20090554 Ver 2_PCN Form Submission_20190620

DR
02*10n of Water R"Ourc"
Pre -Construction Notification (PCN) Form
September 29, 2018 Ver 3
Initial Review
Has this project met the requirements for acceptance into the review process?*
r Yes
r No
Is this project a public transportation project?*
r Yes r No
Change only if needed.
BIMS # Assigned *
Version#*
20090554
2
Is a payment required for this project?*
* No payment required
What amout is owed?*
* Fee received
r $240.00
r Fee needed - send electronic notification
r $570.00
Reviewing Office* Select Project Reviewer*
Raleigh Regional Office - [phone] Stephanie Goss:eads\szgoss
Information for Initial Review
1a. Name of project:
Olde Mill Stream
1a. Who is the Primary Contact?*
Ralph Hodge
1 b. Primary Contact Email:*
[e-mail]
Date Submitted
6/20/2019
Nearest Body of Water
Maple Creek
Basin
Tar -Pamlico
Water Classification
WS-IV;NSW
Site Coordinates
Latitude:
35.94791
A. Processing Information
County (or Counties) where the project is located:
Nash
Is this project a public transportation project?*
r Yes r No
Longitude:
-77.87581
1a. Type(s) of approval sought from the Corps:
V Section 404 Permit (wetlands, streams and waters, Clean Water Act)
F Section 10 Permit (navigable waters, tidal waters, Rivers and Harbors Act)
1 b. What type(s) of permit(s) do you wish to seek authorization?
P Nationwide Permit (NWP)
F- Regional General Permit (RGP)
r- Standard (IP)
1c. Primary Contact Phone:*
[phone]

1c. Has the NWP or GP number been verified by the Corps?
r Yes r No
Nationwide Permit (NWP) Number:
NWP Numbers (for multiple NWPS):
1d. Type(s) of approval sought from the DWR:
rJ 401 Water Quality Certification - Regular
F Non -404 Jurisdictional General Permit
F Individual Permit
29 - Residential Developments
1e. Is this notification solely for the record because written approval is not required?
For the record only for DWR 401 Certification:
For the record only for Corps Permit:
F 401 Water Quality Certification - E)press
fJ Riparian Buffer Authorization
1f. Is this an after -the -fact permit application?*
r- Yes r No
1g. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
r Yes r No
1g. Is payment into a mitigation bank or in -lieu fee program proposed for mitigation of impacts?
r- Yes r- No
Acceptance Letter Attachment
1h. Is the project located in any of NC's twenty coastal counties?
r Yes r No
1j. Is the project located in a designated trout watershed?
r- Yes r No
B. Applicant Information
1d. Who is applying for the permit?
R Owner FT Applicant (other than owner)
1e. Is there an Agent/Consultant for this project?
r Yes r No
2. Owner Information
2a. Name(s) on recorded deed:
Hodge -Morris, LLC
2b. Deed book and page no.:
2162, 770
2c. Responsible party:
Ralph Hodge
2d. Address
Street Address
2101 F Miller Road
Address Line 2
aY
Wilson
Postal / Zip Cade
27893
2e. Telephone Number:
[phone]
29. Email Address:*
[e-mail]
3. Applicant Information (if different from owner)
3a. Name:
Robert S. Bartlett, PE
State / Rovince / Pagion
NC
Country
United States
2f. Fax Number:
[phone]
r Yes r No
ryes r No

3b. Business Name:
Bartlett Engineering and Surveying, PC
3c. Address
Street Address
1906 Nash Street North
Address Line 2
City
Wilson
Postal / Zip Cede
27893
3d. Telephone Number:
[phone]
3f. Email Address:*
[e-mail]
C. Project Information and Prior Project History
1. Project Information
1b. Subdivision name:
(if appropriate)
Olde Mill Stream
1c. Nearest municipality/ town:
Rocky Mount
2. Project Identification
2a. Property Identification Number:
3830-18-31-0386,3830-18-31-1671
2c. Project Address
Street Address
S. Halifax Road
Address Line 2
atY
Rocky Mount
Postal / Zip (ode
27804
3. Surface Waters
3a. Name of the nearest body of water to proposed project:*
Maple Creek
3b. Water Resources Classification of nearest receiving water:*
WS-IV;NSW
3c. What river basin(s) is your project located in?*
Tar -Pamlico
3d. Please provide the 12 -digit HUC in which the project is located.
030201010607
4. Project Description and History
State / Province / legion
NC
Country
United States
3e. Fax Number:
[phone]
2b. Property size:
93.8
State / Province / I3gron
NC
Country
United States
4a. 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 93.8 acre site is partially wooded, mainly cropland farmstead with one stream/wetland feature on the east side and one strearn/wetland feature (Maple Creek) on the south side.
Bounded on the east by Halifax Road. Most of the surrounding area is agricultural.
4b. Have Corps permits or DWR certifications been obtained for this project (including all prior phases) in the past?*
F Yes r No r Unknown
4c. If yes, please give the DWR Certification number or the Corps Action ID (exp. SAW -0000-00000).
USAE Action ID: 200800727 (SAW -2008-00727)
Project History Upload
Olde Mill Stream USAE 404 permit.pdf
413.68KB
4d. Attach an 8 1/2 X 11 excerpt from the most recent version of the USGS topographic map indicating the location of the project site. (for DWR)
18-266 Quad Map.pdf 209.55KB
4e. Attach an 8 1/2 X 11 excerpt from the most recent version of the published County NRCS Soil Survey map depicting the project site. (for DWR)

18-266 Soils Map.pdf 185.79KB
4f. List the total estimated acreage of all existing wetlands on the property:
22.20 AC
4g. List the total estimated linear feet of all existing streams on the property:
5259 LF
4h. Explain the purpose of the proposed project:*
Residential Subdivision
4i. Describe the overall project in detail, including indirect impacts and the type of equipment to be used:*
Project will consist of clearing and grading with appropriate erosion control measures and installation of roads and utilities for subdivision. Access to the main portion of the property will
require a perpendicular crossing of a stream/wetland.
4j. Please upload project drawings for the proposed project.
Olde Mill Stream Ph 1 S & E.pdf 579.19KB
S. Jurisdictional Determinations
5a. Have the wetlands or streams been delineated on the property or proposed impact areas?*
r Yes r No r Unknown
Comments:
5b. If the Corps made a jurisdictional determination, what type of determination was made?*
r Preliminary r Approved r Not Verified r Unknown r N/A
Corps AID Number:
SAW -2019-00073
5c. If Sa is yes, who delineated the jurisdictional areas?
Name (if known):
Agency/Consultant Company:
Other:
Jeff Harbour
Environmental Services, Inc.
5d. List the dates of the Corp jurisdiction determination or State determination if a determination was made by the Corps or DWR
6/18/2019
5d1. Jurisdictional determination upload
Olde Mill Strm wetland delineation signed 05-29-19.pdf 634.41 KB
6. Future Project Plans
6a. Is this a phased project?*
r Yes r No
7b. If yes, explain.
The site will be divided into four residential phases. Phase 1 consists of the perpendicular access crossing, temporary emergency access crossing and utility tie-in (no other impacts are
expected in the remaining phases). The main sewer outfall line installation and associated impacts and permits will be conducted by the City of Rocky Mount with preliminary approval.
Are any other NWP(s), regional general permit(s), or individual permits(s) used, or intended to be used, to authorize any part of the proposed project or related activity?
Please see statement above.
D. Proposed Impacts Inventory -
1. Impacts Summary
1a. Where are the impacts associated with your project? (check all that apply):
P Wetlands R Streams -tributaries
F- Open Waters r Pond Construction
2. Wetland Impacts
V Buffers
2a1 Reason(?) 2b. Impact type"(?) 2c. Type of W. 2d. W. name" 2e. Forested" 2f. Type of 112g. Impact
Jurisdicition * M area*
W1
Subdivision
P
Headwater Forest
Unnamed Trib. to Maple
Creek
Yes
Both
0.007
(acres)
W2
Subdivision ��T
Headwater Forest
Unnamed Trib. to Maple
Creek
Yes
Both
0.018
(acres)

W3
W4
Subdivision
Subdivision
P
P
Headwater Forest
Headwater Forest
Unnamed trib. to Maple
Creek
Unnamed trib. to Maple
Creek
Yes
Yes
Both
Both
0.014
(acres)
0.026
(acres)
W5
Subdivision
P
Headwater Forest
Unnamed trib. to Maple
Creek
Yes
Both
0.097
(acres)
2g. Total Temporary Wetland Impact
0.018
29. Total Wetland Impact
0.162
2h. Comments:
3. Stream Impacts
2g. Total Permanent Wetland Impact
0.144
3i. Total jurisdictional ditch impact in square feet:
0
3i. Total permanent stream impacts:
162
3i. Total stream and ditch impacts:
267
3j. Comments:
Values above in 3i do not make sense.
We have the values, in order from top to bottom as: 5865, 3240, 2625 and 5865.
6. Buffer Impacts (for DWR)
6a. Project is in which protect basin(s)?
Check at that appy.
❑ Neuse
❑ Catawba
❑ Goose Creek
❑ Other
3i. Total temporary stream impacts:
105
gF Tar -Pamlico
❑ Randleman
❑ Jordan Lake
6b. Impact Type
3a. Reason for impact (?)
3b.lmpact type *
3c. Type of impact*
3d. S. name *
3e. Stream Type*
3f. Type of
3g. S. width *
3h. impact
❑
0
1,175
132
P
(?)
Jurisdiction*
547
length*
S1
Subdivision
Permanent
Culvert
Unnamed trib. to Map[
P
Perennial
Both
20
82
No
5,920
0
B3
Creek
Unnamed trib. to Maple Creek
No
Aver�e(feet)
(irrfe�)
S2
Subdivision
Permanent
Culvert
Unnamed trib. to Maple
P
Intermittent
Both
20
80
No
0
4,315
-1
Creek
Unnamed Unnamed trib. to Maple Creek
No
Aver ge(feet)
(lirfeet)
S3
Subdivision
Tem ora
P rY
Culvert
unnamed trib. to Ma le
P
Perennial
Both
25
105
No
011
2,654
Creek
Average (feel)
(Gr�ear feet)
3i. Total jurisdictional ditch impact in square feet:
0
3i. Total permanent stream impacts:
162
3i. Total stream and ditch impacts:
267
3j. Comments:
Values above in 3i do not make sense.
We have the values, in order from top to bottom as: 5865, 3240, 2625 and 5865.
6. Buffer Impacts (for DWR)
6a. Project is in which protect basin(s)?
Check at that appy.
❑ Neuse
❑ Catawba
❑ Goose Creek
❑ Other
3i. Total temporary stream impacts:
105
gF Tar -Pamlico
❑ Randleman
❑ Jordan Lake
6b. Impact Type
6c. Per or Temp
6d. Stream name
6e. Buffer mitigation required?
6f. Zone 1 impact
6g. Zone 2 impact
131
P
Unnamed trib. to Maple Creek
No
0
1,175
132
P
Unnamed trib. to Maple Creek
No
547
0
B2
P
Unnamed trib. to Maple Creek
No
0
409
133
P
Unnamed trib. to Maple Creek
No
5,920
0
B3
P
Unnamed trib. to Maple Creek
No
0
2,670
134
P
Unnamed trib. to Maple Creek
No
0
2,127
65
P
Unnamed trib. to Maple Creek
No
0
4,315
B61
Unnamed Unnamed trib. to Maple Creek
No
0
1,766
67
T
Unnamed trib. to Maple Creek
No
6,348
0
B7
T
Unnamed tnb. to Maple Creek
No
011
2,654
6h. Total buffer impacts:
Zone 1 Zone 2
Total Temporary impacts: 6,348.00 2,654.00

Zone 1 Zone 2
Total Permanent impacts: 6,467.00 12,462.00
Zone 1 Zone 2
Total combined buffer impacts: 12,815.00 15,116.00
6i. Comments:
Supporting Documentation
Olde Mill Stream Ph 1 Wetland & Buffer Impact Plans.pdf 1.12MB
E. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project:
Site was configured to perpendicularly cross wetland and buffer zones at one location to access the site. The City requested a second temporary
emergency access.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques:
Limits of disturbance will clearly be marked and silt fence used along wetlands and buffer zones downslopes of any disturbance along with temporary
diversions and sediment traps upslope of wetland/buffer areas.
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?
f Yes r No
2b. If this project DOES NOT require Compensatory Mitigation, explain why:
Not required due to the type of buffer and limited disturbance.
F. Stormwater Management and Diffuse Flow Plan (required by DWR)
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified within one of the NC Riparian Buffer Protection Rules?
r Yes r No
What type of SCM are you providing?
[ Level Spreader
[ Vegetated Conveyance (lower SHWT)
Wetland Swale (higher SHWT)
P Other SCM that removes minimum 30% nitrogen
F- Proposed project will not create concentrated stormwater flow through the buffer
Diffuse Flow Documentation
18_266 Stormwater Design Calcs.pdf 3.29MB
2. Stormwater Management Plan
2a. Is this a NCDOT project subject to compliance with NCDOT's Individual NPDES permit NCS000250?*
r Yes r No
2b. Does this project meet the requirements for low density projects as defined in 15A NCAC 02H .1003(2)?
r Yes r No
2c. Does this project have a stormwater management plan (SMP) reviewed and approved under a state stormwater program or state -approved local government stormwater
program?
V Yes r No
2d. Which of the following stormwater management program(s) apply:
17 Local Government [ State
Local Government Stormwater Programs
F Phase II 9 NSW r' USMP r Water Supply
Please identify which local government stormwater program you are using.
City of Rocky Mount, Nash County NC
Comments:

G. Supplementary Information
1. Environmental Documentation
1a. Does the project involve an expenditure of public (federal/state/local) funds or the use of public (federal/state) land?*
r Yes r No
2. Violations (DWR Requirement)
2a. Is the site in violation of DWR Water Quality Certification Rules (15A NCAC 2H .0500), Isolated Wetland Rules (15A NCAC 2H .1300), or DWR Surface Water or Wetland Standards or
Riparian Buffer Rules (15A NCAC 2B .0200)?*
r Yes r No
3. Cumulative Impacts (DWR Requirement)
3a. Will this project result in additional development, which could impact nearby downstream water quality?*
r Yes r No
3b. If you answered "no," provide a short narrative description.
BMP measures will be implemented.
4. Sewage Disposal (DWR Requirement)
4a. Is sewage disposal required by DWR for this project?*
r Yes r No r N/A
4b. Describe, in detail, the treatment methods and dispositions (non -discharge or discharge) of wastewater generated from the proposed project. If the wastewater will be treated
at a treatment plant, list the capacity available at that plant.
Wastewater will be discharged to the proposed sanitary sewer extension with NCDEQ permit no. Q0033671.
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or habitat?
r Yes r No
5b. Have you checked with the USFWS concerning Endangered Species Act impacts?*
r Yes r No
5c. If yes, indicate the USFWS Field Office you have contacted.
Raleigh
5d. Is another Federal agency involved?*
r Yes r No
5e. Is this a DOT project located within Division's 1-8?
r Yes r No
5f. Will you cut anytrees in order to conduct the work in waters of the U.S.?
r Yes r No
5g. Does this project involve bridge maintenance or removal?
r Yes r No
5h. Does this project involve the construction/installation of a wind turbine(s)?*
r Yes r No
r Unknown
5i. Does this project involve (1) blasting, and/or (2) other percussive activities that will be conducted by machines, such as jackhammers, mechanized pile drivers, etc.?
r Yes r No
5j. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical Habitat?
USFWS Website
Consultation Documentation Upload
18-266 Critical Habitat for Threatened & Endangered Species.pdf 180.03KB
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as an Essential Fish Habitat?
r Yes r No
6b. What data sources did you use to determine whether your site would impact an Essential Fish Habitat?*
NOAA Essential Fish Habitat Mapper.
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 status?*
f Yes B No
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?*
NC State Historic Preservation Office.
7c. Historic or Prehistoric Information Upload
18-266 Historic Properties Map.pdf 222.97KB
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA -designated 100 -year floodplain?*
R Yes f No
8b. If yes, explain how project meets FEMA requirements:
Not altering the 100 -year flood limits.
8c. What source(s) did you use to make the floodplain determination?*
FEMA Maps
Miscellaneous
Comments
Stormwater Plan not required for Phase 1, with overall impervious approx. 7%. Additional phases will require Stormwater BMP's for peak flow and nutrient reduction.
Miscellaneous attachments not previously requested.
18_266 NOAA Habitat Conserv Map.pdf 57.32KB
18_266 Signed O & M Agreement.pdf 198.66KB
18-266 Deed.pdf 267.79KB
Olde Mill Stream 401 Certification 5-6-2010.pdf 2.38MB
FEMA Flood Map.pdf 443.13KB
Signature
*
R By checking the box and signing below, I certify that:
• I have given true, accurate, and complete information on this form;
• I agree that submission of this PCN form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the "Uniform Electronic Transactions Act");
• I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes (the "Uniform Electronic Transactions Act");
• I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written signature; AND
• I intend to electronically sign and submit the PCN form.
Full Name:
Robert S. Bartlett, PE
Signature
�PG4 S �taYYe�rs l•
Date
6/20/2019

AGENT AUTHORIZATION FORM
PROPERTY LEGAL DESCRIPTION:
3830-18-31-0386,
Deed Book No.: 2162 Page: 770 PARCEL ID: 3830-18-31-1671
STREET ADDRESS: S. Halifax Rd. Nash County, NC
Please print:
Property Owner: Hodge & Morris, LLC
Property Owner:
The undersigned, registered property owners of the above noted property, do hereby authorize
Robert S. Bartlett of Bartlett Engineering & Surveying, PC
(Contractor / Agent) (Name of consulting firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance of
this permit or certification and any and all standard and special conditions attached.
Property Owner's Address (if different than property above):
2101 F. Miller Rd. Wilson, NC 27893
Telephone: [phone]
We hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
1A LZ2��z
Authorized nature c� Authorized Signature
Date: I ■ Date:

a
3982 {
u 1
,h .
c

h •4s -
' urg,
�a�ed13
oA
G,C ,�y'F►
f
WeC
w a • _
Nra d Lfd t - Nu
Jh
� t.arvr�vzinjA
Nos NuB
CnA
H
L NoB e
BOB Nr8 �_. , Go+l fJ
_ r*r
` y
N - � � '' . � .4 ' _ fitirR ` G — �
Fi-
L_ Wh E3 { .- �-� 'fFa .ti-n - P. rR3 FJ a; - NPH
He NPS
Wn A F
C�A F.3 AOR
fAl
Nr ~' NrS
ea fd Bf ;
dfr� GO
GoA
WeR
F 7 5
Nr6 eea� Ft.e -- �,F: r' "r►rr _ � F{,t 'Fc�:'`-�
Stir y •, 9{�. 4
NCR N o8
Ufa10
Nte
140,
Go
WE Cry 11- lur Ks
`r
nYA`f \4 flli4 -
f tc,T4 r? ' . •.C. Neil f I aA
£i Wry
N, it .
rf
lira _ - 1� � .•-✓1. "L . K ,
"1 ~ Carr
NFa6 R ,hLe
11 ]
NPB
' e ftu8. F$s*nbup
Mr
/ ey 7 NUB
NrB i f.Wl
„r� F1Fr'F7

U.S. Fish and Wildlife Service | State of North Carolina DOT, Esri, HERE, Garmin, INCREMENT P, Intermap, USGS, METI/NASA, EPA, USDA
Critical Habitat for Threatened & Endangered Species [USFWS]
A specific geographic area(s) that contains features essential for the conservation of a threatened or endangered species
and that may require special management and protection.
Final Linear Features
Final Polygon Features
Proposed Linear Features
Proposed Polygon
Features
600ft
OLDE MILL STREAM — Phase 1
S. Halifax Road
Nash County, NC
STORMWA.TER
DESIGN CALCULATIONS
June 19, 2019
101
�cHL 1
20106 (p�
6'F ��.�'GlNEE�.•'
BAR �
BAFrMETT
D G EM & KEYm PC
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
Roberta bartlett com

OLDE MILL STREAM — Phase 1
STORMWATER POND DESIGN CALCULATIONS
GENERAL SITE DESCRIPTION
The proposed project is located at the corner of S. Halifax R (SR 1544), in Nash County. (Latitude:
35.946597°; Longitude: -77.871316 °). The site is currently wooded with areas that was used for farming.
The attached USGS topographic map of shows a blue line (Maple Creek) crossing the property on the south
but will not be impacted by the development.
Site Data:
Total acreage
Phase 1
Total number of lots
Roadway impervious
Total BUA (Lots 1-61)
Open Space (Lots 215-218)
Proposed impervious (Phase 1)
95.30+/- acres
20.31+/- acres
61 (including BMP/SCM Lot 48)
2.42+/- acres
3.25 acres
30.18+/- acres
5.67 acres (5.95%)

g I
tz
'50
93
571
1 as
.2
All
ICA
railer rk. ii
3183 APP11
—1
57'300
-1 n
I 1MD4
-1 n

NOR 11 ;,.B
Plus - ..
WCC p t
+ Noo
r Nr$ tld
llto Kla N.,b `)tp
w rcA �. h
Nn3''
5
FIA
c3Of3 iiOA 4 I h
-r
• ,_ �a +' ,, 'M .,
Nria _a. �or ,Ra
} �!X ism-
{'1. , • gin- - - , � " �
Nrf3 Num-
jRA
66
E Eil
rpp Na Np8
NCO
ti
QIFA
kfo
kse In
�—
yIlk-
lo—
P4,40 r rim
Nr,p�* f ti
rp MP
NrA
NmEI ^r [;r tr-� 'C 1- F" ! RiDA
RA
7 .r
Ill L
WAS
x
- fir - � r•� ._- r _
Ip 13 r_
- {�rWijti`.'• _ r � * fir-- -!'J' `�1'r� ` w �e tJr!
Pon
4 r f (-AA, •.t, Rluf3
a 1
P4 IT4
t {

t, zgu boo 1,000 1,500 2,000
National Flood Hazard Layer FI RMette ( FRMA
Legend
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
Without Base Flood Elevation (BFE)
Zone A, V, A99
SPECIAL FLOOD With BFE or Depth zone AE, AO, AH, VE, AR
HAZARD AREAS Regulatory Floodway
0.2% Annual Chance Flood Hazard, Area
of 1% annual chance flood with average
depth less than one foot or with drainag.
areas of less than one square mile zone
Future Conditions 1% Annual
Chance Flood Hazard zenex
Area with Reduced Flood Risk due to
DITHER AREAS OF Levee. See Notes. zone x
FLOOD HAZARD Area with Flood Risk due to Leveezone o
0 SCREEN Area of Minimal Flood Hazard zone x
Effective LOMRs
OTHER AREAS Area of Undetermined Flood Hazard zona
GENERAL ---- Channel, Culvert, or Storm Sewer
STRUCTURES 11 1 11 1 1 Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
o- — — Coastal Transect
—s,3— Base Flood Elevation Line (BFE)
Limit of Study
— Jurisdiction Boundary
-- --- Coastal Transect Baseline
OTHER _ Profile Baseline
FEATURES Hydrographic Feature
Digital Data Available ,NtI
No Digital Data Available /`
MAP PANELS Unmapped ^ �I�
The pin displayed on the map Is an approximate
point selected by the user and does not represe
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps If It Is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information Is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 5/23/2019 at 11:36:37 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map Image Is void if the one or more of the following map
elements do not appear. basemep Imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map Images for
unmapped and unmodernlzed areas cannot be used for
regulatory purposes.

CONSTRUCTED WETLAND
DESIGN CALCULATIONS
■ NUTRIENT CALCULATIONS
• SUPPLEMENT -EZ
• STORMWATER WETLAND DESIGN DATA
• 1 -YR HYDROGRAPH REPORT
• POND CALCULATIONS

Tar -Pamlico Stormwater Rule 15A NCAC 2B. 0258
Last Modified 6/19/2019
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Old Mill Stream - Phase I
Date: 61/9/1019
By: Bartlett Engineering and Snrvet•ing, PC Checked By:
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreage values and treated.
Pre -development:
tl
-f lie of L and C'oFer �ila aS�ca ? � 36i[� Fii� ii
; ;
A..eag.EMGcoiri1Y01NJ
Efi"�4trnaa
. EO .'IEN. ii, ....
:.: � .:.: A
: Al':`�l':3ti . ..s
.� �• $
sara
faspvrtativaainapar►srtrs:::: 0.47
2.60
0.00
0.19
0.00
Poor faiipi'ul�Ais=ii.` 0.47
1.95
0.14
0.11
0.01
1VfIjgy�ged pervious
i';: landscaped] 0.47
1.42
0.00
0.28
0.00
;tiranaged lier4iutas
0.47
f rrp�la$�)
4.23
67.12
1.23
19.52
'NlanaFed vi4ai�
asti�s!¢ 0.47
2.04
0.00
0.62
0.00
�l ooded pr [' l6ps 0.47
0.94
27.40
0.14
4.08
l~rneliun lmpersious.(i).- 0.00
Tti. Landing
94.65
'TP I.oadiva
23.60
(Ibf.vr] Y
0Wvr)
Total :Area of De■•elnppieur - 95.30
1'N Epp. Cr>efl.
0.99
TP Esp=. ('peff-,
0.25
{lEti tl}rj =
0- 0_-
Post -development:
04
Py
7'}'}�c of Land Crater
€ 'S.M. Formula:�veic
IvP41
is€€Goliiii€
AXe:`.`"G
Column:::
:::::::
eFes :::::: t#.4fi + 8:31
vf:
` 2:'€*: 3 ?:' ::::
'
o€:T1P€ Sri .1 ':
, .
. 3 6
T'ra6s.Iiri...Wjon lm(acr;ipaas ...
0.96
2.60
5.94
0.19
0.43
d€iiperuioijs: ` :`?
0.96
1.95
6.29
0.11
0.36
nageip»`i[i ':'
0.96
1.42
43.54
0.28
8.58
0.96
0.95
52.60
0.14
7.75
Fraetivn Impervious f l l =
0.06
TNI I.oWirw
108.37
IT Loading
17.13
fEblvfj �
(1Ww'r]
Total Area fll' Development
95.30
TN Fxp. Coeff.
1.14
PP Exp _ cif
0.18
>ilhlaals.r] _
,[Itla�yirl' =
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.41b/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post -development TN and TP loadings after BMPs are installed.

Tar -Pamlico Storm water Rule 15A NCA C 28.0258
Piedmont of the Tar -Pamlico River Basin:
Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and
BMP Removal Calculation Worksheet (Automated)
Project Name: Old Mill Stream - Phase I
Date: IM12005
By: Bartlett Engineering and Surveying, PC Checked By:
Counties
Last Modified 5123/03
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three. NOTE: Unless runoff
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the post -development TN and TP
export coefficients you calculated above to the role requirements of 4.0 lb/ac/yr TN and 0.4 lb/ac/yr TP, select BMP(s) from t
> Catchment Tables: Enter the acres of each type of land cover in
the green boxes.
The spreadsheet will calculate all of the fight blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in th
BMP
25
40
NC BMP Manual
Nutrient
44 :("L*
40
35
NC BMP Manual
Removal
6f.:.
35
45
NC BMP Manual
Rates
2.60
35
45
NC BMP Manual
4.17
1.95
20
20
NC BMP Manual
kil P 4.17
.... ........ ......
6.64
0.28
1.31
.:...-:Wooded Pervious 4.17
0.94
20
35
NC BMP Manual
Are.'A I aken up bll BM 1 4.17
1.95
10
10
NC BMP Manual
Catchment 1:
Total acreage of catchmentac
First BMP's TN removal rate % First BMP's %
TP remov 'rate
Second BMP's TN removal rate = % Second BMP's TP removal rate %
0%
Third BMP's TN removal rate = Third BMP's TP removal nate - %
TOTAL TN REMOVAL RATE = 40 % TOTAL TP REMOVAL RATE = 35 %
..
WUVRI SA
... ........
44 :("L*
`: `:piipDEipltipettlfus:' 4.17
2.60
8.79
0.19
0.64
4.17
1.95
2.69
0.11
0.15
kil P 4.17
1.42
6.64
0.28
1.31
.:...-:Wooded Pervious 4.17
0.94
0.00
0.14
0.00
Are.'A I aken up bll BM 1 4.17
1.95
2.37
0.11
0.13
Fraction hTiperviowi il).=. OAS
.........
20.48
r
2.24
Total .area of i1 vein an
PitiBAIF 11V
8.03
::::die Biig
0.88
......... . ... . .....
12.29
..... .
1.45
:Q
.......
4.82
: 6)i
4W-
0.57
........
�
.: bli
(Ikikirl -'�

Tar -Pamlico Stormwater Rule 15A NCAC 2B. 0258
Last Modified 5/23/03
Catchment 2:
Total acreage of catchment 2 =
6.515 ac
First BMP's TN removal rate =
.40 %
Fust BMP's TP removal rate
=%
Second BMP's TN removal rate =
%
Second BMP's TP removal rate
= %
Third BMP's TN removal rate =
%
Third BMP's TP removal rate
= %
TOTAL TN REMOVAL RATE =
4U %
TOTAL TP REMOVAL RATE
= 35. %
lrpeof Land C wvr
Clik RCu1 S.tif. Ebeti�R1�
'•�YSr gF�I��
E ? 1 �tilysirs
Average 1 IC
C'oEuRtri
;E931
' :�?`•' ., .-' ; � ` � ':
;, � ;�'-3 d4}..
u�3'#� m 1.
2 ^. 3}' b
I rall.Portatlon inloertiipuS
3.79
2.60
14.07
0.19
1.03
I�IPEssssE s
3.79
1.95
8.72
0.1 [
0.49
17ol:sit}�til gcrrfiptsS
3.79
1.42
18.98
0.28
3.74
IVoadrdpc:[-iipus
3.79
0.94
0.00
0.14
0.00
Area ukrn up by 0 13i'
3.79
1.95
2.83
il.l I
0.16
Frastian lm pe
P
0.40
Pre -BMP TM
44.60
I'rr-13P17:I''1'P
5.42
�:nHi�(klirsr)=
E�aad.{Ibr}rl.[
1'o[a l .area.af ileveigjlext d :
6.53
Frr 1ShSP 71k Expo
6.84
Ary. -p p TP.[svor
0.83
djx[
fI6 nenrl
........... . ................
.
:::::::::::::::::::::::::::::::::::::::::::
......................
.: P� 13MPT
26.76
. .
..TP
3.52
5b i#
N
4.10
ky6s B1t33P`:::
0.54
.............................
art lhla'''r�
Catchment 3:
Total acreage of catchment 3 = ac
First BMP's TN removal rate =
%
First BMP's TP removal rate =
%
Second BMP's TN removal rate =
%
Second BMP's TP removal rate =
%
Third BMP's TN removal rate =
%
Third BMP's TP removal rate =
%
TOTAL TN REMOVAL RATE =
0 %
TOTAL TP REMOVAL RATE =
0 %
.:.:.:.:..:.:.:.:.:
t?idoxe�Fouiila:'
.•...........:.....:.:.:.:.:.:.:.:.::::.:.:.:::.:.:.:.::.:.:.:.:.:.:.:.:.:.:.:.:::
�iY�S
z1: erge1V#
''.g.unn.. ,.,
"
..AversgeI€,:.;...Coluiin
::?:f9i�E;r�a�
i=�:;:: as46.. $.311€:::€af'1'Pjl�>ert
��1� �;
'€: $ .. 3 .. 4 ��::::.:..:.::..:.:::
•::.,::..
,. ....�:.:...
''.€'iraigita;oi riipi rvlais
2.60
0.19
1.95
0.11
1t4iig4!etcuttits ; :`;
1.42
0.28
?WroodEiEei✓s`aus::``
0.94
0.14
;ref$iri ip lsy#l�#I'€ :`
1.95
0.11
� ierviaus'• � � � �'
M1*.N
;.:.;p
�Isoal?€lb. .Y...
�Ta�il'1Tsf '
ortal*eea :.:.::•:•�•::y:.�.:.:.:.:.`.:�x�:`
of 1Se..�,np�scet.:..,:.
d
....(.h4ach'.2;.
SE 13 Ir
Patit . T 1 1 f
B
j. aad Ib r
'l'A[
l
t ES P
�!�P.
•' ori: �IDda
I r
1 �+x J.

Tar -Pamlico Stormwater Rule 15A NCAC 2B. 0258
Last Modified 5/23/03

SUPPLEMENT -EZ COVER PAGE
FORMS LOADED
PROJECT INFORMATION
1 Project Name Olde Mill Stream - Phase 1
2 Pro'ectArea tac) 95.3
3 Coastal Wetland Area (ac) N/A
4 Surface Water Area ac 0
5 Is this project High or Low Density? Hi2h
6 1 Does this project use an off-site SCM? No
COMPLIANCE WITH 02H.1003(4)
7
Width of vegetated setbacks provided feet
50
8
Will the vegetated setback remain vegetated?
Yes
9
Is BUA other that as listed in .1003(4 c -d) out of the setback?
Yes
10
Is streambank stabilization proposed on this project?
No
NUMBER AND TYPE OF SCMs: _
11
Infiltration System
0
12
Bioretention Cell
0
13
Wet Pond
0
14
Stormwater Wetland
2
15
Permeable Pavement
0
16
Sand Filter
0
17
Rainwater Harvesting RWH
0
18
Green Roof
0
19
Level S .reader -Filter Strip LS -FS
0
20
Disconnected Impervious Surface DISC
0
21
Treatment Swale
0
22
D Pond
0
23
StormFilter
0
24
Silva Cell
0
25
Ba alter
0
26
1 Filterra
0
FORMS LOADED
DESIGNER CERTIFICATION
27
28
29
Name and Title: _ _
Organization: _
Street address:
Robert S. Bartlett
Bartlett Enqineeri2q & Surve in , PC
1906 Nash Street N
Wilson, NC, 27893
30 Cily, State, Zip:
31
32
Phone numbers): _
Email:
[phone]
[e-mail]
Certification Statement:
I certify, under penalty of law that this Supplement -EZ form and all supporting information were prepared under my direction or
supervision; that the information provided in the form is, to the best of my knowledge and belief, true, accurate, and complete; and
that the engineering plans, specifications, operation and maintenance agreements and other supporting information are consistent
with the information provided here.
\\\�ly��i,
�'�OFEBs�'Q�l�'
Q 0�;9
�+c 9 •
• 2t7 q�
^0. 10 _
C/NEEF� .�
SignAl6re of Designer
Date

DRAINAGE AREAS
r31 Is this a high densi project? Yes
2 If so, number of drainaae areas=Ms 2
]Is all/part of this project subject to previous rule
versions? Yes
CLICK TO LOAD FORM
(DRAINAGE AREA INFORMATION P;
_-_---_- _—�—
Entire Site
-`
-
Stormwater
4
TvDe of SCM
Wetlands
5
Total BUA in project (sq ft} _
246937 sf
New BUA on subdivided lots (subject to permitting)
6
ft
141600 sf
New BUA outside of subdivided lots (subject to
7
ermittin sf)
105337 sf
8
Offsite - total area (sq ft)
9
Offsite BUA s
10
Breakdown of new BUA outside subdivided lots:
Parkin (sq ft)
- Sidewalk
- Roof ft
-Roadway( ft
105337 sf
- Future ft
- Other, please specify in the comment box
below ft
New infiltrating permeable pavement on
11
1 subdivided lots ft
New infiltrating permeable pavement outside of
12
subdivided lots ft
Exisitng BUA that will remain (not subject to
13
ermitti ft
14
Existing BUA that is already permitted ft
15
Exisfino BUA that will be removedft
16
Percent BUA
6%
17
' Desn storm (inches)
1 in
18
n
Desi volume of SCM cu ft)
14016 of
19
Jdakculation method for design volume
Simple Method
ADDITIONAL INFORMATION
Please use this space to provide any additional information about the
20 drainage area(s): _
Design volume 14,016 of = 4,303 cf (SCM#1) + 9,713 (SCM#2)

STORMWATER WETLAND
1 _Drainage area number
2 Design volume of SCM (cu ft)
,f2ENERAL MDC ritom 02H .7050
3Is the SCM sized to treat the SW from all surfaces at buildout?
4 J Is the SCM located away from contaminated soils?
5 - What are the side slopes of the SCM (H:V)?
Does the SCM have retaining walls, gabion walls or other engineer
6 slopes?
Are the inlets, outlets, and receiving stream protected from erosion
7 storm)?
8 Is there an overflow or bypass for inflow volume in excess of the de
9 f What is the method for dewatering the SCM for maintenance?1 _
10 If applicable, will the SCM be cleaned out after construction?
11 Does the maintenance access comply with General MDC (8)?
12 Does the drainage easement comply with General MDC (9)?
If the SCM is on a single family lot, does (will?) the plat comply with
13 (10)?
14 Is there an O&M Agreement that complies with General MDC (11)?
15 Is there an O&M Plan that complies with General MDC (12)?
16 1 Does the SCM follow the device specific MDC?
_IL_j Was the SCM designed by an NC licensed professional?
nORMWATER WETLAND MDC FROM 02H .105+1,
18 Are the inlet(s) and outlet located in a manner that avoids short-ciroi
19 Are berms or baffles provided to improve the flow path?
20 Does the orifice drawdown from below the top surface of the permai
Does the wetland minimize impacts to the receiving channel from th
21 storm?
22 Is a trash rack or other device provided to Drotect the outlet system?
Yes Yes
at MDC
6 in
4749 d 11041 cf
No No
Yes
Yes
Yes
Yes
3:1
3:1
side
No
ND'
1 -year
Yes
Yes
n volume?
Yes
Yes
Yes Yes
at MDC
6 in
_ Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
pool?
T. 24-I
23 Elevation, peak attenuation above temporary pool (d applicable) (fmsl)
24 Elevation, temporary pool (top of the temporary inundation zone) (fmsl)
25 Elevation, permanent pool (top of the shallow water zone) (fmsl)
26 Elevation, bottom of shallow water zone (fmsl)
Elevation, bottom of forebay deep pool at deepest point (at forebay entrance)
27 (fmsl)
28 Elevation, bottom of forebay deep pool at shallowest point (at forebay exit) (fn
29 Elevation, bottom of non-forebay deep pool at deepest point (fmsl)
Planting Zones
30 Area, total surface area of the SW wetland at temporary pool elev. (sq ft)
31 Area, temporary inundation zone at temporary pool elev. (sq ft)
32 Area, shallow water zone at temporary pool elev. (sq ft)
33 Area, forebay at temporary pool elev. (sq ft)
34 Area, non-forebav deep pool at temporary pool elev .(sq ft)
35 Percent area provided, temporary inundation zone {should be 30-45%)
36 Percent area provided, shallow water zone (should be 35 45%)
37 Percent area vided deep MI (fore should be 10-15%
38 Percent area Drovided, de pool non-foreb ] should be 5-15
Depths and Outlet
Yes
No
Yes
Yes
118.00
117.50
115.50
116.00
116.00
4,792.64
2,111.42
1,709.68
535.14
11% L---
Yes
No
Yes
Yes
Yes
124.00
123.00
122.50
119.50
120.00
120.00
4,673.03
4,716.50
1.174.95
39 1 Peak attenuation depth above temporary inundation zone (inches)
&A,
6 in
40 Temporary inundation zone depth (temporary pool to pernanent Pow (inches}
15 in
Sin
12 in
6 In
41 Shallow water zone depth (permanent pool to bottom of wetland) (inches)
Depth, forebay at entrance (permanent pool to bottom of forebay entrance)
42 (inches)
25 in
37 in
43 DeiDth, foreba at exit (permanent of to bottom of fore exit inches)
24 in
24 in
44 RqYth. non-forebay deep pools (permanent of to deep pool bottom inches
24 in
36 in
45 If there is an orifice, diameter mches
_ (_�,
—-7t
46 here is a weir, weir he.[Zht (in-ches
47 fl there is a weir, weir len th (inches
48 Drawdown time for the temporary pool (days)
1 in
2 in
Does the temporary inundation zone planting comply with SW Weiland MDC
2.89
3.2
Sall and Plants
49
Soil amendment depth (inches)
6 in
6 in
50
Has a soil amendment specification been provided?
Yes
Yes
51
Hasa landscaping plan that meets SW Welland MDC (12) been provided?
Yes
Yes
52
Number of plants per 200 square feet (#) in the shallow water zone:
Does the temporary inundation zone planting comply with SW Weiland MDC
53
(14)?
Yes
Yes
54
Are the dam -structure and temporary fill slopes planted in non -clumping turfgrass?
Yes
Yes
55
Will cattails be planted in ::.e wetland?
No
0
�_ DITIONAL INFORMATION
Please use this space to provide any additional information about the stormwater
56
wetland(s):
f
Wetland 1 2:25 PM 6/18/2019

STORMWATER WETLAND#1 DESIGN DATA
Drainage Area (DA)
110,944 sf
Built Upon Area (BUA)
51,214 sf
BUA/DA
0.46
Runoff Coefficient (Rv)
0.47
Storm Rainfall Depth (Rd)
1 in
Water Quality Volume (WQv)
4,303.33 cf
Temporary Pool Volume Provided
4,748.92 cf
Surface Area
4,303 cf
Temporary Pool Elevation
Temp. Pool Depth, d (max. = 15in)
15 in
0.00 ft
Required Wetland Surface Area (DV/d)
3,442.66 sf
Driving Head (Ho/3)
Wetland Surface Area Provided
4,792.64 sf
0.02 cfs
Forebay (10% to 15%)
535.14 sf
11%
Non-Forebay Deep Pools (5% - 15%)
436.40 sf
9%
Shallow Water Zone (35% - 45%)
1,709.68 sf
36%
Temporary Inundation Zone (30% - 45%)
2,111.42 sf
44%
Total Wetland Zone Areas
4792.64
100%
Water Quality Volume (WQv)
4,303 cf
Temporary Pool Elevation
1.25 ft
Normal Pool Elevation
0.00 ft
Orifice size
1.00 in
Driving Head (Ho/3)
0.43 ft
Discharge
0.02 cfs
Drawdown time
2.89 dad
Topographic Zone Elevations
Emergency Spillway 119.25 ft
Temporary Pool 119.25 ft
Permanent Pool 118.00 ft
Shallow Water Bottom 117.50 ft
Non-Forebay Deep Pool Bottom 116.00 ft
Forebay Bottom 116.00 ft
To o ra hic Zone Depths
Temporary Inundation Zone 15.00 in
Shallow Water Zone 6.00 in
Non-Borebay Deep Pool 24.00 in
Forebay 24.00 in
Planting Plan Minimum Requirements
Shallow Water Zone
Herbaceous Plants 428 pcs.
_Temporary Inundation Zone Options:
1. Herbaceous Plants 528 pcs.
2. Shrubs 85 pcs.
3. Tree 22 pcs.
Grass -like Herbaceous Plants 845 pcs.

STORMWATER WETLAND#2 DESIGN DATA
Drainage Area (DA)
284,252 sf
Built Upon Area (BUA)
113,716 sf
BUA/DA
0.40
Runoff Coefficient (Rv)
0.41
Storm Rainfall Depth (Rd)
1 in
Water Quality Volume (WQv)
9,713 cf
Temporary Pool Volume Provided
11,041 cf
Temp. Pool Depth, d (max. = 15in)
12 in
Temporary Pool Elevation
Required Wetland Surface Area (DV/d)
11,041.18 sf
123.00 ft
Wetland Surface Area Provided
11,696.00 sf
Driving Head (Ho/3)
Forebay (10% to 15%)
1,174.95 sf
10%
Non-Forebay Deep Pools (5% -15%)
1,131.53 sf
10%
Shallow Water Zone (35% - 45%)
4,716.50 sf
40%
Temporary Inundation Zone (30% - 45%)
4,673.03 sf
40%
Total Wetland Zone Areas
11696.00 sf
100%
Water Quality Volume (WQv)
9,713 cf
Temporary Pool Elevation
124.00 ft
Normal Pool Elevation
123.00 ft
Orifice size
1.50 in
Driving Head (Ho/3)
0.35 ft
Discharge
0.04 cfs
Drawdown time
3.20 dai
Emergency Spillway
124 ft
Temporary Pool
124 ft
Permanent Pool
123 ft
Shallow Water Bottom
122.5 ft
Non-Forebay Deep Pool Bottom
120 ft
Forebay Bottom
120 ft
Topographic Zone Depths
Temporary Inundation Zone 12 in
Shallow Water Zone 6 in
Nan-Borebay Deep Pool 36 in
Forebay 36 in
callow Water Zone
Herbaceous Plants 1180 pcs.
;mporary Inundation Zone Options:
1. Herbaceous Plants 1169 pcs.
2. Shrubs 187 pcs.
3. Tree 47 pcs.
Grass -like Herbaceous Plants 1870 pcs.

Watershed Model Schema%lowHydrographsExtensionforAutodesk®Civil31382019byAutodesk,Inc.v2019.2
CJ
Legend
kLysL Origin
1 SCS Runoff
Post to WL1
2 SCS Runoff
Post to WL2
3 Reservoir
Wetland 1
4 Reservoir
Wetland 2
0
Project: 18-266 Hydrograph.gpw I Tuesday, 06118/2019

K
Hydrograph Summary Re Pyt7raflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow I interval Peak (volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cult) (ft) (cult)
1 SCS Runoff 8.083 2 718 18,696 ------ ---- ---- Post to WL1
2 SCS Runoff 21.00 2 716 42,888 ------ --- --- Post to WI -2
3 Reservoir 1.343 2 732 18,473 1 120.02 9,000 Wetland 1
4 Reservoir 2.623 2 734 41,408 2 124.77 20,956 Wetland 2
18-266 Hydrograph.gpw I Return Period: 1 Year j Tuesday, 06 / 18 / 2019

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 31362019 by Autodesk, Inc. v2019.2
Hyd. No. 1
Post to WL1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 2.547 ac
Curve number
Basin Slope
= 0.0%
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 3.20 in
Distribution
Storm duration
= 24 hrs
Shape factor
Post to WL1
Hyd. No. 1 -- 1 Year
3
Tuesday, 06 / 18 / 2019
= 8.083 cfs
= 718 min
= 18,696 cuft
= 88.3
= Oft
= 7.60 min
= Type II
= 484
. IX
4.00
KX1111
Q (cfs)
10.00
M
I-101111
4.00
2.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 06 / 18 / 2019
Hyd. No. 2
Post to WL2
Hydrograph type
= SCS Runoff
Peak discharge
= 21.00 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 42,888 cuft
Drainage area
= 6.526 ac
Curve number
= 87.2
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 5.00 min
Total precip.
= 3.20 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Post to WL2
Hyd. No. 2 -- 1 Year
20.00
16.00
12.00
4.00
Q (cfs)
24.00
20.00
16.00
12.00
M
4.00
0.00
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 2 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2
Hyd. No. 3
Wetland 1
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 1 -Post to WL1
Max. Elevation
Reservoir name
= Wetland 1
Max. Storage
Storage Indication method used.
Q (cfs)
10.00
Elm
M
4.00
2.00
0.00
0 480
Hyd No. 3
Wetland 1
Hyd. No. 3 -- 1 Year
5
Tuesday, 06 / 18 / 2019
= 1.343 cfs
= 732 min
= 18,473 cult
= 120.02 ft
= 9,000 cuft
960 1440 1920 2400 2880 3360 3840 4320
Hyd No. 1 Total storage used = 9,000 cuft
Q (cfs)
10.00
M
4.00
2.00
o.00
4800
Time (min)

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2019.2 Tuesday, 06 / 18 / 2019
Pond No. 1 - Wetland 1
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 118.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (cult)
Total storage (cuft)
0.00 118.00
2,681
0
0
0.50 118.50
3,668
1,581
1,581
1.00 119.00
4,414
2,017
3,598
1.25 119.25
4,793
1,150
4,748
2.25 120.25
6,345
5,550
10,298
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 6.00
1.00 0.00 0.00
Crest Len (ft)
Inactive 100.00
0.00
0.00
Span (in) = 6.00
1.00 0.00 0.00
Crest EI. (ft)
= 119.25 119.25
0.00
0.00
No. Barrels = 1
1 0 0
Weir Coeff.
= 3.33 2.60
3.33
3.33
Invert EI. (ft) = 117.00
118.00 0.00 0.00
Weir Type
= Rect Broad
--
--
Length (ft) = 50.00
0.00 0.00 0.00
Multi -Stage
= No Yes
No
No
Slope (%) = 0.50
0.00 0.00 n/a
N -Value = .010
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Contour)
Multistage = n/a
Yes No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation
Civ A Clv B CIV
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs cfs
0.00 0 118.00
0.00 0.00 ---
--- 0.00
0.00 ---
---
-- -- 0.000
0.50 1,581 118.50
0.70 oc 0.02 is ---
- 0.00
0.00 ---
--
-- --- 0.018
1.00 3,598 119.00
0.70 oc 0.03 is ---
-- 0.00
0.00 --
---
--- -- 0.026
1.25 4,748 119.25
0.70 oc 0.03 is ---
-- 0.00
0.00 --
--
--- --- 0.029
2.25 10,298 120.25
1.40 oc 0.00 --
- 0.00
0.00 ---
---
-- --- 1.399

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D@2019 by Autodesk, Inc. v2019.2
Hyd. No. 4
Wetland 2
Hydrograph type
= Reservoir
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Inflow hyd. No.
= 2 - Post to WI -2
Max. Elevation
Reservoir name
= Wetland 2
Max. Storage
Storage Indication method used.
Q (cfs)
24.00
20.00
16.00
12.00
N. X
4.00
Wetland 2
Hyd. No. 4 --1 Year
7
Tuesday, 06 / 18 / 2019
= 2.623 cfs
= 734 min
= 41,408 cult
= 124.77 ft
= 20,956 cuft
M
480
Hyd No. 4
Q (cfs)
24.00
16.00
12.00
M
4.00
0.00
960 1440 1920 2400 2880 3360 3840 4320 4800
Hyd No. 2 Total storage used = 20,956 cult Time (min)

Pond Report s
Hydraflow Hydrographs Extension for Autodesk® Civil 3138 2019 by Autodesk, Inc. v2019.2 Tuesday, 06 / 18 / 2019
Pond No. 2 - Wetland 2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 123.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sqft)
Incr. Storage (cuft)
Total storage (cult)
0.00 123.00
10,397
0
0
0.25 123.25
10,716
2,639
2,639
1.00 124.00
11,697
8,401
11,040
2.00 125.00
14,093
12,875
23,915
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A] [B]
[C]
[D]
Rise (in) = 8.00
1.50 0.00 0.00
Crest Len (ft)
Inactive 58.00
0.00
0.00
Span (in) = 8.00
1.50 0.00 0.00
Crest EI. (ft)
= 0.00 124.00
0.00
0.00
No. Barrels = 1
1 0 0
Weir Coeff.
= 2.60 2.60
3.33
3.33
Invert El. (ft) = 122.00
123.00 0.00 0.00
Weir Type
= 1 Broad
---
---
Length (ft) = 26.00
0.00 0.00 0.00
Multistage
= Yes Yes
No
No
Slope (%) = 0.50
0.00 0.00 n/a
N -Value = .010
.013 .013 n/a
Orifice Coeff. = 0.60
0.60 0.60 0.60
Exfil.(in/hr)
= 0.000 (by Wet area)
Multi -Stage = n/a
Yes No No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifioe outnows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation
Clv A Clv B CIV
C PrfRsr Wr A
Wr B Wr C
Wr D
Exfil User
Total
ft cuft ft
cfs cfs cfs
cfs cfs
cfs cfs
cfs
cfs cfs
cfs
0.00 0 123.00
0.00 0.00 ---
-- 0.00
0.00 ---
--
- - --
0.000
0.25 2,639 123.25
1.25 oc 0.03 is ---
-- 0.00
0.00 ---
---
--- ---
0.026
1.00 11,040 124.00
1.25 oc 0.06 is ---
--- 0.00
0.00 ---
--
--- ---
0.057
2.00 23,915 125.00
2.74 is 0.00 ---
-- 0.00
0.00 --
--
-- --
2.744

STORM DRAIN SYSTEM:
CALCULATIONS
■ STORM STRUCTURE TABLE
• PIPE TABLE
• STORM DRAIN DESIGN COMPUTATIONS
• HYDRAULIC GRADE LINE COMPUTATIONS
• INLET REPORT/GUTTER SPREAD (2 -YR)
• CULVERT DESIGN REPORTS
• DISSIPATOR PAD

rvuLC. i up ummatimb tur catch basins are at top of curb
STORM STRUCTURE TABLE
STRUCTURE
DESCRIPTION
TOP ELEV.
INVERTIN
INVERT OUT
CB#21
CATCH BASIN
123.02
119.38
CB#20
CATCH BASIN
123.81
118.90
118.70
CB#19
CATCH BASIN
136.16
132.32
CB#18
CATCH BASIN
136.16
132.20
132.00
CB#17
CATCH BASIN
135.53
131.93
CB#16
CATCH BASIN
138.82
131.48
131.38
CB#15B
CATCH BASIN
136.19
132.30
CB#15A
CATCH BASIN
136.19
129.53
132.18
129.33
CB#14
CATCH BASIN
135.07
129.12
128.92
CB#13
CATCH BASIN
133.37
128.02
127.92
CB#12
CATCH BASIN
132.02
126.90
126.80
CB#11 B
CATCH BASIN
131.33
126.23
125.90
CB#11A
CATCH BASIN
130.63
126.74
CB#10
CATCH BASIN
130.63
126.62
125.52
CB#9B
CATCH BASIN
129.83
125.20
125.06
CB#9A
CATCH BASIN
129.20
124.75
124.65
CB#8
CATCH BASIN
128.78
124.11
124.01
CB7C
CATCH BASIN
129.40
125.50
CB#713
CATCH BASIN
129.40
125.38
125.18
CB#7A
CATCH BASIN
128.38
124.40
123.34
CB#6
CB#5
CATCH BASIN
CATCH BASIN
128.38
127.37
123.22
123.12
123.48
CB#4
CATCH BASIN
127.16
123.66
CB#3
CATCH BASIN
127.52
123.34
123.44
123.00
CB#2
CATCH BASIN
125.68
121.70
CB#1
CATCH BASIN
125.68
121.56
120.00
rvuLC. i up ummatimb tur catch basins are at top of curb

PIPE TABLE
UPTSREAM DOWNSTREAM
STRUCTURE STRUCTURE
PIPE
SIZE
LENGTH
SLOPE
MATERIAL
UPPER
LOWER
INVERT
INVERT
C13#21 C13#20
W
15
95
0.0050
RCP III
119.38
118.90
C13#20 OUT
V
15
140
0.0050
RCP III
118.70
118.00
CB#19 C13#18
U
15
24.5
0.0050
RCP III
132.32
132.20
C13#18 C13#14
T
15
80
0.0100
RCP III
132.00
131.20
C13#17 CB#16
S
15
90
0.0050
RCP III
131.93
131.48
CB#16 C13#15A
R
15
370
0.0050
RCP III
131.38
129.53
C13#156 C13#15A
Q2
15
24.5
0.0050
RCP III
132.30
132.18
C13#15A C13#14
Q1
18
41
0.0050
RCP III
129.33
129.12
C13#14 C13#13
P
18
113
0.0080
RCP III
128.92
128.02
C13#13 CB#12
O
18
102
0.0100
RCP III
127.92
126.90
CB#12 CB#11 B
N2
18
56.7
0.0100
RCP III
126.80
126.23
C13#11B CB#10
N1
24
56
0.0050
RCP III
125.90
125.62
CB#11A CB#10
M
15
24.5
0.0050
RCP III
126.74
126.62
CB#10 C13#913
L2
24
64
0.0050
RCP IV
125.52
125.20
CB#96 CB#9A
L1
24
63
0.0050
RCP IV
125.06
124.75
C13#9A CB#8
K2
24
90
0.0060
RCP IV
124.65
124.11
C13#8 CB#7A
K1
24
780.0060
RCP III
124.01
123.54
C137C C13#7B
J2
15
24.5
0.0050
RCP III
125.50
125.38
CB#713 C13#7A
J1
15
390.0200
RCP III
125.18
124.40
C13#7A C13#6
12
30
24.5
0.0050
RCP III
123.34
123.22
C13#6 OUT
11
30
24
0.0050
RCP III
123.12
123.00
C13#5 C13#3
H
15
27
0.0050
RCP IV
123.48
123.34
C13#4 CB#3
G
15
43
0.0050
RCP 111
123.66
123.44
C13#3 OUT
E
15
48.4
0.0050
RCP III
123.24
123.00
C13#2 CB#1
C
15
28
0.0050
RCP III
121.70
121.56
CB#1 OUT
B
15
50
0.0200
RCP III
120.00
119.00
1-48" CROSS -PIPES
AA*
48
44
0.0150
RCP III
119.36
118.70
2-36" CROSS -PIPES
AA
2-36
44
0.0150
RCP III
120.36
119.70
3-30" CROSS -PIPE
FFF
3-30
60
0.0100
RCP III
122.98
122.38
1-48" CROSS -PIPES
TR*
3-30
0
0.0050
RCP 111
124.27
124.00
2-36" CROSS -PIPES
TR
3-30
0
0.0050
RCP III
125.27 1
125.00
Note: Pipe runs "AA" 1-48" and 'TR" 1-48" buried 1' into the ground.

Storm Drain Design Computations
Project Name Olde Mill Stream Phase 1 Designed by RGFChecked by
Location S. Halifax Road {SR 15441
QA /QC Verification

Hydraulic Grade Line Computations
Designed by RGF
Project Name Olde Mill Stream - Phase 1 Checked by
Location S. Halifax Road (SR 1544) QA /QC Verification
Catch Basin, Drop Outlet W.S. pipe Discharge Pipe Length Head Losses (feet) Inlet W.S. RIM
Inlet or Junction No. Elevation diameter Remarks
Elevation Elevation
CB#21 119.396 15 2.389 1 95.0 0.130 0.054 0.075 0.082 0.340 119.737 122.35
CB#20 118.890 15 3.355 140.0 0.378 0.054 0.075 0.000 0.506 119.396 123.14
CB#19 131.305 15 _0.398 24.5 0.001 0.054 0.075 0.150 0.280 131.585 135.49
CB#18 131.029 15 0.980 80.0 0.018 0.107 0.150 0.000 0.276 131.305 135.49
CB#17 132.334 15 2.212 90.0 0.106 0.054 0.075 0.000 0.234 132.568 134.86
CB#16 131.476 15 2.704 370.0 .648 0.054 0.075 0.082 0.858 132.334 138.15
_CB#15B 131.476 15 2.629 24.5 0.041 0.054 0.075 0.082 0.251 131.727 135.52
CB#15A 1 131.029 18 6.439 41.0 0.154 0.068 0.096 0.129 0.447 131.476 135.52
CB#14 130.082 18 7.906 113.0 0.640 0.109 0.153 0.044 0.947 131.029 134.40
CB#13 129.104 18 8.383 102.0 0.650 0.137 0.192 0.000 0.978 130.082 132.70
CB#12 128.325 18 9.365 56.7 _0.451 0.137 0.192 0.00_0 0.779 129.104 131.35
CB#1113 127.964 24 10.487 56.0 0.120 0.100 0.141 0.000 0.361 128.325 130.66
CB#11A 127.964 15 0.910 24.5 0.005 0._054 0.075 0.150 0.284 128.248 129.96
CB#10 127.541 24 12.082 64.0 0.183 0.100 0.141 0.000 0.423 127.964 129.96
CB#913 127.052 24 12.983 63.0 _0.208 0.100 0.141 0.040 0.489 127.541 129.16
CB#9A 425 24 13.872 90.0 0.338 0.120 0.169 0.000 0.628 127.052 128.53
C13#8 125.442 24 15.300 78.0 0.357 0.120 0.169 0.337 0.983 126.425 128.11
CB7C 126.394 15 2.576 24.5 0.039 0.054 0.075 0.082 0.249 126.643 128.73_L
CB#713 125.442 15 3.452 39.0 0.111 0.215 0.300 0.326 0.952 126.394 128.73
CB#7A 125.069 30 18.215 24.5 0.048 0.135 0.189 0.000 0.373 125.442 127.71
CB#6 _ 124.695 30 18.691 24.0 0.050 0.135 0.189 0.000 0.374 125.069 127.71
CB#5 123.727 15 0.520_ 27.0 0.002 0.054 0.075 0.060 0.191 123.917 126.70
CB#4 123.727 15 0.432 43.0 0.002 0.054 0.075 0.131 0.262 123.988 126,49
CB#3 123.584 15 1.091 48.4 0.014 0.054 0.075 0.000 0.143 123.727 126.85
CB#2 120.653 15 3.994 28.0 0.107 0.054 0.075 0.060 0.296 120.949 125.01
CB#1 119.811 15 5.231 50.0 0.328 0.215 0.300 0.000 0.843 120.653 125.01
_BEND
LOSS COEFFICENTS
De pees K
Degrees K
Degrees K
0 0.00
30 0.28
70 0.61
15 0.10
40 0.38
80 0.66
20 0.16
50 0.47
90 0.70
25 0.22
60 0.55

Inlet Report
Line Inlet ID Q = r(acfrry)
No CIA(cfs)
1
CB#1
2
CB#2
3
CB#6
4
CB#7A
5
CB#8
6
CB#9A
7
CB#9B
8
CB#10
9
CB#11B
10
CB#12
11
CB#13
12
CB#14
13
CB#18
14
CB#19
15
CB#15A
16
CB#15B
17
CB#16
18
CB#17
19
CB#11A
20
CB#7B
21
CB#7C
22
CB#20
Q Junc Curb Inlet
Byp Type
Ht L
(cfs)
1.09
0.00
1.09
10.00 Comb
2.32
0.00
2.32
0.00 Comb
0.57
0.09
0.55
0.10 Comb
0.16
0.09
0.24
0.01 Comb
1.30
0.80
2.11
0.00 Comb
0.90
0.17
0.83
0.25 Comb
0.76
0.19
0.78
0.17 Comb
0.76
0.23
0.80
0.19 Comb
0.90
0.21
0.87
0.23 Comb
0.87
0.18
0.83
0.21 Comb
0.60
0.36
0.79
0.18 Comb
0.67
0.75
1.07
0.36 Comb
0.50
0.00
0.45
0.05 Comb
0.31
0.00
0.30
0.01 Comb
1.50
0.62
1.42
0.70 Comb
1.97
0.00
1.35
0.62 Comb
0.41
0.00
0.40
0.01 Comb
1.70
0.01
1.72
0.00 Comb
0.67
10.01
0.60
0.09 Comb
0.78
0.00
0.68
0.09 Comb
1.92
0.00
1.36
0.56 Comb
0.78
0.00
0.65
0.13 Comb
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
3.00
Grate Inlet -
Area LW So
(sgft) (ft) (ft) (ft/ft)
3.00 3.00
3.00 3.00
0.00 3.00
0.00 3.00
3.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
I
0.00 3.00
0.00 3.00
3.00 3.00
0.00 3.00
0.00 3.00
0.00 3.00
0.00 13.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
2.00
Gutter
W1W--
(f; F(ft)ft)
ag
2.00
0.042
0.020
ag
2.00
0.042
0.020
.004
2.00
0.042
0.020
.004
2.00
0.042
0.020
ag
2.00
0.042
0.020
.007
2.00
0.042
0.020
.013
2.00
0.042
0.020
.013
2.00
0.042
0.020
.013
2.00
0.042
0.020
.013
2.00
0.042
0.020
.014
2.00
0.042
0.020
.014
2.00
0.042
0.020
.007
2.00
0.042
0.020
.007
2.00
0.042
0.020
.013
2.00
10.042
0.020
.013
2.00
0.042
0.020
.020
2.00
0.042
0.020
ag
2.00
0.042
0.020
.013
2.00
0.042
0.020
.020
2.00
0.042
0.020
.020
2.00
0.042
0.020
.009
2.00
10.042
f 0.020
Page 1
Inlet Byp
I -i-- , Line
n Depth Spread DepM Spread Depr No
(ft) I(ft) (ft) (ft) (in)
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.013
0.08
0.17
0.17
0.12
0.15
0.18
0.16
0.16
0.16
0.16
0.16
0.18
0.14
0.12
0.20
0.20
0.11
0.13
0.14
0.14
0.18
0.16
2.00
6.22
6.22
3.91
5.49
6.83
5.63
5.75
6.03
5.87
5.58
6.64
4.83
3.78
7.98
7.74
3.31
4.12
4.84
4.63
6.99
5.61
0.29 2.00
0.38 6.22
0.30 2.29
0.25 0.91
0.36 5.49
0.32 3.32
0.30 2.15
0.30 2.30
0.31 2.64
0.30 2.45
0.29 2.11
0.32 3.39
0.27 1.50
0.25 0.92
0.35 4.88
0.34 4.62
0.24 0.75
0.33 4.12
0.28 1.60
0.27 1.52
0.33 3.90
0.29 1.99
Project File: Storm Drainage Pipes 5-9-2019.stm Number of lines: 26 -TRun Date: 5/9/2019
NOTES: Inlet N -Values = 0.016; Intensity = 74.06 / (Inlet time + 13.30) A 0.88; Return period = 2 Yrs. ; * Indicates Known Q added. All curb inlets are throat.
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
2.5
0
1
2
9
2
5
8
Storm Sewers v2019.20

Inlet Report
Gutter
W Sx
1SW
2.5
0.22
0.20
Line
Inlet ID
Q
No
It/ft)
CIA
2.5
(ft)
(ft)
l_
--
0.013
(cfs) -
23
CB#21
1.81
24
CB#3
0.10
25
CB#5
0.29
26
CB#4
0.32
Q Q Q Junc Curb Inlet Grate Inlet
carry capt Byp Type
Ht L Area L W
(cfs) (cfs) (cfs) (in) (ft) (sgft) (ft) (ft)
0.13 1.94 0.00 Comb 5.0 3.00 3.00 3.00 2.00
0.10 0.21 0.00 Comb 5.0 3.00 0.00 3.00 2.00
0.01 0.29 0.01 Comb 5.0 3.00 0.00 3.00 2.00
0.00 0.32 0.00 Comb 5.0 3.00 , 0.00 3.00 2.00
Number of lines: 26
Indicates Known Q added. All curb inlets are throat.
Page 2
Inlet gyp
Line
Depth Spread Depr No
(ft) (ft) (in)
0.35
Gutter
W Sx
1SW
2.5
0.22
0.20
io
n
De
Depth
Sprea
It/ft)
(ft) On) (ft/ft)
2.00 0.042 0.020
2.5
(ft)
(ft)
l_
ag
0.013
0.14
4.91
.013
2.00 0.042 0.020
0.013
0.09
2.46
.013
2.00 0.042 0.020
0.013
1 0.11
3.11
.060
2.00 1 0.042 0.020
0.013
0.08
1.96
Number of lines: 26
Indicates Known Q added. All curb inlets are throat.
Page 2
Inlet gyp
Line
Depth Spread Depr No
(ft) (ft) (in)
0.35
4.91
2.5
0.22
0.20
2.5
0.23
0.59
2.5
0.21 ,
0.00
2.5
Run Date: 5/9/2019
Storm Sewers v2019.20

` Date 5/9/2019
Project Name% Olde Mill Stream Phase 1
Culvert Design Form
Designed By
Checked By
RGF
Shoulder Elev. =
125.68 Grade Point Elev. = 125.55
SUMMARY DATA
Culvert Location
SHADYBROOK DR
.'
(STA. 12+42+1_)
T
median ' ch elev.=
Drainage Area =
86.19
PIPE AA
I
Design Frequency =
25 yrs
Skew
90d (Perpendicular)
HW
HII
Design Discharge =
85.5
Size/Type Pipe
2-36" RCP
i
Design H.W. Elev =
123.81
Type Entrance
SQUARE EDGE
TW
Direction of Flow
Lso_
inv. elev.
119.70Q100
Discharge =
103
Hydrologic Method
RATIONAL
Q100 H.W. Elev. =
124.46
H.W. Control Elev.
124.68
So = 0.015 I I
Depth above road =
0
L= 44
Size (ft) No. ^n^
Type Freq. Total Q
Nat. Allow. T.W.
INLET CONTROL OUTLET CONTROL
H.W. Vo
D B
Pipe (yrs) (cfs)
H.W. H.W. Elev.
HW/D H.W. Ke do do+D/2 ho H Lso
H.W.
Elev. (fps)
Comments
3 3 2 0.013
RCP 25 85.5
123.81 124.68
1.15 3 d5
.--i ,....
.. . . .
AND RECOMMENDATIONS:
Page 1

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3138 by Autodesk, Inc. Thursday, May 9 2019
PIPE -AA- 25 -YR STORM (2-36 IN. RCP)
Invert Elev Dn (ft)
= 119.70
Calculations
Pipe Length (ft)
= 44.00
Qmin (cfs)
= 85.50
Slope (%)
= 1.50
Qmax (cfs)
= 85.50
Invert Elev Up (ft)
= 120.36
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 85.50
No. Barrels
= 2
Qpipe (cfs)
= 85.50
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.64
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 7.97
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 122.26
HGL Up (ft)
= 122.49
Embankment
Hw Elev (ft)
= 123.81
Top Elevation (ft)
= 125.68
Hw/D (ft)
= 1.15
Top Width (ft)
= 30.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 150.00
El. (a)
126.00
125.00
124.00
123.00
122.Oo
121.00
120.60
119.00
118.0.9
fNPE-AA- 25 YR STORM (2-36 IN. RCP)
Circler Calvert .ti0_ Embank
Reach 111)
E64
4E4
314
2.64
1.64
0.61
435
_1.36
_.36

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, May 9 2019
PIPE -AA -100 -YR STORM (2-36 IN. RCP)
Invert Elev Dn (ft)
= 119.70
Calculations
Pipe Length (ft)
= 44.00
Qmin (cfs)
= 103.00
Slope (%)
= 1.50
Qmax (cfs)
= 103.00
Invert Elev Up (ft)
= 120.36
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 103.00
No. Barrels
= 2
Qpipe (cfs)
= 103.00
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.76
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 8.73
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 122.37
HGL Up (ft)
= 122.69
Embankment
Hw Elev (ft)
= 124.46
Top Elevation (ft)
= 125.68
Hw/D (ft)
= 1.37
Top Width (ft)
= 30.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 150.00
0-
525.90
121.00
123.09
122.0D
121.00
120.00
119 ' 00
118 -DD
PIPE -AA -100 -YR STORM 1236 IN. RCP)
Hw Depth (D)
5-4
1.61
3.64
2.61
4.61
0.81
-0.38
-1.36
-2.38
ClrcelarctAvert H(3L Embank
Reach (t)

Date 5/9/2019
Project Name:. Olde Mill Stream Phase 1
Shoulder Elev. _
Culvert Location SHADYBROOKDR
Culvert Design Form
Grade Point Elev. = 125.55
(STA. 12+42+/-)T median ch elev.=
PIPE AA
'Skew 90d (Perpendicular) HW
Size/Type Pipe 149^ RCP
Type Entrance SQUARE EDGE
Direction of Flow Lso
Hydrologic Method RATIONAL
H.W. Control Elev 124.68 So = 0.015
Total
D
Size (ft) I No. I ^n" I Pipe (re �. T(cfs4 H W. I HI!W. Elev. I HW/D ON H.W. 11 Ke
SUMMARY AND RECOMMENDATIONS:
Page 1
Designed By RGF
Checked By
SUMMARY DATA
T
T—
Drainage Area =
58.81
Design Frequency =
25 yrs
HI
Design Discharge =
52.5
+
Design H.W. Elev =
123.81
TW
inv elev.
119.70
Q100 Discharge =
66.3
Q100 H.W. Elev. =
124.46
I
Depth above road =
0
OUTLET CONTROL
do d.-D/2ho H
Lso H.W. 1 Elev. (fps) I Comments

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, May 9 2019
PIPE -AA- 25 -YR STORM (1-48 IN. RCP)
Invert Elev Dn (ft)
= 119.70
Calculations
Pipe Length (ft)
= 44.00
Qmin (cfs)
= 52.50
Slope (%)
= 1.50
Qmax (cfs)
= 52.50
Invert Elev Up (ft)
= 120.36
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 43.1
Shape
= Circular
Highlighted
Span (in)
= 43.1
Qtotal (cfs)
= 52.50
No. Barrels
= 1
Qpipe (cfs)
= 52.50
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 5.95
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 7.87
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 122.62
HGL Up (ft)
= 122.61
Embankment
Hw Elev (ft)
= 123.81
Top Elevation (ft)
= 125.68
Hw/D (ft)
= 0.96
Top Width (ft)
= 30.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 150.00
o« (ft)
126.00
125.00
124M
"2Is7
122.00
121.00
120.00
119.00
118.00
PIPE -AA- 25 YR STORM BIAS IN. RCP)
Hw Depth (0)
5.64
4.64
5.64
2.64
1.64
0.64
.0.36
-1.36
a.36
CirwtarCWvM HGL Emhenk
Ree: h (R)

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, May 9 2019
PIPE -AA -100 -YR STORM (1-48 IN. RCP)
Invert Elev Dn (ft)
= 119.70
Calculations
Pipe Length (ft)
= 44.00
Qmin (cfs)
= 66.30
Slope (%)
= 1.50
Qmax (cfs)
= 66.30
Invert Elev Up (ft)
= 120.36
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 43.1
Shape
= Circular
Highlighted
Span (in)
= 43.1
Qtotal (cfs)
= 66.30
No. Barrels
= 1
Qpipe (cfs)
= 66.30
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.20
Culvert Entrance
= Square edge w/headwall (C)
Veloc Up (ft/s)
= 8.68
Coeff. K,M,c,Y,k
= 0.0098, 2, 0.0398, 0.67, 0.5
HGL Dn (ft)
= 122.76
HGL Up (ft)
= 122.89
Embankment
Hw Elev (ft)
= 124.46
Top Elevation (ft)
= 125.68
Hw/D (ft)
= 1.14
Top Width (ft)
= 30.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 150.00
Mev (R)
126.00
125.0E
124.00
123.00
122.00
121.00
120.00
119.00
Mao
PIPE-AA-19C-YRSTORM f148 IN. RCP)
CireWarC:r.4vert HGL Embank
Reach (R)
1.64
0.64
-0.36
.1.36
-2.3'

Culvert Design Form
median
So = 0.010
Grade Point Elev. = 126.71
aXch elev.=
Designed By RGF
Checked By
SUMMARY DATA
T
tDesign
Drainage Area =
Date
5/9/2019
Project Name:. Olde Mill Stream Phase 1
25 yrs
H
Shoulder Elev. _
Culvert Location
SHADYBROOK DR
L
(STA. 17+72+/-)
T
TW
PIPE FFF
_ inv. elev.
Skew
20d (Right side forward)
HW
Size/Type Pipe
3-30^ RCP
H.W. Elev. =
Type Entrance
PROJECTING
Direction of Flow
0
Lso
Hydrologic Method
RATIONAL
H.W. Control Elev.
125.72
Culvert Design Form
median
So = 0.010
Grade Point Elev. = 126.71
aXch elev.=
Designed By RGF
Checked By
SUMMARY DATA
T
tDesign
Drainage Area =
47.69 ac
Frequency =
25 yrs
H
Design Discharge =
82 cfs
L
Design H.W. Elev =
125.72
TW
_ inv. elev.
122.38
Q100 Discharge =
100.1 cfs
jQ100
H.W. Elev. =
126.16
Depth above road =
0
Size (ft) Type. Freq. Total Q Nat. Allow. I T.W. I INLET CONTROL N OUTLET CONTROL
D B Pipe (yrs) (cfs) H.W. H.W. Elev. I HW/D I H.W. I Ke = do I do+D// ho H
SUMMARY AND RECOMMENDATIONS:
Page 1
Lso I H.W. Elev. 11
(ps)
Comments

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PIPE-FFF- 25 -YR STORM (3-30 IN. RCP)
Invert Elev Dn (ft)
= 122.38
Pipe Length (ft)
= 60.00
Slope (%)
= 1.00
Invert Elev Up (ft)
= 122.98
Rise (in)
= 30.0
Shape
= Circular
Span (in)
= 30.0
No. Barrels
= 3
n -Value
= 0.013
Culvert Type
= Circular Concrete
Culvert Entrance
= Groove end projecting (C)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft)
= 126.71
Top Width (ft)
= 30.00
Crest Width (ft)
= 100.00
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Thursday, May 9 2019
= 82.00
= 82.00
= (dc+D)/2
= 82.00
= 82.00
= 0.00
= 6.11
= 7.31
= 124.52
= 124.76
= 125.72
= 1.10
= Inlet Control
aw ip)
PIPEFFF- 25 -YR STORM (330 IN. RCP) f1« Depth (0)
127.00
c
+26.00
9.02
--
'Mlel wnlr
126.00
... ........, -. -
I
2.02
124.0✓
1.C2
123.00
)
0.02
`22.00
.022
121.00
.1.96
0
6 10 1s
20 25 30 35 t: 45 5. _. 60 65 70 75 20
Ca War Calvert MGL Embank
Rean (0)

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PIPE-FFF-100-YR STORM (3-30 IN. RCP)
Invert Elev Dn (ft)
= 122.38
Pipe Length (ft)
= 60.00
Slope (%)
= 1.00
Invert Elev Up (ft)
= 122.98
Rise (in)
= 30.0
Shape
= Circular
Span (in)
= 30.0
No. Barrels
= 3
n -Value
= 0.013
Culvert Type
= Circular Concrete
Culvert Entrance
= Groove end projecting (C)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft)
= 126.71
Top Width (ft)
= 30.00
Crest Width (ft)
= 100.00
:4.0=
123.00
122.DD
121.00
PIPE-FFF-100-YR STORM (3-30 IN. RCP'
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Thursday, May 9 2019
= 100.10
= 100.10
= (dc+D)/2
= 100.10
= 100.10
= 0.00
= 7.21
= 8.07
= 124.61
= 124.94
= 126.16
= 1.27
= Inlet Control
-:x DK! -
4.
3.02
2.02
1.02
0.02
-0.3E
-1.3E
Read 1%
C1'cW3rCW-t rv__ Sstw'

Date 6/17/2019
.. - Project Name:. Olde Mill Stream Phase 1
Culvert Design Form
Grade Point Elev. = 130.41
median ' ch elev.=
So = 0.005
HL
TW
inv. elev. 1
1
Size (ft)No. n" Type Freq. Total Q Nat. Allow. T.W. INLET CONTROL OUTLET CONTROL
"
D B Pipe (yrs) (cfs) H.W. H.W. Elev. HW/D H.W. Ke do I do+D/2 I ho I H
SUMMARY AND RECOMMENDATIONS:
Page 1
Designed By
RGF
Shoulder Elev. _
Culvert Location
TEMPORARYACCESS
Drainage Area =
49.23
Design Frequency =
T
Design Discharge =
PIPE TR
Design H.W. Elev =
Skew
90d (Perpendicular)
HW
Size/Type Pipe
1-48" RCP
Depth above road =
0
Type Entrance
PROJECTING
Direction of Flow
Lso
Hydrologic Method
RATIONAL
7—
H.W. Control Elev.
128.5
Culvert Design Form
Grade Point Elev. = 130.41
median ' ch elev.=
So = 0.005
HL
TW
inv. elev. 1
1
Size (ft)No. n" Type Freq. Total Q Nat. Allow. T.W. INLET CONTROL OUTLET CONTROL
"
D B Pipe (yrs) (cfs) H.W. H.W. Elev. HW/D H.W. Ke do I do+D/2 I ho I H
SUMMARY AND RECOMMENDATIONS:
Page 1
Designed By
RGF
Checked By
SUMMARY DATA
Drainage Area =
49.23
Design Frequency =
25 yrs
Design Discharge =
50.15
Design H.W. Elev =
128.5
Q100 Discharge =
62.5
Q100 H.W. Elev. =
129
Depth above road =
0
H.W. Vo
Comments
Lso H.W. Elev. (fps)
128.500 5.73 Pipe buried 1' into a
" for area of

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PIPE -TR- 25 -YR STORM (1-48 IN. RCP)
Invert Elev Dn (ft)
= 125.00
Pipe Length (ft)
= 54.00
Slope (%)
= 0.50
Invert Elev Up (ft)
= 125.27
Rise (in)
= 43.1
Shape
= Circular
Span (in)
= 43.1
No. Barrels
= 1
n -Value
= 0.013
Culvert Type
= Circular Concrete
Culvert Entrance
= Groove end projecting (C)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft)
= 130.41
Top Width (ft)
= 20.00
Crest Width (ft)
= 100.00
EW (e) WIPE -TR -25 -YR STORM (148 IN. RCP)
131.00-
130.00
1
12
127
IN
12
124.
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Saturday, Jun 15 2019
= 50.15
= 50.20
= (dc+D)/2
= 50.15
= 50.15
= 0.00
= 5.73
= 7.73
= 127.89
= 127.46
= 128.50
= 0.90
= Inlet Control
HW Depth (a)
5.73
4.73
3.73
ra
2.73
1.73
C.73
-021
127
75
Beech (it)
PS.D3
1 laicont
a.oD
00
.OD
GOD
W
�+. � — � w » w 45 w x 50 55 70
Circular Culvert HGL Emhank
�+. � — � w » w 45 w x 50 55 70
Circular Culvert HGL Emhank

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Saturday, Jun 15 2019
PIPE -TR -100 -YR STORM (1-48 IN. RCP)
Invert Elev Dn (ft)
= 125.00
Calculations
Pipe Length (ft)
= 54.00
Qmin (cfs)
= 62.50
Slope (%)
= 0.50
Qmax (cfs)
= 62.50
Invert Elev Up (ft)
= 125.27
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 43.1
Shape
= Circular
Highlighted
Span (in)
= 43.1
Qtotal (cfs)
= 62.50
No. Barrels
= 1
Qpipe (cfs)
= 62.50
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 6.86
Culvert Entrance
= Groove end projecting (C)
Veloc Up (ft/s)
= 8.46
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 128.03
HGL Up (ft)
= 127.73
Embankment
Hw Elev (ft)
= 129.00
Top Elevation (ft)
= 130.41
Hw/D (ft)
= 1.04
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
El. (a)
13t00
130.05
123.00
128.00
127.00
126.00
125.DD
124.00
PIPE -TR- ICC -YR STORM (1A QN RC:R)
-z 0"-: ..
573
473
3.73
2.73
1.73
0.73
-027
1.27
Ream lrY
C1rw1w GWvert HOL Embank

SUMMARY AND RECOMMENDATIONS:
Page 1
Culvert Design Form
Date
,yr
6/17/2019
Designed By
RGF
Project
Name:. Olde Mill Stream Phase 1
Checked By
Shoulder Elev. =
130.01 Point Elev. = 130.41
SUMMARY DATA
Culvert Location
TEMPORARY ACCESS
.Grade
median ' ch elev.=
—F
Drainage Area =
81.91
PIPE TR
Design Frequency =
25 yrs
Skew
sod (Perpendicular)
HW
HII
Design Discharge =
i
83.45
Size/Type Pipe
2-36^ RCP
i
Design H.W. Elev =
128.49
Type Entrance
PROJECTING
TW
Direction of Flow
Lso
—inv. elev.
125.00
Q100 Discharge =
102.3
Hydrologic Method
RATIONAL
It
J
Q100 H.W. Elev. =
129
H.W. Control Elev.
128.49
So = 0.005
Depth above road =
0
L= 54
Size (ft) No. I.W.
Type Freq. Total Q
Nat. Allow. T.W.
INLET CONTROL
OUTLET CONTROL
H.W.
Vo
D B
Pipe (yrs) (c%)
H.W. H.W. Elev.
HWlD I H.W.
Ke do do+D/2 ho H Lso
H.W. Elev.
(fps)
Comments
3 1 3 2 0.013
RCP 25 83.45
128.49 129.01
SUMMARY AND RECOMMENDATIONS:
Page 1

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
PIPE -TR- 25 -YR STORM
(2-36 IN. RCP)
Invert Elev Dn (ft)
= 125.00
Pipe Length (ft)
= 54.00
Slope (%)
= 0.50
Invert Elev Up (ft)
= 125.27
Rise (in)
= 36.0
Shape
= Circular
Span (in)
= 36.0
No. Barrels
= 2
n -Value
= 0.013
Culvert Type
= Circular Concrete
Culvert Entrance
= Groove end projecting (C)
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
Embankment
Top Elevation (ft)
= 130.41
Top Width (ft)
= 20.00
Crest Width (ft)
= 100.00
E er ,.;,
V.
130.00
129.00
126.DC
127.00
126.OD
126.0[
124.00
PIPE -TR -25 -YR STOW (2-36 IN. RCPT
Calculations
Qmin (cfs)
Qmax (cfs)
Tailwater Elev (ft)
Highlighted
Qtotal (cfs)
Qpipe (cfs)
Qovertop (cfs)
Veloc Dn (ft/s)
Veloc Up (ft/s)
HGL Dn (ft)
HGL Up (ft)
Hw Elev (ft)
Hw/D (ft)
Flow Regime
Monday, Jun 17 2019
= 83.45
= 83.45
= (dc+D)/2
= 83.45
= 83.45
= 0.00
= 6.51
= 7.89
= 127.55
= 127.37
= 128.49
= 1.07
= Inlet Control
"WO -Pe. (6)
573
4.73
3.73
2.73
1.73
0.73
-C27
-1.27
Reach (6)
Cimilar CUNett h6L E.b-k

Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Monday, Jun 17 2019
PIPE -TR -100 -YR STORM (2-36 IN. RCP)
Invert Elev Dn (ft)
= 125.00
Calculations
Pipe Length (ft)
= 54.00
Qmin (cfs)
= 102.30
Slope (%)
= 0.50
Qmax (cfs)
= 102.30
Invert Elev Up (ft)
= 125.27
Tailwater Elev (ft)
= (dc+D)/2
Rise (in)
= 36.0
Shape
= Circular
Highlighted
Span (in)
= 36.0
Qtotal (cfs)
= 102.30
No. Barrels
= 2
Qpipe (cfs)
= 102.30
n -Value
= 0.013
Qovertop (cfs)
= 0.00
Culvert Type
= Circular Concrete
Veloc Dn (ft/s)
= 7.71
Culvert Entrance
= Groove end projecting (C)
Veloc Up (fUs)
= 8.70
Coeff. K,M,c,Y,k
= 0.0045, 2, 0.0317, 0.69, 0.2
HGL Dn (ft)
= 127.66
HGL Up (ft)
= 127.59
Embankment
Hw Elev (ft)
= 129.00
Top Elevation (ft)
= 130.41
Hw/D (ft)
= 1.24
Top Width (ft)
= 20.00
Flow Regime
= Inlet Control
Crest Width (ft)
= 100.00
a" ,n)
131.00
MAD
129.00
128,00
127.00
128.00
12&DD
124.0:
PIPE -TR -100 -YR STORM (2-36 IN. RCP)
Hw Depth (8;
5.73
4.73
3.73
2.73
1.73
073
-027
-1-7
R -h ,e1
G-Wvr'.ne' H3L Embank

DISSIPATOR PAD/OUTLET PROTECTION SCHEDULE
(NYDOT METHOD)
NUMBER
APRON APRON
STONE
D50
PIPE Q(full) Qmax V (full) Vmax
PIPE DIA.
OF
LENGTH WIDTH **
CLASS DEPTH
STONE
OUTLET CFS CFS FPS FPS
INCHES
ZONE
La
PIPES
FEET FEET
STONE INCHES
SIZE
V 4.57 4.93 3.72 4.25
15
1
4
1
5 3.75
A 18
211-61-
11 28.99 32.81 5.90 7.08
30
1
4
1
10 7.50
A 18
2"-6"
F* 41.00 44.24 8.34 9.55
30
2
6
3
18.75 20.39
B 22
5"-12"
E 4.57 4.93 3.72 4.25
15
1
4
1
5 3.75
A 18
2"-6"
B 9.13 9.85 7.43 8.51
15
2
6
1
7.5 3.75
B 22
5"-12"
AA* 131.97 142.39 13.01 14.89
43.1
3
8
3
35.92 21.55
1 24
5"-17
TR* 76.19 82.21 7.51 8.60
43.1
3
8
3
35.92 29.13
1 24
5"-17
La = LENGTH MULTIPLIER (x DIAMETER)
** WIDTH = 3 x PIPE DIAMETER
* PIPE WITH HIGHER Q(10) VALUE TO DETERMINE MAX. REQUIRED
APRON LENGTH FOR MULTIPLE
PIPES
WIDTH = 1.5 x DIAMETERS OF FARTHEST PIPES + DISTANCE
BETWEEN
PIPES (FOR MULTIPLE PIPES)

BMP OPERATIONS
AND MAINTENANCE MANUAL

Permit Number:
(to U provided by DWO
Drainage Area Number:
Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
— Immediately following construction of the stormwater wetland, bi-weekly inspections will be
conducted and wetland plants will be watered bi-weekly until vegetation becomes established
(commonly six weeks).
— No portion of the stormwater wetland will be fertilized after the first initial fertilization that is
required to establish the wetland plants.
— Stable groundcover will be maintained in the drainage area to reduce the sediment load to the
wetland.
— Once a year, a dam safety expert should inspect the embankment.
After the stormwater wetland is established, I will inspect it monthly and within 24 hours after every
storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element.
PotentialProblem:
How I will remediate the blem:
Entire BMP
Trash/debris is present.
Remove the trash/debris.
Perimeter of wetland
Areas of bare soil and/or erosive
Regrade the soil if necessary to remove the
gullies have formed.
gully, and then plant a ground cover and
I
wafter until it is established. Provide lune
and a one-time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
Inlet device: pipe or
The pipe is clogged (if applicable).
height.
Unclog the pipe. Dispose of the sediment
swale
offsite.
_
The pipe is cracked or otherwise
Replace the pipe.
damaged (if applicable).
Erosion is occurring in the Swale (if
Regrade the swale if necessary to smooth
applicable).
it over and provide erosion control
devices such as reinforced turf matting or
riprap to avoid future problems with
erosion.
Form SW401-Wetland O&M-Rev.4 Page 1 of 3

Forebay Sediment has accumulated in the
Forebay to a depth that inhibits the
forebay from functioning well.
Erosion has occurred.
Weeds are present.
Deep pool, shallow water Algal growth covers over 50% of the
and shallow land areas deep pool and shallow water areas.
Cattails, phragmites or other invasive
plants cover 50% of the deep pool and
shallow water areas.
Shallow land remains flooded more
than 5 dans after a storm event.
Plants are dead, diseased or dying.
Embankment
L
Micropool
Outlet device
Best professional practices show that
pruning is needed to maintain optimal
Plant health.
Permit Number:
(to be provided by DWQ)
Search for the source of the sediment and
remedy the problem if possible. Remove
the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than spraying.
Consult a professional to remove and
control the algal growth.
Remove invasives by physical removal or
by wiping them with pesticide (do not
spray) - consult a professional.
Unclog the outlet device immediately.
Determine the source of the problem:
soils, hydrology, disease, etc. Remedy the
problem and replace plants. Provide a
one-time fertilizer application to establish
the ground cover if necessary.
Prune according to best professional
practices.
Sediment has accumulated and Search for the source of the sediment and
reduced the depth to 75% of the remedy the problem if possible. Remove
original design depth of the deep the sediment and dispose of it in a location
pools, where it will not cause impacts to streams
or the BMP.
A tree has started to grow on the Consult a dam safety specialist to remove
embankment the tree.
An annual inspection by appropriate Make all needed repairs.
professional shows that the
embankment needs repair.
Evidence of muskrat or beaver activity
is present.
Sediment has accumulated and
reduced the depth to 75% of the
original design depth.
I
Clogging has occurred.
The outlet device is damaged
Consult a professional to remove muskrats
or beavers. _
Search for the source of the sediment and
remedy the problem if possible. Remove
the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
Clean out the outlet device. Dispose of the
sediment off-site.
or replace the outlet device.
Receiving water Erosion or other signs of damage have Contact the NC Division of Water Quality ,
1 occurred at the outlet. 401 Oversight Unit at 919-733-1786.
Form SW401-Wetland O&M-Rev.4 Page 2 of 3

Permit Number:
(to be provided by DW(—?)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name:Olde Mill Stream
BMP drainage area number:
Print name:Ralph Hodge
Titl e: Memb er-Manag er
Address:2101 F Miller Road Wilson NC, 27893
Date: o� — 3
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
a Notary Public for the State of
County ofSo.-/ , do hereby certify that
_personally appeared before me this 3 day of
0 and acknowledge the due execution of the forgoing stormwater wetland
maintenance requirements. Witness my hand and official seal,
Steven Lee oiiverio
NOTARY PUBLIC
Wilson County, NC
My Commission Expires
SEAL
My commission expires/�Z-OA --3
01
Form SW401-Wetland O&M-Rev.4 Page 3 of 3

Olde Mill Stream
State of North Carolina DOT, Esri, HERE, Garmin, INCREMENT P, NGA,
NR Points
NR Individual Listing
NR Listing, Gone
NRHD Center Point
May 29, 2019 0 0.1 0.20.05 mi
0 0.2 0.40.1 km
1:10,000
North Carolina State Historic Preservation Office
NCAAHABRAT CONSERVATION I HABITAT PROTECTION
EFH View Tool [; Data Query Tool
rf Acfrrate Location query
Print This Report
EFH Data Notice: Essential Fish Fabltat (EFH) is defined by textual descriptions
contained In the fishery management plans developed by the regional Fishery
Management Councils. in most cases mapping data can not fully represent the
complexity of the habitats that make up EFH. This report should be used for general
interest queries only and should not be interpreted as a definitive evaluation of EFH at
this location. A location -specific evaluation of EFH for any official purposes must be
performed by a regional expert. Please refer to the following links for the appropriate
regional resources.
Query Results
Degrees, Minutes, seconds: Latitude = , Longitude =
Decimal Degrees: Latitude = , Longitude =
The query location Intersects with spatial data representing EFH and/or HAPCs for the
following species/management units.
HAPCo
No Habitat Areas of Particular Concern (HAPC) were identified at the report location.
EFH Areas Protected from Fishing
No EFH Areas Protected from Fishing (EFHA) were identified at the report location.
r

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a log in a
known set location. Any deficient BMP elements noted in the inspection will be corrected, repaired or
replaced immediately. These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP.
Important maintenance procedures:
— Immediately following construction of the stormwater wetland, bi-weekly inspections will be
conducted and wetland plants will be watered bi-weekly until vegetation becomes established
(commonly six weeks).
— No portion of the stormwater wetland will be fertilized after the first initial fertilization that is
required to establish the wetland plants.
— Stable groundcover will be maintained in the drainage area to reduce the sediment load to the
wetland.
— Once a year, a dam safety expert should inspect the embankment.
After the stormwater wetland is established, I will inspect it monthly and within 24 hours after every
storm event greater than 1.0 inches (or 1.5 inches if in a Coastal County). Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be repaired
immediately.
BMP element:
Potential problem:
How I will remediate theproblem:
Entire BMP
Trash/ debris is present.
Remove the trash/ debris.
Perimeter of wetland
Areas of bare soil and/or erosive
Regrade the soil if necessary to remove the
gullies have formed.
gully, and then plant a ground cover and
water until it is established. Provide lime
and a one-time fertilizer application.
Vegetation is too short or too long.
Maintain vegetation at an appropriate
height.
Inlet device: pipe or
The pipe is clogged (if applicable).
Unclog the pipe. Dispose of the sediment
swale
offsite.
The pipe is cracked or otherwise
Replace the pipe.
damaged if applicable).
Erosion is occurring in the swale (if
Regrade the swale if necessary to smooth
applicable).
it over and provide erosion control
devices such as reinforced turf matting or
riprap to avoid future problems with
erosion.
Form SW401-Wetland O&M-Rev.4 Page 1 of 3

Permit Number:
(to be provided by DWQ)
BMP element: Potentialproblem:
How I will remediate the oblem:
Forebay
Sediment has accumulated in the
Search for the source of the sediment and
forebay to a depth that inhibits the
remedy the problem if possible. Remove
forebay from functioning well.
the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
Erosion has occurred.
Provide additional erosion protection such
as reinforced turf matting or riprap if
needed to prevent future erosion
problems.
Weeds are present.
Remove the weeds, preferably by hand. If
a pesticide is used, wipe it on the plants
rather than s ra in .
Deep pool, shallow water
Algal growth covers over 50% of the
Consult a professional to remove and
and shallow land areas
deep pool and shallow water areas.
control the algal growth.
Cattails, phragmites or other invasive
Remove invasives by physical removal or
plants cover 50% of the deep pool and
by wiping them with pesticide (do not
shallow water areas.
spray) - consult a professional.
Shallow land remains flooded more
Unclog the outlet device immediately.
than 5 days after a storm event.
Plants are dead, diseased or dying.
Determine the source of the problem:
soils, hydrology, disease, etc. Remedy the
problem and replace plants. Provide a
one-time fertilizer application to establish
the ground cover if necessary.
Best professional practices show that
Prune according to best professional
pruning is needed to maintain optimal
practices.
lant health.
Sediment has accumulated and
Search for the source of the sediment and
reduced the depth to 75% of the
remedy the problem if possible. Remove
original design depth of the deep
the sediment and dispose of it in a location
pook
where it will not cause impacts to streams
or the BMP.
Embankment
A tree has started to grow on the
Consult a dam safety specialist to remove
embankment.
the tree.
An annual inspection by appropriate
Make all needed repairs.
professional shows that the
embankment needs repair.
Evidence of muskrat or beaver activity
Consult a professional to remove muskrats
is present.
or beavers.
Micropool
Sediment has accumulated and
Search for the source of the sediment and
reduced the depth to 75% of the
remedy the problem if possible. Remove
original design depth.
the sediment and dispose of it in a location
where it will not cause impacts to streams
or the BMP.
Outlet device
Clogging has occurred.
Clean out the outlet device. Dispose of the
sediment off-site.
The outlet device is damaged
Repair or replace the outlet device.
Receiving water
Erosion or other signs of damage have
Contact the NC Division of Water Quality
occurred at the outlet.
401 Oversight Unit at 919-733-1786.
Form SW401-Wetland O&M-Rev.4 Page 2 of 3

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the performance of the
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior
to any changes to the system or responsible party.
Project name: Olde Mill Stream
BMP drainage area number:
Print name:Ralph Hodge
Title:Member-Mang er
Address:2101 F Miller Road Wilson NC 27893
Phone:[phone]§63 ,
Signature:
Date: G r l
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a resident of the subdivision has been named the president.
I, s 2� 14e— alel6elo , a Notary Public for the State of
ldo4 *� d4CL4Z, 4 , County of _ LSv"-/ , do hereby certify that
,'!!I� personally appeared before me this ,3 day of
/vim _ /.? , and acknowledge the due execution of the forgoing stormwater wetland
maintenance requirements. Witness my hand and official seal,
Steven Lee Oliverio
NOTARY PUBLIC
Wilson County, NC
My Commission Expires
SEAL
My commission expires /Z-1-0,7,
Form SW401-Wetland O&M-Rev.4 Page 3 of 3

Page 1 of 4
This cenifies that there are delinquent ad Worm real -state
the Nash County, Tax Collector is charged with collecting, taxes, which
that are a lien on:
Pin Number. � O 1$3 � 1{oi 14l 6
This is not a certification that this Nash Coun383 $ -sl aos 8�
matches this Deed description, Department in Number
V _
Tax Collector, Deputy Tax CoIVllector, rax
Clerk Date: �� 4
���111�111111IIIII1lIII�II�I��IIIII�IIIII�I
Doc ID: 004204640004 Tvoe: CRP
Recorded: 06/04/2005 at 03:06:22 PM
Fee Amt: $1,$23.00 Page 3 of 4
Excise Tax: $1.200.00
Nash Countv North Carollns
Barbara W. Sasser Reaister of Deeds
BK2 162 P077O"7 1 3
Tax Lot No. Parcel Identifier No,
Verified by: Cou nty on the day of ,
by:
Mail after recording to: No+ti+PAPO ! ShAnglPUC may 7MWXX 04, STE fol, RA&W16NAIaei7Go11
This instrument drawn by: CMN E. "*&AVEMAaAT
Brief description for the Index: Z TRACTS I
Nash County, NC, Parcel Nos. 3$30 183 1 167 1U & 383018310386U
l
NORTH CAROLINA GENERAL WARRANTY DEED
h
THIS DEED made this day of i (n u ST , 20-Cla, by and between
GRANTOR: GRANTEE:
The UNCG Excellence Foundation, Inc., a Hodge & Morris, LLC, a
North Carolina non-profit corporation, North Carolina Limited Liability Company.
as TRUSTEE.
C/o Office of Business Affairs
University of North Carolina at Greensboro
PO Box 26170 1708 Trawick Road, Suite 209
Greensboro, NC 27402-6170 Raleigh, NC 27604
Enter in the appropriate block for eachi ' pasty: name, address, and, if appropriate,
character of entity, e.g. corporation or partnership.
BOOK410-CPiuf
Book: 2162 Page: 770 Seq: 1

Page 2 of 4
1.0.0. The designation Grantor and Grantee as used herein shall include said parties, their
heirs, successors, and assigns, and shall i clude singular, plural, masculine, feminine, or
neuter as required by context.
2.0.0. W1TNE9SETH, that the Grantor, for good and valuable consideration from the
Grantee, the receipt of which is hereby acknowledged, by these presents does hereby sell,
transfer, grant, bargain, and convey in fee simple unto the Grantee all those certain lots or
parcels of land situated in Oak Level Taw=iship, Nash County, North Carolina, and each
more particularly described as follows: i
Parcel No. 1: BEGINNING at a point in the 'center of the Halifax Road, also center of bridge
across Maple Creek; thence up the center of Maple Creek, N. 12" 55'W. 217 feet, N. 35" 30'W.
270 feet, N. 55" W. 239 feet, N. 63° 40'W. 197 feet, N. 810 W. 183 feet, S. 820 45'W. 236 feet,
S. 54" 50'W. 173 feet, N. 73" 40'W. 170 feet, N. 70" 25'W. 253 feet, N. 28" 45'W. 191 feet, N.
37" 10'W. 108 feet, N. 62' 15' W. 123 feet, N. 63° 15'W. 232 feet, N: 80" 40'W. 195 feet, N. 86-
40' W. 236 feet, S. 86° 30'W. 201 feet, to Mose Whitley's corner, marked by a stake on the
north side of the Creek and by swe:etgum and, hornbeam pointers; thence along Mose Whitley's
line N. 7" E. 705 feet to an iron stake, Mrs. Mollie Whitley's corner, pine pointers; thence along
Mrs. Mollie Whitley's line S. 89' 25' E. 2796Ifeet to the center of the aforesaid Halifax Road,
marked by a stake on the west side thereof, thence along the center of said Halifax Road, S. V
45"W. 327.5 feet, S. 6" W. 305 feet, S. 00" 30.' W. 457 feet, S, 6° 45'W. 160 feet, S. 17" 10'W.
568 feet, to the BEGINNING; containing 70.1 acres, according to "Map of Farm of J. M.
Johnson' made by E. L. Hunley, C. E., on March 5, 1937.
Parcel No. 2: Farm No_ 5 on plat of property
as The Whitley Place as surveyed and plotte
recorded in Book 208, Page 285, Nash Coun
at a point in the western line of old Halifax R
Chapman & F. W. Thorp Farm property; the
north 12" 40' west 359 feet to a stake; thence
2650 feet to its southwest corner, thence sc
thence south 050 50' west 136 feet to northwe
line of tract No. 6 2782 feet to the BEGINNINi
Whitley (now deceased) and wife, Mollie E. W
by deed, dated December 22, 1913, and reco
148, by Geo. B. Chapman and wife, Bia T. C
tract of land conveyed by Fred W. Thurston ,
Summerlin by deed dated June 30, 1954,
Registry.
3.0.0. Parcel No. 1 hereinabove descr.
from J. M. Johnson and wife recorded in Boc
acquired by Grantor by deed dated January
Nash County Registry; in addition, said prc
Assessor's Parcel Number 383018311671U.
by Grantor by deed dated July 30, 1975, ani
Registry; in addition, said property is further
BOOK21BAUE
ormerly owned by Mrs. Robert Mayo, and known
I by James A. Clark which said plat or map is
y Registry, containing 24.94 acres, BEGINNING
ad northeast corner of tract No. 6 of the Geo. B_
ce north 03" 05' east 49 feet to a stake; thence
with the southern line of lot or tract #4 westerly
ith 09" 00' west 270 feet to a lightwood stake;
A corner lot No. 6; thence easterly with northern
; and BEING the same land conveyed to W. J. R.
itley (who is now married to Fred W. Thurston),
ded in Nash County Registry in Book 212, Page
iapman, and F. W. Thorp. BEING the identical
nd wife, Mollie E. Whitley Thurston to Clyde E.
.corded in Book 598, Page 531, Nash County
;d was conveyed to Clyde E. Summerlin by deed
477, Page 403, Nash County Registry; and was
1976, and recorded in Book 978, Page 273,
F is further identified by Nash County Tax
!l No. 2 hereinabove described was acquired
recorded in Book 971, Page 659, Nash County
by Nash County Tax Assessor's Parcel
Book: 2162 Page: 770 Seq:2

Page 3 of 4
Number 383018310386U. Parcels Nos. 1 & 2 were both acquired by Grantor by deed dated the
day of August, 2005, and recorded in Book , Page , Nash County
Registry, North Carolina.
4.0.0. TO HAVE AND TO HOLD said Premises with all privileges and appurtenances thereto
belonging to the Grantee in fee simple.
5.0.0. And the Grantor covenants with the
fee simple, has the right to convey the same
clear of all encumbrances, and that Grantor
claims of all persons whomsoever except for
6.0.0. Title to the property hereinabove de
restrictive covenants, and rights of way of n
and made a part of this conveyance, AND the
7.0.0. IN WITNESS WHEREOF the Gran
corporate, has caused this instrument to be
officers and its seal to be hereunto affixed'
year first above written.
[USE sz
The UNCG Excellence Foundation, Inc.,
By: eL4 N ,
Phillip A. Richman, Treasurer
ATTEST:
r�c.a✓
Patricia':W _Stewart, Secretary
�':! i. a •. %�
'r'�I$ \ `b� a n• �ee�e � �4�;';�.:..
bcox2 u"PAGE r
antee, that Grantor is seised of the premises in
fee simple, that title is marketable and free and
1 warrant and defend the title against the lawful
exceptions hereinafter stated.
3 is subject to all easements, restrictions,
which are incorporated herein by reference
ing stated exceptions: NONE.
has hereunto set his hand and seal, or if
wed in its corporate name by its duly authorized
authority of its Board of Directors, the day and
EPS ORLY]
(SEAL)
(SEAL)
(SEAL)
(SEAL)
Book: 2162 Page: 770 Seq: 3

Page 4 of 4
[USE BLACK ENK ONLY]
SEAL - STAMP NORTH CAROLINA, County:
I, a Notary Public of the County and State aforesaid, certify that .
Grantor, personally appeared before me this day and aclmowledged the execution of the
foregoing instrument. Witness my hand and official stamp or seal, this day of
My Commission expires: Notary Public
[QSE 13LACK INK ONLY]
••:y'A•N::'�' t�awrsryiFirf���
:�' A�+II; ' •,��, U NORTH CAROLINA, �� i up 0(w Coun
Zz
r R r�• ;�i� 1, a Notary Public of the County and State aforesaid , certify that
$, • :' i ' 48* - Gly . `;r-c.JA4z:T
i?4 44 -personally came before me this day and acknowledged that she/he is Secretary of THE
:<<�. ,:. �'•:: ,.�. ~:� -5?; NCG EXCELLENCE FOUNDATION, INC., a North Carolina corporation, and that by
�Y,: :•r 4'� �,�� _ .authority duly given and as the act of the corporation, the foregoing instrument was signed
''+g<<�`t_.t,'. ' in its time by its t �Et;454t Q E2-- , sealed with its corporate seal, and
±E�:t14tFi��°t ' attested by her/him as its Secretary. Witness my hand and official stamp or seal, this
!, �? 4 + day of rAU is u 5 1
My Commission expires: 224-045 _ otsry Public
The foregoing Certificate(s) of _
is/are certified to be correm This instrument and this certificate are duly registered at the date and time and in the
�=dc 4==,,
e�M
REGISTER OF DEEDS FOR ZvjgA4 COUN7Y
83"• _ — Deputy/Assistant- Register of Deeds
J ;:too.00 Aw.
.2 3 , o0
f ?FkGE 773
Book: 2162 Page: 770 Seq:4