open D
123.330 69 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354
0.0450
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
600
0.0400
5.0
20.16
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.2
341
0.0260
4.8
28.83
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
4.3
1,310
0.0210
5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
3.5
934
0.0100
4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total
Subcatchment 8S: TO DP #6 PRE
Runoff = 46.91 cfs @ 12.22 hrs, Volume= 4.732 af, Depth> 0.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 1 -Year Rainfall= 3.00"

1121 - SIA PRE Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 7
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
4.370
55
Onsite Woods D
3.190
70
Onsite Woods C
12.050
55
Offsite Woods B
24.250
70
Offsite Woods C
27.090
77
Offsite Woods D
1.000
61
Offsite Open B
2.520
74
Offsite Open C
5.030
80
Offsite Open D
79.500 70 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0
425
0.0470
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
985
0.0390
5.0
19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7
970
0.0160
4.4
53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total
Subcatchment 9S: TO DP #8 PRE
Runoff = 56.30 cfs @ 12.18 hrs, Volume= 4.900 af, Depth> 1.02"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
6.050 70 Onsite Woods C
51.880 77 Onsite Woods D
57.930 76 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
14.7
75
0.0260
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.5
364
0.0600
3.9
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.5
404
0.0300
4.4
17.46
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
0.8
496
9.8
Lake or Reservoir,
Mean Depth= 3.00'
4.9
1,311
0.0220
4.4
26.52
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
23.4 2,650 Total

1121 - SIA PRE Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 8
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 11S: TO DP #9 PRE
Runoff = 15.06 cfs @ 12.12 hrs, Volume= 1.256 af, Depth= 0.58"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
11.700 55 Onsite Woods B
14.060 77 Onsite Woods D
25.760 67 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
75
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
3.1
667
0.0490
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
270
0.0440
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
764
0.0620
6.3
25.10
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.1
310
0.0190
4.8
57.88
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
16.8 1,419 Total
Subcatchment 14S: TO DP #7 PRE
Runoff = 0.32 cfs @ 12.20 hrs, Volume= 0.076 af, Depth= 0.19"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
2.400 55 Offsite Woods B
2.260 55 Onsite Woods B
4.660 55 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
13.4
75
0.0330
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
3.1
667
0.0490
3.6
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
16.5 742 Total
Subcatchment 15S: TO DP #4 PRE
Runoff = 10.83 cfs @ 12.12 hrs, Volume= 0.833 af, Depth= 0.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 1 -Year Rainfall= 3.00"

1121 - SIA PRE Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 9
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac) CN Description
3.470 55 Onsite Woods B
9.680 77 Onsite Woods D
13.150 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Offsite Woods D
14.5
75
0.0270
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.0
268
0.0820
4.6
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4
163
0.0740
6.9
27.42
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.3
663
0.0410
8.2
123.34
Channel Flow,
Area= 15.0 sf Perim= 11.0' r= 1.36' n= 0.045
17.2 1,169 Total
Subcatchment 16S: TO DP #10 PRE
Runoff = 73.15 cfs @ 12.11 hrs, Volume= 5.343 af, Depth= 1.02"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
5.980
55
Onsite Woods B
27.330
77
Onsite Woods D
9.020
80
Onsite Open D
7.950
77
Offsite Woods D
12.890
80
Offsite Open D
63.170 76 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
347
0.0520
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.6
750
0.0360
4.8
19.13
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
2.4
523
0.0150
3.6
21.90
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
17.6 1,695 Total

1121 - SIA PRE
Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 10
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Reach 4R: DP #4,5, &6 REACH
Inflow Area = 215.980 ac, Inflow Depth > 0.69" for 1 -Year event
Inflow = 113.53 cfs @ 12.24 hrs, Volume= 12.447 of
Outflow = 95.01 cfs @ 12.52 hrs, Volume= 12.408 af, Atten= 16 %, Lag= 16.8 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.5 fps, Min. Travel Time= 8.8 min
Avg. Velocity = 3.1 fps, Avg. Travel Time= 12.7 min
Peak Depth= 1.59' @ 12.37 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.00807'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.7
7.5
1,663
0.43
3.00
40.5
21.0
96,188
185.34
6.00
291.0
176.0
691,125
1,201.80
Reach 5R: DP #8,9, &10 REACH
Inflow Area = 146.860 ac, Inflow Depth > 0.94" for 1 -Year event
Inflow = 140.62 cfs @ 12.14 hrs, Volume= 11.499 of
Outflow = 90.40 cfs @ 12.56 hrs, Volume= 11.446 af, Atten= 36 %, Lag= 25.8 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.7 fps, Min. Travel Time= 15.5 min
Avg. Velocity = 1.9 fps, Avg. Travel Time= 22.0 min
Peak Depth= 2.07'@ 12.30 hrs
Capacity at bank full= 1,285.41 cfs
Inlet Invert= 353.00', Outlet Invert= 346.00'
Custom cross - section table, n= 0.045
Length= 2,491.0' Slope= 0.00287'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.8
8.0
1,993
0.30
3.00
49.5
26.0
123,305
133.11
7.00
379.5
141.0
945,335
1,285.41

1121 - SIA PRE Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 11
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 3L: DP #1 PRE
Inflow Area = 733.390 ac, Inflow Depth > 0.77" for 1 -Year event
Inflow = 315.36 cfs @ 12.39 hrs, Volume= 47.112 of
Primary = 315.36 cfs @ 12.39 hrs, Volume= 47.112 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 9L: DP #9 PRE
Inflow Area = 88.930 ac, Inflow Depth = 0.89" for 1 -Year event
Inflow = 88.18 cfs @ 12.11 hrs, Volume= 6.599 of
Primary = 88.18 cfs @ 12.11 hrs, Volume= 6.599 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2 PRE
Inflow Area = 414.770 ac, Inflow Depth > 0.85" for 1 -Year event
Inflow =
206.86 cfs @
12.31 hrs, Volume= 29.486 of
Primary =
206.86 cfs @
12.31 hrs, Volume= 29.486 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time
Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 11 L: DP #3 PRE
Inflow Area =
255.040 ac,
Inflow Depth > 0.64" for 1 -Year event
Inflow =
99.60 cfs @
12.51 hrs, Volume= 13.597 of
Primary =
99.60 cfs @
12.51 hrs, Volume= 13.597 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time
Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #5 PRE
Inflow Area =
202.830 ac,
Inflow Depth > 0.69" for 1 -Year event
Inflow =
106.23 cfs @
12.25 hrs, Volume= 11.614 of
Primary =
106.23 cfs @
12.25 hrs, Volume= 11.614 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time
Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA PRE Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 12
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 PRE RunoffArea= 63.580 ac Runoff Depth >1.06"
Flow Length= 3,173' Tc =23.6 min CN =71 Runoff =62.94 cfs 5.636 of
Subcatchment 2S: TO DP #3 PRE Runoff Area = 39.060 ac Runoff Depth >0.57"
Flow Length= 2,277' Tc =21.0 min CN =61 Runoff =17.55 cfs 1.864 of
Subcatchment 5S: TO DP #2 PRE Runoff Area = 267.910 ac Runoff Depth >1.12"
Flow Length = 5,298' Tc =26.7 min CN =72 Runoff = 261.66 cfs 25.024 of
Subcatchment 7S: TO DP #5 PRE Runoff Area = 123.330 ac Runoff Depth >0.95"
Flow Length= 3,614' Tc =29.0 min CN =69 Runoff =92.62 cfs 9.803 of
Subcatchment 8S: TO DP #6 PRE RunoffArea= 79.500 ac Runoff Depth >1.01"
Flow Length= 2,455' Tc =25.3 min CN =70 Runoff =70.39 cfs 6.678 of
Subcatchment 9S: TO DP #8 PRE RunoffArea= 57.930 ac Runoff Depth >1.37"
Flow Length= 2,650' Tc =23.4 min CN =76 Runoff =77.55 cfs 6.591 of
Subcatchment 11S: TO DP #9 PRE RunoffArea= 25.760 ac Runoff Depth = 0.85"
Flow Length= 1,419' Tc =16.8 min CN =67 Runoff =23.76 cfs 1.825 of
Subcatchment 14S: TO DP #7 PRE Runoff Area =4.660 ac Runoff Depth = 0.35"
Flow Length =742' Tc =16.5 min CN =55 Runoff =1.00 cfs 0.134 of
Subcatchment 15S: TO DP #4 PRE Runoff Area = 13.150 ac Runoff Depth= 1.06"
Flow Length= 1,169' Tc =17.2 min CN =71 Runoff =15.85 cfs 1.166 of
Subcatchment 16S: TO DP #10 PRE Runoff Area = 63.170 ac Runoff Depth= 1.37"
Flow Length= 1,695' Tc =17.6 min CN =76 Runoff = 100.39 cfs 7.187 of
Reach 4R: DP #4,5, &6 REACH Peak Depth =2.37' Max Vet =4.6 fps Inflow= 172.82 cfs 17.648 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow= 144.68 cfs 17.607 of
Reach 5R: DP #8,9, &10 REACH Peak Depth =2.88' Max Vet =2.7 fps Inflow= 196.37 cfs 15.603 of
n =0.045 L= 2,491.0' S=0.0028'/' Capacity= 1,285.41 cfs Outflow= 127.33 cfs 15.546 of
Link 3L: DP #1 PRE
Link 9L: DP #9 PRE
Link 10L: DP #2 PRE
I nflow= 466.41 cfs 65.678 of
Primary= 466.41 cfs 65.678 of
Inflow= 124.14 cfs 9.012 of
Primary= 124.14 cfs 9.012 of
I nflow= 300.95 cfs 40.571 of
Primary= 300.95 cfs 40.571 of

1121 - SIA PRE
Type 11 24 -hr 2 -Year Rainfall =3.50"
Prepared by {enter your company name here} Page 13
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 11L: DP #3 PRE
RiilaB3 will e7,' &y:jC7d
Inflow= 152.47 cfs 19.471 of
Primary= 152.47 cfs 19.471 of
Inflow= 161.40 cfs 16.482 of
Primary= 161.40 cfs 16.482 of
Total Runoff Area = 738.050 ac Runoff Volume = 65.910 of Average Runoff Depth = 1.07"

1121 - SIA PRE Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 14
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 1S: TO DP #1 PRE
Runoff = 62.94 cfs @ 12.19 hrs, Volume= 5.636 af, Depth> 1.06"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
14.090
55
Onsite Woods B
9.910
70
Onsite Woods C
11.290
77
Onsite Woods D
1.360
55
Offsite Woods B
0.890
70
Offsite Woods C
22.510
77
Offsite Woods D
3.530
80
Offsite Open D
63.580 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Onsite Woods D
12.4
75
0.0400
0.1
61
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
415
0.0720
4.3
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1
1,205
0.0380
4.9
19.65
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.0
945
0.0060
5.3
399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5
533
0.0020
3.6
534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
23.6 3,173 Total
Subcatchment 2S: TO DP #3 PRE
Runoff = 17.55 cfs @ 12.18 hrs, Volume= 1.864 af, Depth> 0.57"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN
Description
24.380
55
Onsite Woods B
12.000
70
Onsite Woods C
2.050
77
Onsite Woods D
0.630
80
Onsite Open D
39.060
61
Weighted Average

1121 - SIA PRE Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 15
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
12.4
75
0.0400
0.1
74 Onsite Open C
Sheet Flow,
12.370
80 Onsite Open D
42.750
55 Offsite Woods B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
374
0.0530
3.7
77 Offsite Woods D
Shallow Concentrated Flow,
17.880
61 Offsite Open B
0.110
74 Offsite Open C
Unpaved Kv= 16.1 fps
1.0
440
0.0780
7.0
28.15
Channel Flow,
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
10.1
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
5.9
1,388
0.0080
3.9
78.72
Channel Flow,
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
21.0 2,277 Total
Subcatchment 5S: TO DP #2 PRE
Runoff = 261.66 cfs @ 12.22 hrs, Volume= 25.024 af, Depth> 1.12"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN Description
13.010
55 Onsite Woods B
1.640
70 Onsite Woods C
34.310
77 Onsite Woods D
1.900
61 Onsite Open B
2.100
74 Onsite Open C
12.370
80 Onsite Open D
42.750
55 Offsite Woods B
2.050
70 Offsite Woods C
73.710
77 Offsite Woods D
17.880
61 Offsite Open B
0.110
74 Offsite Open C
66.080
80 Offsite Open D
267.910
72 Weighted Average
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
10.1
75 0.0670 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
192 0.0460 3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
640 0.0280 5.0 29.92
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
7.2 2,290
0.0260 5.3 47.92
Channel Flow,
Area= 9.0 sf Perim= 9.0' r= 1.00' n= 0.045
5.1 1,259
0.0140 4.1 49.69
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
1.3
842 0.0040 10.8 453.63
Channel Flow,
Area= 42.0 sf Perim= 23.0' r= 1.83' n= 0.013
26.7 5,298 Total

1121 - SIA PRE Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 16
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 7S: TO DP #5 PRE
Runoff = 92.62 cfs @ 12.26 hrs, Volume= 9.803 af, Depth> 0.95"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
20.450
55
Onsite Woods B
12.490
70
Onsite Woods C
10.600
77
Onsite Woods D
0.700
61
Onsite Open B
7.700
74
Onsite Open C
9.880
80
Onsite Open D
8.410
55
Offsite Woods B
27.310
70
Offsite Woods C
7.570
77
Offsite Woods D
0.330
61
Offsite Open B
10.370
74
Offsite Open C
7.520
80
Offsite Open D
123.330 69 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354
0.0450
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
600
0.0400
5.0
20.16
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.2
341
0.0260
4.8
28.83
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
4.3
1,310
0.0210
5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
3.5
934
0.0100
4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total
Subcatchment 8S: TO DP #6 PRE
Runoff = 70.39 cfs @ 12.21 hrs, Volume= 6.678 af, Depth> 1.01"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Rainfall= 3.50"

1121 - SIA PRE Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 17
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
4.370
55
Onsite Woods D
3.190
70
Onsite Woods C
12.050
55
Offsite Woods B
24.250
70
Offsite Woods C
27.090
77
Offsite Woods D
1.000
61
Offsite Open B
2.520
74
Offsite Open C
5.030
80
Offsite Open D
79.500 70 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0
425
0.0470
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
985
0.0390
5.0
19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7
970
0.0160
4.4
53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total
Subcatchment 9S: TO DP #8 PRE
Runoff = 77.55 cfs @ 12.18 hrs, Volume= 6.591 af, Depth> 1.37"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
6.050 70 Onsite Woods C
51.880 77 Onsite Woods D
57.930 76 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
14.7
75
0.0260
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.5
364
0.0600
3.9
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.5
404
0.0300
4.4
17.46
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
0.8
496
9.8
Lake or Reservoir,
Mean Depth= 3.00'
4.9
1,311
0.0220
4.4
26.52
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
23.4 2,650 Total

1121 - SIA PRE Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 18
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 11S: TO DP #9 PRE
Runoff = 23.76 cfs @ 12.11 hrs, Volume= 1.825 af, Depth= 0.85"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
11.700 55 Onsite Woods B
14.060 77 Onsite Woods D
25.760 67 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
75
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
3.1
667
0.0490
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
270
0.0440
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
764
0.0620
6.3
25.10
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.1
310
0.0190
4.8
57.88
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
16.8 1,419 Total
Subcatchment 14S: TO DP #7 PRE
Runoff = 1.00 cfs @ 12.15 hrs, Volume= 0.134 af, Depth= 0.35"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
2.400 55 Offsite Woods B
2.260 55 Onsite Woods B
4.660 55 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
13.4
75
0.0330
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
3.1
667
0.0490
3.6
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
16.5 742 Total
Subcatchment 15S: TO DP #4 PRE
Runoff = 15.85 cfs @ 12.11 hrs, Volume= 1.166 af, Depth= 1.06"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Rainfall= 3.50"

1121 - SIA PRE Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 19
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac) CN Description
3.470 55 Onsite Woods B
9.680 77 Onsite Woods D
13.150 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Offsite Woods D
14.5
75
0.0270
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.0
268
0.0820
4.6
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4
163
0.0740
6.9
27.42
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.3
663
0.0410
8.2
123.34
Channel Flow,
Area= 15.0 sf Perim= 11.0' r= 1.36' n= 0.045
17.2 1,169 Total
Subcatchment 16S: TO DP #10 PRE
Runoff = 100.39 cfs @ 12.11 hrs, Volume= 7.187 af, Depth= 1.37"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
5.980
55
Onsite Woods B
27.330
77
Onsite Woods D
9.020
80
Onsite Open D
7.950
77
Offsite Woods D
12.890
80
Offsite Open D
63.170 76 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
347
0.0520
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.6
750
0.0360
4.8
19.13
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
2.4
523
0.0150
3.6
21.90
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
17.6 1,695 Total

1121 - SIA PRE
Type 11 24 -hr 2 -Year Rainfall =3.50"
Prepared by {enter your company name here} Page 20
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Reach 4R: DP #4,5, &6 REACH
Inflow Area = 215.980 ac, Inflow Depth > 0.98" for 2 -Year event
Inflow = 172.82 cfs @ 12.22 hrs, Volume= 17.648 of
Outflow = 144.68 cfs @ 12.50 hrs, Volume= 17.607 af, Atten= 16 %, Lag= 16.7 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.6 fps, Min. Travel Time= 8.7 min
Avg. Velocity = 3.3 fps, Avg. Travel Time= 12.0 min
Peak Depth= 2.37'@ 12.36 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.00807'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.7
7.5
1,663
0.43
3.00
40.5
21.0
96,188
185.34
6.00
291.0
176.0
691,125
1,201.80
Reach 5R: DP #8,9, &10 REACH
Inflow Area = 146.860 ac, Inflow Depth > 1.27" for 2 -Year event
Inflow = 196.37 cfs @ 12.13 hrs, Volume= 15.603 of
Outflow = 127.33 cfs @ 12.55 hrs, Volume= 15.546 af, Atten= 35 %, Lag= 25.5 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.7 fps, Min. Travel Time= 15.4 min
Avg. Velocity = 2.0 fps, Avg. Travel Time= 21.1 min
Peak Depth= 2.88'@ 12.30 hrs
Capacity at bank full= 1,285.41 cfs
Inlet Invert= 353.00', Outlet Invert= 346.00'
Custom cross - section table, n= 0.045
Length= 2,491.0' Slope= 0.00287'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.8
8.0
1,993
0.30
3.00
49.5
26.0
123,305
133.11
7.00
379.5
141.0
945,335
1,285.41

1121 - SIA PRE Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 21
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 3L: DP #1 PRE
Inflow Area = 733.390 ac, Inflow Depth > 1.07" for 2 -Year event
Inflow = 466.41 cfs @ 12.37 hrs, Volume= 65.678 of
Primary = 466.41 cfs @ 12.37 hrs, Volume= 65.678 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 9L: DP #9 PRE
Inflow Area = 88.930 ac, Inflow Depth = 1.22" for 2 -Year event
Inflow = 124.14 cfs @ 12.11 hrs, Volume= 9.012 of
Primary = 124.14 cfs @ 12.11 hrs, Volume= 9.012 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2 PRE
Inflow Area = 414.770 ac, Inflow Depth > 1.17" for 2 -Year event
Inflow = 300.95 cfs @ 12.29 hrs, Volume= 40.571 of
Primary = 300.95 cfs @ 12.29 hrs, Volume= 40.571 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 11 L: DP #3 PRE
Inflow Area = 255.040 ac, Inflow Depth > 0.92" for 2 -Year event
Inflow = 152.47 cfs @ 12.50 hrs, Volume= 19.471 of
Primary = 152.47 cfs @ 12.50 hrs, Volume= 19.471 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #5 PRE
Inflow Area = 202.830 ac, Inflow Depth > 0.98" for 2 -Year event
Inflow = 161.40 cfs @ 12.24 hrs, Volume= 16.482 of
Primary = 161.40 cfs @ 12.24 hrs, Volume= 16.482 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA PRE Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 22
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 PRE RunoffArea= 63.580 ac Runoff Depth >2.19"
Flow Length= 3,173' Tc =23.6 min CN =71 Runoff = 137.62 cfs 11.616 of
Subcatchment 2S: TO DP #3 PRE RunoffArea= 39.060 ac Runoff Depth >1.43"
Flow Length= 2,277' Tc =21.0 min CN =61 Runoff =55.04 cfs 4.653 of
Subcatchment 5S: TO DP #2 PRE Runoff Area = 267.910 ac Runoff Depth >2.28"
Flow Length = 5,298' Tc =26.7 min CN =72 Runoff = 560.84 cfs 50.793 of
Subcatchment 7S: TO DP #5 PRE Runoff Area = 123.330 ac Runoff Depth >2.03"
Flow Length= 3,614' Tc =29.0 min CN =69 Runoff = 214.73 cfs 20.865 of
Subcatchment 8S: TO DP #6 PRE RunoffArea= 79.500 ac Runoff Depth >2.11"
Flow Length= 2,455' Tc =25.3 min CN =70 Runoff= 158.16 cfs 13.984 of
Subcatchment 9S: TO DP #8 PRE Runoff Area = 57.930 ac Runoff Depth >2.62"
Flow Length= 2,650' Tc =23.4 min CN =76 Runoff = 152.99 cfs 12.639 of
Subcatchment 11S: TO DP #9 PRE RunoffArea= 25.760 ac Runoff Depth= 1.87"
Flow Length= 1,419' Tc =16.8 min CN =67 Runoff =57.21 cfs 4.021 of
Subcatchment 14S: TO DP #7 PRE Runoff Area =4.660 ac Runoff Depth= 1.03"
Flow Length =742' Tc =16.5 min CN =55 Runoff =4.93 cfs 0.400 of
Subcatchment 15S: TO DP #4 PRE Runoff Area = 13.150 ac Runoff Depth= 2.19"
Flow Length= 1,169' Tc =17.2 min CN =71 Runoff =34.31 cfs 2.402 of
Subcatchment 16S: TO DP #10 PRE Runoff Area = 63.170 ac Runoff Depth= 2.62"
Flow Length= 1,695' Tc =17.6 min CN =76 Runoff= 196.22 cfs 13.782 of
Reach 4R: DP #4,5, &6 REACH Peak Depth =3.41' Max Vet =4.6 fps Inflow= 395.34 cfs 37.251 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow= 325.24 cfs 37.204 of
Reach 5R: DP #8,9, &10 REACH Peak Depth =3.51' Max Vet =3.1 fps Inflow= 397.14 cfs 30.442 of
n =0.045 L= 2,491.0' S=0.0028'/' Capacity= 1,285.41 cfs Outflow= 277.46 cfs 30.377 of
Link 3L: DP #1 PRE
Link 9L: DP #9 PRE
Link 10L: DP #2 PRE
Inflow= 1,059.27 cfs 134.643 of
Primary= 1,059.27 cfs 134.643 of
I nflow= 253.43 cfs 17.803 of
Primary= 253.43 cfs 17.803 of
I nflow= 674.01 cfs 81.170 of
Primary= 674.01 cfs 81.170 of

1121 - SIA PRE
Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 23
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 11L: DP #3 PRE
RiilaB3 will e7,' &y:jC7d
I nflow= 345.81 cfs 41.858 of
Primary= 345.81 cfs 41.858 of
I nflow= 370.64 cfs 34.849 of
Primary= 370.64 cfs 34.849 of
Total Runoff Area = 738.050 ac Runoff Volume = 135.155 of Average Runoff Depth = 2.20"

1121 - SIA PRE Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 24
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 1S: TO DP #1 PRE
Runoff = 137.62 cfs @ 12.18 hrs, Volume= 11.616 af, Depth> 2.19"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
14.090
55
Onsite Woods B
9.910
70
Onsite Woods C
11.290
77
Onsite Woods D
1.360
55
Offsite Woods B
0.890
70
Offsite Woods C
22.510
77
Offsite Woods D
3.530
80
Offsite Open D
63.580 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Onsite Woods D
12.4
75
0.0400
0.1
61
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
415
0.0720
4.3
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
4.1
1,205
0.0380
4.9
19.65
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.0
945
0.0060
5.3
399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5
533
0.0020
3.6
534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
23.6 3,173 Total
Subcatchment 2S: TO DP #3 PRE
Runoff = 55.04 cfs @ 12.16 hrs, Volume= 4.653 af, Depth> 1.43"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN
Description
24.380
55
Onsite Woods B
12.000
70
Onsite Woods C
2.050
77
Onsite Woods D
0.630
80
Onsite Open D
39.060
61
Weighted Average

1121 - SIA PRE Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 25
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
12.4
75
0.0400
0.1
74 Onsite Open C
Sheet Flow,
12.370
80 Onsite Open D
42.750
55 Offsite Woods B
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
374
0.0530
3.7
77 Offsite Woods D
Shallow Concentrated Flow,
17.880
61 Offsite Open B
0.110
74 Offsite Open C
Unpaved Kv= 16.1 fps
1.0
440
0.0780
7.0
28.15
Channel Flow,
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
10.1
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
5.9
1,388
0.0080
3.9
78.72
Channel Flow,
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
21.0 2,277 Total
Subcatchment 5S: TO DP #2 PRE
Runoff = 560.84 cfs @ 12.21 hrs, Volume= 50.793 af, Depth> 2.28"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN Description
13.010
55 Onsite Woods B
1.640
70 Onsite Woods C
34.310
77 Onsite Woods D
1.900
61 Onsite Open B
2.100
74 Onsite Open C
12.370
80 Onsite Open D
42.750
55 Offsite Woods B
2.050
70 Offsite Woods C
73.710
77 Offsite Woods D
17.880
61 Offsite Open B
0.110
74 Offsite Open C
66.080
80 Offsite Open D
267.910
72 Weighted Average
Tc Length Slope Velocity Capacity
Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
10.1
75 0.0670 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
192 0.0460 3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
640 0.0280 5.0 29.92
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
7.2 2,290
0.0260 5.3 47.92
Channel Flow,
Area= 9.0 sf Perim= 9.0' r= 1.00' n= 0.045
5.1 1,259
0.0140 4.1 49.69
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
1.3
842 0.0040 10.8 453.63
Channel Flow,
Area= 42.0 sf Perim= 23.0' r= 1.83' n= 0.013
26.7 5,298 Total

1121 - SIA PRE Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 26
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 7S: TO DP #5 PRE
Runoff = 214.73 cfs @ 12.24 hrs, Volume= 20.865 af, Depth> 2.03"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
20.450
55
Onsite Woods B
12.490
70
Onsite Woods C
10.600
77
Onsite Woods D
0.700
61
Onsite Open B
7.700
74
Onsite Open C
9.880
80
Onsite Open D
8.410
55
Offsite Woods B
27.310
70
Offsite Woods C
7.570
77
Offsite Woods D
0.330
61
Offsite Open B
10.370
74
Offsite Open C
7.520
80
Offsite Open D
123.330 69 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354
0.0450
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
600
0.0400
5.0
20.16
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.2
341
0.0260
4.8
28.83
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
4.3
1,310
0.0210
5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
3.5
934
0.0100
4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total
Subcatchment 8S: TO DP #6 PRE
Runoff = 158.16 cfs @ 12.20 hrs, Volume= 13.984 af, Depth> 2.11"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Rainfall = 5.10"

1121 - SIA PRE Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 27
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
4.370
55
Onsite Woods D
3.190
70
Onsite Woods C
12.050
55
Offsite Woods B
24.250
70
Offsite Woods C
27.090
77
Offsite Woods D
1.000
61
Offsite Open B
2.520
74
Offsite Open C
5.030
80
Offsite Open D
79.500 70 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0
425
0.0470
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3
985
0.0390
5.0
19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7
970
0.0160
4.4
53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total
Subcatchment 9S: TO DP #8 PRE
Runoff = 152.99 cfs @ 12.17 hrs, Volume= 12.639 af, Depth> 2.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
6.050 70 Onsite Woods C
51.880 77 Onsite Woods D
57.930 76 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
14.7
75
0.0260
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.5
364
0.0600
3.9
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.5
404
0.0300
4.4
17.46
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
0.8
496
9.8
Lake or Reservoir,
Mean Depth= 3.00'
4.9
1,311
0.0220
4.4
26.52
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
23.4 2,650 Total

1121 - SIA PRE Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 28
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 11S: TO DP #9 PRE
Runoff = 57.21 cfs @ 12.10 hrs, Volume= 4.021 af, Depth= 1.87"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
11.700 55 Onsite Woods B
14.060 77 Onsite Woods D
25.760 67 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
75
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
3.1
667
0.0490
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
270
0.0440
3.4
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.0
764
0.0620
6.3
25.10
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.1
310
0.0190
4.8
57.88
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
16.8 1,419 Total
Subcatchment 14S: TO DP #7 PRE
Runoff = 4.93 cfs @ 12.11 hrs, Volume= 0.400 af, Depth= 1.03"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
2.400 55 Offsite Woods B
2.260 55 Onsite Woods B
4.660 55 Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
13.4
75
0.0330
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
3.1
667
0.0490
3.6
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
16.5 742 Total
Subcatchment 15S: TO DP #4 PRE
Runoff = 34.31 cfs @ 12.10 hrs, Volume= 2.402 af, Depth= 2.19"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Rainfall = 5.10"

1121 - SIA PRE Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 29
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac) CN Description
3.470 55 Onsite Woods B
9.680 77 Onsite Woods D
13.150 71 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Offsite Woods D
14.5
75
0.0270
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.0
268
0.0820
4.6
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
0.4
163
0.0740
6.9
27.42
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.3
663
0.0410
8.2
123.34
Channel Flow,
Area= 15.0 sf Perim= 11.0' r= 1.36' n= 0.045
17.2 1,169 Total
Subcatchment 16S: TO DP #10 PRE
Runoff = 196.22 cfs @ 12.10 hrs, Volume= 13.782 af, Depth= 2.62"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
5.980
55
Onsite Woods B
27.330
77
Onsite Woods D
9.020
80
Onsite Open D
7.950
77
Offsite Woods D
12.890
80
Offsite Open D
63.170 76 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
347
0.0520
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.6
750
0.0360
4.8
19.13
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
2.4
523
0.0150
3.6
21.90
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
17.6 1,695 Total

1121 - SIA PRE
Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 30
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Reach 4R: DP #4,5, &6 REACH
Inflow Area = 215.980 ac, Inflow Depth > 2.07" for 10 -Year event
Inflow = 395.34 cfs @ 12.21 hrs, Volume= 37.251 of
Outflow = 325.24 cfs @ 12.49 hrs, Volume= 37.204 af, Atten= 18 %, Lag= 16.8 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.6 fps, Min. Travel Time= 8.7 min
Avg. Velocity = 3.6 fps, Avg. Travel Time= 11.1 min
Peak Depth= 3.41'@ 12.35 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.00807'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.7
7.5
1,663
0.43
3.00
40.5
21.0
96,188
185.34
6.00
291.0
176.0
691,125
1,201.80
Reach 5R: DP #8,9, &10 REACH
Inflow Area = 146.860 ac, Inflow Depth= 2.49" for 10 -Year event
Inflow = 397.14 cfs @ 12.12 hrs, Volume= 30.442 of
Outflow = 277.46 cfs @ 12.49 hrs, Volume= 30.377 af, Atten= 30 %, Lag= 22.4 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.1 fps, Min. Travel Time= 13.6 min
Avg. Velocity = 2.1 fps, Avg. Travel Time= 19.6 min
Peak Depth= 3.51'@ 12.26 hrs
Capacity at bank full= 1,285.41 cfs
Inlet Invert= 353.00', Outlet Invert= 346.00'
Custom cross - section table, n= 0.045
Length= 2,491.0' Slope= 0.00287'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.8
8.0
1,993
0.30
3.00
49.5
26.0
123,305
133.11
7.00
379.5
141.0
945,335
1,285.41

1121 - SIA PRE Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 31
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 3L: DP #1 PRE
Inflow Area = 733.390 ac, Inflow Depth > 2.20" for 10 -Year event
Inflow = 1,059.27 cfs @ 12.34 hrs, Volume= 134.643 of
Primary = 1,059.27 cfs @ 12.34 hrs, Volume= 134.643 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 9L: DP #9 PRE
Inflow Area = 88.930 ac, Inflow Depth= 2.40" for 10 -Year event
Inflow = 253.43 cfs @ 12.10 hrs, Volume= 17.803 of
Primary = 253.43 cfs @ 12.10 hrs, Volume= 17.803 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2 PRE
Inflow Area = 414.770 ac, Inflow Depth > 2.35" for 10 -Year event
Inflow = 674.01 cfs @ 12.29 hrs, Volume= 81.170 of
Primary = 674.01 cfs @ 12.29 hrs, Volume= 81.170 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 11 L: DP #3 PRE
Inflow Area = 255.040 ac, Inflow Depth > 1.97" for 10 -Year event
Inflow = 345.81 cfs @ 12.48 hrs, Volume= 41.858 of
Primary = 345.81 cfs @ 12.48 hrs, Volume= 41.858 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #5 PRE
Inflow Area = 202.830 ac, Inflow Depth > 2.06" for 10 -Year event
Inflow = 370.64 cfs @ 12.22 hrs, Volume= 34.849 of
Primary = 370.64 cfs @ 12.22 hrs, Volume= 34.849 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA PRE Type 11 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 PRE RunoffArea= 63.580 ac Runoff Depth >4.06"
Flow Length= 3,173' Tc =23.6 min CN =71 Runoff = 259.75 cfs 21.524 of
Subcatchment 2S: TO DP #3 PRE Runoff Area = 39.060 ac Runoff Depth >2.99"
Flow Length= 2,277' Tc =21.0 min CN =61 Runoff = 123.45 cfs 9.746 of
Subcatchment 5S: TO DP #2 PRE Runoff Area = 267.910 ac Runoff Depth >4.17"
Flow Length = 5,298' Tc =26.7 min CN =72 Runoff= 1,043.49 cfs 93.144 of
Subcatchment 7S: TO DP #5 PRE Runoff Area = 123.330 ac Runoff Depth >3.84"
Flow Length= 3,614' Tc =29.0 min CN =69 Runoff = 417.94 cfs 39.511 of
Subcatchment 8S: TO DP #6 PRE Runoff Area = 79.500 ac Runoff Depth >3.95"
Flow Length= 2,455' Tc =25.3 min CN =70 Runoff = 302.44 cfs 26.190 of
Subcatchment 9S: TO DP #8 PRE Runoff Area = 57.930 ac Runoff Depth >4.62"
Flow Length= 2,650' Tc =23.4 min CN =76 Runoff = 269.95 cfs 22.279 of
Subcatchment 11S: TO DP #9 PRE RunoffArea= 25.760 ac Runoff Depth= 3.63"
Flow Length= 1,419' Tc =16.8 min CN =67 Runoff= 113.52 cfs 7.790 of
Subcatchment 14S: TO DP #7 PRE Runoff Area =4.660 ac Runoff Depth= 2.38"
Flow Length =742' Tc =16.5 min CN =55 Runoff =13.03 cfs 0.925 of
Subcatchment 15S: TO DP #4 PRE Runoff Area = 13.150 ac Runoff Depth= 4.06"
Flow Length= 1,169' Tc =17.2 min CN =71 Runoff =64.17 cfs 4.452 of
Subcatchment 16S: TO DP #10 PRE Runoff Area = 63.170 ac Runoff Depth= 4.62"
Flow Length= 1,695' Tc =17.6 min CN =76 Runoff = 344.59 cfs 24.295 of
Reach 4R: DP #4,5, &6 REACH Peak Depth =4.31' Max Vet =4.6 fps Inflow= 763.40 cfs 70.153 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow= 626.97 cfs 70.097 of
Reach 5R: DP #8,9, &10 REACH Peak Depth =4.32' Max Vet =3.2 fps Inflow= 712.29 cfs 54.364 of
n =0.045 L= 2,491.0' S=0.0028'/' Capacity= 1,285.41 cfs Outflow= 511.16 cfs 54.286 of
Link 3L: DP #1 PRE
Link 9L: DP #9 PRE
Link 10L: DP #2 PRE
Inflow= 2,034.93 cfs 248.796 of
Primary= 2,034.93 cfs 248.796 of
I nflow= 458.08 cfs 32.085 of
Primary= 458.08 cfs 32.085 of
I nflow= 1,297.26 cfs 147.429 of
Primary= 1,297.26 cfs 147.429 of

1121 - SIA PRE
Type 11 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 3
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 11L: DP #3 PRE
RiilaB3 will e7,' &y:jC7d
I nflow= 670.73 cfs 79.843 of
Primary= 670.73 cfs 79.843 of
I nflow= 716.63 cfs 65.701 of
Primary= 716.63 cfs 65.701 of
Total Runoff Area = 738.050 ac Runoff Volume = 249.856 of Average Runoff Depth = 4.06"

20S 16S
15S TO DP#4 P T 17P �To WQ#6 POST
10L
TO #8 POST
9L
r1iL WQ #6
DP #2 PO T 2S
14P DF%#4 POST
TO P #3 POST
wQ #s 18L
4R Q�
DP #5 POST
DP#4 & 5 REACH
11L
1S
DP POST
TO DP #1 POST
11 q--__
3L
DP #1 POST
S4 Reach on Link
Zl2P
C13
WQ #2
TO WQ#2 POST
16P Q�
(17S
WQ #1
TO WQ #1 POST

1121 - SIA DP #1 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 POST RunoffArea= 39.130 ac Runoff Depth = 0.91"
Flow Length= 1,986' Tc =18.7 min CN =74 Runoff =38.17 cfs 2.962 of
Subcatchment 2S: TO DP #3 POST RunoffArea= 12.170 ac Runoff Depth >0.51"
Flow Length= 1,873' Tc =20.4 min CN =65 Runoff =5.03 cfs 0.513 of
Subcatchment 13S: TO WQ #2 POST Runoff Area = 38.300 ac Runoff Depth= 1.38"
Tc =5.0 min CN =82 Runoff =95.19 cfs 4.401 of
Subcatchment 15S: TO WQ #8 POST Runoff Area = 29.200 ac Runoff Depth= 1.82"
Tc =5.0 min CN =88 Runoff =94.02 cfs 4.424 of
Subcatchment 16S: TO WQ #6 POST Runoff Area =5.050 ac Runoff Depth= 1.82"
Tc =5.0 min CN =88 Runoff =16.26 cfs 0.765 of
Subcatchment 17S: TO WQ #1 POST Runoff Area= 12.880 ac Runoff Depth= 1.31"
Tc =5.0 min CN =81 Runoff =30.50 cfs 1.410 of
Subcatchment 20S: TO DP #4 POST Runoff Area =2.120 ac Runoff Depth = 0.30"
Flow Length =435' Tc =10.7 min CN =59 Runoff =0.54 cfs 0.054 of
Reach 4R: DP #4 & 5 REACH Peak Depth =1.33' Max Vet =4.5 fps Inflow =93.82 cfs 12.108 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow =79.06 cfs 12.048 of
Pond 12P: WQ #2 Peak EIev= 372.02' Storage= 120.353 cf Inflow =95.19 cfs 4.401 of
Outflow =2.68 cfs 2.145 of
Pond 14P: WQ #8 Peak EIev= 359.93' Storage= 124.737 cf Inflow =94.02 cfs 4.424 of
Outflow =2.71 cfs 2.207 of
Pond 16P: WQ #1 Peak EIev= 361.21' Storage= 38.964 cf Inflow =30.50 cfs 1.410 of
Outflow =0.83 cfs 0.660 of
Pond 17P: WQ #6 Peak EIev= 384.55' Storage= 20.095 cf Inflow =16.26 cfs 0.765 of
Outflow =0.86 cfs 0.445 of
Link 3L: DP #1 POST Inflow= 280.09 cfs 50.876 of
Primary= 280.09 cfs 50.876 of
Link 10L: 1 -Year Primary Outflow Imported from 1121 - SIA DP#2 POST -Link 10L Inflow= 204.25 cfs 30.341 of
Primary= 204.25 cfs 30.341 of
Link 11 L: DP #3 POST Inflow =84.77 cfs 16.913 of
Primary=84.77 cfs 16.913 of

1121 - SIA DP #1 POST
Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Link 18L: D 1 -Year Primary Outflow Imported from 1121 - SIA DP #5 POST -Link 5L Inflow =93.19 cfs 11.609 of
Primary=93.19 cfs 11.609 of
Riil'.tpowm7a°,lleiaIII
Inflow =0.95 cfs 0.499 of
Primary=0.95 cfs 0.499 of
Total Runoff Area = 138.850 ac Runoff Volume = 14.529 of Average Runoff Depth = 1.26"

1121 - SIA DP #1 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 4
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 1S: TO DP #1 POST
Runoff = 38.17 cfs @ 12.13 hrs, Volume= 2.962 af, Depth= 0.91"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
1.520
55
Onsite Woods B
3.460
70
Onsite Woods C
0.760
77
Onsite Woods D
3.260
61
Onsite Open B
0.430
74
Onsite Open C
0.640
80
Onsite Open D
0.770
98
Onsite Impervious
1.360
55
Offsite Woods B
0.890
70
Offsite Woods C
22.510
77
Offsite Woods D
3.530
80
Offsite Open D
39.130 74 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Onsite Woods D
12.4
75
0.0400
0.1
74
Sheet Flow,
0.000
80
Onsite Open D
0.940
98
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
286
0.1000
5.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.2
562
0.0700
7.9
47.30
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
1.7
530
0.0060
5.3
399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5
533
0.0020
3.6
534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
18.7 1,986 Total
Subcatchment 2S: TO DP #3 POST
Runoff = 5.03 cfs @ 12.17 hrs, Volume= 0.513 af, Depth> 0.51"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN
Description
3.510
55
Onsite Woods B
2.730
70
Onsite Woods C
0.000
77
Onsite Woods D
4.070
61
Onsite Open B
0.920
74
Onsite Open C
0.000
80
Onsite Open D
0.940
98
Onsite Impervious
12.170 65 Weighted Average

1121 - SIA DP #1 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 5
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Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.8
105
0.0190
2.2
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
7.2
1,693
0.0080
3.9
78.72 Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
20.4 1,873 Total
Subcatchment 13S: TO WQ #2 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 95.19 cfs @ 11.96 hrs, Volume= 4.401 af, Depth= 1.38"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
11.530
61
Onsite Open B
7.750
74
Onsite Open C
19.020
98
Onsite Impervious
38.300
82
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: TO WQ #8 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 94.02 cfs @ 11.96 hrs, Volume= 4.424 af, Depth= 1.82"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN
Description
4.360
61
Onsite Open B
1.240
74
Onsite Open C
6.270
80
Onsite Open D
17.330
98
Onsite Impervious
29.200 88 Weighted Average

1121 - SIA DP #1 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: TO WQ #6 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 16.26 cfs @ 11.96 hrs, Volume= 0.765 af, Depth= 1.82"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
0.230 61 Onsite Open Space, HSG 'B'
2.270 80 Onsite Open Space, HSG 'D'
2.550 98 Onsite Impervious
5.050 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 17S: TO WQ #1 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 30.50 cfs @ 11.96 hrs, Volume= 1.410 af, Depth= 1.31"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
5.360 61 Onsite Open B
0.870 74 Onsite Open C
6.650 98 Onsite Impervious
12.880 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 20S: TO DP #4 POST
Runoff = 0.54 cfs @ 12.07 hrs, Volume= 0.054 af, Depth= 0.30"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 1 -Year Rainfall= 3.00"

1121 - SIA DP #1 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 7
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Area (ac)
CN
Description
1.600
55
Onsite Woods B
0.230
77
Onsite Woods D
0.210
61
Onsite Open B
0.080
80
Onsite Open D
2.120
59
Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
9.4
75
0.0800
0.1
Sheet Flow,
0.10
0.7
7.5
1,663
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
360
0.0470
4.5
9.02 Channel Flow,
6.00
291.0
176.0
691,125
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.045
10.7 435 Total
Reach 4R: DP #4 & 5 REACH
Inflow Area = 185.280 ac, Inflow Depth > 0.78" for 1 -Year event
Inflow = 93.82 cfs @ 12.24 hrs, Volume= 12.108 of
Outflow = 79.06 cfs @ 12.52 hrs, Volume= 12.048 af, Atten= 16 %, Lag= 16.6 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.5 fps, Min. Travel Time= 8.8 min
Avg. Velocity = 2.6 fps, Avg. Travel Time= 15.1 min
Peak Depth= 1.33' @ 12.37 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.00807'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.7
7.5
1,663
0.43
3.00
40.5
21.0
96,188
185.34
6.00
291.0
176.0
691,125
1,201.80
Pond 12P: WQ #2
Inflow Area =
38.300 ac,
Inflow Depth = 1.38"
for 1 -Year event
Inflow =
95.19 cfs @
11.96 hrs, Volume=
4.401 of
Outflow =
2.68 cfs @
14.89 hrs, Volume=
2.145 af, Atten= 97 %, Lag= 175.6 min
Primary =
2.68 cfs @
14.89 hrs, Volume=
2.145 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 372.02' @ 14.89 hrs Surf.Area= 63,017 sf Storage= 120,353 cf
Plug -Flow detention time= 363.3 min calculated for 2.145 of (49% of inflow)
Center -of -Mass det. time= 238.2 min ( 1,073.4 - 835.3 )

1121 - SIA DP #1 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 8
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Volume Invert
Avail.Storage Storage Description
#1 370.00'
561,747 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
370.00
56,196
0 0
372.00
62,949
119,145 119,145
374.00
69,996
132,945 252,090
376.00
77,340
147,336 399,426
378.00
84,981
162,321 561,747
Device Routing
Invert
Outlet Devices
#1 Primary
370.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
#3 Device 1
358.00'
Outlet Invert= 369.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
378.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
370.00'
4.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
371.30'
15.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =2.68 cfs @ 14.89 hrs HW= 372.02' (Free Discharge)
L = Culvert (Passes 2.68 cfs of 14.58 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.57 cfs @ 6.6 fps)
4= Orifice /Grate (Orifice Controls 2.11 cfs @ 2.9 fps)
Pond 14P: WQ #8
Inflow Area =
29.200 ac,
Inflow Depth = 1.82"
for 1 -Year event
Inflow =
94.02 cfs @
11.96 hrs, Volume=
4.424 of
Outflow =
2.71 cfs @
14.23 hrs, Volume=
2.207 af, Atten= 97 %, Lag= 136.7 min
Primary =
2.71 cfs @
14.23 hrs, Volume=
2.207 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 359.93' @ 14.23 hrs Surf.Area= 68,121 sf Storage= 124,737 cf
Plug -Flow detention time= 364.5 min calculated for 2.207 of (50% of inflow)
Center -of -Mass det. time= 248.9 min ( 1,062.6 - 813.7 )
Volume Invert
#1 358.00'
Avail.Storage Storage Description
433,022 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
358.00
61,319
0 0
360.00
68,377
129,696 129,696
362.00
75,754
144,131 273,827
364.00
83,441
159,195 433,022
Device Routing
Invert
Outlet Devices
#1 Primary
358.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 357.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
364.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
358.00'
4.0" Vert. Orifice /Grate C= 0.600

1121 - SIA DP #1 POST
Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 9
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
#4 Device 1 359.10' 12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =2.71 cfs @ 14.23 hrs HW= 359.93' (Free Discharge)
L = Culvert (Passes 2.71 cfs of 13.70 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.56 cfs @ 6.4 fps)
4= Orifice /Grate (Orifice Controls 2.15 cfs @ 3.1 fps)
Pond 16P: WQ #1
Inflow Area =
12.880 ac,
Inflow Depth = 1.31"
for 1 -Year event
Inflow =
30.50 cfs @
11.96 hrs, Volume=
1.410 of
Outflow =
0.83 cfs @
15.16 hrs, Volume=
0.660 af, Atten= 97 %, Lag= 192.1 min
Primary =
0.83 cfs @
15.16 hrs, Volume=
0.660 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 361.21' @ 15.16 hrs Surf.Area= 33,132 sf Storage= 38,964 cf
Plug -Flow detention time= 368.7 min calculated for 0.659 of (47% of inflow)
Center -of -Mass det. time= 241.7 min ( 1,080.3 - 838.6 )
Volume Invert
#1 360.00'
Avail.Storage Storage Description
214,441 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
360.00
31,407
0 0
362.00
34,265
65,672 65,672
364.00
37,174
71,439 137,111
366.00
40,156
77,330 214,441
Device Routing
Invert
Outlet Devices
#1 Primary
360.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 359.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
366.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
360.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
360.80'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.83 cfs @ 15.16 hrs HW= 361.21' (Free Discharge)
L = Culvert (Passes 0.83 cfs of 6.73 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.17 cfs @ 5.1 fps)
4= Orifice /Grate (Orifice Controls 0.65 cfs @ 2.2 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Pond 17P: WQ #6
Inflow Area =
5.050 ac,
Inflow Depth = 1.82"
for 1 -Year event
Inflow =
16.26 cfs @
11.96 hrs, Volume=
0.765 of
Outflow =
0.86 cfs @
12.97 hrs, Volume=
0.445 af, Atten= 95 %, Lag= 60.6 min
Primary =
0.86 cfs @
12.97 hrs, Volume=
0.445 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #1 POST
Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 10
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Peak Elev= 384.55' @ 12.97 hrs Surf.Area= 10,467 sf Storage= 20,095 cf
Plug -Flow detention time= 348.6 min calculated for 0.444 of (58% of inflow)
Center -of -Mass det. time= 238.2 min ( 1,051.9 - 813.7 )
Volume Invert
Avail.Storage Storage Description
#1 382.00'
37,291 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
382.00
5,211
0 0
384.00
9,455
14,666 14,666
386.00
13,170
22,625 37,291
Device Routing
Invert
Outlet Devices
#1 Primary
382.00'
18.0" x 50.0' long Culvert RCP, groove end w /headwall, Ke= 0.200
Outlet Invert= 381.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
384.50'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
382.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
383.50'
4.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.83 cfs @ 12.97 hrs HW= 384.54' (Free Discharge)
L = Culvert (Passes 0.83 cfs of 12.12 cfs potential flow)
2= Orifice /Grate (Weir Controls 0.39 cfs @ 0.7 fps)
3= Orifice /Grate (Orifice Controls 0.04 cfs @ 7.6 fps)
4= Orifice /Grate (Orifice Controls 0.39 cfs @ 4.5 fps)
Link 3L: DP #1 POST
Inflow Area = 752.630 ac, Inflow Depth > 0.81" for 1 -Year event
Inflow = 280.09 cfs @ 12.33 hrs, Volume= 50.876 of
Primary = 280.09 cfs @ 12.33 hrs, Volume= 50.876 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2 POST
Inflow Area = 435.670 ac, Inflow Depth > 0.84" for 1 -Year event
Inflow = 204.25 cfs @ 12.27 hrs, Volume= 30.341 of
Primary = 204.25 cfs @ 12.27 hrs, Volume= 30.341 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
1 -Year Primary Outflow Imported from 1121 - SIA DP #2 POST-Link 10L
Link 11 L: DP #3 POST
Inflow Area = 264.950 ac, Inflow Depth > 0.77" for 1 -Year event
Inflow = 84.77 cfs @ 12.51 hrs, Volume= 16.913 of
Primary = 84.77 cfs @ 12.51 hrs, Volume= 16.913 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #1 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 11
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Link 18L: DP #5 POST
Inflow Area = 178.110 ac, Inflow Depth > 0.78" for 1 -Year event
Inflow = 93.19 cfs @ 12.24 hrs, Volume= 11.609 of
Primary = 93.19 cfs @ 12.24 hrs, Volume= 11.609 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
1 -Year Primary Outflow Imported from 1121 - SIA DP #5 POST-Link 5L
Link 19L: DP #4 POST
Inflow Area = 7.170 ac, Inflow Depth > 0.83" for 1 -Year event
Inflow = 0.95 cfs @ 12.95 hrs, Volume= 0.499 of
Primary = 0.95 cfs @ 12.95 hrs, Volume= 0.499 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #1 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 12
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 POST RunoffArea= 39.130 ac Runoff Depth= 1.24"
Flow Length= 1,986' Tc =18.7 min CN =74 Runoff =53.83 cfs 4.043 of
Subcatchment 2S: TO DP #3 POST Runoff Area = 12.170 ac Runoff Depth >0.75"
Flow Length= 1,873' Tc =20.4 min CN =65 Runoff =8.40 cfs 0.763 of
Subcatchment 13S: TO WQ #2 POST Runoff Area = 38.300 ac Runoff Depth= 1.78"
Tc =5.0 min CN =82 Runoff = 122.68 cfs 5.689 of
Subcatchment 15S: TO WQ #8 POST Runoff Area = 29.200 ac Runoff Depth= 2.27"
Tc =5.0 min CN =88 Runoff = 116.20 cfs 5.520 of
Subcatchment 16S: TO WQ #6 POST Runoff Area =5.050 ac Runoff Depth= 2.27"
Tc =5.0 min CN =88 Runoff =20.10 cfs 0.955 of
Subcatchment 17S: TO WQ #1 POST Runoff Area= 12.880 ac Runoff Depth= 1.71"
Tc =5.0 min CN =81 Runoff =39.61 cfs 1.834 of
Subcatchment 20S: TO DP #4 POST Runoff Area =2.120 ac Runoff Depth = 0.49"
Flow Length =435' Tc =10.7 min CN =59 Runoff =1.14 cfs 0.087 of
Reach 4R: DP #4 & 5 REACH Peak Depth =1.98' Max Vet =4.5 fps Inflow= 142.40 cfs 16.967 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow= 120.35 cfs 16.902 of
Pond 12P: WQ #2 Peak Elev= 372.41' Storage= 145.521 cf Inflow= 122.68 cfs 5.689 of
Outflow =4.78 cfs 3.337 of
Pond 14P: WQ #8 Peak EIev= 360.33' Storage= 152.356 cf Inflow= 116.20 cfs 5.520 of
Outflow =3.85 cfs 3.154 of
Pond 16P: WQ #1 Peak EIev= 361.43' Storage= 46.418 cf Inflow =39.61 cfs 1.834 of
Outflow =1.60 cfs 1.057 of
Pond 17P: WQ #6 Peak EIev= 384.68' Storage= 21.571 cf Inflow =20.10 cfs 0.955 of
Outflow =3.72 cfs 0.618 of
Link 3L: DP #1 POST Inflow= 414.48 cfs 70.512 of
Primary= 414.48 cfs 70.512 of
Link 10L: 2 -Year Primary Outflow Imported from 1121 - SIA DP#2 POST -Link 10L Inflow= 295.37 cfs 41.256 of
Primary= 295.37 cfs 41.256 of
Link 11 L: DP #3 POST Inflow= 131.13 cfs 24.155 of
Primary= 131.13 cfs 24.155 of

1121 - SIA DP #1 POST
Type 11 24 -hr 2 -Year Rainfall =3.50"
Prepared by {enter your company name here} Page 13
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Link 18L: 2 -Year Primary Outflow Imported from 1121 - SIA DP #5 POST -Link 5L Inflow= 138.70 cfs 16.262 of
Primary= 138.70 cfs 16.262 of
Riil'.tpowm7a°,lleiaIII
Inflow =4.75 cfs 0.705 of
Primary=4.75 cfs 0.705 of
Total Runoff Area = 138.850 ac Runoff Volume = 18.891 of Average Runoff Depth = 1.63"

1121 - SIA DP #1 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 14
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 1S: TO DP #1 POST
Runoff = 53.83 cfs @ 12.12 hrs, Volume= 4.043 af, Depth= 1.24"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
1.520
55
Onsite Woods B
3.460
70
Onsite Woods C
0.760
77
Onsite Woods D
3.260
61
Onsite Open B
0.430
74
Onsite Open C
0.640
80
Onsite Open D
0.770
98
Onsite Impervious
1.360
55
Offsite Woods B
0.890
70
Offsite Woods C
22.510
77
Offsite Woods D
3.530
80
Offsite Open D
39.130 74 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Onsite Woods D
12.4
75
0.0400
0.1
74
Sheet Flow,
0.000
80
Onsite Open D
0.940
98
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
286
0.1000
5.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.2
562
0.0700
7.9
47.30
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
1.7
530
0.0060
5.3
399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5
533
0.0020
3.6
534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
18.7 1,986 Total
Subcatchment 2S: TO DP #3 POST
Runoff = 8.40 cfs @ 12.16 hrs, Volume= 0.763 af, Depth> 0.75"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN
Description
3.510
55
Onsite Woods B
2.730
70
Onsite Woods C
0.000
77
Onsite Woods D
4.070
61
Onsite Open B
0.920
74
Onsite Open C
0.000
80
Onsite Open D
0.940
98
Onsite Impervious
12.170 65 Weighted Average

1121 - SIA DP #1 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 15
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.8
105
0.0190
2.2
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
7.2
1,693
0.0080
3.9
78.72 Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
20.4 1,873 Total
Subcatchment 13S: TO WQ #2 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 122.68 cfs @ 11.96 hrs, Volume= 5.689 af, Depth= 1.78"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
11.530
61
Onsite Open B
7.750
74
Onsite Open C
19.020
98
Onsite Impervious
38.300
82
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: TO WQ #8 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 116.20 cfs @ 11.95 hrs, Volume= 5.520 af, Depth= 2.27"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN
Description
4.360
61
Onsite Open B
1.240
74
Onsite Open C
6.270
80
Onsite Open D
17.330
98
Onsite Impervious
29.200 88 Weighted Average

1121 - SIA DP #1 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 16
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: TO WQ #6 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 20.10 cfs @ 11.95 hrs, Volume= 0.955 af, Depth= 2.27"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
0.230 61 Onsite Open Space, HSG 'B'
2.270 80 Onsite Open Space, HSG 'D'
2.550 98 Onsite Impervious
5.050 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 17S: TO WQ #1 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 39.61 cfs @ 11.96 hrs, Volume= 1.834 af, Depth= 1.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
5.360 61 Onsite Open B
0.870 74 Onsite Open C
6.650 98 Onsite Impervious
12.880 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 20S: TO DP #4 POST
Runoff = 1.14 cfs @ 12.06 hrs, Volume= 0.087 af, Depth= 0.49"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Rainfall= 3.50"

1121 - SIA DP #1 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 17
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Area (ac)
CN
Description
1.600
55
Onsite Woods B
0.230
77
Onsite Woods D
0.210
61
Onsite Open B
0.080
80
Onsite Open D
2.120
59
Weighted Average
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
9.4
75
0.0800
0.1
Sheet Flow,
0.10
0.7
7.5
1,663
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
360
0.0470
4.5
9.02 Channel Flow,
6.00
291.0
176.0
691,125
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.045
10.7 435 Total
Reach 4R: DP #4 & 5 REACH
Inflow Area = 185.280 ac, Inflow Depth > 1.10" for 2 -Year event
Inflow = 142.40 cfs @ 12.23 hrs, Volume= 16.967 of
Outflow = 120.35 cfs @ 12.50 hrs, Volume= 16.902 af, Atten= 15 %, Lag= 16.5 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.5 fps, Min. Travel Time= 8.7 min
Avg. Velocity = 2.7 fps, Avg. Travel Time= 14.6 min
Peak Depth= 1.98'@ 12.36 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.00807'
Depth
End Area
Perim.
Storage
Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet)
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.7
7.5
1,663
0.43
3.00
40.5
21.0
96,188
185.34
6.00
291.0
176.0
691,125
1,201.80
Pond 12P: WQ #2
Inflow Area =
38.300 ac,
Inflow Depth = 1.78"
for 2 -Year event
Inflow =
122.68 cfs @
11.96 hrs, Volume=
5.689 of
Outflow =
4.78 cfs @
13.63 hrs, Volume=
3.337 af, Atten= 96 %, Lag= 100.3 min
Primary =
4.78 cfs @
13.63 hrs, Volume=
3.337 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 372.41' @ 13.63 hrs Surf.Area= 64,408 sf Storage= 145,521 cf
Plug -Flow detention time= 323.1 min calculated for 3.330 of (59% of inflow)
Center -of -Mass det. time= 207.8 min ( 1,035.7 - 827.9 )

1121 - SIA DP #1 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 18
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Volume Invert
Avail.Storage Storage Description
#1 370.00'
561,747 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
370.00
56,196
0 0
372.00
62,949
119,145 119,145
374.00
69,996
132,945 252,090
376.00
77,340
147,336 399,426
378.00
84,981
162,321 561,747
Device Routing
Invert
Outlet Devices
#1 Primary
370.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
#3 Device 1
358.00'
Outlet Invert= 369.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
378.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
370.00'
4.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
371.30'
15.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =4.78 cfs @ 13.63 hrs HW= 372.41' (Free Discharge)
L = Culvert (Passes 4.78 cfs of 17.85 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.63 cfs @ 7.2 fps)
4= Orifice /Grate (Orifice Controls 4.15 cfs @ 3.6 fps)
Pond 14P: WQ #8
Inflow Area =
29.200 ac,
Inflow Depth = 2.27"
for 2 -Year event
Inflow =
116.20 cfs @
11.95 hrs, Volume=
5.520 of
Outflow =
3.85 cfs @
13.81 hrs, Volume=
3.154 af, Atten= 97 %, Lag= 111.0 min
Primary =
3.85 cfs @
13.81 hrs, Volume=
3.154 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 360.33' @ 13.81 hrs Surf.Area= 69,589 sf Storage= 152,356 cf
Plug -Flow detention time= 354.3 min calculated for 3.147 of (57% of inflow)
Center -of -Mass det. time= 245.2 min ( 1,052.6 - 807.4 )
Volume Invert
#1 358.00'
Avail.Storage Storage Description
433,022 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
358.00
61,319
0 0
360.00
68,377
129,696 129,696
362.00
75,754
144,131 273,827
364.00
83,441
159,195 433,022
Device Routing
Invert
Outlet Devices
#1 Primary
358.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 357.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
364.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
358.00'
4.0" Vert. Orifice /Grate C= 0.600

1121 - SIA DP #1 POST
Type 11 24 -hr 2 -Year Rainfall =3.50"
Prepared by {enter your company name here} Page 19
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
#4 Device 1 359.10' 12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =3.85 cfs @ 13.81 hrs HW= 360.33' (Free Discharge)
L = Culvert (Passes 3.85 cfs of 17.24 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.62 cfs @ 7.1 fps)
4= Orifice /Grate (Orifice Controls 3.23 cfs @ 4.1 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 361.43' @ 13.58 hrs Surf.Area= 33,452 sf Storage= 46,418 cf
Plug -Flow detention time= 318.7 min calculated for 1.055 of (58% of inflow)
Center -of -Mass det. time= 201.3 min ( 1,032.3 - 831.0 )
Volume Invert
#1 360.00'
Avail.Storage Storage Description
214,441 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Pond 16P: WQ #1
Inflow Area =
12.880 ac,
Inflow Depth = 1.71"
for 2 -Year event
Inflow =
39.61 cfs @
11.96 hrs, Volume=
1.834 of
Outflow =
1.60 cfs @
13.58 hrs, Volume=
1.057 af, Atten= 96 %, Lag= 97.1 min
Primary =
1.60 cfs @
13.58 hrs, Volume=
1.057 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 361.43' @ 13.58 hrs Surf.Area= 33,452 sf Storage= 46,418 cf
Plug -Flow detention time= 318.7 min calculated for 1.055 of (58% of inflow)
Center -of -Mass det. time= 201.3 min ( 1,032.3 - 831.0 )
Volume Invert
#1 360.00'
Avail.Storage Storage Description
214,441 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
360.00
31,407
0 0
362.00
34,265
65,672 65,672
364.00
37,174
71,439 137,111
366.00
40,156
77,330 214,441
Device Routing
Invert
Outlet Devices
#1 Primary
360.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 359.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
366.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
360.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
360.80'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =1.60 cfs @ 13.58 hrs HW= 361.43' (Free Discharge)
L = Culvert (Passes 1.60 cfs of 8.84 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.19 cfs @ 5.5 fps)
4= Orifice /Grate (Orifice Controls 1.41 cfs @ 2.7 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Pond 17P: WQ #6
Inflow Area =
5.050 ac,
Inflow Depth = 2.27"
for 2 -Year event
Inflow =
20.10 cfs @
11.95 hrs, Volume=
0.955 of
Outflow =
3.72 cfs @
12.13 hrs, Volume=
0.618 af, Atten= 81 %, Lag= 10.8 min
Primary =
3.72 cfs @
12.13 hrs, Volume=
0.618 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #1 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 20
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Peak Elev= 384.68' @ 12.13 hrs Surf.Area= 10,726 sf Storage= 21,571 cf
Plug -Flow detention time= 279.3 min calculated for 0.618 of (65% of inflow)
Center -of -Mass det. time= 174.8 min ( 982.2 - 807.4 )
Volume Invert
Avail.Storage Storage Description
#1 382.00'
37,291 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
382.00
5,211
0 0
384.00
9,455
14,666 14,666
386.00
13,170
22,625 37,291
Device Routing
Invert
Outlet Devices
#1 Primary
382.00'
18.0" x 50.0' long Culvert RCP, groove end w /headwall, Ke= 0.200
Outlet Invert= 381.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
384.50'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
382.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
383.50'
4.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =3.68 cfs @ 12.13 hrs HW= 384.68' (Free Discharge)
L = Culvert (Passes 3.68 cfs of 12.65 cfs potential flow)
2= Orifice /Grate (Weir Controls 3.21 cfs @ 1.4 fps)
3= Orifice /Grate (Orifice Controls 0.04 cfs @ 7.8 fps)
4= Orifice /Grate (Orifice Controls 0.42 cfs @ 4.9 fps)
Link 3L: DP #1 POST
Inflow Area = 752.630 ac, Inflow Depth > 1.12" for 2 -Year event
Inflow = 414.48 cfs @ 12.31 hrs, Volume= 70.512 of
Primary = 414.48 cfs @ 12.31 hrs, Volume= 70.512 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2 POST
Inflow Area = 435.670 ac, Inflow Depth > 1.14" for 2 -Year event
Inflow = 295.37 cfs @ 12.26 hrs, Volume= 41.256 of
Primary = 295.37 cfs @ 12.26 hrs, Volume= 41.256 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
2 -Year Primary Outflow Imported from 1121 - SIA DP #2 POST-Link 10L
Link 11 L: DP #3 POST
Inflow Area = 264.950 ac, Inflow Depth > 1.09" for 2 -Year event
Inflow = 131.13 cfs @ 12.50 hrs, Volume= 24.155 of
Primary = 131.13 cfs @ 12.50 hrs, Volume= 24.155 af, Atten= 0 %,
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Lag= 0.0 min

1121 - SIA DP #1 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 21
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Link 18L: DP #5 POST
Inflow Area = 178.110 ac, Inflow Depth > 1.10" for 2 -Year event
Inflow = 138.70 cfs @ 12.23 hrs, Volume= 16.262 of
Primary = 138.70 cfs @ 12.23 hrs, Volume= 16.262 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
2 -Year Primary Outflow Imported from 1121 - SIA DP #5 POST-Link 5L
Link 19L: DP #4 POST
Inflow Area = 7.170 ac, Inflow Depth > 1.18" for 2 -Year event
Inflow = 4.75 cfs @ 12.12 hrs, Volume= 0.705 of
Primary = 4.75 cfs @ 12.12 hrs, Volume= 0.705 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #1 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 22
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 POST RunoffArea= 39.130 ac Runoff Depth= 2.44"
Flow Length= 1,986' Tc =18.7 min CN =74 Runoff = 109.53 cfs 7.970 of
Subcatchment 2S: TO DP #3 POST RunoffArea= 12.170 ac Runoff Depth >1.72"
Flow Length= 1,873' Tc =20.4 min CN =65 Runoff =21.87 cfs 1.745 of
Subcatchment 13S: TO WQ #2 POST Runoff Area = 38.300 ac Runoff Depth= 3.17"
Tc =5.0 min CN =82 Runoff = 214.23 cfs 10.113 of
Subcatchment 15S: TO WQ #8 POST Runoff Area = 29.200 ac Runoff Depth= 3.76"
Tc =5.0 min CN =88 Runoff = 187.51 cfs 9.159 of
Subcatchment 16S: TO WQ #6 POST Runoff Area =5.050 ac Runoff Depth= 3.76"
Tc =5.0 min CN =88 Runoff =32.43 cfs 1.584 of
Subcatchment 17S: TO WQ #1 POST Runoff Area= 12.880 ac Runoff Depth= 3.07"
Tc =5.0 min CN =81 Runoff =70.16 cfs 3.299 of
Subcatchment 20S: TO DP #4 POST Runoff Area =2.120 ac Runoff Depth= 1.29"
Flow Length =435' Tc =10.7 min CN =59 Runoff =3.78 cfs 0.228 of
Reach 4R: DP #4 & 5 REACH Peak Depth =3.24' Max Vet =4.6 fps Inflow= 321.22 cfs 34.664 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow= 266.49 cfs 34.578 of
Pond 12P: WQ #2 Peak EIev= 374.10' Storage= 259.427 cf Inflow= 214.23 cfs 10.113 of
Outflow =9.56 cfs 7.373 of
Pond 14P: WQ #8 Peak EIev= 361.78' Storage= 256.958 cf Inflow= 187.51 cfs 9.159 of
Outflow =6.38 cfs 5.863 of
Pond 16P: WQ #1 Peak EIev= 362.41' Storage= 79.959 cf Inflow =70.16 cfs 3.299 of
Outflow =4.24 cfs 2.454 of
Pond 17P: WQ #6 Peak EIev= 385.39' Storage= 29.658 cf Inflow =32.43 cfs 1.584 of
Outflow =15.09 cfs 1.203 of
Link 3L: DP #1 POST Inflow= 909.12 cfs 139.507 of
Primary= 909.12 cfs 139.507 of
Link 10L 10 -Year Primary Outflow Imported from 1121 - SIA DP#2 POST -Link 10L Inflow= 632.70 cfs 79.524 of
Primary= 632.70 cfs 79.524 of
Link 11 L: DP #3 POST Inflow= 289.48 cfs 49.559 of
Primary= 289.48 cfs 49.559 of

1121 - SIA DP #1 POST
Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 23
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Link 18L: 10 -Year Primary Outflow Imported from 1121 - SIA DP #5 POST -Link 5L Inflow= 306.39 cfs 33.233 of
Primary= 306.39 cfs 33.233 of
Riil'.tpowm7a°,lleiaIII
Inflow =18.86 cfs 1.431 of
Primary=18.86 cfs 1.431 of
Total Runoff Area = 138.850 ac Runoff Volume = 34.099 of Average Runoff Depth = 2.95"

1121 - SIA DP #1 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 24
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 1S: TO DP #1 POST
Runoff = 109.53 cfs @ 12.12 hrs, Volume= 7.970 af, Depth= 2.44"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
1.520
55
Onsite Woods B
3.460
70
Onsite Woods C
0.760
77
Onsite Woods D
3.260
61
Onsite Open B
0.430
74
Onsite Open C
0.640
80
Onsite Open D
0.770
98
Onsite Impervious
1.360
55
Offsite Woods B
0.890
70
Offsite Woods C
22.510
77
Offsite Woods D
3.530
80
Offsite Open D
39.130 74 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
Onsite Woods D
12.4
75
0.0400
0.1
74
Sheet Flow,
0.000
80
Onsite Open D
0.940
98
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
286
0.1000
5.1
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
1.2
562
0.0700
7.9
47.30
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
1.7
530
0.0060
5.3
399.05
Channel Flow,
Area= 75.0 sf Perim= 25.0' r= 3.00' n= 0.045
2.5
533
0.0020
3.6
534.69
Channel Flow,
Area= 150.0 sf Perim= 40.0' r= 3.75' n= 0.045
18.7 1,986 Total
Subcatchment 2S: TO DP #3 POST
Runoff = 21.87 cfs @ 12.15 hrs, Volume= 1.745 af, Depth> 1.72"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN
Description
3.510
55
Onsite Woods B
2.730
70
Onsite Woods C
0.000
77
Onsite Woods D
4.070
61
Onsite Open B
0.920
74
Onsite Open C
0.000
80
Onsite Open D
0.940
98
Onsite Impervious
12.170 65 Weighted Average

1121 - SIA DP #1 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 25
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
12.4
75
0.0400
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.8
105
0.0190
2.2
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
7.2
1,693
0.0080
3.9
78.72 Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
20.4 1,873 Total
Subcatchment 13S: TO WQ #2 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 214.23 cfs @ 11.96 hrs, Volume= 10.113 af, Depth= 3.17"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
11.530
61
Onsite Open B
7.750
74
Onsite Open C
19.020
98
Onsite Impervious
38.300
82
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 15S: TO WQ #8 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 187.51 cfs @ 11.95 hrs, Volume= 9.159 af, Depth= 3.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN
Description
4.360
61
Onsite Open B
1.240
74
Onsite Open C
6.270
80
Onsite Open D
17.330
98
Onsite Impervious
29.200 88 Weighted Average

1121 - SIA DP #1 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 26
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 16S: TO WQ #6 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 32.43 cfs @ 11.95 hrs, Volume= 1.584 af, Depth= 3.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
0.230 61 Onsite Open Space, HSG 'B'
2.270 80 Onsite Open Space, HSG 'D'
2.550 98 Onsite Impervious
5.050 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 17S: TO WQ #1 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 70.16 cfs @ 11.96 hrs, Volume= 3.299 af, Depth= 3.07"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
5.360 61 Onsite Open B
0.870 74 Onsite Open C
6.650 98 Onsite Impervious
12.880 81 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 20S: TO DP #4 POST
Runoff = 3.78 cfs @ 12.04 hrs, Volume= 0.228 af, Depth= 1.29"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Rainfall = 5.10"

1121 - SIA DP #1 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 27
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Area (ac)
CN
Description
1.600
55
Onsite Woods B
0.230
77
Onsite Woods D
0.210
61
Onsite Open B
0.080
80
Onsite Open D
2.120
59
Weighted Average
Tc
(min)
Length
(feet)
Slope
(ft/ft)
Velocity
(ft /sec)
Capacity Description
(cfs)
9.4
75
0.0800
0.1
Sheet Flow,
0.00
0.0
0.0
0 0.00
Woods: Light underbrush n= 0.400 P2= 3.50"
1.3
360
0.0470
4.5
9.02 Channel Flow,
3.00
40.5
21.0
96,188 185.34
Area= 2.0 sf Perim= 4.0' r= 0.50' n= 0.045
10.7 435 Total
Reach 4R: DP #4 & 5 REACH
Inflow Area = 185.280 ac, Inflow Depth > 2.25" for 10 -Year event
Inflow = 321.22 cfs @ 12.21 hrs, Volume= 34.664 of
Outflow = 266.49 cfs @ 12.48 hrs, Volume= 34.578 af, Atten= 17 %, Lag= 16.4 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 4.6 fps, Min. Travel Time= 8.7 min
Avg. Velocity = 3.0 fps, Avg. Travel Time= 13.4 min
Peak Depth= 3.24'@ 12.34 hrs
Capacity at bank full= 1,201.80 cfs
Inlet Invert= 366.00', Outlet Invert= 347.00'
Custom cross - section table, n= 0.045
Length= 2,375.0' Slope= 0.00807'
Depth
End Area
Perim.
Storage Discharge
(feet)
(sq -ft)
(feet)
(cubic -feet) (cfs)
0.00
0.0
0.0
0 0.00
0.10
0.7
7.5
1,663 0.43
3.00
40.5
21.0
96,188 185.34
6.00
291.0
176.0
691,125 1,201.80
Pond 12P: WQ
#2
Inflow Area =
38.300 ac,
Inflow Depth= 3.17" for
10 -Year event
Inflow
= 214.23 cfs @
11.96 hrs, Volume=
10.113 of
Outflow
=
9.56 cfs @
13.23 hrs, Volume=
7.373 af, Atten= 96 %, Lag= 76.2 min
Primary
=
9.56 cfs @
13.23 hrs, Volume=
7.373 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 374.10' @ 13.23 hrs Surf.Area= 70,380 sf Storage= 259,427 cf
Plug -Flow detention time= 320.2 min calculated for 7.373 of (73% of inflow)
Center -of -Mass det. time= 224.5 min ( 1,035.9 - 811.5 )

1121 - SIA DP #1 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 28
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Volume Invert
Avail.Storage Storage Description
#1 370.00'
561,747 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
370.00
56,196
0 0
372.00
62,949
119,145 119,145
374.00
69,996
132,945 252,090
376.00
77,340
147,336 399,426
378.00
84,981
162,321 561,747
Device Routing
Invert
Outlet Devices
#1 Primary
370.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
#3 Device 1
358.00'
Outlet Invert= 369.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
378.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
370.00'
4.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
371.30'
15.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =9.56 cfs @ 13.23 hrs HW= 374.10' (Free Discharge)
L = Culvert (Passes 9.56 cfs of 26.65 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.83 cfs @ 9.6 fps)
4= Orifice /Grate (Orifice Controls 8.72 cfs @ 7.1 fps)
Pond 14P: WQ #8
Inflow Area =
29.200 ac,
Inflow Depth= 3.76"
for 10 -Year event
Inflow =
187.51 cfs @
11.95 hrs, Volume=
9.159 of
Outflow =
6.38 cfs @
13.65 hrs, Volume=
5.863 af, Atten= 97 %, Lag= 101.7 min
Primary =
6.38 cfs @
13.65 hrs, Volume=
5.863 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 361.78' @ 13.65 hrs Surf.Area= 74,928 sf Storage= 256,958 cf
Plug -Flow detention time= 378.3 min calculated for 5.863 of (64% of inflow)
Center -of -Mass det. time= 276.0 min ( 1,069.1 - 793.1 )
Volume Invert
#1 358.00'
Avail.Storage Storage Description
433,022 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
358.00
61,319
0 0
360.00
68,377
129,696 129,696
362.00
75,754
144,131 273,827
364.00
83,441
159,195 433,022
Device Routing
Invert
Outlet Devices
#1 Primary
358.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 357.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
364.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
358.00'
4.0" Vert. Orifice /Grate C= 0.600

1121 - SIA DP #1 POST
Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 29
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
#4 Device 1 359.10' 12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =6.38 cfs @ 13.65 hrs HW= 361.78' (Free Discharge)
L = Culvert (Passes 6.38 cfs of 25.20 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.80 cfs @ 9.1 fps)
4= Orifice /Grate (Orifice Controls 5.58 cfs @ 7.1 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 362.41' @ 12.77 hrs Surf.Area= 34,866 sf Storage= 79,959 cf
Plug -Flow detention time= 267.1 min calculated for 2.449 of (74% of inflow)
Center -of -Mass det. time= 174.0 min ( 988.3 - 814.2 )
Volume Invert
#1 360.00'
Avail.Storage Storage Description
214,441 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Pond 16P: WQ #1
Inflow Area =
12.880 ac,
Inflow Depth= 3.07"
for 10 -Year event
Inflow =
70.16 cfs @
11.96 hrs, Volume=
3.299 of
Outflow =
4.24 cfs @
12.77 hrs, Volume=
2.454 af, Atten= 94 %, Lag= 48.8 min
Primary =
4.24 cfs @
12.77 hrs, Volume=
2.454 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 362.41' @ 12.77 hrs Surf.Area= 34,866 sf Storage= 79,959 cf
Plug -Flow detention time= 267.1 min calculated for 2.449 of (74% of inflow)
Center -of -Mass det. time= 174.0 min ( 988.3 - 814.2 )
Volume Invert
#1 360.00'
Avail.Storage Storage Description
214,441 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
360.00
31,407
0 0
362.00
34,265
65,672 65,672
364.00
37,174
71,439 137,111
366.00
40,156
77,330 214,441
Device Routing
Invert
Outlet Devices
#1 Primary
360.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 359.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
366.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
360.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
360.80'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =4.24 cfs @ 12.77 hrs HW= 362.41' (Free Discharge)
L = Culvert (Passes 4.24 cfs of 17.84 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.25 cfs @ 7.3 fps)
4= Orifice /Grate (Orifice Controls 3.99 cfs @ 5.1 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Pond 17P: WQ #6
Inflow Area =
5.050 ac,
Inflow Depth= 3.76"
for 10 -Year event
Inflow =
32.43 cfs @
11.95 hrs, Volume=
1.584 of
Outflow =
15.09 cfs @
12.06 hrs, Volume=
1.203 af, Atten= 53 %, Lag= 6.2 min
Primary =
15.09 cfs @
12.06 hrs, Volume=
1.203 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #1 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 30
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Peak Elev= 385.39' @ 12.06 hrs Surf.Area= 12,045 sf Storage= 29,658 cf
Plug -Flow detention time= 180.3 min calculated for 1.203 of (76% of inflow)
Center -of -Mass det. time= 92.1 min ( 885.2 - 793.1 )
Volume Invert
Avail.Storage Storage Description
#1 382.00'
37,291 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
382.00
5,211
0 0
384.00
9,455
14,666 14,666
386.00
13,170
22,625 37,291
Device Routing
Invert
Outlet Devices
#1 Primary
382.00'
18.0" x 50.0' long Culvert RCP, groove end w /headwall, Ke= 0.200
Outlet Invert= 381.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
384.50'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
382.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
383.50'
4.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =15.07 cfs @ 12.06 hrs HW= 385.39' (Free Discharge)
L = Culvert (Barrel Controls 15.07 cfs @ 8.5 fps)
2= Orifice /Grate (Passes < 34.34 cfs potential flow)
3= Orifice /Grate (Passes < 0.05 cfs potential flow)
4= Orifice /Grate (Passes < 0.55 cfs potential flow)
Link 3L: DP #1 POST
Inflow Area = 752.630 ac, Inflow Depth > 2.22" for 10 -Year event
Inflow = 909.12 cfs @ 12.27 hrs, Volume= 139.507 of
Primary = 909.12 cfs @ 12.27 hrs, Volume= 139.507 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 10L: DP #2 POST
Inflow Area = 435.670 ac, Inflow Depth > 2.19" for 10 -Year event
Inflow = 632.70 cfs @ 12.24 hrs, Volume= 79.524 of
Primary = 632.70 cfs @ 12.24 hrs, Volume= 79.524 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
10 -Year Primary Outflow Imported from 1121 - SIA DP #2 POST-Link 10L
Link 11 L: DP #3 POST
Inflow Area = 264.950 ac, Inflow Depth > 2.24" for 10 -Year event
Inflow = 289.48 cfs @ 12.48 hrs, Volume= 49.559 of
Primary = 289.48 cfs @ 12.48 hrs, Volume= 49.559 af, Atten= 0 %,
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Lag= 0.0 min

1121 - SIA DP #1 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 31
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Link 18L: DP #5 POST
Inflow Area = 178.110 ac, Inflow Depth > 2.24" for 10 -Year event
Inflow = 306.39 cfs @ 12.22 hrs, Volume= 33.233 of
Primary = 306.39 cfs @ 12.22 hrs, Volume= 33.233 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
10 -Year Primary Outflow Imported from 1121 - SIA DP #5 POST-Link 5L
Link 19L: DP #4 POST
Inflow Area = 7.170 ac, Inflow Depth > 2.40" for 10 -Year event
Inflow = 18.86 cfs @ 12.04 hrs, Volume= 1.431 of
Primary = 18.86 cfs @ 12.04 hrs, Volume= 1.431 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #1 POST Type 11 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 1
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 1S: TO DP #1 POST RunoffArea= 39.130 ac Runoff Depth= 4.39"
Flow Length= 1,986' Tc =18.7 min CN =74 Runoff= 197.36 cfs 14.324 of
Subcatchment 2S: TO DP #3 POST RunoffArea= 12.170 ac Runoff Depth= 3.41"
Flow Length= 1,873' Tc =20.4 min CN =65 Runoff =45.13 cfs 3.463 of
Subcatchment 13S: TO WQ #2 POST Runoff Area = 38.300 ac Runoff Depth = 5.29"
Tc =5.0 min CN =82 Runoff = 348.59 cfs 16.891 of
Subcatchment 15S: TO WQ #8 POST Runoff Area = 29.200 ac Runoff Depth = 5.98"
Tc =5.0 min CN =88 Runoff = 289.27 cfs 14.558 of
Subcatchment 16S: TO WQ #6 POST Runoff Area =5.050 ac Runoff Depth = 5.98"
Tc =5.0 min CN =88 Runoff =50.03 cfs 2.518 of
Subcatchment 17S: TO WQ #1 POST Runoff Area= 12.880 ac Runoff Depth = 5.18"
Tc =5.0 min CN =81 Runoff= 115.29 cfs 5.558 of
Subcatchment 20S: TO DP #4 POST Runoff Area =2.120 ac Runoff Depth= 2.79"
Flow Length =435' Tc =10.7 min CN =59 Runoff =8.65 cfs 0.492 of
Reach 4R: DP #4 & 5 REACH Peak Depth =3.97' Max Vet =4.6 fps Inflow= 625.23 cfs 63.435 of
n =0.045 L= 2,375.0' S=0.0080'/' Capacity= 1,201.80 cfs Outflow= 514.74 cfs 63.311 of
Pond 12P: WQ #2 Peak Elev= 376.69' Storage= 453.891 cf Inflow= 348.59 cfs 16.891 of
Outflow =13.97 cfs 12.556 of
Pond 14P: WQ #8 Peak Elev= 363.86' Storage= 421.458 cf Inflow= 289.27 cfs 14.558 of
Outflow =8.81 cfs 8.791 of
Pond 16P: WQ #1 Peak EIev= 364.09' Storage= 140.300 cf Inflow= 115.29 cfs 5.558 of
Outflow =6.64 cfs 4.594 of
Pond 17P: WQ #6 Peak EIev= 421.17' Storage= 37.291 cf Inflow =50.03 cfs 2.518 of
Outflow =60.25 cfs 2.100 of
Link 3L: DP #1 POST Inflow= 1,753.27 cfs 247.014 of
Primary= 1,753.27 cfs 247.014 of
Link 100 -Year Primary Outflow Imported from 1121 - SIA DP#2 POST -Link 10L Inflow= 1,196.84 cfs 139.975 of
Primary= 1,196.84 cfs 139.975 of
Link 11 L: DP #3 POST Inflow= 551.79 cfs 88.121 of
Primary= 551.79 cfs 88.121 of

1121 - SIA DP #1 POST Type 11 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Link 18L 100 -Year Primary Outflow Imported from 1121 - SIA DP #5 POST -Link 5L Inflow= 603.51 cfs 60.843 of
Primary= 603.51 cfs 60.843 of
Riil'.tpowm7a°,lleiaIII
Inflow =68.51 cfs 2.592 of
Primary=68.51 cfs 2.592 of
Total Runoff Area = 138.850 ac Runoff Volume = 57.804 of Average Runoff Depth = 5.00"

14S
13S WQ #12
12P
TO DP #10 POS
ZWQ#12
14L
11S
DP #10 OST
12S VTDP#9 POST
TO LS #13 POST 11L
Cl S
TO W� #11 POST
14P 15P
� 16S
TO WQ #9 POST
WQ# 1 WQ #9
9S
DP #9 POST 13 L
6R DP #8
TO DP #8 POST
Zs
DP #8& REACH 18 P Q\
19S
5S
WQ# 10
�
10L TO WQ #10 POST
TO DP #2 POST
DP #2 POST
S4 Reach on Link

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 5S: TO DP #2 POST Runoff Area = 269.700 ac Runoff Depth >0.81"
Flow Length = 5,298' Tc =26.7 min CN =72 Runoff= 180.82 cfs 18.161 of
Subcatchment 9S: TO DP #8 POST Runoff Area= 10.780 ac Runoff Depth= 1.25"
Flow Length= 1,735' Tc =13.9 min CN =80 Runoff =17.81 cfs 1.123 of
Subcatchment 11S: TO DP #9 POST Runoff Area =7.730 ac Runoff Depth = 0.47"
Flow Length= 1,025' Tc =11.4 min CN =64 Runoff =4.07 cfs 0.302 of
Subcatchment 12S: TO LS #13 POST Runoff Area =2.520 ac Runoff Depth= 1.45"
Tc =5.0 min CN =83 Runoff =6.56 cfs 0.304 of
Subcatchment 13S: TO DP #10 POST Runoff Area = 46.460 ac Runoff Depth= 1.13"
Flow Length= 1,567' Tc =17.0 min CN =78 Runoff =61.94 cfs 4.370 of
Subcatchment 14S: TO WQ #12
Subcatchment 16S: TO WQ #9 POST
Subcatchment 17S: TO WQ #11 POST
Subcatchment 19S: TO WQ #10 POST
Runoff Area =9.120 ac Runoff Depth= 1.52"
Tc =5.0 min CN =84 Runoff =24.86 cfs 1.152 of
Runoff Area = 49.950 ac Runoff Depth= 1.82"
Tc =5.0 min CN =88 Runoff = 160.84 cfs 7.568 of
Runoff Area = 23.410 ac Runoff Depth= 1.52"
Tc =5.0 min CN =84 Runoff =63.80 cfs 2.958 of
Runoff Area= 16.000 ac Runoff Depth= 1.82"
Tc =5.0 min CN =88 Runoff =51.52 cfs 2.424 of
Reach 6R: DP #8 &9 REACH Peak Depth =1.33' Max Vet =2.6 fps Inflow =89.81 cfs 12.403 of
n =0.045 L= 2,491.0' S=0.0028'/' Capacity= 1,285.41 cfs Outflow =56.30 cfs 12.180 of
Pond 12P: WQ #12 Peak EIev= 404.18' Storage= 29.586 cf Inflow =24.86 cfs 1.152 of
Outflow =0.89 cfs 0.711 of
Pond 14P: WQ #11 Peak EIev= 393.44' Storage= 84.222 cf Inflow =63.80 cfs 2.958 of
Outflow =1.46 cfs 1.419 of
Pond 15P: WQ #9 Peak EIev= 412.25' Storage= 238.181 cf Inflow= 160.84 cfs 7.568 of
Outflow =2.54 cfs 2.642 of
Pond 18P: WQ #10 Peak EIev= 390.18' Storage= 60.362 cf Inflow =51.52 cfs 2.424 of
Outflow =2.87 cfs 1.531 of
Link 10L: DP #2 POST Inflow= 204.25 cfs 30.341 of
Primary= 204.25 cfs 30.341 of

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 11L: DP #9 POST
Link 13L: DP #8 Post
Link 14L: DP #10 POST
Inflow =67.89 cfs 5.688 of
Primary=67.89 cfs 5.688 of
Inflow =22.23 cfs 6.715 of
Primary=22.23 cfs 6.715 of
Inflow =62.59 cfs 5.082 of
Primary=62.59 cfs 5.082 of
Total Runoff Area = 435.670 ac Runoff Volume = 38.363 of Average Runoff Depth = 1.06"

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 4
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 5S: TO DP #2 POST
Runoff = 180.82 cfs @ 12.23 hrs, Volume= 18.161 af, Depth> 0.81"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN
Description
9.890
55
Onsite Woods B
0.160
70
Onsite Woods C
27.600
77
Onsite Woods D
6.760
61
Onsite Open B
1.630
74
Onsite Open C
20.440
80
Onsite Open D
0.640
98
Onsite Impervious
42.750
55
Offsite Woods B
2.050
70
Offsite Woods C
73.710
77
Offsite Woods D
17.880
61
Offsite Open B
0.110
74
Offsite Open C
66.080
80
Offsite Open D
269.700 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
10.1
75
0.0670
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
192
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
640
0.0280
5.0
29.92
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
7.2
2,290
0.0260
5.3
47.92
Channel Flow,
Area= 9.0 sf Perim= 9.0' r= 1.00' n= 0.045
5.1
1,259
0.0140
4.1
49.69
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
1.3
842
0.0040
10.8
453.63
Channel Flow,
Area= 42.0 sf Perim= 23.0' r= 1.83' n= 0.013
26.7 5,298 Total
Subcatchment 9S: TO DP #8 POST
Runoff = 17.81 cfs @ 12.06 hrs, Volume= 1.123 af, Depth= 1.25"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 1 -Year Rainfall= 3.00"

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 5
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
0.000
70
Onsite Woods C
1.690
77
Onsite Woods D
0.170
74
Onsite Open C
8.430
80
Onsite Open D
0.490
98
Onsite Impervious
10.780 80 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
8.2
75
0.0400
0.2
77 Offsite Woods D
Sheet Flow,
0.000
80 Offsite Open D
7.730
64 Weighted Average
Grass: Dense n= 0.240 P2= 3.50"
2.0
456
0.0540
3.7
(ft/ft) (ft /sec) (cfs)
Shallow Concentrated Flow,
8.0 75
0.1200 0.2
Sheet Flow,
Unpaved Kv= 16.1 fps
1.8
698
0.0450
6.3
37.93
Channel Flow,
3.1 856
0.0170 4.6 54.75
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
1.9
506
0.0220
4.4
26.52
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
13.9 1,735 Total
Subcatchment 11S: TO DP #9 POST
Runoff = 4.07 cfs @ 12.06 hrs, Volume= 0.302 af, Depth= 0.47"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
4.180
55 Onsite Woods B
0.000
77 Onsite Woods D
2.040
61 Onsite Open B
0.590
80 Onsite Open D
0.920
98 Onsite Impervious
0.000
77 Offsite Woods D
0.000
80 Offsite Open D
7.730
64 Weighted Average
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
8.0 75
0.1200 0.2
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.3 94
0.1060 5.2
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 856
0.0170 4.6 54.75
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
11.4 1,025 Total

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 12S: TO LS #13 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 6.56 cfs @ 11.96 hrs, Volume= 0.304 af, Depth= 1.45"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
0.530 61 Onsite Open B
0.990 80 Onsite Open D
1.000 98 Onsite Impervious
2.520 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: TO DP #10 POST
Runoff = 61.94 cfs @ 12.10 hrs, Volume= 4.370 af, Depth= 1.13"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN
Description
1.440
55
Onsite Woods B
0.000
77
Onsite Woods D
0.920
61
Onsite Open B
23.110
80
Onsite Open D
0.150
98
Onsite Impervious
7.950
77
Offsite Woods D
12.890
80
Offsite Open D
46.460 78 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
347
0.0520
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.6
750
0.0360
4.8
19.13
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.8
395
0.0150
3.6
21.90
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
17.0 1,567 Total

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 7
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 14S: TO WQ #12
[49] Hint: Tc <2dt may require smaller dt
Runoff = 24.86 cfs @ 11.96 hrs, Volume= 1.152 af, Depth= 1.52"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN
Description
1.350 61
Onsite Open B
4.210 80
Onsite Open D
3.560 98
Onsite Impervious
9.120 84
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
5.0
Direct Entry,
Subcatchment 16S: TO WQ #9 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 160.84 cfs @ 11.96 hrs, Volume= 7.568 af, Depth= 1.82"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN
Description
3.940
74
Onsite Open C
22.190
80
Onsite Open D
23.820
98
Onsite Impervious
49.950 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 17S: TO WQ #11 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 63.80 cfs @ 11.96 hrs, Volume= 2.958 af, Depth= 1.52"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 1 -Year Rainfall= 3.00"

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 8
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
2.160
61
Onsite Open B
0.100
74
Onsite Open C
13.290
80
Onsite Open D
7.860
98
Onsite Impervious
23.410 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 19S: TO WQ #10 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 51.52 cfs @ 11.96 hrs, Volume= 2.424 af, Depth= 1.82"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
2.650
74
Onsite Open C
5.770
80
Onsite Open D
7.580
98
Onsite Impervious
16.000
88
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Reach 6R: DP #8 &9 REACH
Inflow Area = 165.970 ac, Inflow Depth > 0.90" for 1 -Year event
Inflow = 89.81 cfs @ 12.09 hrs, Volume= 12.403 of
Outflow = 56.30 cfs @ 12.51 hrs, Volume= 12.180 af, Atten= 37 %, Lag= 25.1 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.6 fps, Min. Travel Time= 15.7 min
Avg. Velocity = 1.8 fps, Avg. Travel Time= 23.2 min
Peak Depth= 1.33'@ 12.24 hrs
Capacity at bank full= 1,285.41 cfs
Inlet Invert= 353.00', Outlet Invert= 346.00'
Custom cross - section table, n= 0.045
Length= 2,491.0' Slope= 0.00287'

1121 - SIA DP #2 POST
Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 9
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Depth
(feet)
End Area
(sq -ft)
Perim.
(feet)
Storage
(cubic -feet)
Discharge
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.8
8.0
1,993
0.30
3.00
49.5
26.0
123,305
133.11
7.00
379.5
141.0
945,335
1,285.41
Pond 12P: WQ #12
Inflow Area =
9.120 ac,
Inflow Depth = 1.52"
for 1 -Year event
Inflow =
24.86 cfs @
11.96 hrs, Volume=
1.152 of
Outflow =
0.89 cfs @
13.82 hrs, Volume=
0.711 af, Atten= 96 %, Lag= 111.8 min
Primary =
0.89 cfs @
13.82 hrs, Volume=
0.711 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 404.18' @ 13.82 hrs Surf.Area= 15,389 sf Storage= 29,586 cf
Plug -Flow detention time= 333.6 min calculated for 0.710 of (62% of inflow)
Center -of -Mass det. time= 220.4 min ( 1,048.9 - 828.4 )
Volume Invert
Avail.Storage Storage Description
#1 402.00'
101,706 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
402.00
11,805
0 0
404.00
15,072
26,877 26,877
406.00
18,637
33,709 60,586
408.00
22,483
41,120 101,706
Device Routing
Invert
Outlet Devices
#1 Primary
402.00'
18.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 401.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
408.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
402.00'
1.5" Vert. Orifice /Grate C= 0.600
#4 Primary
403.20'
6.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.89 cfs @ 13.82 hrs HW= 404.18' (Free Discharge)
1= Culvert (Passes 0.09 cfs of 9.90 cfs potential flow)
-2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.09 cfs @ 7.0 fps)
4= Orifice /Grate (Orifice Controls 0.81 cfs @ 4.1 fps)
Pond 14P: WQ #11
Inflow Area =
23.410 ac,
Inflow Depth = 1.52"
for 1 -Year event
Inflow =
63.80 cfs @
11.96 hrs, Volume=
2.958 of
Outflow =
1.46 cfs @
15.62 hrs, Volume=
1.419 af, Atten= 98 %, Lag= 219.7 min
Primary =
1.46 cfs @
15.62 hrs, Volume=
1.419 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #2 POST
Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 10
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Peak Elev= 393.44' @ 15.62 hrs Surf.Area= 60,804 sf Storage= 84,222 cf
Plug -Flow detention time= 391.1 min calculated for 1.416 of (48% of inflow)
Center -of -Mass det. time= 269.8 min ( 1,098.3 - 828.4 )
Volume Invert
Avail.Storage Storage Description
#1 392.00'
393,926 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
392.00
56,558
0 0
394.00
62,475
119,033 119,033
396.00
68,657
131,132 250,165
398.00
75,104
143,761 393,926
Device Routing
Invert
Outlet Devices
#1 Primary
392.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
245,310
684,306
Outlet Invert= 391.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
398.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
392.00'
3.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
392.60'
8.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =1.46 cfs @ 15.62 hrs HW= 393.44' (Free Discharge)
L1= Culvert (Passes 1.46 cfs of 8.87 cfs potential flow)
�2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.27 cfs @ 5.5 fps)
4=Orifice/G rate (Orifice Controls 1.19 cfs @ 3.4 fps)
Pond 15P: WQ #9
Inflow Area =
49.950 ac,
Inflow Depth = 1.82"
for 1 -Year event
Inflow =
160.84 cfs @
11.96 hrs, Volume=
7.568 of
Outflow =
2.54 cfs @
17.57 hrs, Volume=
2.642 af, Atten= 98 %, Lag= 336.8 min
Primary =
2.54 cfs @
17.57 hrs, Volume=
2.642 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 412.25' @ 17.57 hrs Surf.Area= 110,730 sf Storage= 238,181 cf
Plug -Flow detention time= 421.2 min calculated for 2.642 of (35% of inflow)
Center -of -Mass det. time= 296.3 min ( 1,110.0 - 813.7 )
Volume
Invert Avail.Storage Storage
Description
#1
410.00' 1,525,946 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
410.00
101,403
0
0
412.00
109,678
211,081
211,081
414.00
118,237
227,915
438,996
416.00
127,073
245,310
684,306
418.00
136,174
263,247
947,553
420.00
145,534
281,708
1,229,261
422.00
151,151
296,685
1,525,946

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 11
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Device
Routing
Invert
Outlet Devices
#1
Primary
410.00'
48.0" x 500.0' long Culvert RCP, square edge headwall, Ke= 0.500
51.52 cfs @
11.96 hrs, Volume=
2.424 of
Outlet Invert= 405.00' S= 0.01007' Cc= 0.900 n= 0.013
#2
Device 1
422.00'
60.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3
Device 1
411.00'
8.0" Vert. Orifice /Grate C= 0.600
#4
Device 1
410.00'
5.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =2.54 cfs @ 17.57 hrs HW= 412.25' (Free Discharge)
L1 = Culvert (Passes 2.54 cfs of 37.07 cfs potential flow)
�2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 1.61 cfs @ 4.6 fps)
4=Orifice/G rate (Orifice Controls 0.94 cfs @ 6.9 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 390.18' @ 12.89 hrs Surf.Area= 30,531 sf Storage= 60,362 cf
Plug -Flow detention time= 283.1 min calculated for 1.528 of (63% of inflow)
Center -of -Mass det. time= 176.4 min ( 990.1 - 813.7 )
Volume Invert
#1 388.00'
MV01
e Description
199,413 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Pond 18P: WQ #10
Inflow Area =
16.000 ac,
Inflow Depth = 1.82"
for 1 -Year event
Inflow =
51.52 cfs @
11.96 hrs, Volume=
2.424 of
Outflow =
2.87 cfs @
12.89 hrs, Volume=
1.531 af, Atten= 94 %, Lag= 55.9 min
Primary =
2.87 cfs @
12.89 hrs, Volume=
1.531 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 390.18' @ 12.89 hrs Surf.Area= 30,531 sf Storage= 60,362 cf
Plug -Flow detention time= 283.1 min calculated for 1.528 of (63% of inflow)
Center -of -Mass det. time= 176.4 min ( 990.1 - 813.7 )
Volume Invert
#1 388.00'
MV01
e Description
199,413 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
388.00
24,927
0 0
390.00
29,985
54,912 54,912
392.00
36,051
66,036 120,948
394.00
42,414
78,465 199,413
Device Routing
Invert
Outlet Devices
#1 Primary
388.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 387.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
394.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
388.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
389.20'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =2.87 cfs @ 12.89 hrs HW= 390.18' (Free Discharge)
't--1 =Culvert (Passes 2.87 cfs of 16.03 cfs potential flow)
12= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.24 cfs @ 6.9 fps)
4=Orifice/G rate (Orifice Controls 2.63 cfs @ 3.4 fps)

1121 - SIA DP #2 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 12
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 10L: DP #2 POST
Inflow Area = 435.670 ac, Inflow Depth > 0.84" for 1 -Year event
Inflow = 204.25 cfs @ 12.27 hrs, Volume= 30.341 of
Primary = 204.25 cfs @ 12.27 hrs, Volume= 30.341 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 11 L: DP #9 POST
Inflow Area = 65.830 ac, Inflow Depth > 1.04" for 1 -Year event
Inflow = 67.89 cfs @ 12.09 hrs, Volume= 5.688 of
Primary = 67.89 cfs @ 12.09 hrs, Volume= 5.688 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #8 Post
Inflow Area = 100.140 ac, Inflow Depth > 0.80" for 1 -Year event
Inflow = 22.23 cfs @ 12.07 hrs, Volume= 6.715 of
Primary = 22.23 cfs @ 12.07 hrs, Volume= 6.715 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 14L: DP #10 POST
Inflow Area = 55.580 ac, Inflow Depth > 1.10" for 1 -Year event
Inflow = 62.59 cfs @ 12.10 hrs, Volume= 5.082 of
Primary = 62.59 cfs @ 12.10 hrs, Volume= 5.082 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 13
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 5S: TO DP #2 POST Runoff Area = 269.700 ac Runoff Depth >1.12"
Flow Length = 5,298' Tc =26.7 min CN =72 Runoff = 263.40 cfs 25.192 of
Subcatchment 9S: TO DP #8 POST Runoff Area= 10.780 ac Runoff Depth= 1.64"
Flow Length= 1,735' Tc =13.9 min CN =80 Runoff =23.47 cfs 1.470 of
Subcatchment 11S: TO DP #9 POST Runoff Area =7.730 ac Runoff Depth = 0.71"
Flow Length= 1,025' Tc =11.4 min CN =64 Runoff =6.86 cfs 0.454 of
Subcatchment 12S: TO LS #13 POST Runoff Area =2.520 ac Runoff Depth= 1.86"
Tc =5.0 min CN =83 Runoff =8.40 cfs 0.390 of
Subcatchment 13S: TO DP #10 POST Runoff Area = 46.460 ac Runoff Depth= 1.50"
Flow Length= 1,567' Tc =17.0 min CN =78 Runoff =83.25 cfs 5.797 of
Subcatchment 14S: TO WQ #12
Subcatchment 16S: TO WQ #9 POST
Subcatchment 17S: TO WQ #11 POST
Subcatchment 19S: TO WQ #10 POST
Runoff Area =9.120 ac Runoff Depth= 1.94"
Tc =5.0 min CN =84 Runoff =31.57 cfs 1.472 of
Runoff Area = 49.950 ac Runoff Depth= 2.27"
Tc =5.0 min CN =88 Runoff = 198.77 cfs 9.443 of
Runoff Area = 23.410 ac Runoff Depth= 1.94"
Tc =5.0 min CN =84 Runoff =81.03 cfs 3.778 of
Runoff Area= 16.000 ac Runoff Depth= 2.27"
Tc =5.0 min CN =88 Runoff =63.67 cfs 3.025 of
Reach 6R: DP #8 &9 REACH Peak Depth =1.79' Max Vet =2.7 fps Inflow= 122.53 cfs 16.340 of
n =0.045 L= 2,491.0' S=0.0028'/' Capacity= 1,285.41 cfs Outflow =77.43 cfs 16.065 of
Pond 12P: WQ #12 Peak EIev= 404.72' Storage= 38.132 cf Inflow =31.57 cfs 1.472 of
Outflow =1.16 cfs 0.985 of
Pond 14P: WQ #11 Peak EIev= 393.82' Storage= 107.845 cf Inflow =81.03 cfs 3.778 of
Outflow =1.89 cfs 1.881 of
Pond 15P: WQ #9 Peak EIev= 412.79' Storage= 299.436 cf Inflow= 198.77 cfs 9.443 of
Outflow =3.09 cfs 3.253 of
Pond 18P: WQ #10 Peak EIev= 390.65' Storage= 74.951 cf Inflow =63.67 cfs 3.025 of
Outflow =3.94 cfs 2.109 of
Link 10L: DP #2 POST Inflow= 295.37 cfs 41.256 of
Primary= 295.37 cfs 41.256 of

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 14
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 11L: DP #9 POST
Link 13L: DP #8 Post
Link 14L: DP #10 POST
Inflow =92.48 cfs 7.627 of
Primary=92.48 cfs 7.627 of
Inflow =30.52 cfs 8.713 of
Primary=30.52 cfs 8.713 of
Inflow =84.22 cfs 6.783 of
Primary=84.22 cfs 6.783 of
Total Runoff Area = 435.670 ac Runoff Volume = 51.021 of Average Runoff Depth = 1.41"

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 15
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 5S: TO DP #2 POST
Runoff = 263.40 cfs @ 12.22 hrs, Volume= 25.192 af, Depth> 1.12"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN
Description
9.890
55
Onsite Woods B
0.160
70
Onsite Woods C
27.600
77
Onsite Woods D
6.760
61
Onsite Open B
1.630
74
Onsite Open C
20.440
80
Onsite Open D
0.640
98
Onsite Impervious
42.750
55
Offsite Woods B
2.050
70
Offsite Woods C
73.710
77
Offsite Woods D
17.880
61
Offsite Open B
0.110
74
Offsite Open C
66.080
80
Offsite Open D
269.700 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
10.1
75
0.0670
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
192
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
640
0.0280
5.0
29.92
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
7.2
2,290
0.0260
5.3
47.92
Channel Flow,
Area= 9.0 sf Perim= 9.0' r= 1.00' n= 0.045
5.1
1,259
0.0140
4.1
49.69
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
1.3
842
0.0040
10.8
453.63
Channel Flow,
Area= 42.0 sf Perim= 23.0' r= 1.83' n= 0.013
26.7 5,298 Total
Subcatchment 9S: TO DP #8 POST
Runoff = 23.47 cfs @ 12.06 hrs, Volume= 1.470 af, Depth= 1.64"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Rainfall= 3.50"

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 16
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
0.000
70
Onsite Woods C
1.690
77
Onsite Woods D
0.170
74
Onsite Open C
8.430
80
Onsite Open D
0.490
98
Onsite Impervious
10.780 80 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
8.2
75
0.0400
0.2
77 Offsite Woods D
Sheet Flow,
0.000
80 Offsite Open D
7.730
64 Weighted Average
Grass: Dense n= 0.240 P2= 3.50"
2.0
456
0.0540
3.7
(ft/ft) (ft /sec) (cfs)
Shallow Concentrated Flow,
8.0 75
0.1200 0.2
Sheet Flow,
Unpaved Kv= 16.1 fps
1.8
698
0.0450
6.3
37.93
Channel Flow,
3.1 856
0.0170 4.6 54.75
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
1.9
506
0.0220
4.4
26.52
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
13.9 1,735 Total
Subcatchment 11S: TO DP #9 POST
Runoff = 6.86 cfs @ 12.05 hrs, Volume= 0.454 af, Depth= 0.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
4.180
55 Onsite Woods B
0.000
77 Onsite Woods D
2.040
61 Onsite Open B
0.590
80 Onsite Open D
0.920
98 Onsite Impervious
0.000
77 Offsite Woods D
0.000
80 Offsite Open D
7.730
64 Weighted Average
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
8.0 75
0.1200 0.2
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.3 94
0.1060 5.2
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 856
0.0170 4.6 54.75
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
11.4 1,025 Total

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 17
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 12S: TO LS #13 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 8.40 cfs @ 11.96 hrs, Volume= 0.390 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
0.530 61 Onsite Open B
0.990 80 Onsite Open D
1.000 98 Onsite Impervious
2.520 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: TO DP #10 POST
Runoff = 83.25 cfs @ 12.10 hrs, Volume= 5.797 af, Depth= 1.50"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN
Description
1.440
55
Onsite Woods B
0.000
77
Onsite Woods D
0.920
61
Onsite Open B
23.110
80
Onsite Open D
0.150
98
Onsite Impervious
7.950
77
Offsite Woods D
12.890
80
Offsite Open D
46.460 78 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
347
0.0520
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.6
750
0.0360
4.8
19.13
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.8
395
0.0150
3.6
21.90
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
17.0 1,567 Total

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 18
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 14S: TO WQ #12
[49] Hint: Tc <2dt may require smaller dt
Runoff = 31.57 cfs @ 11.96 hrs, Volume= 1.472 af, Depth= 1.94"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN
Description
1.350 61
Onsite Open B
4.210 80
Onsite Open D
3.560 98
Onsite Impervious
9.120 84
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
5.0
Direct Entry,
Subcatchment 16S: TO WQ #9 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 198.77 cfs @ 11.95 hrs, Volume= 9.443 af, Depth= 2.27"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN
Description
3.940
74
Onsite Open C
22.190
80
Onsite Open D
23.820
98
Onsite Impervious
49.950 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 17S: TO WQ #11 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 81.03 cfs @ 11.96 hrs, Volume= 3.778 af, Depth= 1.94"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Rainfall= 3.50"

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 19
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
2.160
61
Onsite Open B
0.100
74
Onsite Open C
13.290
80
Onsite Open D
7.860
98
Onsite Impervious
23.410 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 19S: TO WQ #10 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 63.67 cfs @ 11.95 hrs, Volume= 3.025 af, Depth= 2.27"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
2.650
74
Onsite Open C
5.770
80
Onsite Open D
7.580
98
Onsite Impervious
16.000
88
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Reach 6R: DP #8 &9 REACH
Inflow Area = 165.970 ac, Inflow Depth > 1.18" for 2 -Year event
Inflow = 122.53 cfs @ 12.08 hrs, Volume= 16.340 of
Outflow = 77.43 cfs @ 12.50 hrs, Volume= 16.065 af, Atten= 37 %, Lag= 24.8 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.7 fps, Min. Travel Time= 15.6 min
Avg. Velocity = 1.8 fps, Avg. Travel Time= 22.7 min
Peak Depth= 1.79'@ 12.24 hrs
Capacity at bank full= 1,285.41 cfs
Inlet Invert= 353.00', Outlet Invert= 346.00'
Custom cross - section table, n= 0.045
Length= 2,491.0' Slope= 0.00287'

1121 - SIA DP #2 POST
Type 11 24 -hr 2 -Year Rainfall =3.50"
Prepared by {enter your company name here} Page 20
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Depth
(feet)
End Area
(sq -ft)
Perim.
(feet)
Storage
(cubic -feet)
Discharge
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.8
8.0
1,993
0.30
3.00
49.5
26.0
123,305
133.11
7.00
379.5
141.0
945,335
1,285.41
Pond 12P: WQ #12
Inflow Area =
9.120 ac,
Inflow Depth = 1.94"
for 2 -Year event
Inflow =
31.57 cfs @
11.96 hrs, Volume=
1.472 of
Outflow =
1.16 cfs @
13.70 hrs, Volume=
0.985 af, Atten= 96 %, Lag= 104.3 min
Primary =
1.16 cfs @
13.70 hrs, Volume=
0.985 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 404.72' @ 13.70 hrs Surf.Area= 16,349 sf Storage= 38,132 cf
Plug -Flow detention time= 343.8 min calculated for 0.985 of (67% of inflow)
Center -of -Mass det. time= 237.6 min ( 1,059.1 - 821.5 )
Volume Invert
Avail.Storage Storage Description
#1 402.00'
101,706 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
402.00
11,805
0 0
404.00
15,072
26,877 26,877
406.00
18,637
33,709 60,586
408.00
22,483
41,120 101,706
Device Routing
Invert
Outlet Devices
#1 Primary
402.00'
18.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 401.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
408.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
402.00'
1.5" Vert. Orifice /Grate C= 0.600
#4 Primary
403.20'
6.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =1.16 cfs @ 13.70 hrs HW= 404.72' (Free Discharge)
1= Culvert (Passes 0.10 cfs of 11.93 cfs potential flow)
-2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.10 cfs @ 7.8 fps)
4= Orifice /Grate (Orifice Controls 1.06 cfs @ 5.4 fps)
Pond 14P: WQ #11
Inflow Area =
23.410 ac,
Inflow Depth = 1.94"
for 2 -Year event
Inflow =
81.03 cfs @
11.96 hrs, Volume=
3.778 of
Outflow =
1.89 cfs @
15.40 hrs, Volume=
1.881 af, Atten= 98 %, Lag= 206.4 min
Primary =
1.89 cfs @
15.40 hrs, Volume=
1.881 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #2 POST
Type 11 24 -hr 2 -Year Rainfall =3.50"
Prepared by {enter your company name here} Page 21
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Peak Elev= 393.82' @ 15.40 hrs Surf.Area= 61,943 sf Storage= 107,845 cf
Plug -Flow detention time= 393.0 min calculated for 1.878 of (50% of inflow)
Center -of -Mass det. time= 275.5 min ( 1,097.0 - 821.5 )
Volume Invert
Avail.Storage Storage Description
#1 392.00'
393,926 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
392.00
56,558
0 0
394.00
62,475
119,033 119,033
396.00
68,657
131,132 250,165
398.00
75,104
143,761 393,926
Device Routing
Invert
Outlet Devices
#1 Primary
392.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
245,310
684,306
Outlet Invert= 391.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
398.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
392.00'
3.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
392.60'
8.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =1.89 cfs @ 15.40 hrs HW= 393.82' (Free Discharge)
L1= Culvert (Passes 1.89 cfs of 12.66 cfs potential flow)
�2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.31 cfs @ 6.3 fps)
4=Orifice/G rate (Orifice Controls 1.58 cfs @ 4.5 fps)
Pond 15P: WQ #9
Inflow Area =
49.950 ac,
Inflow Depth = 2.27"
for 2 -Year event
Inflow =
198.77 cfs @
11.95 hrs, Volume=
9.443 of
Outflow =
3.09 cfs @
17.48 hrs, Volume=
3.253 af, Atten= 98 %, Lag= 331.6 min
Primary =
3.09 cfs @
17.48 hrs, Volume=
3.253 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 412.79' @ 17.48 hrs Surf.Area= 113,073 sf Storage= 299,436 cf
Plug -Flow detention time= 425.2 min calculated for 3.253 of (34% of inflow)
Center -of -Mass det. time= 299.5 min ( 1,106.9 - 807.4 )
Volume
Invert Avail.Storage Storage
Description
#1
410.00' 1,525,946 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
410.00
101,403
0
0
412.00
109,678
211,081
211,081
414.00
118,237
227,915
438,996
416.00
127,073
245,310
684,306
418.00
136,174
263,247
947,553
420.00
145,534
281,708
1,229,261
422.00
151,151
296,685
1,525,946

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 22
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Device
Routing
Invert
Outlet Devices
#1
Primary
410.00'
48.0" x 500.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outflow =
3.94 cfs @
12.70 hrs, Volume=
Outlet Invert= 405.00' S= 0.01007' Cc= 0.900 n= 0.013
#2
Device 1
422.00'
60.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3
Device 1
411.00'
8.0" Vert. Orifice /Grate C= 0.600
#4
Device 1
410.00'
5.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =3.09 cfs @ 17.48 hrs HW= 412.79' (Free Discharge)
L1= Culvert (Passes 3.09 cfs of 53.32 cfs potential flow)
�2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 2.03 cfs @ 5.8 fps)
4=Orifice/G rate (Orifice Controls 1.06 cfs @ 7.7 fps)
Pond 18P: WQ #10
Inflow Area =
16.000 ac,
Inflow Depth = 2.27"
for 2 -Year event
Inflow =
63.67 cfs @
11.95 hrs, Volume=
3.025 of
Outflow =
3.94 cfs @
12.70 hrs, Volume=
2.109 af, Atten= 94 %, Lag= 44.7 min
Primary =
3.94 cfs @
12.70 hrs, Volume=
2.109 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 390.65' @ 12.70 hrs Surf.Area= 31,948 sf Storage= 74,951 cf
Plug -Flow detention time= 269.8 min calculated for 2.109 of (70% of inflow)
Center -of -Mass det. time= 170.5 min ( 977.9 - 807.4 )
Volume Invert
#1 388.00'
MV01
e Description
199,413 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
388.00
24,927
0 0
390.00
29,985
54,912 54,912
392.00
36,051
66,036 120,948
394.00
42,414
78,465 199,413
Device Routing
Invert
Outlet Devices
#1 Primary
388.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 387.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
394.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
388.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
389.20'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =3.94 cfs @ 12.70 hrs HW= 390.65' (Free Discharge)
L1= Culvert (Passes 3.94 cfs of 18.83 cfs potential flow)
12= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.26 cfs @ 7.7 fps)
4=Orifice/G rate (Orifice Controls 3.68 cfs @ 4.7 fps)

1121 - SIA DP #2 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 23
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 10L: DP #2 POST
Inflow Area = 435.670 ac, Inflow Depth > 1.14" for 2 -Year event
Inflow = 295.37 cfs @ 12.26 hrs, Volume= 41.256 of
Primary = 295.37 cfs @ 12.26 hrs, Volume= 41.256 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 11 L: DP #9 POST
Inflow Area = 65.830 ac, Inflow Depth > 1.39" for 2 -Year event
Inflow = 92.48 cfs @ 12.09 hrs, Volume= 7.627 of
Primary = 92.48 cfs @ 12.09 hrs, Volume= 7.627 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #8 Post
Inflow Area = 100.140 ac, Inflow Depth > 1.04" for 2 -Year event
Inflow = 30.52 cfs @ 12.07 hrs, Volume= 8.713 of
Primary = 30.52 cfs @ 12.07 hrs, Volume= 8.713 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 14L: DP #10 POST
Inflow Area = 55.580 ac, Inflow Depth > 1.46" for 2 -Year event
Inflow = 84.22 cfs @ 12.10 hrs, Volume= 6.783 of
Primary = 84.22 cfs @ 12.10 hrs, Volume= 6.783 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 24
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 5S: TO DP #2 POST Runoff Area = 269.700 ac Runoff Depth >2.28"
Flow Length = 5,298' Tc =26.7 min CN =72 Runoff = 564.58 cfs 51.132 of
Subcatchment 9S: TO DP #8 POST Runoff Area= 10.780 ac Runoff Depth= 2.98"
Flow Length= 1,735' Tc =13.9 min CN =80 Runoff =42.71 cfs 2.677 of
Subcatchment 11S: TO DP #9 POST Runoff Area =7.730 ac Runoff Depth= 1.65"
Flow Length= 1,025' Tc =11.4 min CN =64 Runoff =17.91 cfs 1.060 of
Subcatchment 12S: TO LS #13 POST
Runoff Area =2.520 ac Runoff Depth= 3.26"
Tc =5.0 min CN =83 Runoff =14.46 cfs 0.686 of
Subcatchment 13S: TO DP #10 POST Runoff Area = 46.460 ac Runoff Depth= 2.80"
Flow Length= 1,567' Tc =17.0 min CN =78 Runoff= 156.98 cfs 10.828 of
Subcatchment 14S: TO WQ #12
Subcatchment 16S: TO WQ #9 POST
Subcatchment 17S: TO WQ #11 POST
Subcatchment 19S: TO WQ #10 POST
Runoff Area =9.120 ac Runoff Depth= 3.36"
Tc =5.0 min CN =84 Runoff =53.63 cfs 2.555 of
Runoff Area = 49.950 ac Runoff Depth= 3.76"
Tc =5.0 min CN =88 Runoff = 320.75 cfs 15.668 of
Runoff Area = 23.410 ac Runoff Depth= 3.36"
Tc =5.0 min CN =84 Runoff= 137.66 cfs 6.559 of
Runoff Area= 16.000 ac Runoff Depth= 3.76"
Tc =5.0 min CN =88 Runoff= 102.74 cfs 5.019 of
Reach 6R: DP #8 &9 REACH Peak Depth =3.07' Max Vet =2.8 fps Inflow= 232.15 cfs 28.810 of
n =0.045 L= 2,491.0' S=0.0028'/' Capacity= 1,285.41 cfs Outflow= 153.62 cfs 28.391 of
Pond 12P: WQ #12 Peak EIev= 406.48' Storage= 69.811 cf Inflow =53.63 cfs 2.555 of
Outflow =1.77 cfs 1.697 of
Pond 14P: WQ #11 Peak EIev= 395.18' Storage= 195.079 cf Inflow= 137.66 cfs 6.559 of
Outflow =2.93 cfs 3.048 of
Pond 15P: WQ #9 Peak EIev= 414.63' Storage= 513.805 cf Inflow= 320.75 cfs 15.668 of
Outflow =4.43 cfs 4.786 of
Pond 18P: WQ #10 Peak EIev= 392.19' Storage= 127.984 cf Inflow= 102.74 cfs 5.019 of
Outflow =6.30 cfs 4.028 of
Link 10L: DP #2 POST Inflow= 632.70 cfs 79.524 of
Primary= 632.70 cfs 79.524 of

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 25
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 11L: DP #9 POST
Link 13L: DP #8 Post
Link 14L: DP #10 POST
Inflow= 178.31 cfs 14.272 of
Primary= 178.31 cfs 14.272 of
Inflow =54.61 cfs 14.539 of
Primary=54.61 cfs 14.539 of
Inflow= 158.58 cfs 12.526 of
Primary= 158.58 cfs 12.526 of
Total Runoff Area = 435.670 ac Runoff Volume = 96.184 of Average Runoff Depth = 2.65"

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 26
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 5S: TO DP #2 POST
Runoff = 564.58 cfs @ 12.21 hrs, Volume= 51.132 af, Depth> 2.28"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN
Description
9.890
55
Onsite Woods B
0.160
70
Onsite Woods C
27.600
77
Onsite Woods D
6.760
61
Onsite Open B
1.630
74
Onsite Open C
20.440
80
Onsite Open D
0.640
98
Onsite Impervious
42.750
55
Offsite Woods B
2.050
70
Offsite Woods C
73.710
77
Offsite Woods D
17.880
61
Offsite Open B
0.110
74
Offsite Open C
66.080
80
Offsite Open D
269.700 72 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
10.1
75
0.0670
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.9
192
0.0460
3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.1
640
0.0280
5.0
29.92
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
7.2
2,290
0.0260
5.3
47.92
Channel Flow,
Area= 9.0 sf Perim= 9.0' r= 1.00' n= 0.045
5.1
1,259
0.0140
4.1
49.69
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
1.3
842
0.0040
10.8
453.63
Channel Flow,
Area= 42.0 sf Perim= 23.0' r= 1.83' n= 0.013
26.7 5,298 Total
Subcatchment 9S: TO DP #8 POST
Runoff = 42.71 cfs @ 12.06 hrs, Volume= 2.677 af, Depth= 2.98"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Rainfall = 5.10"

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 27
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
0.000
70
Onsite Woods C
1.690
77
Onsite Woods D
0.170
74
Onsite Open C
8.430
80
Onsite Open D
0.490
98
Onsite Impervious
10.780 80 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
8.2
75
0.0400
0.2
77 Offsite Woods D
Sheet Flow,
0.000
80 Offsite Open D
7.730
64 Weighted Average
Grass: Dense n= 0.240 P2= 3.50"
2.0
456
0.0540
3.7
(ft/ft) (ft /sec) (cfs)
Shallow Concentrated Flow,
8.0 75
0.1200 0.2
Sheet Flow,
Unpaved Kv= 16.1 fps
1.8
698
0.0450
6.3
37.93
Channel Flow,
3.1 856
0.0170 4.6 54.75
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
1.9
506
0.0220
4.4
26.52
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
13.9 1,735 Total
Subcatchment 11S: TO DP #9 POST
Runoff = 17.91 cfs @ 12.04 hrs, Volume= 1.060 af, Depth= 1.65"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
4.180
55 Onsite Woods B
0.000
77 Onsite Woods D
2.040
61 Onsite Open B
0.590
80 Onsite Open D
0.920
98 Onsite Impervious
0.000
77 Offsite Woods D
0.000
80 Offsite Open D
7.730
64 Weighted Average
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
8.0 75
0.1200 0.2
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
0.3 94
0.1060 5.2
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.1 856
0.0170 4.6 54.75
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
11.4 1,025 Total

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 28
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 12S: TO LS #13 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 14.46 cfs @ 11.95 hrs, Volume= 0.686 af, Depth= 3.26"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
0.530 61 Onsite Open B
0.990 80 Onsite Open D
1.000 98 Onsite Impervious
2.520 83 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 13S: TO DP #10 POST
Runoff = 156.98 cfs @ 12.09 hrs, Volume= 10.828 af, Depth= 2.80"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN
Description
1.440
55
Onsite Woods B
0.000
77
Onsite Woods D
0.920
61
Onsite Open B
23.110
80
Onsite Open D
0.150
98
Onsite Impervious
7.950
77
Offsite Woods D
12.890
80
Offsite Open D
46.460 78 Weighted Average
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
11.0
75
0.0530
0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
1.6
347
0.0520
3.7
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
2.6
750
0.0360
4.8
19.13
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.8
395
0.0150
3.6
21.90
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
17.0 1,567 Total

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 29
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Subcatchment 14S: TO WQ #12
[49] Hint: Tc <2dt may require smaller dt
Runoff = 53.63 cfs @ 11.95 hrs, Volume= 2.555 af, Depth= 3.36"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN
Description
1.350 61
Onsite Open B
4.210 80
Onsite Open D
3.560 98
Onsite Impervious
9.120 84
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
5.0
Direct Entry,
Subcatchment 16S: TO WQ #9 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 320.75 cfs @ 11.95 hrs, Volume= 15.668 af, Depth= 3.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN
Description
3.940
74
Onsite Open C
22.190
80
Onsite Open D
23.820
98
Onsite Impervious
49.950 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 17S: TO WQ #11 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 137.66 cfs @ 11.95 hrs, Volume= 6.559 af, Depth= 3.36"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Rainfall = 5.10"

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 30
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Area (ac)
CN
Description
2.160
61
Onsite Open B
0.100
74
Onsite Open C
13.290
80
Onsite Open D
7.860
98
Onsite Impervious
23.410 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 19S: TO WQ #10 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 102.74 cfs @ 11.95 hrs, Volume= 5.019 af, Depth= 3.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
2.650
74
Onsite Open C
5.770
80
Onsite Open D
7.580
98
Onsite Impervious
16.000
88
Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Reach 6R: DP #8 &9 REACH
Inflow Area = 165.970 ac, Inflow Depth > 2.08" for 10 -Year event
Inflow = 232.15 cfs @ 12.08 hrs, Volume= 28.810 of
Outflow = 153.62 cfs @ 12.47 hrs, Volume= 28.391 af, Atten= 34 %, Lag= 23.5 min
Routing by Stor- Ind +Trans method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.8 fps, Min. Travel Time= 15.0 min
Avg. Velocity = 1.9 fps, Avg. Travel Time= 21.5 min
Peak Depth= 3.07'@ 12.22 hrs
Capacity at bank full= 1,285.41 cfs
Inlet Invert= 353.00', Outlet Invert= 346.00'
Custom cross - section table, n= 0.045
Length= 2,491.0' Slope= 0.00287'

1121 - SIA DP #2 POST
Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 31
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Depth
(feet)
End Area
(sq -ft)
Perim.
(feet)
Storage
(cubic -feet)
Discharge
(cfs)
0.00
0.0
0.0
0
0.00
0.10
0.8
8.0
1,993
0.30
3.00
49.5
26.0
123,305
133.11
7.00
379.5
141.0
945,335
1,285.41
Pond 12P: WQ #12
Inflow Area =
9.120 ac,
Inflow Depth= 3.36"
for 10 -Year event
Inflow =
53.63 cfs @
11.95 hrs, Volume=
2.555 of
Outflow =
1.77 cfs @
13.80 hrs, Volume=
1.697 af, Atten= 97 %, Lag= 110.6 min
Primary =
1.77 cfs @
13.80 hrs, Volume=
1.697 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 406.48' @ 13.80 hrs Surf.Area= 19,566 sf Storage= 69,811 cf
Plug -Flow detention time= 374.7 min calculated for 1.694 of (66% of inflow)
Center -of -Mass det. time= 272.9 min ( 1,078.6 - 805.7 )
Volume Invert
Avail.Storage Storage Description
#1 402.00'
101,706 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
402.00
11,805
0 0
404.00
15,072
26,877 26,877
406.00
18,637
33,709 60,586
408.00
22,483
41,120 101,706
Device Routing
Invert
Outlet Devices
#1 Primary
402.00'
18.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 401.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
408.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
402.00'
1.5" Vert. Orifice /Grate C= 0.600
#4 Primary
403.20'
6.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =1.77 cfs @ 13.80 hrs HW= 406.48' (Free Discharge)
1= Culvert (Passes 0.12 cfs of 16.44 cfs potential flow)
-2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.12 cfs @ 10.1 fps)
4= Orifice /Grate (Orifice Controls 1.65 cfs @ 8.4 fps)
Pond 14P: WQ #11
Inflow Area =
23.410 ac,
Inflow Depth = 3.36"
for 10 -Year event
Inflow =
137.66 cfs @
11.95 hrs, Volume=
6.559 of
Outflow =
2.93 cfs @
15.48 hrs, Volume=
3.048 af, Atten= 98 %, Lag= 211.6 min
Primary =
2.93 cfs @
15.48 hrs, Volume=
3.048 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #2 POST
Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 32
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Peak Elev= 395.18' @ 15.48 hrs Surf.Area= 66,130 sf Storage= 195,079 cf
Plug -Flow detention time= 407.5 min calculated for 3.042 of (46% of inflow)
Center -of -Mass det. time= 292.2 min ( 1,098.0 - 805.7 )
Volume Invert
Avail.Storage Storage Description
#1 392.00'
393,926 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
392.00
56,558
0 0
394.00
62,475
119,033 119,033
396.00
68,657
131,132 250,165
398.00
75,104
143,761 393,926
Device Routing
Invert
Outlet Devices
#1 Primary
392.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
245,310
684,306
Outlet Invert= 391.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
398.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
392.00'
3.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
392.60'
8.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =2.93 cfs @ 15.48 hrs HW= 395.18' (Free Discharge)
L1 = Culvert (Passes 2.93 cfs of 22.35 cfs potential flow)
�2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.41 cfs @ 8.4 fps)
4=Orifice/G rate (Orifice Controls 2.52 cfs @ 7.2 fps)
Pond 15P: WQ #9
Inflow Area =
49.950 ac,
Inflow Depth= 3.76"
for 10 -Year event
Inflow =
320.75 cfs @
11.95 hrs, Volume=
15.668 of
Outflow =
4.43 cfs @
17.97 hrs, Volume=
4.786 af, Atten= 99 %, Lag= 361.2 min
Primary =
4.43 cfs @
17.97 hrs, Volume=
4.786 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 414.63' @ 17.97 hrs Surf.Area= 121,000 sf Storage= 513,805 cf
Plug -Flow detention time= 444.1 min calculated for 4.786 of (31 % of inflow)
Center -of -Mass det. time= 308.0 min ( 1,101.1 - 793.1 )
Volume
Invert Avail.Storage Storage
Description
#1
410.00' 1,525,946 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq -ft)
(cubic -feet)
(cubic -feet)
410.00
101,403
0
0
412.00
109,678
211,081
211,081
414.00
118,237
227,915
438,996
416.00
127,073
245,310
684,306
418.00
136,174
263,247
947,553
420.00
145,534
281,708
1,229,261
422.00
151,151
296,685
1,525,946

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 33
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Device
Routing
Invert
Outlet Devices
#1
Primary
410.00'
48.0" x 500.0' long Culvert RCP, square edge headwall, Ke= 0.500
102.74 cfs @
11.95 hrs, Volume=
5.019 of
Outlet Invert= 405.00' S= 0.01007' Cc= 0.900 n= 0.013
#2
Device 1
422.00'
60.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3
Device 1
411.00'
8.0" Vert. Orifice /Grate C= 0.600
#4
Device 1
410.00'
5.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =4.43 cfs @ 17.97 hrs HW= 414.63' (Free Discharge)
L1 = Culvert (Passes 4.43 cfs of 98.04 cfs potential flow)
�2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 3.05 cfs @ 8.7 fps)
4=Orifice/G rate (Orifice Controls 1.38 cfs @ 10.1 fps)
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 392.19' @ 12.66 hrs Surf.Area= 36,667 sf Storage= 127,984 cf
Plug -Flow detention time= 277.9 min calculated for 4.028 of (80% of inflow)
Center -of -Mass det. time= 198.0 min ( 991.1 - 793.1 )
Volume Invert
#1 388.00'
MV01
e Description
199,413 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Pond 18P: WQ #10
Inflow Area =
16.000 ac,
Inflow Depth= 3.76"
for 10 -Year event
Inflow =
102.74 cfs @
11.95 hrs, Volume=
5.019 of
Outflow =
6.30 cfs @
12.66 hrs, Volume=
4.028 af, Atten= 94 %, Lag= 42.4 min
Primary =
6.30 cfs @
12.66 hrs, Volume=
4.028 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 392.19' @ 12.66 hrs Surf.Area= 36,667 sf Storage= 127,984 cf
Plug -Flow detention time= 277.9 min calculated for 4.028 of (80% of inflow)
Center -of -Mass det. time= 198.0 min ( 991.1 - 793.1 )
Volume Invert
#1 388.00'
MV01
e Description
199,413 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
388.00
24,927
0 0
390.00
29,985
54,912 54,912
392.00
36,051
66,036 120,948
394.00
42,414
78,465 199,413
Device Routing
Invert
Outlet Devices
#1 Primary
388.00'
24.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 387.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
394.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
388.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
389.20'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =6.30 cfs @ 12.66 hrs HW= 392.19' (Free Discharge)
't--1 =Culvert (Passes 6.30 cfs of 27.03 cfs potential flow)
12= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.33 cfs @ 9.7 fps)
4=Orifice/G rate (Orifice Controls 5.97 cfs @ 7.6 fps)

1121 - SIA DP #2 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 34
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 10L: DP #2 POST
Inflow Area = 435.670 ac, Inflow Depth > 2.19" for 10 -Year event
Inflow = 632.70 cfs @ 12.24 hrs, Volume= 79.524 of
Primary = 632.70 cfs @ 12.24 hrs, Volume= 79.524 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 11 L: DP #9 POST
Inflow Area = 65.830 ac, Inflow Depth > 2.60" for 10 -Year event
Inflow = 178.31 cfs @ 12.08 hrs, Volume= 14.272 of
Primary = 178.31 cfs @ 12.08 hrs, Volume= 14.272 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 13L: DP #8 Post
Inflow Area = 100.140 ac, Inflow Depth > 1.74" for 10 -Year event
Inflow = 54.61 cfs @ 12.06 hrs, Volume= 14.539 of
Primary = 54.61 cfs @ 12.06 hrs, Volume= 14.539 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 14L: DP #10 POST
Inflow Area = 55.580 ac, Inflow Depth > 2.70" for 10 -Year event
Inflow = 158.58 cfs @ 12.09 hrs, Volume= 12.526 of
Primary = 158.58 cfs @ 12.09 hrs, Volume= 12.526 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #2 POST Type 11 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 1
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 5S: TO DP #2 POST Runoff Area = 269.700 ac Runoff Depth >4.17"
Flow Length = 5,298' Tc =26.7 min CN =72 Runoff = 1,050.47 cfs 93.766 of
Subcatchment 9S: TO DP #8 POST Runoff Area= 10.780 ac Runoff Depth = 5.06"
Flow Length= 1,735' Tc =13.9 min CN =80 Runoff =71.51 cfs 4.550 of
Subcatchment 11S: TO DP #9 POST Runoff Area =7.730 ac Runoff Depth= 3.31"
Flow Length= 1,025' Tc =11.4 min CN =64 Runoff =36.97 cfs 2.131 of
Subcatchment 12S: TO LS #13 POST
Runoff Area =2.520 ac Runoff Depth = 5.41"
Tc =5.0 min CN =83 Runoff =23.31 cfs 1.135 of
Subcatchment 13S: TO DP #10 POST Runoff Area = 46.460 ac Runoff Depth= 4.84"
Flow Length= 1,567' Tc =17.0 min CN =78 Runoff = 269.25 cfs 18.736 of
Subcatchment 14S: TO WQ #12
Subcatchment 16S: TO WQ #9 POST
Subcatchment 17S: TO WQ #11 POST
Subcatchment 19S: TO WQ #10 POST
Runoff Area =9.120 ac Runoff Depth = 5.52"
Tc =5.0 min CN =84 Runoff =85.64 cfs 4.196 of
Runoff Area = 49.950 ac Runoff Depth = 5.98"
Tc =5.0 min CN =88 Runoff = 494.84 cfs 24.903 of
Runoff Area = 23.410 ac Runoff Depth = 5.52"
Tc =5.0 min CN =84 Runoff = 219.83 cfs 10.770 of
Runoff Area= 16.000 ac Runoff Depth = 5.98"
Tc =5.0 min CN =88 Runoff= 158.51 cfs 7.977 of
Reach 6R: DP #8 &9 REACH Peak Depth =3.52' Max Vet =3.1 fps Inflow= 398.08 cfs 46.793 of
n =0.045 L= 2,491.0' S=0.0028'/' Capacity= 1,285.41 cfs Outflow= 281.16 cfs 46.209 of
Pond 12P: WQ #12 Peak EIev= 410.06' Storage= 101.706 cf Inflow =85.64 cfs 4.196 of
Outflow =25.44 cfs 2.710 of
Pond 14P: WQ #11 Peak EIev= 397.20' Storage= 334.789 cf Inflow= 219.83 cfs 10.770 of
Outflow =4.00 cfs 4.307 of
Pond 15P: WQ #9 Peak EIev= 417.25' Storage= 846.207 cf Inflow= 494.84 cfs 24.903 of
Outflow =5.83 cfs 6.455 of
Pond 18P: WQ #10 Peak EIev= 394.64' Storage = 199.413 cf Inflow= 158.51 cfs 7.977 of
Outflow =29.99 cfs 6.769 of
Link 10L: DP #2 POST Inflow= 1,196.84 cfs 139.975 of
Primary= 1,196.84 cfs 139.975 of

1121 - SIA DP #2 POST Type 11 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 11/16/2011
Link 11L: DP #9 POST
Link 13L: DP #8 Post
Link 14L: DP #10 POST
I nflow= 310.88 cfs 24.713 of
Primary= 310.88 cfs 24.713 of
I nflow =87.79 cfs 22.080 of
Primary=87.79 cfs 22.080 of
I nflow= 271.60 cfs 21.446 of
Primary= 271.60 cfs 21.446 of
Total Runoff Area = 435.670 ac Runoff Volume = 168.164 of Average Runoff Depth = 4.63"

7S
TO D #5 POST
9S
6P Q
�O W #5 POST
C4S 4S
WQ #5 O LS #7 POST
5L 2L Q\
8S
DP #5 POST DP #6 POST
8P TO DP #6 POST
WQ #4 11 S
10S
TO WQ #4
7P TO WQ #3 POST
WQ #3
6L
DP #7 POST
Subcat Reach on Link Drainage Diagram for 1121 - SIA DP #5 POST
Prepared by {enter your company name here} 1/25/2012
HydroCAD® 7.10 s/n 003899 © 2005 Hydro CAD Software Solutions LLC

1121 - SIA DP #5 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 4S: TO LS #7 POST Runoff Area =2.200 ac Runoff Depth= 1.59"
Tc =5.0 min CN =85 Runoff =6.26 cfs 0.291 of
Subcatchment 7S: TO DP #5 POST RunoffArea= 77.380 ac Runoff Depth >0.71"
Flow Length= 3,614' Tc =29.0 min CN =70 Runoff =41.51 cfs 4.606 of
Subcatchment 8S: TO DP #6 POST Runoff Area = 76.390 ac Runoff Depth >0.76"
Flow Length= 2,455' Tc =25.3 min CN =71 Runoff =49.07 cfs 4.840 of
Subcatchment 9S: TO WQ #5 POST Runoff Area= 18.290 ac Runoff Depth= 1.74"
Tc =5.0 min CN =87 Runoff =56.61 cfs 2.651 of
Subcatchment 10S: TO WQ #3 POST Runoff Area =3.210 ac Runoff Depth= 1.66"
Tc =5.0 min CN =86 Runoff =9.54 cfs 0.445 of
Subcatchment 11S: TO WQ #4 RunoffArea =3.850 ac Runoff Depth= 1.38"
Tc =5.0 min CN =82 Runoff =9.57 cfs 0.442 of
Pond 6P: WQ #5 Peak Elev= 376.34' Storage= 65.573 cf Inflow =56.61 cfs 2.651 of
Outflow =3.03 cfs 1.668 of
Pond 7P: WQ #3 Peak Elev= 399.64' Storage= 12.792 cf Inflow =9.54 cfs 0.445 of
Outflow =0.22 cfs 0.214 of
Pond 8P: WQ #4 Peak Elev= 385.09' Storage= 12.564 cf Inflow =9.57 cfs 0.442 of
Outflow =0.23 cfs 0.203 of
Link 2L: DP #6 POST Inflow =49.91 cfs 5.132 of
Primary=49.91 cfs 5.132 of
Link 5L: DP #5 POST Inflow =93.19 cfs 11.609 of
Primary=93.19 cfs 11.609 of
Link 6L: DP #7 POST Inflow =0.22 cfs 0.214 of
Primary=0.22 cfs 0.214 of
Total Runoff Area = 181.320 ac Runoff Volume = 13.275 of Average Runoff Depth = 0.88"

1121 - SIA DP #5 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 3
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 4S: TO LS #7 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 6.26 cfs @ 11.96 hrs, Volume= 0.291 af, Depth= 1.59"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
0.490 61 Onsite Open B
0.420 74 Onsite Open C
1.290 98 Onsite Impervious
2.200 85 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: TO DP #5 POST
Runoff = 41.51 cfs @ 12.27 hrs, Volume= 4.606 af, Depth> 0.71"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN
Description
5.640
55
Onsite Woods B
2.260
70
Onsite Woods C
0.510
77
Onsite Woods D
5.160
61
Onsite Open B
1.990
74
Onsite Open C
1.450
80
Onsite Open D
2.780
98
Onsite Impervious
8.410
55
Offsite Woods B
25.590
70
Offsite Woods C
5.370
77
Offsite Woods D
0.330
61
Offsite Open B
10.370
74
Offsite Open C
7.520
80
Offsite Open D
77.380 70 Weighted Average

1121 - SIA DP #5 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 4
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
55 Offsite Woods B
Sheet Flow,
24.250
70 Offsite Woods C
27.090
77 Offsite Woods D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354
0.0450
3.4
74 Offsite Open C
Shallow Concentrated Flow,
5.030
80 Offsite Open D
76.390
71 Weighted Average
Unpaved Kv= 16.1 fps
2.0
600
0.0400
5.0
20.16
Channel Flow,
16.3 75
0.0200 0.1
Sheet Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.2
341
0.0260
4.8
28.83
Channel Flow,
3.3 985
0.0390 5.0 19.91
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
4.3
1,310
0.0210
5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
3.5
934
0.0100
4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total
Subcatchment 8S: TO DP #6 POST
Runoff = 49.07 cfs @ 12.22 hrs, Volume= 4.840 af, Depth> 0.76"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
1.340
55 Onsite Woods B
0.880
70 Onsite Woods C
1.140
61 Onsite Open B
0.540
74 Onsite Open C
0.550
98 Onsite Impervious
12.050
55 Offsite Woods B
24.250
70 Offsite Woods C
27.090
77 Offsite Woods D
1.000
61 Offsite Open B
2.520
74 Offsite Open C
5.030
80 Offsite Open D
76.390
71 Weighted Average
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
16.3 75
0.0200 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 425
0.0470 3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 985
0.0390 5.0 19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7 970
0.0160 4.4 53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total

1121 - SIA DP #5 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 5
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 9S: TO WQ #5 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 56.61 cfs @ 11.96 hrs, Volume= 2.651 af, Depth= 1.74"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac)
CN
Description
0.990
61
Onsite Open B
2.330
74
Onsite Open C
6.290
80
Onsite Open D
8.680
98
Onsite Impervious
18.290 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: TO WQ #3 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 9.54 cfs @ 11.96 hrs, Volume= 0.445 af, Depth= 1.66"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 1 -Year Rainfall= 3.00"
Area (ac) CN Description
1.620 74 Onsite Open Space HSG 'C'
1.590 98 Onsite Impervious
3.210 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 11S: TO WQ #4
[49] Hint: Tc <2dt may require smaller dt
Runoff = 9.57 cfs @ 11.96 hrs, Volume= 0.442 af, Depth= 1.38"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 1 -Year Rainfall= 3.00"

1121 - SIA DP #5 POST Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 6
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Area (ac) CN Description
0.860 61 Onsite Open Space, HSG 'B'
1.240 74 Onsite Open Space, HSG 'C'
1.750 98 Oniste Impervious
3.850 82 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 376.34' @ 12.96 hrs Surf.Area= 30,067 sf Storage= 65,573 cf
Plug -Flow detention time= 283.7 min calculated for 1.665 of (63% of inflow)
Center -of -Mass det. time= 175.6 min ( 993.2 - 817.6 )
Volume Invert
Avail.Storage Storage Description
Pond 6P: WQ #5
Inflow Area =
18.290 ac,
Inflow Depth = 1.74"
for 1 -Year event
Inflow =
56.61 cfs @
11.96 hrs, Volume=
2.651 of
Outflow =
3.03 cfs @
12.96 hrs, Volume=
1.668 af, Atten= 95 %, Lag= 60.2 min
Primary =
3.03 cfs @
12.96 hrs, Volume=
1.668 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 376.34' @ 12.96 hrs Surf.Area= 30,067 sf Storage= 65,573 cf
Plug -Flow detention time= 283.7 min calculated for 1.665 of (63% of inflow)
Center -of -Mass det. time= 175.6 min ( 993.2 - 817.6 )
Volume Invert
Avail.Storage Storage Description
#1 374.00'
185,453 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
374.00
25,756
0 0
376.00
29,559
55,315 55,315
378.00
32,514
62,073 117,388
380.00
35,551
68,065 185,453
Device Routing
Invert
Outlet Devices
#1 Primary
374.00'
24.0" x 50.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 373.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
380.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
374.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
375.30'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =3.03 cfs @ 12.96 hrs HW= 376.34' (Free Discharge)
L = Culvert (Passes 3.03 cfs of 17.36 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.25 cfs @ 7.2 fps)
4= Orifice /Grate (Orifice Controls 2.79 cfs @ 3.6 fps)

1121 - SIA DP #5 POST
Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 7
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Pond 7P: WQ #3
Inflow Area =
3.210 ac,
Inflow Depth = 1.66"
for 1 -Year event
Inflow =
9.54 cfs @
11.96 hrs, Volume=
0.445 of
Outflow =
0.22 cfs @
15.47 hrs, Volume=
0.214 af, Atten= 98 %, Lag= 210.6 min
Primary =
0.22 cfs @
15.47 hrs, Volume=
0.214 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 399.64' @ 15.47 hrs Surf.Area= 8,256 sf Storage= 12,792 cf
Plug -Flow detention time= 392.2 min calculated for 0.213 of (48% of inflow)
Center -of -Mass det. time= 274.0 min ( 1,095.3 - 821.3 )
Volume Invert
#1 398.00'
Avail.Storaae Storaae Description
54,432 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
398.00
7,336
0 0
400.00
8,457
15,793 15,793
402.00
9,643
18,100 33,893
404.00
10,896
20,539 54,432
Device Routing
Invert
Outlet Devices
#1 Primary
398.00'
18.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 397.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
403.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
398.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
398.90'
3.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.22 cfs @ 15.47 hrs HW= 399.64' (Free Discharge)
L1= Culvert (Passes 0.22 cfs of 8.00 cfs potential flow)
12= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.03 cfs @ 6.1 fps)
4=Orifice/G rate (Orifice Controls 0.19 cfs @ 3.8 fps)
Pond 8P: WQ #4
Inflow Area =
3.850 ac,
Inflow Depth = 1.38"
for 1 -Year event
Inflow =
9.57 cfs @
11.96 hrs, Volume=
0.442 of
Outflow =
0.23 cfs @
15.66 hrs, Volume=
0.203 af, Atten= 98 %, Lag= 221.8 min
Primary =
0.23 cfs @
15.66 hrs, Volume=
0.203 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 385.09' @ 15.66 hrs Surf.Area= 12,535 sf Storage= 12,564 cf
Plug -Flow detention time= 385.3 min calculated for 0.203 of (46% of inflow)
Center -of -Mass det. time= 259.8 min ( 1,095.0 - 835.3 )
Volume Invert Avail.Storage Storage Description
#1 384.00' 94,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)

1121 - SIA DP #5 POST
Type// 24 -hr 1 -Year Rainfall= 3.00"
Prepared by {enter your company name here} Page 8
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
384.00
10,490
0 0
386.00
14,238
24,728 24,728
388.00
17,408
31,646 56,374
390.00
20,893
38,301 94,675
Device Routing
Invert
Outlet Devices
#1 Primary
384.00'
15.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 383.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
390.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
384.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
384.70'
4.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.23 cfs @ 15.66 hrs HW= 385.09' (Free Discharge)
L = Culvert (Passes 0.23 cfs of 3.83 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.03 cfs @ 4.9 fps)
4= Orifice /Grate (Orifice Controls 0.20 cfs @ 2.3 fps)
Link 2L: DP #6 POST
Inflow Area = 78.590 ac, Inflow Depth > 0.78" for 1 -Year event
Inflow = 49.91 cfs @ 12.22 hrs, Volume= 5.132 of
Primary = 49.91 cfs @ 12.22 hrs, Volume= 5.132 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 5L: DP #5 POST
Inflow Area = 178.110 ac, Inflow Depth > 0.78" for 1 -Year event
Inflow = 93.19 cfs @ 12.24 hrs, Volume= 11.609 of
Primary = 93.19 cfs @ 12.24 hrs, Volume= 11.609 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 6L: DP #7 POST
Inflow Area = 3.210 ac, Inflow Depth > 0.80" for 1 -Year event
Inflow = 0.22 cfs @ 15.47 hrs, Volume= 0.214 of
Primary = 0.22 cfs @ 15.47 hrs, Volume= 0.214 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #5 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 9
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 4S: TO LS #7 POST Runoff Area =2.200 ac Runoff Depth= 2.02"
Tc =5.0 min CN =85 Runoff =7.90 cfs 0.370 of
Subcatchment 7S: TO DP #5 POST RunoffArea= 77.380 ac Runoff Depth >1.01"
Flow Length= 3,614' Tc =29.0 min CN =70 Runoff =62.43 cfs 6.500 of
Subcatchment 8S: TO DP #6 POST RunoffArea= 76.390 ac Runoff Depth >1.06"
Flow Length= 2,455' Tc =25.3 min CN =71 Runoff =72.37 cfs 6.771 of
Subcatchment 9S: TO WQ #5 POST Runoff Area= 18.290 ac Runoff Depth= 2.18"
Tc =5.0 min CN =87 Runoff =70.43 cfs 3.326 of
Subcatchment 10S: TO WQ #3 POST Runoff Area =3.210 ac Runoff Depth= 2.10"
Tc =5.0 min CN =86 Runoff =11.94 cfs 0.561 of
Subcatchment 11S: TO WQ #4 RunoffArea =3.850 ac Runoff Depth= 1.78"
Tc =5.0 min CN =82 Runoff =12.33 cfs 0.572 of
Pond 6P: WQ #5 Peak Elev= 376.88' Storage= 81.898 cf Inflow =70.43 cfs 3.326 of
Outflow =4.20 cfs 2.320 of
Pond 7P: WQ #3 Peak EIev= 400.05' Storage= 16.228 cf Inflow =11.94 cfs 0.561 of
Outflow =0.28 cfs 0.277 of
Pond 8P: WQ #4 Peak EIev= 385.34' Storage= 15.803 cf Inflow =12.33 cfs 0.572 of
Outflow =0.32 cfs 0.301 of
Link 2L: DP #6 POST Inflow =73.43 cfs 7.141 of
Primary=73.43 cfs 7.141 of
Link 5L: DP #5 POST Inflow= 138.70 cfs 16.262 of
Primary= 138.70 cfs 16.262 of
Link 6L: DP #7 POST Inflow =0.28 cfs 0.277 of
Primary=0.28 cfs 0.277 of
Total Runoff Area = 181.320 ac Runoff Volume = 18.101 of Average Runoff Depth = 1.20"

1121 - SIA DP #5 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 10
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 4S: TO LS #7 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 7.90 cfs @ 11.96 hrs, Volume= 0.370 af, Depth= 2.02"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
0.490 61 Onsite Open B
0.420 74 Onsite Open C
1.290 98 Onsite Impervious
2.200 85 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: TO DP #5 POST
Runoff = 62.43 cfs @ 12.26 hrs, Volume= 6.500 af, Depth> 1.01"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN
Description
5.640
55
Onsite Woods B
2.260
70
Onsite Woods C
0.510
77
Onsite Woods D
5.160
61
Onsite Open B
1.990
74
Onsite Open C
1.450
80
Onsite Open D
2.780
98
Onsite Impervious
8.410
55
Offsite Woods B
25.590
70
Offsite Woods C
5.370
77
Offsite Woods D
0.330
61
Offsite Open B
10.370
74
Offsite Open C
7.520
80
Offsite Open D
77.380 70 Weighted Average

1121 - SIA DP #5 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 11
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
55 Offsite Woods B
Sheet Flow,
24.250
70 Offsite Woods C
27.090
77 Offsite Woods D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354
0.0450
3.4
74 Offsite Open C
Shallow Concentrated Flow,
5.030
80 Offsite Open D
76.390
71 Weighted Average
Unpaved Kv= 16.1 fps
2.0
600
0.0400
5.0
20.16
Channel Flow,
16.3 75
0.0200 0.1
Sheet Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.2
341
0.0260
4.8
28.83
Channel Flow,
3.3 985
0.0390 5.0 19.91
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
4.3
1,310
0.0210
5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
3.5
934
0.0100
4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total
Subcatchment 8S: TO DP #6 POST
Runoff = 72.37 cfs @ 12.21 hrs, Volume= 6.771 af, Depth> 1.06"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
1.340
55 Onsite Woods B
0.880
70 Onsite Woods C
1.140
61 Onsite Open B
0.540
74 Onsite Open C
0.550
98 Onsite Impervious
12.050
55 Offsite Woods B
24.250
70 Offsite Woods C
27.090
77 Offsite Woods D
1.000
61 Offsite Open B
2.520
74 Offsite Open C
5.030
80 Offsite Open D
76.390
71 Weighted Average
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
16.3 75
0.0200 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 425
0.0470 3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 985
0.0390 5.0 19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7 970
0.0160 4.4 53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total

1121 - SIA DP #5 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 12
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 9S: TO WQ #5 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 70.43 cfs @ 11.96 hrs, Volume= 3.326 af, Depth= 2.18"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac)
CN
Description
0.990
61
Onsite Open B
2.330
74
Onsite Open C
6.290
80
Onsite Open D
8.680
98
Onsite Impervious
18.290 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: TO WQ #3 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 11.94 cfs @ 11.96 hrs, Volume= 0.561 af, Depth= 2.10"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 2 -Year Rainfall= 3.50"
Area (ac) CN Description
1.620 74 Onsite Open Space HSG 'C'
1.590 98 Onsite Impervious
3.210 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 11S: TO WQ #4
[49] Hint: Tc <2dt may require smaller dt
Runoff = 12.33 cfs @ 11.96 hrs, Volume= 0.572 af, Depth= 1.78"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 2 -Year Rainfall= 3.50"

1121 - SIA DP #5 POST Type 11 24 -hr 2 -Year Rainfall= 3.50"
Prepared by {enter your company name here} Page 13
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Area (ac) CN Description
0.860 61 Onsite Open Space, HSG 'B'
1.240 74 Onsite Open Space, HSG 'C'
1.750 98 Oniste Impervious
3.850 82 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Pond 6P: WQ #5
Inflow Area = 18.290 ac, Inflow Depth = 2.18" for 2 -Year event
Inflow =
70.43 cfs @
11.96 hrs, Volume= 3.326 of
Outflow =
4.20 cfs @
12.77 hrs, Volume= 2.320 af, Atten= 94 %, Lag= 49.0 min
Primary =
4.20 cfs @
12.77 hrs, Volume= 2.320 of
Routing by Stor -Ind
method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 376.88' @ 12.77 hrs
Surf.Area= 30,859 sf Storage= 81,898 cf
Plug -Flow detention time= 270.9 min calculated for 2.320 of (70% of inflow)
Center -of -Mass det. time= 170.8 min ( 982.0 - 811.1 )
Volume Invert Avail.Storage Storage Description
#1 374.00' 185,453
cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
374.00
25,756
0 0
376.00
29,559
55,315 55,315
378.00
32,514
62,073 117,388
380.00
35,551
68,065 185,453
Device Routing
Invert
Outlet Devices
#1 Primary
374.00'
24.0" x 50.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 373.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
380.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
374.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
375.30'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =4.20 cfs @ 12.77 hrs HW= 376.88' (Free Discharge)
L = Culvert (Passes 4.20 cfs of 20.32 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.27 cfs @ 8.0 fps)
4= Orifice /Grate (Orifice Controls 3.93 cfs @ 5.0 fps)

1121 - SIA DP #5 POST
Type 11 24 -hr 2 -Year Rainfall =3.50"
Prepared by {enter your company name here} Page 14
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Pond 7P: WQ #3
Inflow Area =
3.210 ac,
Inflow Depth = 2.10"
for 2 -Year event
Inflow =
11.94 cfs @
11.96 hrs, Volume=
0.561 of
Outflow =
0.28 cfs @
15.29 hrs, Volume=
0.277 af, Atten= 98 %, Lag= 200.3 min
Primary =
0.28 cfs @
15.29 hrs, Volume=
0.277 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 400.05' @ 15.29 hrs Surf.Area= 8,487 sf Storage= 16,228 cf
Plug -Flow detention time= 396.6 min calculated for 0.277 of (49% of inflow)
Center -of -Mass det. time= 280.3 min ( 1,095.0 - 814.7 )
Volume Invert
#1 398.00'
Avail.Storaae Storaae Description
54,432 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
398.00
7,336
0 0
400.00
8,457
15,793 15,793
402.00
9,643
18,100 33,893
404.00
10,896
20,539 54,432
Device Routing
Invert
Outlet Devices
#1 Primary
398.00'
18.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 397.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
403.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
398.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
398.90'
3.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.28 cfs @ 15.29 hrs HW= 400.05' (Free Discharge)
L1= Culvert (Passes 0.28 cfs of 9.36 cfs potential flow)
12= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.04 cfs @ 6.8 fps)
4=Orifice/G rate (Orifice Controls 0.24 cfs @ 4.9 fps)
Pond 8P: WQ #4
Inflow Area =
3.850 ac,
Inflow Depth = 1.78"
for 2 -Year event
Inflow =
12.33 cfs @
11.96 hrs, Volume=
0.572 of
Outflow =
0.32 cfs @
15.08 hrs, Volume=
0.301 af, Atten= 97 %, Lag= 187.1 min
Primary =
0.32 cfs @
15.08 hrs, Volume=
0.301 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 385.34' @ 15.08 hrs Surf.Area= 13,010 sf Storage= 15,803 cf
Plug -Flow detention time= 379.4 min calculated for 0.301 of (53% of inflow)
Center -of -Mass det. time= 260.4 min ( 1,088.3 - 827.9 )
Volume Invert Avail.Storage Storage Description
#1 384.00' 94,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)

1121 - SIA DP #5 POST
Type 11 24 -hr 2 -Year Rainfall =3.50"
Prepared by {enter your company name here} Page 15
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
384.00
10,490
0 0
386.00
14,238
24,728 24,728
388.00
17,408
31,646 56,374
390.00
20,893
38,301 94,675
Device Routing
Invert
Outlet Devices
#1 Primary
384.00'
15.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 383.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
390.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
384.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
384.70'
4.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.32 cfs @ 15.08 hrs HW= 385.34' (Free Discharge)
L = Culvert (Passes 0.32 cfs of 5.01 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.03 cfs @ 5.5 fps)
4= Orifice /Grate (Orifice Controls 0.29 cfs @ 3.3 fps)
Link 2L: DP #6 POST
Inflow Area = 78.590 ac, Inflow Depth > 1.09" for 2 -Year event
Inflow = 73.43 cfs @ 12.21 hrs, Volume= 7.141 of
Primary = 73.43 cfs @ 12.21 hrs, Volume= 7.141 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 5L: DP #5 POST
Inflow Area = 178.110 ac, Inflow Depth > 1.10" for 2 -Year event
Inflow = 138.70 cfs @ 12.23 hrs, Volume= 16.262 of
Primary = 138.70 cfs @ 12.23 hrs, Volume= 16.262 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 6L: DP #7 POST
Inflow Area = 3.210 ac, Inflow Depth > 1.04" for 2 -Year event
Inflow = 0.28 cfs @ 15.29 hrs, Volume= 0.277 of
Primary = 0.28 cfs @ 15.29 hrs, Volume= 0.277 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #5 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 16
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 4S: TO LS #7 POST
Runoff Area =2.200 ac Runoff Depth= 3.46"
Tc =5.0 min CN =85 Runoff =13.24 cfs 0.634 of
Subcatchment 7S: TO DP #5 POST RunoffArea= 77.380 ac Runoff Depth >2.11"
Flow Length= 3,614' Tc =29.0 min CN =70 Runoff= 140.84 cfs 13.610 of
Subcatchment 8S: TO DP #6 POST Runoff Area = 76.390 ac Runoff Depth >2.19"
Flow Length= 2,455' Tc =25.3 min CN =71 Runoff = 158.56 cfs 13.956 of
Subcatchment 9S: TO WQ #5 POST Runoff Area= 18.290 ac Runoff Depth= 3.66"
Tc =5.0 min CN =87 Runoff= 115.07 cfs 5.581 of
Subcatchment 10S: TO WQ #3 POST Runoff Area =3.210 ac Runoff Depth= 3.56"
Tc =5.0 min CN =86 Runoff =19.77 cfs 0.952 of
Subcatchment 11S: TO WQ #4 RunoffArea =3.850 ac Runoff Depth= 3.17"
Tc =5.0 min CN =82 Runoff =21.53 cfs 1.017 of
Pond 6P: WQ #5 Peak Elev= 378.74' Storage= 141.797 cf Inflow= 115.07 cfs 5.581 of
Outflow =6.84 cfs 4.487 of
Pond 7P: WQ #3 Peak EIev= 401.45' Storage= 28.646 cf Inflow =19.77 cfs 0.952 of
Outflow =0.42 cfs 0.435 of
Pond 8P: WQ #4 Peak EIev= 386.29' Storage= 28.994 cf Inflow =21.53 cfs 1.017 of
Outflow =0.54 cfs 0.545 of
Link 2L: DP #6 POST Inflow= 160.32 cfs 14.590 of
Primary= 160.32 cfs 14.590 of
Link 5L: DP #5 POST Inflow= 306.39 cfs 33.233 of
Primary= 306.39 cfs 33.233 of
Link 6L: DP #7 POST Inflow =0.42 cfs 0.435 of
Primary=0.42 cfs 0.435 of
Total Runoff Area = 181.320 ac Runoff Volume = 35.750 of Average Runoff Depth = 2.37"

1121 - SIA DP #5 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 17
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 4S: TO LS #7 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 13.24 cfs @ 11.95 hrs, Volume= 0.634 af, Depth= 3.46"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
0.490 61 Onsite Open B
0.420 74 Onsite Open C
1.290 98 Onsite Impervious
2.200 85 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: TO DP #5 POST
Runoff = 140.84 cfs @ 12.24 hrs, Volume= 13.610 af, Depth> 2.11"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN
Description
5.640
55
Onsite Woods B
2.260
70
Onsite Woods C
0.510
77
Onsite Woods D
5.160
61
Onsite Open B
1.990
74
Onsite Open C
1.450
80
Onsite Open D
2.780
98
Onsite Impervious
8.410
55
Offsite Woods B
25.590
70
Offsite Woods C
5.370
77
Offsite Woods D
0.330
61
Offsite Open B
10.370
74
Offsite Open C
7.520
80
Offsite Open D
77.380 70 Weighted Average

1121 - SIA DP #5 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 18
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Tc
Length
Slope
Velocity
Capacity
Description
(min)
(feet)
(ft/ft)
(ft /sec)
(cfs)
16.3
75
0.0200
0.1
55 Offsite Woods B
Sheet Flow,
24.250
70 Offsite Woods C
27.090
77 Offsite Woods D
Woods: Light underbrush n= 0.400 P2= 3.50"
1.7
354
0.0450
3.4
74 Offsite Open C
Shallow Concentrated Flow,
5.030
80 Offsite Open D
76.390
71 Weighted Average
Unpaved Kv= 16.1 fps
2.0
600
0.0400
5.0
20.16
Channel Flow,
16.3 75
0.0200 0.1
Sheet Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
1.2
341
0.0260
4.8
28.83
Channel Flow,
3.3 985
0.0390 5.0 19.91
Channel Flow,
Area= 6.0 sf Perim= 7.0' r= 0.86' n= 0.045
4.3
1,310
0.0210
5.1
60.85
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
3.5
934
0.0100
4.4
88.02
Channel Flow,
Area= 20.0 sf Perim= 13.0' r= 1.54' n= 0.045
29.0 3,614 Total
Subcatchment 8S: TO DP #6 POST
Runoff = 158.56 cfs @ 12.20 hrs, Volume= 13.956 af, Depth> 2.19"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
1.340
55 Onsite Woods B
0.880
70 Onsite Woods C
1.140
61 Onsite Open B
0.540
74 Onsite Open C
0.550
98 Onsite Impervious
12.050
55 Offsite Woods B
24.250
70 Offsite Woods C
27.090
77 Offsite Woods D
1.000
61 Offsite Open B
2.520
74 Offsite Open C
5.030
80 Offsite Open D
76.390
71 Weighted Average
Tc Length
Slope Velocity Capacity
Description
(min) (feet)
(ft/ft) (ft /sec) (cfs)
16.3 75
0.0200 0.1
Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 3.50"
2.0 425
0.0470 3.5
Shallow Concentrated Flow,
Unpaved Kv= 16.1 fps
3.3 985
0.0390 5.0 19.91
Channel Flow,
Area= 4.0 sf Perim= 6.0' r= 0.67' n= 0.045
3.7 970
0.0160 4.4 53.12
Channel Flow,
Area= 12.0 sf Perim= 11.0' r= 1.09' n= 0.045
25.3 2,455 Total

1121 - SIA DP #5 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 19
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Subcatchment 9S: TO WQ #5 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 115.07 cfs @ 11.95 hrs, Volume= 5.581 af, Depth= 3.66"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac)
CN
Description
0.990
61
Onsite Open B
2.330
74
Onsite Open C
6.290
80
Onsite Open D
8.680
98
Onsite Impervious
18.290 87 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 10S: TO WQ #3 POST
[49] Hint: Tc <2dt may require smaller dt
Runoff = 19.77 cfs @ 11.95 hrs, Volume= 0.952 af, Depth= 3.56"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type II 24 -hr 10 -Year Rainfall = 5.10"
Area (ac) CN Description
1.620 74 Onsite Open Space HSG 'C'
1.590 98 Onsite Impervious
3.210 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Subcatchment 11S: TO WQ #4
[49] Hint: Tc <2dt may require smaller dt
Runoff = 21.53 cfs @ 11.96 hrs, Volume= 1.017 af, Depth= 3.17"
Runoff by SCS TR -20 method, UH =SCS, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Type 11 24 -hr 10 -Year Rainfall = 5.10"

1121 - SIA DP #5 POST Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 20
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Area (ac) CN Description
0.860 61 Onsite Open Space, HSG 'B'
1.240 74 Onsite Open Space, HSG 'C'
1.750 98 Oniste Impervious
3.850 82 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft /sec) (cfs)
5.0 Direct Entry,
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 378.74' @ 12.72 hrs Surf.Area= 33,635 sf Storage= 141,797 cf
Plug -Flow detention time= 281.1 min calculated for 4.487 of (80% of inflow)
Center -of -Mass det. time= 201.4 min ( 997.8 - 796.4 )
Volume Invert
Avail.Storage Storage Description
Pond 6P: WQ #5
Inflow Area =
18.290 ac,
Inflow Depth= 3.66"
for 10 -Year event
Inflow =
115.07 cfs @
11.95 hrs, Volume=
5.581 of
Outflow =
6.84 cfs @
12.72 hrs, Volume=
4.487 af, Atten= 94 %, Lag= 45.8 min
Primary =
6.84 cfs @
12.72 hrs, Volume=
4.487 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 378.74' @ 12.72 hrs Surf.Area= 33,635 sf Storage= 141,797 cf
Plug -Flow detention time= 281.1 min calculated for 4.487 of (80% of inflow)
Center -of -Mass det. time= 201.4 min ( 997.8 - 796.4 )
Volume Invert
Avail.Storage Storage Description
#1 374.00'
185,453 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
374.00
25,756
0 0
376.00
29,559
55,315 55,315
378.00
32,514
62,073 117,388
380.00
35,551
68,065 185,453
Device Routing
Invert
Outlet Devices
#1 Primary
374.00'
24.0" x 50.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 373.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
380.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
374.00'
2.5" Vert. Orifice /Grate C= 0.600
#4 Device 1
375.30'
12.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =6.84 cfs @ 12.72 hrs HW= 378.74' (Free Discharge)
L = Culvert (Passes 6.84 cfs of 29.25 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.35 cfs @ 10.4 fps)
4= Orifice /Grate (Orifice Controls 6.48 cfs @ 8.3 fps)

1121 - SIA DP #5 POST
Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 21
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Pond 7P: WQ #3
Inflow Area =
3.210 ac,
Inflow Depth = 3.56"
for 10 -Year event
Inflow =
19.77 cfs @
11.95 hrs, Volume=
0.952 of
Outflow =
0.42 cfs @
15.44 hrs, Volume=
0.435 af, Atten= 98 %, Lag= 209.3 min
Primary =
0.42 cfs @
15.44 hrs, Volume=
0.435 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 401.45' @ 15.44 hrs Surf.Area= 9,315 sf Storage= 28,646 cf
Plug -Flow detention time= 412.9 min calculated for 0.435 of (46% of inflow)
Center -of -Mass det. time= 296.6 min ( 1,096.3 - 799.7 )
Volume Invert
#1 398.00'
Avail.Storaae Storaae Description
54,432 cf Custom Stage Data (Prismatic)Listed below (Recalc)
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
398.00
7,336
0 0
400.00
8,457
15,793 15,793
402.00
9,643
18,100 33,893
404.00
10,896
20,539 54,432
Device Routing
Invert
Outlet Devices
#1 Primary
398.00'
18.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 397.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
403.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
398.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
398.90'
3.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.42 cfs @ 15.44 hrs HW= 401.45' (Free Discharge)
L1= Culvert (Passes 0.42 cfs of 13.97 cfs potential flow)
12= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.05 cfs @ 8.9 fps)
4=Orifice/G rate (Orifice Controls 0.37 cfs @ 7.5 fps)
Pond 8P: WQ #4
Inflow Area =
3.850 ac,
Inflow Depth= 3.17"
for 10 -Year event
Inflow =
21.53 cfs @
11.96 hrs, Volume=
1.017 of
Outflow =
0.54 cfs @
14.87 hrs, Volume=
0.545 af, Atten= 97 %, Lag= 174.8 min
Primary =
0.54 cfs @
14.87 hrs, Volume=
0.545 of
Routing by Stor -Ind method, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Peak Elev= 386.29' @ 14.87 hrs Surf.Area= 14,705 sf Storage= 28,994 cf
Plug -Flow detention time= 395.0 min calculated for 0.545 of (54% of inflow)
Center -of -Mass det. time= 281.9 min ( 1,093.4 - 811.5 )
Volume Invert Avail.Storage Storage Description
#1 384.00' 94,675 cf Custom Stage Data (Prismatic)Listed below (Recalc)

1121 - SIA DP #5 POST
Type 11 24 -hr 10 -Year Rainfall= 5.10"
Prepared by {enter your company name here} Page 22
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Elevation
Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
384.00
10,490
0 0
386.00
14,238
24,728 24,728
388.00
17,408
31,646 56,374
390.00
20,893
38,301 94,675
Device Routing
Invert
Outlet Devices
#1 Primary
384.00'
15.0" x 50.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 383.50' S= 0.01007' Cc= 0.900 n= 0.013
#2 Device 1
390.00'
48.0" Horiz. Orifice /Grate Limited to weir flow C= 0.600
#3 Device 1
384.00'
1.0" Vert. Orifice /Grate C= 0.600
#4 Device 1
384.70'
4.0" Vert. Orifice /Grate C= 0.600
Primary OutFlow Max =0.54 cfs @ 14.87 hrs HW= 386.29' (Free Discharge)
L = Culvert (Passes 0.54 cfs of 7.50 cfs potential flow)
2= Orifice /Grate ( Controls 0.00 cfs)
3= Orifice /Grate (Orifice Controls 0.04 cfs @ 7.2 fps)
4= Orifice /Grate (Orifice Controls 0.50 cfs @ 5.8 fps)
Link 2L: DP #6 POST
Inflow Area = 78.590 ac, Inflow Depth > 2.23" for 10 -Year event
Inflow = 160.32 cfs @ 12.20 hrs, Volume= 14.590 of
Primary = 160.32 cfs @ 12.20 hrs, Volume= 14.590 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 5L: DP #5 POST
Inflow Area = 178.110 ac, Inflow Depth > 2.24" for 10 -Year event
Inflow = 306.39 cfs @ 12.22 hrs, Volume= 33.233 of
Primary = 306.39 cfs @ 12.22 hrs, Volume= 33.233 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs
Link 6L: DP #7 POST
Inflow Area = 3.210 ac, Inflow Depth > 1.63" for 10 -Year event
Inflow = 0.42 cfs @ 15.44 hrs, Volume= 0.435 of
Primary = 0.42 cfs @ 15.44 hrs, Volume= 0.435 af, Atten= 0 %, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00 -25.00 hrs, dt= 0.05 hrs

1121 - SIA DP #5 POST Type 11 24 -hr 100 -Year Rainfall= 7.40"
Prepared by {enter your company name here} Page 1
HydroCAD® 7.10 s/n 003899 © 2005 HydroCAD Software Solutions LLC 1/25/2012
Time span =0.00 -25.00 hrs, dt =0.05 hrs, 501 points
Runoff by SCS TR -20 method, UH =SCS
Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method
Subcatchment 4S: TO LS #7 POST
Runoff Area =2.200 ac Runoff Depth = 5.64"
Tc =5.0 min CN =85 Runoff =20.96 cfs 1.033 of
Subcatchment 7S: TO DP #5 POST Runoff Area = 77.380 ac Runoff Depth >3.95"
Flow Length= 3,614' Tc =29.0 min CN =70 Runoff = 270.02 cfs 25.491 of
Subcatchment 8S: TO DP #6 POST Runoff Area = 76.390 ac Runoff Depth >4.06"
Flow Length= 2,455' Tc =25.3 min CN =71 Runoff = 298.87 cfs 25.861 of
Subcatchment 9S: TO WQ #5 POST Runoff Area= 18.290 ac Runoff Depth = 5.87"
Tc =5.0 min CN =87 Runoff= 178.99 cfs 8.942 of
Subcatchment 10S: TO WQ #3 POST Runoff Area =3.210 ac Runoff Depth = 5.75"
Tc =5.0 min CN =86 Runoff =31.01 cfs 1.538 of
Subcatchment 11S: TO WQ #4 Runoff Area =3.850 ac Runoff Depth = 5.29"
Tc =5.0 min CN =82 Runoff =35.04 cfs 1.698 of
Pond 6P: WQ #5 Peak EIev= 560.62' Storage= 185.453 cf Inflow= 178.99 cfs 8.942 of
Outflow= 206.18 cfs 7.664 of
Pond 7P: WQ #3 Peak EIev= 403.07' Storage= 44.585 cf Inflow =31.01 cfs 1.538 of
Outflow =1.37 cfs 0.683 of
Pond 8P: WQ #4 Peak EIev= 387.68' Storage= 50.959 cf Inflow =35.04 cfs 1.698 of
Outflow =0.76 cfs 0.794 of
Link 2L: DP #6 POST Inflow= 301.65 cfs 26.894 of
Primary= 301.65 cfs 26.894 of
Link 5L: DP #5 POST Inflow= 603.51 cfs 60.843 of
Primary= 603.51 cfs 60.843 of
Link 6L: DP #7 POST Inflow =1.37 cfs 0.683 of
Primary=1.37 cfs 0.683 of
Total Runoff Area = 181.320 ac Runoff Volume = 64.563 of Average Runoff Depth = 4.27"

Preliminary BMP Sizing Calculations

1 121 - WQ #1 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #1 - Required Surface Area
Drainage Area to Basin = 12.88 acres
Impervious Area to Basin = 6.65 acres
Impervious Percentage = 520
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 5070
Site % impervious 527o
Upper Boundary 6070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
2.06
2.06
2.06
2.12
2.12
2.12
2.40
2.40
2.40
SA /DA = 2.12
Surface Area Required = 11,869 sf
Surface Area Provided = 31,407 sf
Matt Jones, El
1/25/2012
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ# 1 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #1 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
1.0 2.0 3.0 4.0 5.0 6.0
Stage (ft)
7.0
Runoff Volume
Simple Me
Drainage Area (A) = 12.88
Impervious Area = 6.65
Impervious Fraction (IA) = 0.52
Rainfall Depth (RD) = 1.00
Rv = 0.51
Storage = KS *Stageb
KS = 31083.00
b = 1.0755
-thod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 24063 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.79
Contour
Average
360.79
ft
Contour
361.00
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(co
360.0
0.0
31407
0
0
0
362.0
2.0
34265
32836
65672
65672
364.0
4.0
37174
35720
71439
137111
366.0
6.0
40156
38665
77330
214441
1.0 2.0 3.0 4.0 5.0 6.0
Stage (ft)
7.0
Runoff Volume
Simple Me
Drainage Area (A) = 12.88
Impervious Area = 6.65
Impervious Fraction (IA) = 0.52
Rainfall Depth (RD) = 1.00
Rv = 0.51
Storage = KS *Stageb
KS = 31083.00
b = 1.0755
-thod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 24063 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.79
ft
Elevation Required to Detain WQ Volume =
360.79
ft
Actual Orifice Elevation =
361.00
ft
Temporary Pool Volume Provided = 31083 cf
Temporary Pool Surface Area Provided = 33430 sf
Matt Jones, El
1/25/2012

1121 - WQ #1 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #1 - Drawdown Orifice Sizing
Orifice Diameter=
2.50 in
Area of Orifice =
0.03 sf
Orifice Invert =
360.00 ft
KS =
31083.00
b =
1.0755
CD=
0.6
CW =
3.0
g =
32.2 ft /s2
Matt Jones, El
1/25/2012
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
361.00
31083
0.155
360.91
28143
0.148
0.151
2940
19415
360.82
25225
0.139
0.143
2918
20358
360.74
22330
0.130
0.135
2895
21476
360.65
19461
0.121
0.126
2869
22829
360.56
16622
0.111
0.116
2839
24519
360.47
13816
0.099
0.105
2805
26717
360.38
11050
0.087
0.093
2766
29755
360.29
8333
0.072
0.079
2718
34383
360.21
5677
0.058
0.065
2656
40901
360.12
3108
0.025
0.042
2569
61498
Step Increment = 0.09 ft
End Goal = 3108.30 cf
Maximum Orifice Flow = 0.15 cfs
Drawdown Time = 3.49 days

1 121 - WQ #2 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #2 - Required Surface Area
Drainage Area to Basin = 38.3 acres
Impervious Area to Basin = 19.02 acres
Impervious Percentage = 50%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 407o
Site % impervious 5070
Upper Boundary 5070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
2.05
2.05
2.05
2.06
2.06
2.06
SA /DA = 2.05
Surface Area Required = 34,181 sf
Surface Area Provided = 56,196 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #2 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
600000
500000
400000
v
F 300000
w
200000
100000
0
0.0
1121 - Del Webb
WQ #2 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Storage Volume
2.0 4.0 6.0 8.0 10.0
Stage (ft)
Runoff Volume
Simple Me
Drainage Area (A) = 38.30
Impervious Area = 19.02
Impervious Fraction (IA) = 0.50
Rainfall Depth (RD) = 1.00
Rv = 0.50
Storage = KS *Stageb
KS = 54496.00
b = 1 1.1156
thod
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA
Runoff Volume (V) = 1 69090 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.24 ft
Contour
Average
Actual Orifice Elevation =
371.30 ft
Contour
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(so
(so
(co
(cf)
370.0
0.0
56196
0
0
0
372.0
2.0
62949
59573
119145
119145
374.0
4.0
69996
66473
132945
252090
376.0
6.0
77340
73668
147336
399426
378.0
8.0
84981
81161
162321
561747
Storage Volume
2.0 4.0 6.0 8.0 10.0
Stage (ft)
Runoff Volume
Simple Me
Drainage Area (A) = 38.30
Impervious Area = 19.02
Impervious Fraction (IA) = 0.50
Rainfall Depth (RD) = 1.00
Rv = 0.50
Storage = KS *Stageb
KS = 54496.00
b = 1 1.1156
thod
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA
Runoff Volume (V) = 1 69090 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.24 ft
Elevation Required to Detain WQ Volume =
371.24 ft
Actual Orifice Elevation =
371.30 ft
Temporary Pool Volume Provided = 73026 cf
Temporary Pool Surface Area Provided = 62668 sf
Matt Jones, El
11/16/2011

1 121 - WQ #2 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #2 - Drawdown Orifice Sizing
Orifice Diameter=
Area of Orifice =
Orifice Invert =
KS =
b=
CD=
CW _
g=
4.00 in
0.09 sf
370.00 ft
54496.00
1.1156
0.6
3.0
32.2 ft /s`
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
371.30
73026
0.447
371.19
65951
0.424
0.436
7076
16235
371.07
58953
0.400
0.412
6998
16978
370.96
52040
0.374
0.387
6913
17858
370.85
45222
0.346
0.360
6819
18928
370.73
38508
0.316
0.331
6713
20270
370.62
31915
0.283
0.299
6594
22027
370.51
25460
0.245
0.264
6455
24487
370.39
19172
0.199
0.222
6288
28320
370.28
13094
0.147
0.173
6078
35087
370.17
7303
0.067
0.107
5791
54112
Step Increment = 0.11 ft
End Goal = 7302.64 cf
Maximum Orifice Flow = 0.44 cfs
Drawdown Time = 2.94 days

1 121 - WQ #3 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #3 - Required Surface Area
Drainage Area to Basin = 3.21 acres
Impervious Area to Basin = 1.59 acres
Impervious Percentage = 50%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 407o
Site % impervious 5070
Upper Boundary 5070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
2.04
2.04
2.04
2.06
2.06
2.06
SA /DA = 2.04
Surface Area Required = 2,859 sf
Surface Area Provided = 7,336 sf
Matt Jones, El
1/25/2012
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual. Julv 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #3 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #3 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Storage = KS *Stageb
KS = 7218.10
b = 1.1237
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Simple Mi
Drainage Area (A) = 3.21
Impervious Area = 1.59
Impervious Fraction (IA) = 0.50
Rainfall Depth (RD) = 1.00
Rv = 0.50
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 5777 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.82
Contour
Average
398.82
ft
Contour
398.90
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(co
398.0
0.0
7336
0
0
0
400.0
2.0
8457
7897
15793
15793
402.0
4.0
9643
9050
18100
33893
404.0
6.0
10896
10270
20539
54432
Storage = KS *Stageb
KS = 7218.10
b = 1.1237
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Simple Mi
Drainage Area (A) = 3.21
Impervious Area = 1.59
Impervious Fraction (IA) = 0.50
Rainfall Depth (RD) = 1.00
Rv = 0.50
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 5777 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.82
ft
Elevation Required to Detain WQ Volume =
398.82
ft
Actual Orifice Elevation =
398.90
ft
Temporary Pool Volume Provided = 6412 cf
Temporary Pool Surface Area Provided = 8006 sf
Matt Jones, El
1/25/2012

1 121 - WQ #3 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #3 - Drawdown Orifice Sizing
Orifice Diameter=
Area of Orifice =
Orifice Invert =
KS =
b=
CD=
CW _
g=
1.00 in
0.01 sf
398.00 ft
7218.10
1.1237
0.6
3.0
32.2 ft /s`
Matt Jones, El
1/25/2012
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
398.90
6412
0.024
398.82
5788
0.023
0.024
624
26270
398.74
5171
0.022
0.023
617
27303
398.66
4562
0.021
0.021
609
28501
398.59
3962
0.019
0.020
600
29918
398.51
3372
0.018
0.019
590
31631
398.43
2793
0.016
0.017
579
33769
398.35
2227
0.015
0.015
566
36554
398.27
1677
0.013
0.014
550
40421
398.19
1146
0.010
0.011
531
46398
398.12
641
0.007
0.009
504
57912
Step Increment = 0.08 ft
End Goal = 641.22 cf
Maximum Orifice Flow = 0.02 cfs
Drawdown Time = 4.15 days

1 121 - WQ #4 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #4 - Required Surface Area
Drainage Area to Basin = 3.85 acres
Impervious Area to Basin = 1.75 acres
Impervious Percentage = 45%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 407o
Site % impervious 457o
Upper Boundary 5070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
1.91
1.91
1.91
2.06
2.06
2.06
SA /DA = 1.91
Surface Area Required = 3,203 sf
Surface Area Provided = 10,490 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #4 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1nnnnn
w
80000
V
w 60000
bA
0 40000
20000
0
0.0
1121 - Del Webb
WQ #4 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Storage Volume
1.0 2.0 3.0 4.0 5.0 6.0
Stage (ft)
7.0
Runoff Volume
Simple Mi
Drainage Area (A) = 3.85
Impervious Area = 1.75
Impervious Fraction (IA) = 0.45
Rainfall Depth (RD) = 1.00
Rv = 0.46
Storage = KS *Stageb
KS = 10568.00
b = 1 1.2184
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 6416 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.66
Contour
Average
384.66
ft
Contour
384.70
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(cf)
384.0
0.0
10490
0
0
0
386.0
2.0
14238
12364
24728
24728
388.0
4.0
17408
15823
31646
56374
390.0
6.0
20893
19151
38301
94675
Storage Volume
1.0 2.0 3.0 4.0 5.0 6.0
Stage (ft)
7.0
Runoff Volume
Simple Mi
Drainage Area (A) = 3.85
Impervious Area = 1.75
Impervious Fraction (IA) = 0.45
Rainfall Depth (RD) = 1.00
Rv = 0.46
Storage = KS *Stageb
KS = 10568.00
b = 1 1.2184
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 6416 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.66
ft
Elevation Required to Detain WQ Volume =
384.66
ft
Actual Orifice Elevation =
384.70
ft
Temporary Pool Volume Provided = 6843 cf
Temporary Pool Surface Area Provided = 11911 sf
Matt Jones, El
11/16/2011

1 121 - WQ #4 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #4 - Drawdown Orifice Sizing
Orifice Diameter=
Area of Orifice =
Orifice Invert =
KS =
b=
CD=
CW _
g=
1.00 in
0.01 sf
384.00 ft
10568.00
1.2184
0.6
3.0
32.2 ft /s`
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
384.70
6843
0.021
384.64
6142
0.020
0.021
701
33680
384.58
5455
0.019
0.020
687
34686
384.52
4783
0.018
0.019
672
35844
384.46
4128
0.017
0.018
655
37202
384.40
3491
0.016
0.016
637
38828
384.34
2874
0.014
0.015
617
40835
384.28
2280
0.013
0.014
594
43417
384.22
1713
0.011
0.012
567
46947
384.17
1178
0.009
0.010
535
52290
384.11
684
0.007
0.008
494
62194
Step Increment = 0.06 ft
End Goal = 684.32 cf
Maximum Orifice Flow = 0.02 cfs
Drawdown Time = 4.93 days

1 121 - WQ #5 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #5 - Required Surface Area
Drainage Area to Basin = 18.3 acres
Impervious Area to Basin = 8.68 acres
Impervious Percentage = 47%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 407o
Site % impervious 4776
Upper Boundary 5070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
1.98
1.98
1.98
2.06
2.06
2.06
SA /DA = 1.98
Surface Area Required = 15,746 sf
Surface Area Provided = 25,756 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #5 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #5 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Storage Volume
Storage = KS *Stageb
200000 — K - 25747.00
y = 25747x' 099' 5 —
w 150000 RZ = 0.9999 b = 1.0955
V
m 100000
O
N 50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Simple Me
Drainage Area (A) = 18.30
Impervious Area = 8.68
Impervious Fraction (IA) = 0.47
Rainfall Depth (RD) = 1.00
Rv = 0.48
-thod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 31679 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.21
Contour
Average
375.21
ft
Contour
375.30
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(cf)
374.0
0.0
25756
0
0
0
376.0
2.0
29559
27658
55315
55315
378.0
4.0
32514
31037
62073
117388
380.0
6.0
35551
34033
68065
185453
Storage Volume
Storage = KS *Stageb
200000 — K - 25747.00
y = 25747x' 099' 5 —
w 150000 RZ = 0.9999 b = 1.0955
V
m 100000
O
N 50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Simple Me
Drainage Area (A) = 18.30
Impervious Area = 8.68
Impervious Fraction (IA) = 0.47
Rainfall Depth (RD) = 1.00
Rv = 0.48
-thod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 31679 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.21
ft
Elevation Required to Detain WQ Volume =
375.21
ft
Actual Orifice Elevation =
375.30
ft
Temporary Pool Volume Provided = 34320 cf
Temporary Pool Surface Area Provided = 28921 sf
Matt Jones, El
11/16/2011

1 121 - WQ #5 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #5 - Drawdown Orifice Sizing
Orifice Diameter=
2.50 in
Area of Orifice =
0.03 sf
Orifice Invert =
374.00 ft
KS =
25747.00
b =
1.0955
CD=
0.6
CW =
3.0
g =
32.2 ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
375.30
34320
0.179
375.19
31034
0.171
0.175
3286
18767
375.07
27778
0.161
0.166
3256
19604
374.96
24555
0.152
0.157
3223
20588
374.84
21369
0.141
0.146
3186
21767
374.73
18224
0.130
0.135
3145
23219
374.62
15125
0.117
0.124
3099
25075
374.50
12081
0.103
0.110
3044
27574
374.39
9104
0.087
0.095
2978
31225
374.27
6210
0.067
0.077
2894
37402
374.16
3432
0.040
0.054
2777
51900
Step Increment = 0.11 ft
End Goal = 3432.03 cf
Maximum Orifice Flow = 0.18 cfs
Drawdown Time = 3.21 days

1 121 - WQ #6 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #6 - Required Surface Area
Drainage Area to Basin = 5.05 acres
Impervious Area to Basin = 2.55 acres
Impervious Percentage = 50%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 5070
Site % impervious 5070
Upper Boundary 6070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
2.06
2.06
2.06
2.08
2.08
2.08
2.40
2.40
2.40
SA /DA = 2.08
Surface Area Required = 4,569 sf
Surface Area Provided = 5,211 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #6 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
40000
30000
V
d
b 20000
O
i+
10000
0
0.0
Matt Jones, El
11/16/2011
1121 - Del Webb
WQ #6 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Storage Volume
1.0 2.0 3.0 4.0
Stage (ft)
Storage = KS *Stageb
KS = 5767.90
- b = 1.3464
5.0
Runoff Volume
Simple M4
Drainage Area (A) = 5.05
Impervious Area = 2.55
Impervious Fraction (IA) = 0.50
Rainfall Depth (RD) = 1.00
Rv = 0.50
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 9247 cf (V = 3630 *Rp *Rv*A
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.42
Contour
Average
383.42
ft
Contour
383.50
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(cf)
(cf)
382.0
0.0
5211
0
0
0
384.0
2.0
9455
7333
14666
14666
386.0
4.0
13170
11313
22625
37291
Storage Volume
1.0 2.0 3.0 4.0
Stage (ft)
Storage = KS *Stageb
KS = 5767.90
- b = 1.3464
5.0
Runoff Volume
Simple M4
Drainage Area (A) = 5.05
Impervious Area = 2.55
Impervious Fraction (IA) = 0.50
Rainfall Depth (RD) = 1.00
Rv = 0.50
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 9247 cf (V = 3630 *Rp *Rv*A
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.42
ft
Elevation Required to Detain WQ Volume =
383.42
ft
Actual Orifice Elevation =
383.50
ft
Temporary Pool Volume Provided = 9957 cf
Temporary Pool Surface Area Provided = 8937 sf

1 121 - WQ #6 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #6 - Drawdown Orifice Sizing
Orifice Diameter=
Area of Orifice =
Orifice Invert =
KS =
b=
CD=
CW _
g=
1.00 in
0.01 sf
382.00 ft
5767.90
1.3464
0.6
3.0
32.2 ft /s`
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
383.50
9957
0.032
383.38
8874
0.030
0.031
1082
34877
383.25
7825
0.029
0.030
1049
35409
383.13
6811
0.027
0.028
1014
36008
383.01
5834
0.026
0.027
977
36694
382.89
4898
0.024
0.025
936
37490
382.76
4006
0.022
0.023
892
38436
382.64
3162
0.020
0.021
844
39596
382.52
2373
0.018
0.019
789
41078
382.39
1647
0.016
0.017
726
43104
382.27
996
0.013
0.014
651
46206
Step Increment = 0.12 ft
End Goal = 995.65 cf
Maximum Orifice Flow = 0.03 cfs
Drawdown Time = 4.50 days

1 121 - LS #7 Sizing.xls
Level Spreader Flow and Length
1121 - Del Webb
LS #7 Calculations
Composite C Value Calculation
Matt Jones, El
11/16/2011
Cover Condition
C Value
E92
Portion of Total Area
Weighted C Value
Impervious (Streets)
0.95
0.58
0.55
Open HSG 'D'
0.35
0.42
0.15
Total 2.21
Total 0.70
Composite C Value = 0.70
1 in /hr Ratinal Flow Calculation
Intensity = 1.00 in /hr
Rational Flow Equation
Q=C xIxA cfs
Q = 0.70 x 1.00 x 2.21 = 1.55 cfs
Total Flow to Level Spreader = 1.55 cfs
Level Spreader Length Calculations
Level Spreader Length Multiplier = 10 ft /cfs
Length of Level Spreader Required = 15 ft
Length of Level Spreader Provided = 50 ft

1121 - Del Webb
Level Spreader #7 Flow Splitter
Peak Flow =
1.55
cfs
Pipe to Level Spreader Invert =
390.00
feet
WSE =
390.90
feet
Diameter of Pipe to Level Spreader =
8.00
inches
Discharge Coefficient (Cd) =
0.60
g =
32.20
ft /s /s
Submerged Area (a) = 0.35 ft2
Effective Head (h) = 0.90 feet
Q = Cd *a *�2 *g *h
Orifice Flow (Q) = 1 1.59 cfs
Bypass Weir Elevation = 390.90

1 121 - WQ #8 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #8 - Required Surface Area
Drainage Area to Basin = 29.2 acres
Impervious Area to Basin = 17.33 acres
Impervious Percentage = 59%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 5070
Site % impervious 5970
Upper Boundary 6070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
2.06
2.06
2.06
2.38
2.38
2.38
2.40
2.40
2.40
SA /DA = 2.38
Surface Area Required = 30,245 sf
Surface Area Provided = 61,138 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ #8 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #8 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Storage Volume
Storage = KS *Stageb
500000 K - 60508.00
400000 Y = 601 --- 09" 5 —
w R = 0.9998 b = 1.0953
V
w 300000
oa
0 200000
100000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Simple Me
Drainage Area (A) = 29.20
Impervious Area = 17.33
Impervious Fraction (IA) = 0.59
Rainfall Depth (RD) = 1.00
Rv = 0.58
-thod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 61917 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.02
Contour
Average
359.02
ft
Contour
359.10
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(cf)
358.0
0.0
61319
0
0
0
360.0
2.0
68377
64848
129696
129696
362.0
4.0
75754
72066
144131
273827
364.0
6.0
83441
79598
159195
433022
Storage Volume
Storage = KS *Stageb
500000 K - 60508.00
400000 Y = 601 --- 09" 5 —
w R = 0.9998 b = 1.0953
V
w 300000
oa
0 200000
100000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (ft)
Runoff Volume
Simple Me
Drainage Area (A) = 29.20
Impervious Area = 17.33
Impervious Fraction (IA) = 0.59
Rainfall Depth (RD) = 1.00
Rv = 0.58
-thod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 61917 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.02
ft
Elevation Required to Detain WQ Volume =
359.02
ft
Actual Orifice Elevation =
359.10
ft
Temporary Pool Volume Provided = 67166 cf
Temporary Pool Surface Area Provided = 66879 sf
Matt Jones, El
11/16/2011

1 121 - WQ #8 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #8 - Drawdown Orifice Sizing
Orifice Diameter=
Area of Orifice =
Orifice Invert =
KS =
b=
CD=
CW _
g=
4.00 in
0.09 sf
358.00 ft
60508.00
1.0953
0.6
3.0
32.2 ft /s`
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
359.10
67166
0.406
359.00
60736
0.384
0.395
6430
16272
358.91
54365
0.362
0.373
6371
17084
358.81
48058
0.337
0.349
6307
18055
358.71
41822
0.311
0.324
6235
19248
358.62
35667
0.282
0.296
6155
20766
358.52
29603
0.250
0.266
6064
22795
358.42
23646
0.213
0.232
5957
25723
358.33
17818
0.187
0.200
5828
29096
358.23
12153
0.111
0.149
5664
37961
358.13
6717
0.049
0.080
5437
67845
Step Increment = 0.10 ft
End Goal = 6716.61 cf
Maximum Orifice Flow = 0.40 cfs
Drawdown Time = 3.18 days

1 121 - WQ #9 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #9 - Required Surface Area
Drainage Area to Basin = 49.95 acres
Impervious Area to Basin = 23.82 acres
Impervious Percentage = 48%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 407o
Site % impervious 487o
Upper Boundary 5070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
1.98
1.98
1.98
2.06
2.06
2.06
SA /DA = 1.98
Surface Area Required = 43,162 sf
Surface Area Provided = 101,403 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1121 - WQ #9 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #9 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
Contour
Elevation
(ft)
Stage
(ft)
Contour
Surface
Area
(SO
Average
Contour
Surface Area
(SO
Incremental
Volume
(cf)
Cumulative
Volume
(cf)
410.0
0.0
101403
0
0
0
412.0
2.0
109678
105541
211081
211081
414.0
4.0
118237
113958
227915
438996
416.0
6.0
127073
122655
245310
684306
418.0
8.0
136174
131624
263247
947553
4200 .
10.0
1 145534
1 140854
1 281708
1 1229261
422.0
1 12.0
1 151151
1 148343
1 296685
1 1525946
Storage Volume
Storage = KS *Stageb
2000000
y = 96578x""' 8 KS = 96578.00
I=. I . 1500000 ' b = 1.1028
d
� 1000000
O
v' 500000
0
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0
Stage (ft)
Runoff Volume (V) = 1 86886 cf (V = 3630 *Rp *Rv *A)
Water Quality Volume Stacie Calculation
Stage Required to Detain WQ Volume = 0.91 ft
Elevation Required to Detain WQ Volume = 410.91 ft
Actual Orifice Elevation = 411.00 ft
Temporary Pool Volume Provided = 96578 cf
Temporary Pool Surface Area Provided = 106506 sf
Matt Jones, El
11/16/2011
Runoff Volume
Simple Method
Drainage Area (A)
= 49.95 Acres
Impervious Area
= 23.82 Acres
Impervious Fraction (IA)
= 0.48
Rainfall Depth (RD)
= 1.00 Inch
Rv=
0.48 (Rv = 0.05 +0.9 *IA)
Runoff Volume (V) = 1 86886 cf (V = 3630 *Rp *Rv *A)
Water Quality Volume Stacie Calculation
Stage Required to Detain WQ Volume = 0.91 ft
Elevation Required to Detain WQ Volume = 410.91 ft
Actual Orifice Elevation = 411.00 ft
Temporary Pool Volume Provided = 96578 cf
Temporary Pool Surface Area Provided = 106506 sf
Matt Jones, El
11/16/2011

1 121 - WQ #9 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #9 - Drawdown Orifice Sizing
Orifice Diameter=
Area of Orifice =
Orifice Invert =
KS =
b=
CD=
CW _
g=
5.00 in
0.14 sf
410.00 ft
96578.00
1.1028
0.6
3.0
32.2 ft /s`
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
411.00
96578
0.584
410.91
87291
0.551
0.568
9287
16365
410.82
78095
0.515
0.533
9196
17247
410.74
68999
0.477
0.496
9096
18322
410.65
60013
0.436
0.457
8985
19671
410.56
51152
0.390
0.413
8861
21442
410.47
42432
0.339
0.365
8720
23921
410.39
33877
0.301
0.320
8555
26764
410.30
25521
0.205
0.253
8356
33083
410.21
17416
0.122
0.163
8105
49702
410.12
9658
0.055
0.088
7758
88073
Step Increment = 0.09 ft
End Goal = 9657.80 cf
Maximum Orifice Flow = 0.57 cfs
Drawdown Time = 3.64 days

1 121 - WQ #10 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #10 - Required Surface Area
Drainage Area to Basin = 15.99 acres
Impervious Area to Basin = 7.58 acres
Impervious Percentage = 47%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 407o
Site % impervious 4776
Upper Boundary 5070
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.73
1.73
1.73
1.97
1.97
1.97
2.06
2.06
2.06
SA /DA = 1.97
Surface Area Required = 13,752 sf
Surface Area Provided = 24,297 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ# 10 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #10 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
250000
200000
w
V
w 150000
bA
0 100000
N
50000
0
0.0 1.0
Storage Volume
y = 23859x1.1n9
R = 0.9996
2.0 3.0 4.0
Stage (ft)
5.0 6.0 7.0
Runoff Volume
Simple Me
Drainage Area (A) = 15.99
Impervious Area = 7.58
Impervious Fraction (IA) = 0.47
Rainfall Depth (RD) = 1.00
Rv = 0.48
Storage = KS *Stageb
KS = 23859.00
b = 1.1779
-thod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 27666 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.13
Contour
Average
389.13
ft
Contour
389.20
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(cf)
388.0
0.0
24297
0
0
0
390.0
2.0
29985
27141
54282
54282
392.0
4.0
36051
33018
66036
120318
394.0
6.0
42414
39233
78465
198783
250000
200000
w
V
w 150000
bA
0 100000
N
50000
0
0.0 1.0
Storage Volume
y = 23859x1.1n9
R = 0.9996
2.0 3.0 4.0
Stage (ft)
5.0 6.0 7.0
Runoff Volume
Simple Me
Drainage Area (A) = 15.99
Impervious Area = 7.58
Impervious Fraction (IA) = 0.47
Rainfall Depth (RD) = 1.00
Rv = 0.48
Storage = KS *Stageb
KS = 23859.00
b = 1.1779
-thod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 27666 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.13
ft
Elevation Required to Detain WQ Volume =
389.13
ft
Actual Orifice Elevation =
389.20
ft
Temporary Pool Volume Provided = 29575 cf
Temporary Pool Surface Area Provided = 29030 sf
Matt Jones, El
11/16/2011

1 121 - WQ #10 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #10 - Drawdown Orifice Sizing
Orifice Diameter=
2.50 in
Area of Orifice =
0.03 sf
Orifice Invert =
388.00 ft
KS =
23859.00
b =
1.1 779
CD=
0.6
CW =
3.0
g =
32.2 ft /s2
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
389.20
29575
0.172
389.10
26608
0.164
0.168
2967
17694
388.99
23690
0.155
0.159
2918
18329
388.89
20826
0.146
0.150
2864
19069
388.79
18020
0.136
0.141
2806
19948
388.68
15278
0.125
0.130
2741
21021
388.58
12610
0.113
0.119
2669
22375
388.48
10024
0.100
0.107
2586
24171
388.38
7536
0.086
0.093
2488
26744
388.27
5168
0.067
0.076
2368
30957
388.17
2957
0.044
0.056
2211
39765
Step Increment = 0.10 ft
End Goal = 2957.47 cf
Maximum Orifice Flow = 0.17 cfs
Drawdown Time = 2.78 days

1 121 - WQ #11 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #11 - Required Surface Area
Drainage Area to Basin = 23.41 acres
Impervious Area to Basin = 7.86 acres
Impervious Percentage = 340
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 307o
Site % impervious 347o
Upper Boundary 407o
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.34
1.34
1.34
1.48
1.48
1.48
1.73
1.73
1.73
SA /DA = 1.48
Surface Area Required = 15,086 sf
Surface Area Provided = 56,558 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ# 1 1 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #11 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
500000
400000
w
V
w 300000
oa
0 200000
100000
0
0.0 1.0
Storage Volume
y = 5585 1X1.0814
Rz = 0.9999
2.0 3.0 4.0
Stage (ft)
5.0 6.0 7.0
Runoff Volume
Simple Me
Drainage Area (A) = 23.41
Impervious Area = 7.86
Impervious Fraction (IA) = 0.34
Rainfall Depth (RD) = 1.00
Rv = 0.35
Storage = KS *Stageb
KS = 55851.00
b = 1 1.0874
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 29928 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.56
Contour
Average
392.56
ft
Contour
392.60
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(cf)
392.0
0.0
56558
0
0
0
394.0
2.0
62475
59517
119033
119033
396.0
4.0
68657
65566
131132
250165
398.0
6.0
75104
71881
143761
393926
500000
400000
w
V
w 300000
oa
0 200000
100000
0
0.0 1.0
Storage Volume
y = 5585 1X1.0814
Rz = 0.9999
2.0 3.0 4.0
Stage (ft)
5.0 6.0 7.0
Runoff Volume
Simple Me
Drainage Area (A) = 23.41
Impervious Area = 7.86
Impervious Fraction (IA) = 0.34
Rainfall Depth (RD) = 1.00
Rv = 0.35
Storage = KS *Stageb
KS = 55851.00
b = 1 1.0874
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 29928 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
0.56
ft
Elevation Required to Detain WQ Volume =
392.56
ft
Actual Orifice Elevation =
392.60
ft
Temporary Pool Volume Provided = 32047 cf
Temporary Pool Surface Area Provided = 58081 sf
Matt Jones, El
11/16/2011

1121 - WQ #11 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #10 - Drawdown Orifice Sizing
Orifice Diameter=
Area of Orifice =
Orifice Invert =
KS =
b=
CD=
CW _
g=
3.00 in
0.05 sf
392.00 ft
55851.00
1.0874
0.6
3.0
32.2 ft /s`
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
392.60
32047
0.163
392.55
28994
0.154
0.158
3053
19296
392.49
25966
0.144
0.149
3028
20372
392.44
22967
0.133
0.138
3000
21684
392.39
19998
0.121
0.127
2968
23334
392.34
17065
0.109
0.115
2933
25505
392.28
14172
0.094
0.101
2893
28554
392.23
11326
0.083
0.089
2846
32148
392.18
8537
0.056
0.070
2789
40067
392.12
5820
0.033
0.045
2717
60814
392.07
3205
0.015
0.024
2615
109689
Step Increment = 0.05 ft
End Goal = 3204.74 cf
Maximum Orifice Flow = 0.16 cfs
Drawdown Time = 4.42 days

1 121 - WQ #12 Sizing.xls
Surface Area Calcs (85 %TSS)
1121 - Del Webb
WQ #12 - Required Surface Area
Drainage Area to Basin = 9.12 acres
Impervious Area to Basin = 3.56 acres
Impervious Percentage = 39%
Avereage Depth (Volume /SA) = 3.00 ft
Interpolation to Determine SA /DA Ratio
Impervious
Lower Boundary 307o
Site % impervious 397o
Upper Boundary 407o
Average Depth (Vol /SA) (ft)
3.0 3.0 3.0
1.34
1.34
1.34
1.69
1.69
1.69
1.73
1.73
1.73
SA /DA = 1.69
Surface Area Required = 6,723 sf
Surface Area Provided = 11,806 sf
Matt Jones, El
11/16/2011
<- from table below
<- interpolated
<- from table below
Surface Area (SA) to Drainage Area (DA) Ratio for Permanent Pool Sizing to
Achieve 85 Percent TSS Pollutant Removal Efficiency in the Piedmont
(From NCDWQ Stormwater BMP Manual, July 20071
Percent
Impervious
Cover
3.0
Permanent Pool Average Depth (ft)
4.0 5.0 6.0 7.0 8.0
9.0
10%
0.59
0.49
0.43
0.35
0.31
0.29
0.26
20%
0.97
0.79
0.70
0.59
0.51
0.46
0.44
30%
1.34
1.08
0.97
0.83
0.70
0.64
0.62
40%
1.73
1.43
1.25
1.05
0.90
0.82
0.77
50%
2.06
1.73
1.50
1.30
1.09
1.00
0.92
60%
2.40
2.03
1.71
1.51
1.29
1.18
1.10
70%
2.88
2.40
2.07
1.79
1.54
1.35
1.26
80%
3.36
2.78
2.38
2.10
1.86
1.60
1.42
90%
3.74
3.10
2.66
2.34
2.11
1.83
1.67

1 121 - WQ# 12 Sizing.xls
Above NP Volume
Normal Pool
Top of Berm
1121 - Del Webb
WQ #12 - Above Normal Pool Volume
Storage Volume
Stage /Storage Calculations
120000
100000
80000
v
60000
40000
20000
0
0.0 1.0
Storage Volume
y = 11566x"""
RZ = 0.9995
2.0 3.0 4.0 5.0 6.0
Stage (ft)
7.0
Runoff Volume
Simple Mi
Drainage Area (A) = 9.12
Impervious Area = 3.56
Impervious Fraction (IA) = 0.39
Rainfall Depth (RD) = 1.00
Rv = 0.40
Storage = KS *Stageb
KS = 11566.00
b = 1 1.2072
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 13286 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.12
Contour
Average
403.12
ft
Contour
403.20
ft
Incremental
Cumulative
Stage
Surface
Contour
Elevation
Volume
Volume
Area
Surface Area
(ft)
(ft)
(sf)
(sf)
(co
(cf)
402.0
0.0
11805
0
0
0
404.0
2.0
15072
13439
26877
26877
406.0
4.0
18637
16855
33709
60586
408.0
6.0
22483
20560
41120
101706
120000
100000
80000
v
60000
40000
20000
0
0.0 1.0
Storage Volume
y = 11566x"""
RZ = 0.9995
2.0 3.0 4.0 5.0 6.0
Stage (ft)
7.0
Runoff Volume
Simple Mi
Drainage Area (A) = 9.12
Impervious Area = 3.56
Impervious Fraction (IA) = 0.39
Rainfall Depth (RD) = 1.00
Rv = 0.40
Storage = KS *Stageb
KS = 11566.00
b = 1 1.2072
Ahod
Acres
Acres
Inch
(Rv = 0.05 +0.9* IA)
Runoff Volume (V) = 1 13286 cf (V = 3630 *Rp *Rv*A)
Water Quality Volume Stage Calculation
Stage Required to Detain WQ Volume =
1.12
ft
Elevation Required to Detain WQ Volume =
403.12
ft
Actual Orifice Elevation =
403.20
ft
Temporary Pool Volume Provided = 14414 cf
Temporary Pool Surface Area Provided = 14500 sf
Matt Jones, El
11/16/2011

1 121 - WQ #12 Sizing.xls
Drawdown Orifice Sizing
1121 - Del Webb
WQ #12 - Drawdown Orifice Sizing
Orifice Diameter=
Area of Orifice =
Orifice Invert =
KS =
b=
CD=
CW _
g=
1.50 in
0.01 sf
402.00 ft
11566.00
1.2072
0.6
3.0
32.2 ft /s`
Matt Jones, El
11/16/2011
Water
Surface
Elevation
(ft)
Volume
Stored
(cf)
Incremental
Orifice Flow
(cfs)
Average
Orifice Flow
(cfs)
Incremental
Volume Drawn
Down
(cfs)
Incremental
Time
(s)
403.20
14414
0.063
403.10
12945
0.060
0.062
1468
23847
403.00
11505
0.057
0.059
1440
24577
402.89
10095
0.054
0.055
1410
25416
402.79
8718
0.050
0.052
1377
26399
402.69
7378
0.047
0.049
1340
27575
402.59
6078
0.043
0.045
1300
29022
402.48
4825
0.038
0.041
1253
30878
402.38
3626
0.033
0.036
1199
33401
402.28
2491
0.028
0.031
1134
37183
402.18
1441
0.020
0.024
1050
44050
Step Increment = 0.10 ft
End Goal = 1441.35 cf
Maximum Orifice Flow = 0.06 cfs
Drawdown Time = 3.50 days

1 121 - LS# 13 Sizing.xls
Level Spreader Flow and Length
1121 - Del Webb
LS #13 Calculations
Composite C Value Calculation
Matt Jones, El
11/16/2011
Cover Condition
C Value
E52
Portion of Total Area
Weighted C Value
Impervious (Streets)
0.95
0.40
0.38
Open HSG 'D'
0.35
0.60
0.21
Total 2.52
Total 0.59
Composite C Value = 0.59
1 in /hr Ratinal Flow Calculation
Intensity = 1.00 in /hr
Rational Flow Equation
Q=C xIxA cfs
Q = 0.59 x 1.00 x 2.52 = 1.48 cfs
Total Flow to Level Spreader = 1.48 cfs
Level Spreader Length Calculations
Level Spreader Length Multiplier = 10 ft /cfs
Length of Level Spreader Required = 15 ft
Length of Level Spreader Provided = 100 ft

1121 - Del Webb
Level Spreader #13 Flow Splitter
Peak Flow =
1.48
cfs
Pipe to Level Spreader Invert =
392.00
feet
WSE =
392.80
feet
Diameter of Pipe to Level Spreader =
8.00
inches
Discharge Coefficient (Cd) =
0.60
g =
32.20
ft /s /s
Submerged Area (a) = 0.35 ft2
Effective Head (h) = 0.80 feet
Q = Cd *a *�2 *g *h
Orifice Flow (Q) = 1 1.50 cfs
Bypass Weir Elevation = 392.80

Nutrient Loading Calculations

1121 - Nutrient Loading Calculations.xls
Pre - Development
1121 - Del Webb Durham
Nitrogen Export Calculations
Pre - Development
Matt Jones, El
11/16/2011
(1)
(2)
(3)
(4)
(5)
(3')
(6)
(5)
Area
Average EMC of TN
Prod ucf of
*
*1
Average EMC of
Prod ucf of
Type of Land Cover
(Acres)
0.43 + 7.7 I
(m9 /L)
Columns (2) (3)
0.46 + 8.3
TP (mg /L)
Columns (2)
and (4)
(3') and (6)
Transportation Impervious
0.00
0.48
2.60
0.00
0.51
0.19
0.00
Non - Transportation Impervious
1.72
0.48
2.60
2.13
0.51
0.11
0.10
Managed Pervious
28.22
0.48
1.36
18.25
0.51
0.28
4.02
Wooded Pervious
261.78
0.48
0.95
118.23
0.51
0.14
18.65
Total Area =
291.72
TN Loading (Ibs /yr)
138.60
TP Loading
22.77
_
(Ibs /yr) _
Fraction of Total Area =
0.01
= 1 TN Export Coef
0.48
TP Export Coef
0.08
(Ibs /ac /yr) _
(Ibs /ac /yr) _

1121 - Nutrient Loading Calculations.As
Post - Development Overall
1121 - Del Webb Durham
Nitrogen Export Calculations
Post - Development Without Treatment
Matt Jones, El
11/16/2011
(1)
(2)
(3)
(4)
(5)
(S)
(6)
(5)
Product of
Product of
Area
Average EMC of
Average EMC
Type of Land Cover
0.43 + 7.7 *I
Columns (2)
0.46 + 8.3 *I
Columns (2)
(Acres)
TN (mg /L)
of TP (mg /L)
(3) and (4)
(3') and (6)
Transportation Impervious
57.64
3.76
2.60
562.85
4.04
0.19
44.30
Non - Transportation Impervious
68.36
3.76
2.60
667.53
4.04
0.11
30.42
Managed Pervious
105.78
3.76
1.36
540.31
4.04
0.28
119.80
Wooded Pervious
59.94
3.76
0.95
213.87
4.04
0.14
33.94
TN Loading (Ibs /yr)
TP Loading
Total Area =
291.72
_
1984.57
(Ibs /yr) =
228.46
TN Export Coef
TP Export Coef
Fraction of Total Area =
0.43
= 1
(Ibs /ac /yr) _
6.80
(Ibs /ac /yr) _
0.78
Allowable Nitrogen Export = 2.20 Ibs /ac /yr
Allowable Phosphorous Export = 0.50 Ibs /ac /yr
Excess Nitrogen Export = 4.60 Ibs /ac /yr
Excess Phosphorous Export = 0.28 Ibs /ac /yr
Amount of Nitrogen Requiring Treatment = 1342.78 Ibs /yr
Amount of Phosphorous Requiring Treatment = 82.60 Ibs /yr
Minimum Onsite Treatment Required = 40%
Amount of Nitrogen That Must Be Removed by Onsite BMPs = 537.11 Ibs /yr
Amount of Phosphorous That Must Be Removed by Onsite BMPs = 33.04 Ibs /yr

1121 - Del Webb Durham
Nitrogen Removed by WQ Ponds
Total Area Draining to Water Quality Ponds
(1)
(2)
(3)
(4)
(5)
(3')
(6)
(5)
Area
*
Average EMC of
Product of
*
Average EMC of
Prod ucf of
Type of Land Cover
(Acres)
0.43 + 7.7 I
TN (mg /L)
Columns (2) (3)
0.46 + 8.3 I
TP (mg /L)
Columns (2)
and (4)
(3') and (6)
Transportation Impervious
40.16
4.14
2.60
431.77
4.45
0.19
33.98
Non - Transportation Impervious
60.31
4.14
2.60
648.40
4.45
0.11
29.55
Managed Pervious
108.33
4.14
1.36
609.22
4.45
0.28
135.09
Wooded Pervious
0.00
4.14
0.95
0.00
4.45
0.14
0.00
Total Area =
208.80
TN Loading (Ibs /yr)
1689.39
TP Loading
198.62
_
(Ibs /yr) =
Fraction of Total Area =
0.48
= 1 TN Export Coef
8.09
TP Export Coef
0.95
(Ibs /ac /yr) _
(Ibs /ac /yr) =
Nitrogen Loading to WQ Ponds = 1689.39 Ibs /yr
Phosphorous Loading to WQ Ponds = 198.62 �Ibs/yr
WQ Pond Nirogen Removal Rafe = 25%
WQ Pond Phosphorus Removal Rafe = 40%
Nitrogen Removed by WQ Ponds = 422.35 Ibs /yr
Phosphorous Removed by WQ Ponds = 79.45 �Ibs/yr
Nitrogen Loading to Level Spreaders with EFS in Series = 1267.04 Ibs /yr
Phosphorus Loading to Level Spreaders with EFS in Series = 119.17 Ilbs/yr
LS /EFS Nirogen Removal Rafe = 30%
LS /EFS Phosphorus Removal Rafe = 35%
Nitrogen Removed by LS /EFS = 380.11 Ibs /yr
Phosphorous Removed by LS /EFS = 41.71 Ilbs/yr

1121 - Del Webb Durham
Nitrogen Removed by WQ Ponds
Total Area Draining to Level Spreaders
(1)
(2)
(3)
(4)
(5)
(3')
(6)
(5)
Area
*1
Average EMC of TN
Product of
*1
Average EMC of
Product of
Type of Land Cover
(Acres)
0.43 + 7.7
(mg /L)
Columns (2) (3)
0.46 + 8.3
TP (mg /L)
Columns (2)
and (4)
(3') and (6)
Transportation Impervious
1.22
4.17
2.60
13.24
4.50
0.19
1.04
Non - Transportation Impervious
1.08
4.17
2.60
11.72
4.50
0.11
0.53
Managed Pervious
2.43
4.17
1.36
13.79
4.50
0.28
3.06
Wooded Pervious
0.00
4.17
0.95
0.00
4.50
0.14
0.00
Total Area =
4.73
TN Loading (Ibs /yr) =
38.76
TP Loading
4.64
(Ibs /yr) _
Fraction of Total Area =
0.49
= 1 TN Export Coef (Ibs /ac /yr)
8.19
TP Export Coef
0.98
_
(Ibs /ac /yr) _
Nitrogen Loading to Level Spreaders with EFS = 38.76 Ibs /yr
Phosphorus Loading to Level Spreaders with EFS = 4.64 Ibs /yr
LS /EFS Nirogen Removal Rate = 30%
LS /EFS Phosphorus Removal Rate = 25%
Nitrogen Removed by BMP= 11.63 Ibs /yr
Phosphorous Removed by BMP = 1.16 Ibs /yr

1 121 - Nutrient Loading Calculations.As
Post - Development Summary
1121 - Del Webb Durham
Nutrient Loading Summary
Post - development Nutrient Loading
Total Post - Development Nitrogen Loading =
1984.57
Ibs /yr
Total Post - Development Phosphorus Loading =
228.46
Ibs /yr
Total Nitrogen Removal Required onsite =
537.11
Ibs /yr
Total Phosphorus Removal Required onsite =
33.04
Ibs /yr
Nutrient Removal by Onsite BMP's
Nitrogen Removed by WQ Ponds =
422.35
Ibs /yr
Phosphorus Removed by WQ Ponds =
79.45
Ibs /yr
Nitrogen Removed by LS /EFS in Series =
380.1 1
Ibs /yr
Phosphorus Removed by LS /EFS in Series =
41.71
Ibs /yr
Nitrogen Removed by Stand Alone Level Spreaders with EFS =
1 1.63
Ibs /yr
Nitrogen Removed by Stand Alone Level Spreaders with EFS =
l .l 6
Ibs /yr
Total Nitrogen Removed by BMP's =
814.09
Ibs /yr
Total Phosphorous Removed by BMP's =
122.32
Ibs /yr
Amount of Required Nitrogen Treatment Provided On -site =
61�
Amount of Required Phosphorus Treatment Provided On -site =
148
Remaining Treatment
Total Site Nitrogen Loading After Treatment = 1170.48 Ibs /yr
Total Site Phosphorous Loading After Treatment = 106.14 Ibs /yr
Total Unit Nitrogen Loading After Treatment = 4.01 Ibs /ac /yr
Total Unit Phosphorous Loading After Treatment = 0.36 Ibs /ac /yr
Excess Unit Nitrogen Loading = 1.81 Ibs /ac /yr
Excess Unit Phosphorous Loading = N/A Ibs /ac /yr
Nitrogen Loading Requiring Offset payment = 528.69 Ibs /yr
Phosphorous Loading Requiring Offset payment = N/A Ibs /yr
NCEEP Nitrogen Offset Fee as of 7/1/11 = $21.64 /lb
NCEEP Phosphorous Offset Fee as of 7/1/11 = $134.23 /lb
Nutrient Offset Period = 30 years
NCEEP Nitrogen Offset Fee = $343,226.19
NCEEP Phosphorous Offset Fee = N/A
Total NCEEP Offset Payment = $343,226.19
Matt Jones, El
11/16/2011

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©COPYRIGHT 2008 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED
HORVATH
ASSOCIATE S
16 CONSULTANT PLACE,SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
537 MARKET STREET, SUITE LL20
CHATTAN OOGA, TE NN ESSE E 37402
P 423.266.4990 F 423.266.5700
www.horvathassociates.com
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I
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DATE
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PROJECT NO.
1121
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©COPYRIGHT 2008 THIS DOCUMENT AND THE DESIGN ARE THE PROPERTY OF HORVATH ASSOCIATES, P.A. ANY REPRODUCTION WITHOUT PRIOR WRITTEN CONSENT IS PROHIBITED
HORVATH
ASSOCIATE S
16 CONSULTANT PLACE,SUITE 201
DURHAM, NORTH CAROLINA 27707
P 919.490.4990 F 919.490.8953
537 MARKET STREET, SUITE LL20
CHATTAN OOGA, TE NN ESSE E 37402
P 423.266.4990 F 423.266.5700
www.horvathassociates.com
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1/26/2012
2ND SITE PLAN REVIEW I MJ
I
I
DRAWN BY: CHECKED BY:
MLJ
DATE
8 -4 -2011
SCALE
1 " = 200'
PROJECT NO.
1121
SHEET NO.
SW4
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1/26/2012
2ND SITE PLAN REVIEW I MJ
I
I
DRAWN BY: CHECKED BY:
MLJ
DATE
8 -4 -2011
SCALE
1 " = 200'
PROJECT NO.
1121
SHEET NO.
SW4