20120076 Ver 1_401 Application_20120112

Nut
20076
Soil & Environmental Consultants, PA
11010 Raven Ridge Road Raleigh, North Carolina 27614 Phone [phone] Fax [phone]
www SandEC coin
f
t
To US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn Thomas Brown
3331 Heritage Trade Drive Ste 105
Wake Forest NC 27587
From Nicole Thomson
Soil & Environmental Consultants P A
11010 Raven Ridge Road
Raleigh NC 27614
g lo il@_
January 27 2012
S &EC Project # 9372 P 1
N C Division of Water Quality
WebSCaPe Unit
Attn Karen Higgins
512 N Salisbury Street 9`h floor
Raleigh NC 27603 i � � � � � �
� ii
JAN 2 7 2012
Re Unihealth Post Acute Care Rockingham Richmond County NC
DENR WATER QUALITY
' ANDIAND STORiAWATER BRANCH
On behalf of the Owner Pruitt Properties Inc (Attn Mr Nick Williams) please find attached a complete application
and supplemental information requesting written concurrence from the US Army Corps of Engineers ( USACE) and the
N C Division of Water Quality (DWQ) that the activities proposed below may proceed under Nationwide Permit
(NWP) 39 and General Water Quality Certification (GC) 3821 Please contact meat [phone] if you have any
questions or require additional information
PROJECT SUMMARY
Project Name
Unihealth Post Acute Care
Project Type
Institutional /Medical development
Owner / Applicant
Pruitt Properties
County
Richmond
Nearest Town
Rockingham
Waterbody Name
UT to Hinson Lake
Basin / Sub basin
0307 16
Index Number
1339 12 10
Class
C
USGS Cataloging Unit
03040201
IMPACT SUMMARY
Stream Impact (acres)
0
Wetland Impact (acres)
0 07*
Open Water Impact (acres)
0
Total Impact to Waters of the U S (acres)
0 07*
Total Stream Impact (linear feet)
0
*This impact is to a Jurisdictional Ditch as determined by the USACE
Attachments
Pre construction Notification (PCN) Application Form
Agent Authorization Form
USGS Topographic Site Vicinity Map
NRCS Soil Survey Site Vicinity Map
Signed JD (AiD SAW 2011 00439)
Site map (11X17)
Impact Map (I I X 17)
S &EC Soils Report (DWQ Only)
Stormwater Management Plan Calculations (DWQ Only)
Signed O &M Agreements (DWQ Only)
Stormwater Management Plan Sheets (24X36 DWQ Only)
$570 Application Fee (DWQ Only)

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20120076
Office Use Only
Corps action ID no
DWQ project no
Form Version 13 Dec 10 2008
Page 1 of 13
PCN Form — Version 1 3 December 10 2008 Version
Pre - Construction Notification (PCN) Form
A
Applicant Information
1
Processing
la
Type(s) of approval sought from the
Corps
®Section 404 Permit El Section 10 Permit
lb Specify Nationwide Permit (NWP) number 39 or General Permit (GP) number
1c
Has the NWP or GP number been verified by the Corps?
® Yes ❑ No
1d
Type(s) of approval sought from the DWQ (check all that apply)
® 401 Water Quality Certification — Regular ❑ Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ❑ Riparian Buffer Authorization
le
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification
® Yes ❑ No
For the record only for Corps Permit
❑ Yes ® No
If
Is payment into a mitigation bank or in lieu fee program proposed for mitigation
of impacts? If so attach the acceptance letter from mitigation bank or in lieu
fee program
❑ Yes ® No
1g
Is the project located in any of NC s twenty coastal counties If yes answer 1 h
below
❑ Yes ® No
1h
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes ® No
2
Project Information
2a
Name of project
Urnhealth Post Acute Care
2b
County
Richmond
2c
Nearest municipality / town
Rockingham
2d
Subdivision name
N/A
2e
NCDOT only T I P or state
project no
N/A Z L5 kL9 n L.1 V Ltm
3
Owner Information JAN 2 7 2012
3a
Name(s) on Recorded Deed
Pruitt Properties Inc WATERQUAL0
3b
Deed Book and Page No
1543 /106 INETLANGa AND STORIAWATER
3c
Responsible Party (for LLC if
applicable)
Pruitt Properties Inc Attn Mr Nick Williams
3d
Street address
1626 Jeurgens Court
3e
City state zip
Norcross GA 30093
3f
Telephone no
770 279 6200
3g
Fax no
770 925 -4619
3h
Email address
N/A
Page 1 of 13
PCN Form — Version 1 3 December 10 2008 Version

4
Applicant Information (if different from owner)
4a
Applicant is
❑ Agent ® Other specify Applicant is the owner as listed on the Agent
Authorization please copy agent (S &EC) on all correspondence
4b
Name
Mr Nick Williams
4c
Business name
(if applicable)
Pruitt Properties Inc
4d
Street address
1626 Jeurgens Court
4e
City state zip
Norcross GA 30093
4f
Telephone no
770 279 -6200
4g
Fax no
770 925 -4619
4h
Email address
N/A
5
Agent/Consultant Information (if applicable)
5a
Name
Nicole J Thomson
5b
Business name
(if applicable)
Soil & Environmental Consultants PA
5c
Street address
11010 Raven Ridge Road
5d
City state zip
Raleigh NC 27614
5e
Telephone no
[phone]
5f
Fax no
[phone]
5g
Email address
NThomson @sandec corn
Page 2 of 13

B Project Information and Prior Project History
1 Property Identification
1a Property identification no (tax PIN or parcel ID)
747304615223
1b Site coordinates (in decimal degrees)
Latitude 34 9296 Longitude 797464
(DD DDDDDD) ( DD DDDDDD)
1c Property size
+/ 8 5 acres
2 Surface Waters
2a Name of nearest body of water (stream river etc ) to
UT to Hinson Lake
proposed project
2b Water Quality Classification of nearest receiving water
13 39 12 (10) C 03 -07 16
2c River basin
Yadkin (USGS Cataloging Unit 03040201)
3 Project Description
3a Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application
The surrounding land use includes undeveloped forestland to the north and east some residential parcels to the south
and an existing medical complex including the Richmond Memorial Hospital to the west The subject site is currently
forested
3b List the total estimated acreage of all existing wetlands on the property
None Please note Ms Christy Wicker (USAGE) verified that there exists approximately 3 198 sq ft of jurisdictional ditch
(0 07 acres) on the subject property
3c List the total estimated linear feet of all existing streams (intermittent and perennial) on the property
0
3d Explain the purpose of the proposed project
The proposed project will be the construction of a 51 bed (36 room) Skilled Nursing Facility The building will be
mixed use occupancy with the primary occupancy of Institutional 12 for housing and care of the elderly In addition to
housing the facility will include but not be limited to Occupational Therapy Rehabilitation Therapy kitchen and
dining commercial laundry and accessory administration spaces
3e Describe the overall project in detail including the type of equipment to be used
The project proposes to impact 0 07 acres of jurisdictional ditch for the purposes of budding a post acute care facility and
associated parking lot and vehicular access points Heavy equipment associated with this type of development including
backhoes dump trucks cement mixers and excavators will be utilized
4 Jurisdictional Determinations
4a Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
® Yes ❑ No ❑ Unknown
Comments USACE issued a signed JD on 3/10/2011 (AID
SAW 2011 -00439 attached)
4b If the Corps made the jurisdictional determination what type
❑ Preliminary ® Final
of determination was made
4c If yes who delineated the jurisdictional areas?
Agency /Consultant Company S &EC PA
Name (if known) Mr Steven Ball
Other
4d If yes list the dates of the Corps jurisdictional determinations or State determinations and attach documentation
See attached signed JD and survey maps AID SAW 2011 00439
Page 3 of 13
PCN Form — Version 1 3 December 10 2008 Version

Project Information and Prior Project History
5 Project History
5a Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ® No ❑ Unknown
5b If yes explain in detail according to help file instructions
6 Future Project Plans
6a is this a phased project?
❑ Yes ® No
6b If yes explain
Page 4 of 13

C Proposed Impacts Inventory
1 Impacts Summary
1a Which sections were completed below for your project (check all that apply)
❑ Wetlands ❑ Streams tributaries ❑ Buffers
® Open Waters ❑ Pond Construction
*Please not that Ms Wicker verified that the only jurisdictional waters present on the property is the ditch that
exhibits an OHWM (not a modified stream )
2 Wetland Impacts
If there are wetland impacts proposed on the site then complete this question for each wetland area impacted
2a
2b
2c
2d
2e
2f
Wetland impact
Type of jurisdiction
number —
Type of impact
Type of wetland
Forested
(Corps 404 10
Area of impact
Permanent (P) or
(if known)
DWQ — non -404 other)
(acres)
Temporary T
W1 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W2 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W3 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W4 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
W5 [:]PMT
❑ Yes
❑ Corps
❑ No
❑ DWQ
W6 ❑ P ❑ T
❑ Yes
❑ Corps
❑ No
❑ DWQ
2g Total wetland impacts
0
2h Comments There are no wetlands on the property
3 Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site then complete this
question for all stream sites impacted
3a
3b
3c
3d
3e
3f
3g
Stream impact
Type of impact
Stream name
Perennial
Type of jurisdiction
Average
Impact
number
(PER) or
(Corps 404 10
stream
length
Permanent (P) or
intermittent
DWQ — non -404
width
(linear
Temporary (T)
(INT)?
other)
(feet)
feet)
S1 ❑ P [--IT
❑ PER
❑ Corps
❑ INT
❑ DWQ
S2 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S3 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S4 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S5 ❑ P ❑ T
❑ PER
❑ Corps
❑ INT
❑ DWQ
S6 ❑ P [IT
❑ PER
❑ Corps
❑ INT
❑ DWQ
3h Total stream and tributary impacts
0
31 Comments There are no streams on the property
Page 5 of 13
PCN Form — Version 1 3 December 10 2008 Version

4 Open Water Impacts
If there are proposed impacts to lakes ponds estuaries tributaries sounds the Atlantic Ocean or any other open water of
the U S then indiv ually list all open water impacts below
4a
Open water
impact number —
Permanent (P) or
Temporary T
4b
Name of waterbody
(if applicable)
4c
Type of impact
4d
Waterbody type
4e
Area of impact (acres)
01 ®P ❑ T
UT to Hinson Lake
Fill
Jurisdictional Ditch
007
02 ❑P ❑T
03 OP [IT
04 ❑P ❑T
4f Total open water impacts
007
4g Comments Ms Wicker confirmed that the only jurisdictional waters on the subject site is the ditch that exhibits an OHWM
(not a modified stream )
5 Pond or Lake Construction
If pond or lake construction proposed then complete the chart below
5a
Pond ID
number
5b
Proposed use or purpose
of pond
5c
Wetland Impacts (acres)
5d
Stream Impacts (feet)
5e
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
5f Total
5g Comments
5h Is a dam high hazard permit required
❑ Yes ❑ No If yes permit ID no
51 Expected pond surface area (acres)
5j Size of pond watershed (acres)
5k Method of construction
Page 6 of 13

6 Buffer Impacts (for DWQ)
If project will impact a protected riparian
buffer then complete the chart below
If yes then individually list all buffer impacts
below If any impacts require mitigation then you MUST fill out Section D
of this form
6a
❑ Neuse
❑ Tar Pamlico ❑ Other
Project is in which protected basin?
❑ Catawba
❑ Randleman
6b
6c
6d
6e
6f
6g
Buffer impact
number —
Reason
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P) or
for
Stream name
mitigation
(square feet)
(square feet)
Temporary T
impact
required?
131 ❑ PEI T
El Yes
❑ No
B2 ❑P ❑T
El Yes
❑ No
B3 ❑P ❑T
❑Yes
❑ No
6h Total buffer impacts
61 Comments
Page 7 of 13

D
Impact Justification and Mitigation
1
Avoidance and Minimization
1a
Specifically describe measures taken to avoid or minimize the proposed impacts in designing project
The subject property is 8 5 acres and is partially bisected by a jurisdictional ditch (0 07 acres) The proposed acute
care facility budding will have a total footprint area of 43 743 square feet including areas under roof in addition to the
parking facilities and access roads The total site development therefore proposes 3 13 acres of the 8 5 acre site
Sufficient room needed to be set aside in order to provide stormwater management devices and controls for
compliance with the NC Division of Water Quality stormwater requirements In order to achieve adequate site
design budding and parking layout and roadway infrastructure and access points the proposed impacts to the ditch
could not be avoided
The applicant is also aware of the regional conditions associated with the Nationwide Permits 39 With respect
to residential development conditions (Regional Conditions section 4 0) the applicant does not anticipate any
impacts to streams or wetlands associated with stormwater facilities there are no proposed single family
recreation facilities and there are no permanent wetland or stream fills proposed within the floodway and the
stream classification for this project is C (i a not Outstanding Resource Waters or High Quality Waters)
1 b
Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques
Appropriate Erosion & Sediment Control measures will be utilized including temporary sediment basins and silt fencing to
ensure that there is no sediment migration offsite during construction In the area at the southern property line where the
wetland line is coincident with the property line orange fabric fencing (or other similar appropriate material) will be used
to demarcate the wetland boundary to ensure its protection from impact The Project Engineer will be submitting the
appropriate Sediment and Erosion Control Plans to the Division of Land Quality for their review and approval before
construction can begin on site
2
Compensatory Mitigation for Impacts to Waters of the U S or Waters of the State
2a
Does the project require Compensatory Mitigation for
❑ Yes ® No
impacts to Waters of the U S or Waters of the State?
2b
If yes mitigation is required by (check all that apply)
❑ DWQ ❑ Corps
❑ Mitigation bank
2c
If yes which mitigation option will be used for this
El Payment to in lieu fee program
project
❑ Permittee Responsible Mitigation
3
Complete if Using a Mitigation Bank
3a
Name of Mitigation Bank
3b Credits Purchased (attach receipt and letter)
Type
Quantity
Page 8 of 13
PCN Form — Version 1 3 December 10 2008 Version

3c Comments
4 Complete if Making a Payment to In lieu Fee Program
4a Approval letter from in lieu fee program is attached
❑ Yes
4b Stream mitigation requested
linear feet
4c If using stream mitigation stream temperature
❑ warm ❑ cool ❑cold
4d Buffer mitigation requested (DWQ only)
square feet
4e Riparian wetland mitigation requested
acres
4f Non riparian wetland mitigation requested
acres
4g Coastal (tidal) wetland mitigation requested
acres
4h Comments
5 Complete if Using a Permittee Responsible Mitigation Plan
5a If using a permittee responsible mitigation plan provide a description of the proposed mitigation plan
6 Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
❑ Yes ® No
6b If yes then identify the square feet of impact to each zone of the riparian buffer that requires mitigation Calculate the
amount of mitigation required
Zone
6c
Reason for impact
6d
Total impact
(square feet)
Multiplier
6e
Required mitigation
(square feet)
Zone 1
3 (2 for Catawba)
Zone 2
1 5
6f Total buffer mitigation required
6g If buffer mitigation is required discuss what type of mitigation is proposed (e g payment to private mitigation bank
permittee responsible riparian buffer restoration payment into an approved in lieu fee fund)
6h Comments
Page 9 of 13

E
Stormwater Management and Diffuse Flow Plan (required by DWQ)
1
Diffuse Flow Plan
1a
Does the project include or is it adjacent to protected riparian buffers identified
❑ Yes ® No
within one of the NC Riparian Buffer Protection Rules?
lb
If yes then is a diffuse flow plan included? If no explain why
Comments This project takes place in the Yadkin River Basin which does not have
❑ Yes ® No
State regulated riparian buffers Alser no streams exist on the subject site
2
Stormwater Management Plan
2a
What is the overall percent imperviousness of this project?
+/36%
2b
Does this project require a Stormwater Management Plan?
® Yes ❑ No
2c
If this project DOES NOT require a Stormwater Management Plan explain why
2d
If this project DOES require a Stormwater Management Plan then provide a brief narrative description of the plan
The Project Engineer has designed 2 constructed wetlands to treat the stormwater runoff
generated by the full build -out
of this site Please see the attached Stormwater BMP submittal for DWQ review and
approval
❑ Certified Local Government
2e
Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
® DWQ 401 Unit
3
Certified Local Government Stormwater Review
3a
In which local government s jurisdiction is this project?
❑ Phase II
3b
Which of the following locally implemented stormwater management programs
❑ NSW
❑ USMP
apply (check all that apply)
❑ Water Supply Watershed
❑ Other
3c
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
4
DWQ Stormwater Program Review
❑ Coastal counties
❑ HQW
4a
Which of the following state implemented stormwater management programs apply
❑ ORW
(check all that apply)
❑ Session Law 2006 246
❑ Other
4b
Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑ No
5
DWQ 401 Unit Stormwater Review
5a
Does the Stormwater Management Plan meet the appropriate requirements?
Please see the attached SMP from Hobbs Upchurch Associates
® Yes ❑ No
5b
Have all of the 401 Unit submittal requirements been met?
Please see the attached SMP from Hobbs Upchurch Associates
® Yes ❑ No
Page 10 of 13
PCN Form — Version 1 3 December 10 2008 Version

F
Supplementary Information
1
Environmental Documentation (DWQ Requirement)
la
Does the project involve an expenditure of public (federal /state /local) funds or the
❑ Yes ® No
use of public (federal /state) land?
lb
If you answered yes to the above does the project require preparation of an
environmental document pursuant to the requirements of the National or State
❑ Yes ❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c
If you answered yes to the above has the document review been finalized by the
State Clearing House? (If so attach a copy of the NEPA or SEPA final approval
letter )
❑ Yes ❑ No
Comments
2
Violations (DWQ Requirement)
2a
Is the site in violation of DWQ Wetland Rules (15A NCAC 2H 0500) Isolated
Wetland Rules (15A NCAC 2H 1300) DWQ Surface Water or Wetland Standards
❑ Yes ® No
or Riparian Buffer Rules (15A NCAC 2B 0200)?
2b
Is this an after the fact permit application?
❑ Yes ® No
2c
If you answered yes to one or both of the above questions provide an explanation of the violation(s)
3
Cumulative Impacts (DWQ Requirement)
3a
Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes ® No
additional development which could impact nearby downstream water quality?
3b
If you answered yes to the above submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy If you answered no provide a short narrative description
We have reviewed the DRAFT internal Policy Cumulative impacts and the 401 Water Quality Certification and Isolated
Wetland Programs document prepared by the NC Division of Water Quality on April 10 2004 version 2 1 The draft
states that most small scale commercial projects are unlikely to cause cumulative impacts This project does not meet
any of the three criteria of private projects that can clearly result in cumulative impacts This development is relatively
small in nature and while it is commercial is within a primarily developed landscape which includes other commercial
properties and therefore the utility infrastructure (i a water and electricity) are already in place to service the proposed
project We anticipate that you will advise us if a qualitative or quantitative impact analysis is required
4
Sewage Disposal (DWQ Requirement)
4a
Clearly detail the ultimate treatment methods and disposition (non discharge or discharge) of wastewater generated from
the proposed project or available capacity of the subject facility
Wastewater from the project will be disposed of into the municipal sanitary sewer system The municipality will ensure
capacity is available at the facility prior to plan approval
Page 11 of 13
PCN Form — Version 1 3 December 10 2008 Version

5 Endangered Species and Designated Critical Habitat (Corps Requirement)
5a Will this project occur in or near an area with federally protected species or
❑ Yes ® No
habitat?
5b Have you checked with the USFWS concerning Endangered Species Act
❑ Yes ❑ No
impacts?
5c If yes indicate the USFWS Field Office you have contacted
❑ Raleigh
❑ Asheville
5d What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
The NC Natural Heritage Programs Virtual Workroom was used to search for elemental occurrences of state and
federally protected species in the vicinity of the project There were no elemental occurrences of federally threatened or
endangered species within 2 miles of the center of the project area
6 Essential Fish Habitat (Corps Requirement)
6a Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ® No
6b What data sources did you use to determine whether your site would impact Essential Fish Habitat?
The proposed project is in Richmond County which is not near any coastal or tidal habitat that would support EFH (i a salt
marshes oyster reefs etc )
7 Historic or Prehistoric Cultural Resources (Corps Requirement)
7a Will this project occur in or near an area that the state federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ® No
status (e g National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b What data sources did you use to determine whether your site would impact historic or archeological resources?
What data sources did you use to determine whether your site would impact historic or archeological resources?
Records checks at the State Historic Preservation Office or the Office of State Archeology were not performed
Utilizing Googie Earth and NC National Register Points the Rockingham Historic District is approximately 125 miles from
the center of the project No structures were noticed during the wetland evaluation The project is consistent with
adjacent land uses
8 Flood Zone Designation (Corps Requirement)
8a Will this project occur in a FEMA- designated 100 year floodplain?
❑ Yes ® No
8b If yes explain how project meets FEMA requirements
8c What source(s) did you use to make the floodplain determination? http / /www ncfloodmaps com/
N1CoLF_ J ` A0M50AI
t1Z7l /Z
Applica Agents nted Name
Date
Applica na�Ietter
(Agents signature is valid only i nzation m the applicant
is provided
Page 12 of 13

Environmental Consultants, PA
Road Raleigh, North Carolina 27614 Phone [phone] Fax [phone]
www SandEC com
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner or Municipal Official
Name Pruitt Properties, Inc
Address 1626 Jeurgens Court
Norcross, Georgia 30093
Phone [phone]
Project Name/ Description Rockineham Property. S &EC Project # 9372
Date
The Department of the Army
U S Army Corps of Engineers Wilmington District
P O Box 1890
Wilmington NC 28402
Attn 144nh&A 5 5smw&I Field Office
Re Wetlands Related Consulting and Permitting
To Whom It May Concern
I the current landowner or muructnal official, hereby designate and authorize Soil &
Environmental Consultants PA to act in my behalf as my agent m the processing of permit
applications to furnish upon request supplemental information in support of applications etc
from this day forward The 16th day of Augurt
This notification supersedes any previous correspondence concerning the agent for tlus project
NOTI This auth tion for liabrli ro essional courtesy reasons is valid only for
gover jange officials t nter the erty when accompanied by S &EC staff You should call A S &E t a sit prior to visihng the site � �_ J
9-9 -, AA)
Pr is sins, r P orporate Development (Sign) r V A A
cc Ms Karen Higgins cc Mrs. Nicole Thomson
NCDENR DWQ WeBSCAPe Soil & Environmental Consultants PA
Archdale Building
512 N Salisbury St "Floor
Raleigh, NC 27604

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Project Mgr.: Rockingham Property
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Scale: Richmond County, NC
1" = 1000'
01/27/12 Hamlet Quadrangle
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Soil & Environmental Consultants, PA
11010 Raven Ridge Rd.- Raleigh, NC 27614
(919) 846 -5900 - (919) 846 -9467
Web Page: www.SandEC.com

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U S ARMY CORPS OF ENGINEERS 7
WILMINGTON DISTRICT MAN 1 l jell
Action Id SAW 201140439 County Richmond US G S Quad Hamlet
f i r Et
NOTIFICATION OF JURISDICTIONAL DETERMINATION
Property Owner Pruitt Properties Agent Soil and Environmental Consultants, PA
Address 1626 Jeurgans Court Attn Steven Ball
Norcross GA, 30093 11010 Raven Ridge Road
[phone] Raleigh, NC 27614
(919) 846 -5900
Property description
Size (acres) 663 Nearest Town Rockingham
Nearest Waterway UT to Hinson Lake River Basin Yadkin River
USGS HUC 03040201 Coordinates N 34 92 %W 79 7464
Location description The oroaerty is located at the end of Physicians Park Circle in Rockingham, Richmond
County, North Carolina Parcel ID #'s are 747304609790 and 747304615223
Indicate Which of the Followma Applv
A Preliminary Determination
Based on preliminary information there may be wetlands on the above described property We strongly suggest you have
this property inspected to determine the extent of Department of the Army (DA) jurisdiction To be considered final a
,jurisdictional determination must be verified by the Corps This preliminary determination is not an appealable action
under the Regulatory Program Administrative Appeal Process ( Reference 33 CFR Part 33 1)
B Approved Determination
There are Navigable Waters of the United States within the above described property subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act Unless there is a change in the law or
our published regulations this determination may be relied upon for a period not to exceed five years from the date of this
notification
X There are waters of the U S including wetlands on the above described property subject to the permit requirements of
Section 404 of the Clean Water Act (CWA)(33 USC § 1344) Unless there is a change in the law or our published
regulations this determination may be relied upon for a period not to exceed fiv e ) ears from the date of this notification
We strongly suggest you have the wetlands on your property delineated Due to the size of your property and or our
present workload, the Corps may not be able to accomplish this wetland delineation in a timely manner For a more timely
delineation you may wish to obtain a consultant. To be considered final any delineation must be venfied by the Corps
The waters of the U S including wetland on your property have been delineated and the delineation has been verified by
the Corps We strongly suggest you have this delineation surveyed Upon completion this survey should be reviewed and
verified by the Corps Once verified this survey will provide an accurate depiction of all areas subject to CWA
,jurisdiction on )our property which provided there is no change in the law or our published regulations ma) be relied
upon for a period not to exceed five y ears
X The waters of the U S including wetlands have been delineated and surveyed and are accurate]) depicted on the plat
signed by the Corps Regulatory Official identified below on March 10, 2011 Unless there is a change in the law or our
published regulations this determination may be relied upon for a period not to exceed five years from the date of this
notification
There are no waters of the U S to include wetlands present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344) Unless there is a change in the law or our
published regulations this determination may be relied upon for a period not to exceed five years from the date of this
notification

The property is located in one of the 20 Coastal Counties subject to regulation under the Coastal Area Management Act
(LAMA) You should contact the Division of Coastal Management in Morehead City NC at [phone] to
determine their requirements
Placement of dredged or fill material within waters of the US andior wetlands without a Department of the Arm} permit may
constitute a violation of Section 301 of the Clean Water Act (33 USC § 1311) If you have any questions regarding this
determination and/or the Corps regulatory program please contact Christy Wicker at 910 -251 -4637
C Basis For Determination
The site exhibits ordinary high water marks and wetland criteria as defined in the 1987 Wetland Delineation Manual
which is abutting an unnamed tnbutary to Hinson Lake. a Traditionally Navigable Water This determination is based
on a site visit conducted In Christy Wicker on 12/912010
D Remarks
E Attention USDA Program Participants
This delmeatron/determ patron has been conducted to identify the limits of Corps Clean Water Adjunsdretron for the
particular site identified in this request. The delineation/determination may not be valid for the wetland consenatron
provisions of the Food Security Act of 1985 If you or your tenant are USDA Program participants or anticipate participation
in USDA programs you should request a certified wetland determination from the local office of the Natural Resources
Conservation Service prior to starting work
F Appeals Information (This information applies only to approved jurisdictional determinations as indicated in
B above)
This correspondence constitutes an approted jursdictional determination for the above described site If you object to this
determination, you may request an administrative appeal under Corps regulations at 33 CFR part 331 Enclosed you %ill find a
Notification of Appeal Process (NAP) fact sheet and request for appeal (RFA) form If you request to appeal this
determination you must submit a completed RFA form to the following address
District Engineer Wilmington Regulatory Division
Ann Ms Christy Wicker Regulatory Specialist,
Wilmington Regulatory Field Office
69 Darlington Ave
Wilmington North Carolina 28403
In order for an RFA to be accepted by the Corps the Corps must determine that it is complete that it meets the criteria for
appeal under 33 CFR part 3315 and that A has been received by the District Office within 60 days of the date of the NAP
Should you decide to submit an RFA form it must be recened at the above address by Mai, 10.2011
* *It is not necessary to submit an RFA form to the District Office if 3 ou do not object to the determination in this
correspondence **
Corps Regulatory Official _
Date 3 /10/2011
Expiration Date 3110 /2016
The Wilmington District is committed to providing the highest level of support to the public To help us ensure we continue to
do so please complete the Customer Satisfaction Survey located at our website at hap. i/regulgM,usacesuM.com, to
complete the survey online
Copy furnish McNeil Sur eying & Land Planning, PLLC 223 S Hancock Street Rockingham NC 28379
Chad Turlington North Carolina Division of Water Quality 225 Green Street, Suite 714 Fayette,, ille North Carolina 28301
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Soil & Environmental Consultants, PA
11010 Raves RWP Road RaImb, Norlh Carolina 27614 ft= (919) 846 -5900 • Fax. [phone]
wwwAandEC o mn
November 1, 2011
Job # 9372 S1
Pruitt Properties, Inc
Attn. Randy Golobish
1626 Jeurgens Court
Norcross, GA 30093
Re Detailed soils evaluation for the Rockingham Property proposed Stone Water
Retention Ponds, located at the Mallard Lane Extension, Rockingham, Richmond
County, NC
Dear Mr Golobish
Soil & Environmental Consultants, PA (S&EC) performed a detailed soil evaluation
within the targeted area of two potential storm water retention ponds on the site
mentioned above At the indicated locations the following activities were performed-
soil morphology profile descriptions to six feet, measurements of soil hydraulic
conductivity (Ksat), and estimations of seasonal high water table. The purpose of this
evaluation was to provide additional information for the proper design of the proposed
retention ponds, used as BMPs to treat the on -site storm water as per our proposal dated
10/03/11 The following is a brief report of the methods utilized in this evaluation and
the results obtained
So0/Site Evaluation Methodoloi v
The site evaluation was performed by advancing 'hand auger borings to a depth of 6 feet
within the proposed storm water retention pond locations The proposed retention pond
areas were pre- determined by the client and provided to S&EC (see Attachment 1) Soil
morphological conditions were described at each location using standard techniques
outlined in the "Field Book for Describing and Sampling Soils" published by the Natural
Resources Conservation Service (MRCS, 2002)
Sod/Site Conditions
This site is located in the Upper Coastal Plain geological area consisting of marine
deposits Field investigation revealed that the soils at the specified boring locations are
most similar to the Candor and Wakulla soil series Candor and Wakulla soils are
somewhat excessively drained soils with a loamy sand to sandy loam subsoil Seasonal
High Water Table estimations for each soil boring are shown on Attachment 1 Soil
Boring and Ksat Map

Hvdrauhe Conductivity Analysis
Saturated hydraulic conductivity (Ksat) measurements were conducted at 3 sites by the
constant head well permeameter technique (also known as shallow well pump -in
technique and bore hole permeameter method) This procedure is descnbed in Methods
of Soil Analysis, Part 1 , Chapter 29 — Hydraulic Conductivity of Saturated Soils Field
Methods, 29 — 3 2 Shallow Well Pump In Method, pp 758 -763 and in the Soil Science
Society of America Journal, Vol 53, no 5, Sept. — Oct 1989, "A Constant head
Permeameter for Measuring Saturated Hydraulic Conductivity of the Vadose Zone" and
"`Comparison of the Glover Solution with the Sunultaneous — Equations Approach for
Measuring Hydraulic Conductivity " In essence, a volume of water was applied and
measured with time until a steady state of water flow was achieved This volume/time
with steady state was used to calculate the saturated hydraulic conductivity of the subsoil
by the Glover equation.
S&EC conducted three Ksat measurements, 2 Ksats at the proposed BMP on the west
side of the dramage ditch and 1 Ksat on the east side of the ditch. At each site,
measurements were made within the 2 foot separation from the seasonal high water table
elevation. Ksat values for each site are reported in Table 1 Ksat data calculations/field
data are also included in Attachment 2 Based on measurements collected, the tested
underlying soli horizons have a geometric mean Ksat value of 7 944 m/hr
Table 1 Measured Ksat Values of the Soil Horizons at the Proposed Retention
Ponds
Location
Tatting Depth
Soil Texture
Soil Horizon
Ksat in/hr
KSAT #1/
EST BMP
40
LS
Bw
8 558
KSAT #4J
WEST BMP
24
SL
Bw
6 777
KSAT #W
EAST BMP
24
LS
Bw
8 645
Geometric mean 7944
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. If requested, S&EC
can meet on -site with NC DWQ to discuss our findings and recommendations Please
feel free to call with any questio r is
Sincerely,
Ricky Pontello
NC Licensed Soil

INFORMATION
Inches cm
Date
10127/2011
Measurement Conducted By
RP
Job Name
ROCKINGHAM
Job Number
9372.S1
Weather Condition
Clear
Temperature
55
Location
KSAT #11WEST BMP
Horizon
LOAMY SAND
Source of Water
Tap
2.00
2.00
Value
Units
Radius of Hole
2.9
cm
Depth of Hole
101.6
Initial DepAh of Water in Hole H
15.24
cm
Final Depth of Water irn Hole JHI
15.24
cm
Ratio H/r
5.2552
0.4188
Start Saturation Time
No of Reservoirs Used at Steady-State
A factor in Equation 2 of Manual
0.00105093
i i �CK+M�N i 2
Clock
Time
Inches cm
Hole Depth:
4c` 101.6
H(infdal):
15.24
H(flnal):
t 15.24
Clock
Time
Water Level
Reading
Time Intervai,
Change in Ksat
Water Level
cm cm /da
cm
Minute
746
37.0
7.48
319
2.00
5.1 405.20
750
26.3
2.00
5.6 444.92
6.6 524.37
6.5 516.43
5.4 4291 03
7.8 619.71
7.52
7.54
19.7
132
2.00
2.00
7.56
7.8
2.001
7 581
001
2.001

INFORMATION
Water Lf�vel
Reading
Date
10/27/2011
Measurement Conducted By
RP
Job Name
ROCKINGHAM
Job Number
9372.S1
Weather Condition
Clear
Temperature
55
Location
KSAT #2/WEST BMP
Horror
SANDY LOAM
Source of Water
Tap
812
Value
Units
Radius of Hole
2.9
cm
Depth of Hole
60.96
671
Initial Depth of Water in Hole H)
15.24
cm
Final Depth of Water in Hole H
15.24
cm
Ratio H/r
5.2552
0.4188
Start Saturation Time
No of Reservoirs Used at Steady-State
2
A factor in Equation [21 of Manual
0.00105093
Inches cm
Hole Depth: 60.96
H(initial): 15.24
H(frnal): 15.24
Clock
Time
Water Lf�vel
Reading
Time Interva
Change in Ksat
Water Level
cm cm /da
cm
Minute
804
36.5
806
303
2.00
6.2 492.59
5 397.25
4.5 357.53
8.08
25.3
2.00
810
208
2.00
812
163
2.00
4.5 35753
4.1 325.75
814
12.2
2.00
816
671
2.00
5.5 436.98
532.32
818
0.01
2.001

INFORMATION
Water Level
Readin
Date
10/27/2011
Measurement Conducted By
RP
Job Name
ROCKINGHAM
Job Number
9372.S1
Weather Condition
Clear
Temperature
55
Location
KSAT #31EAST BMP
Horizon
LOAMY SAND
Source of Water
Tap
2.00
Value
Units
Radius of Hole
2.9
cm
Depth of Hole
60.96
73
Initial Depth of Water in Hole H
15.24
cm
Final Depth of Water in Hole H
15.24
cm
Ratio H/r
5.2552
0.4188
Start Saturation Time
No. of Reservoirs Used at Steady-State
A factor in Equation [21 of Manual
0.00105093
Inches cm
Hole Depth: 60.96
H(initial): 15.24
H(fnal): 15.24
Clock
Time
Water Level
Readin
Time Interva
Change in
Water Level =
cm
cn�
Minute
8.28
322
8.30
25.9
2.00
6.3
6
jj
$ 32
10 9
2.00
8.34
13 3
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6
8 36
7.3
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8 38
0 0
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STORM WATER
AND
EROSION & SEDIMENTATION CONTROL
COMPUTATIONS
Prepared for:
UNIHEALTH POST -ACUTE CARE
ROC�Q , NC
�� 0 ''fi
Q: •�ESS16 -
_ SE .
0
/2 09
Prepared by:
HOBBS, UPCHURCH & ASSOCIATES, P.A.
300 S.W. BROAD STREET
SOUTHERN PINES, NORTH CAROLINA
License #: C -0454
Author: Jarrod E. Hilliard, PE, CFM
January 20, 2012
HUA PROJECT #: RK1103

TABLE OF CONTENTS
TITLE TOTAL PAGES
PROJECT NARRATIVE
STORM RAINFALL DATA:
NOAA PRECIPITATION DEPTH DATA 4
NOAA PRECIPITATION INTENSITY DATA 4
STORM WATER WETLANDS COMPUTATIONS:
WETLAND #1:
WETLAND SUPPLEMENT 3
REQUIRED ITEMS CHECKLIST 1
SUPPORTING CALCULATIONS 1
EXISTING SOILS CN 1
BUILT UPON AREA COMPUTATONS 1
COMPOSITE CN / VOLUME COMPUTATIONS 1
DRAWDOWN ORIFICE COMPUTATIONS 1
ANTI- FLOATATION COMPUTATIONS 1
WETLAND #2:
WETLAND SUPPLEMENT
REQUIRED ITEMS CHECKLIST
SUPPORTING CALCULATIONS
EXISTING SOILS CN
BUILT UPON AREA COMPUTATONS
COMPOSITE CN / VOLUME COMPUTATIONS
DRAWDOWN ORIFICE COMPUTATIONS
ANTIFLOATATION COMPUTATIONS
EROSION & SEDIMENTATION CONTROL COMPUTATIONS:
SKIMMER/SEDIMENT BASIN COMPUTATIONS 1
SKIMMER SIZING COMPUTATIONS 1
DIVERSION SWALES 11
RIP RAP DISSIPATOR COMPUTATIONS 6
SOILS DATA:
NCRS CUSTOM SOILS REPORT 16
MISCELLANEOUS MAPS/DATA:
FIRM PANEL 7473
USGS MAP - HAMLET QUAD

UNIHEALTH POST -ACUTE CARE
STORMWATER MANAGEMENT
PROJECT NARRATIVE
Purpose of Proiect:
The purpose of this project is to construct a post -acute care medical facility including driveways
and parking areas, sidewalks in various locations, water system, sewer system, storm water
collection system, and storm water treatment system. The total project site for this project is 8.5
acres. A portion of the building in this project will be constructed at a later date.
Location:
In the City of Rockingham, NC the site is %2 mile north of US Hwy 74 Bypass off of South Long
Drive off of Mallard Lane.
Existing Terrain/Soils/Hydrology:
The project lies within a rolling terrain. Slopes average 5.0% -10.0% across the project. Soils
within the project area are mainly Candor and Wakulia type soils.
The closest receiving stream is Falling Creek which is part of the Yadkin River Basin. Falling
Creek has a stream classification of `C' per the NCDENR -DWQ stream classifications tables.
River Basin:
The project is located in the Yadkin River Basin
Stormwater Requirements:
The project is draining to Falling Creek which is classified as "C ", City of Rockingham,
Richmond County. Due to jurisdictional ditch impacts, storm water devices will be used on the
project.
Stormwater Treatment:
The project will use two (2) -storm water wetlands for storm water treatment. The wetlands have
been sized for the 1" rainfall depth.
General Stormwater Notes:
All stormwater devices on the project have been designed using the following data:
10 -year design storm, 24 hour storm duration (See NOAA data in Appendix)
Tc: 5 minutes

STORM RAINFALL DATA

Precipitation Frequency Data Server
PF tabular
http: / /hdsc.nw s. noaa. gov /hdsc /pfds /pfds _printpage.html ?lat = 34.9322 &lo..
NOAA Atlas 14, Volume 2, Version 3
Location name: Rockingham, North Carolina, US*
Coordinates: 34.9322, - 79.7462 i
Elevation: 276 ft*
• source: Google Maps •�+.,
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M Bonnin, D. Martin, B. Lin, T. Parzybok, MYelda, and D. Riley
NOAH National Weather Service, Silver Spnng, Maryland
PF tabular - PF graphical - Maps & aerials
PDS -based point precipitation frequency_ estimates with 90% confidence intervals (in inches)'
Duration;���
Average
----
recurrence
interval (years)
-- 10
[ (
25
F -501F
100
200
'E 500
1 1000
! 5 -min
0442 0.523
(0.404-0.484)1(0.478 - 0.574)
0.8508 0.671
0.667) 0.734)1(0.675-
0.745
0.813)
0.798
0.870)!(0.762-
0.847
0.924)
0.893
0.975)!(0.840
0.949
0.991
(0.554- (0.611 -
(0.721 -
(0.799 -
-1.04)
(0.871 - 1.08)!
Fio--�-J-6-76s-F-o-836
..
1(0.646-0.773)1(0.764-0.918)1(0.888-1.07)
0.973 1.07
(0.978 - 1.17)1
1.19
(1.08 -1.30)
1.27 !
(1.15 -1.39)
1.35
(1.21 -1.47) !
1.42
(1.27 - 1.54)
1.50
(1.33 - 1.64)1
1.56
(1.37 - 1.71)-
15 -min
0.882 1.05
0.966)
1.23 136
1.50 !
1.61
J
1.70
1.79
! 1.89
1.96
(0.807= (0.961- 1.15),
(1.12 - 1.35)- _(1, - 1.49)j
(1.36 -1.64)
(1.45 -1.75)
(1.53 - 1.86)
(1 _60 -1.95)
(1.67 -2.06)
(1.72 -215) j
;[-F
130-min !
121 1.45
(1.11 -1.32) (1.33 -1.59)
1.75 1.97
-1.92)
2.23
I
2.42
2.61
2.78
I 3.01
i
3.17
(1.60 (1.79 -2.15)
1 (2.02 -2.43) I
1 (2.19 -2.64)
1 (2.34-2.84)
1 (2.49 -3.04)
(2.66 -3.29)
(2.79 -3.47)
j 60 -ruin
1.51 1.82
(1.38 -1.65) (1.67 -2.00)
2.24 IF 2.56
(2.05 -2.46) (2.33 -2.80J
! 2.97 1
(2.69 -3.24)
3.28 17-3-5-971-
(297 -3.58)
3.59
(3.23 -3.92)
3.90
(3.49 4.26)
4.31
(3.82 -4.71)
4.63
(4.07 - 5.07) -
1.76 2.14
2.67 IF-3 .08
3.61
4.02
4.44
4.86
5.42
5.86
[�2-hr !
(1.95 -2.36)
(1.61 -1.94 C�
(2.43 -2.94) i (2.79 -3.39 )
!I
(3.26 -3.97
(3.62 -4.42)
(3.97 -4.88 )
(4.31 -5.34)
���
(4.76 -5.96)
(5.10 -6.46 !
i 3 -hr I
1.87 2.27
(1.71 -2.08) (2.07 -2.52)
2.86 3.31
(2.60_3.16) j (3.00 -3.66) J
i 3.93
(3:55 -4.34)
4.43
(3.97-4.89)
4.94
(4.39 -5.44)
5.47
(4.83 -6.02)
I 6.21
(5.41-6.83)
6.80 !
1
1
2.23 IF-2 71
3.40 3.98
4.71
5.33
I
5.96
6.63
7.56
8.31
6 -hr
(2.04 -2.47) (2.47 -2.99)
(3.10 -3.75) (3.59 -4.36)
(4.24 -5.18)
(4.76 -5.84) i
(5.29 -6.54)
1 (5.83 -7,26)
(6.55 -8.27)
(7.12 - 9.10)1
-
'2.hr !
2 63 3.19
(2.40 -2.91) (2.91 -3.53)
4.03 4.71
(3.67 -4.45) I (4.27 -5.19)
5.68
I (5.09 -6.22)
6.43
(5.74 -7.06) I
7.25
1 (6.40 -7.94) I
8.11
1 (7.09 -8.88)
9.34
(8.03 -10.2)
10.4
(8.78 -11.3)
3 09 3.73
4.71 5.49
6.58 i
7.46 1
8.38
9.35
10.7
11.8 •.
i [��hrj
( 2.85 -3.35) � (3.44 -4.06)
(4.34 -5.12) 1 (5.04 -5.96)
(6.02 -7.14) -
(6.80_8.10)
(7.61 -9.10)
(8.45 -10.2)
(9.61 -11.7)
(10.5 -12.9)
2 -day 1
3.62 4.36
(3.35 -3.91) (4.04 -4.71)
5.46 6.34
(5.05 -5.91) j (5.85 -6.86 )
IF 7.57 !
696 -8.18 !�)
( ) !
8.56
(7.84 -9.26
9.59
(8.75 -10.4)
� ����
10.7
(9.69 -11.6
12.2
11.0 -13.3)
13.4
(12.0 -14.7
_�
3.84 4.62
5.75 6.66
! 7.92
8 93
9.99
11.1
12.7
!
13.9
3
(3.57 -4.13) (4.29 -4.97)
(5.34 -6.19) (6.17 -7.17)
(7.31 -8.52)
(8.21 -9.62)
(9.15 -10.8)
(10.1 - 12.0)
, (11.5 - 13.7)1
(12.5-15.1) -
4.06 4.87
6.04 6.97
8.26
9.31 I
10.4
11.5
13.1
14.4
4-day
(3.78 -4.36) (4.55 -5.23) „
(5.62 -6.47) (6.48 -7.47)
(7.66 -8.87)
(8.59 -9.98)
(9.56 -11.2)
(10.6 -12.4)
(11.9 - 14.2)1
(13.0 -15.6)
'F7
4.88 5.57
6.81 1 7.81
! 9.18 !
10.3
11.4
12.6
14.2
15.6
day I
(4.36 -4.98) (5.21 -5.95)
(6.37 -7.28) (7.29 -8.34)
(8.54 -9.81)
(9.54 -11.0)
(10.5 -12.2)
(11.6 -13.5)
I (13.0- 15.3)j
(14.2 -16,8)1
�ayJ
5.33 6.35
7.66 JI 8.69
10.1 !
11.2
12.3 !
13.5
( 15.0
16.3
(5.03 -5.67) (5.98 -6.75)
(7.21 -8.13) t (8.17 -9.22)
(9.46 -10.7)
(10.5 -11.9)
3 I
(13.5 -15.2) I
(11.5 -13.1)
15.7
1 (14.7 -16.6)
(12.5 -14.3)
17.0
1 (15.9 -18.1 )
(13.9 - 16.1)1
i 18.9
1(17.5 -20.1)
(15.0 - 17.4);
20.4 j
(18.8.21.7)-
20 -day �
7.19 I =8%)
(6.80 -7.61) j
10.1 ! 11.3
(9.53 -10.7) (10.7 -12.0)
13.0 IF-14
1 (12.3 -13.8) 11
30
8'88 10.5
12.2 13.6
15.3
16.7
18.1
19.4
21.3
22.7
-day
(8.41 -9.39) (9.91 -11.1)
(11.5.12.9) (12.8 -14.3)
(14.5 -16.2)
(15.7 -17.7)
(17.0 -19.1)
(18.2 -20.6)
i 1(19.8-22.6)11(21.1-'24.2)
! 45 -day
11.3 13.2
(10.7 -11.9) (12.5 -13.9)
15.2 16.7
E 4.4 -16.0) (15.8 -17.6)
18.6 -
(17.6 -19.6)
20.1
(19.0 -21.2)
21.5
(20.3 -22.7) (
23.0
(21.6 -24.3)
- 24.8
j (23.3 - 26.3)1
26.3
(24.5 - 27.9)
60 -day !
13.5 15.8
(12.8.14.2) (15.0 -16.6)
17. 19.6 I
(17.0 -18.9) (18.6 -20.6)
21.7 i
(20.5 -22.8)
23.3
(22.0 -24.5)
24.8 (
(23.4 -26.2) I
26.4
(24.8 -27.8)
28.3
; (26.6 -30.0)
- 29.8 -
(27.9 - 31.6);
Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). j
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for;
a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 %. Estimates at upper bounds are not,
checked against probable maArnum precipitation (PMP) estimates and may be higher than currently valid PMP values.
! Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
1 of 4 12/19/2011 12:04 PM

Precipitation Frequency Data Server
30
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r-
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PDS -based depth- duration- frequency (DDF) curves
Coordinates: 34.9322, - 79.7462
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NOAA/NWS /OHD /HDSC Created (GMT) Mon Dec 19 17:05.412011
Back to Top
Maps & aerials
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Average recurrence
nterval
(yea )
1
2
5
10
25
50
-- 100
200
500
1000
Duration
5-mtn
— 2-day
t0-mIn
3-day
15-rnln
-- 4-day
30-mtn
— 7•4ay
— 60irdn
— 10-0ay
2-hr
— 20-day
w-- 3-hr
— 30-day
— 6-hr
— 45-day
- 12-hr
— 130 -day
24-hr
2 of 12/19/2011 12:04 PM

Precipitation Frequency Data Server
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Richman I
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Rockingham
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Dobbins
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2 mi Map data 02011 Google - Terms of Use
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3 of 4
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3 of 4
http: //hdsc.nw s.noaa. gov /hdse /pfds /pfds _printpage.httA ?Iat= 34.9322 &lo..
12/19/2011 12:04 PM

Precipitation Frequency Data Server http:// hdsc. nws. noaa. gov /hdsc /pfds /pfds _printpage.htnil ?lat = 34.9322 &lo..
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 East West Highway
Silver Spring, MD 20910
Questions ?: HDSC.Questionsonoaa.gov
ier
4 of 4 12/19/2011 12:04 PM

Precipitation Frequency Data Server
PF tabular
http: //hds c. nw s. noaa. gov /hdsc /pfds /pfds _printpage. htn A? 1 at =34.93 22 &l o..
NOAA Atlas 14, Volume 2, Version 3
Location name: Rockingham, North Carolina, US"
Coordinates: 34.9322, - 79.7462
@ * Elevation: 276 ft
source: Google Maps �.
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnet, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Maps & aerials
i PDS -based point precipitation frequency estimates with 90 % confidence! ntervals (in inches /hour
Duration
Average recurrence interval (years)
j
25 J
50
100 j
_ 200
_ 500
1000
5.30 1F
6.28
7.30
1 8.05 IF 8.94
F 9.58
10.2
I 10.7
11.4
11.9
5 -min
I�(4.85-5.81)
I
(5.74-6.89) i
(6.65-8.00)
(7.33-8.81) (8.10-9.76) I
(8.65 10;4
(9.59-11.7)
i (10.1 -12.4)
(10.5 -13.0)
El
4.23
5.02 '
5.84
6.44 7.12
7.63
8.08
8.50
! 9.01 I
-min
(3.88 -4.64)
(4.58 5.51)
(5.33 -6.41)
(5.87 -7.04) (6.46 -7.78) j
(6_89 -8.32)
(7.26 8.81) I
(7.60 -9.27)
j (7.97 -9.84
15 -min
3 53 4.20 IF 5.43 6.02 6.44 6.81 7.14 7.56
1
R(6.89-8.58)
(3.23 -3.86) (3.84 -4.61) ! (4.49 -5.40 (4.94 - 5.94) (5.46-6.57) (5.82 -7.02 (6.12-7.43) (6.39-7,80) (6.69 -8.26J
1 (' �! '
2.42 IF 2.90 IF 3.50 3.93 4.46 4.85 5.21 5.56 j 6.01 1 6.34
30 -min
(2 21 -2 65) j (2.65 -3.19) (3.19 -3.84) (3.58 -4.30) (4.04 -4.87) (4.38 -5.29J (4.69 -5.69) (4.97 -6.07) (5.32 -6.57) (5.58 -6.95)
60 -min
1.51 1.82 2.24 I 2.56 2.97 j 3.28 3.59 3.90 I 4.31 4.63 ;
(2.69 -3.24) 2 (2.97 -3.8) 3.23 3.92) (3.49 -4.26) .82 - 4.71) 4-PL-5-07)j 2 32 ;
0.880 1.07 133 1.54 1.80 2.01 j 2.22 2.43 2.93
2 -hr
((0.804 - 0.972)1 (0.974 - 1.18)1 (1.22 -1.47) (1.40 -1.69) (1.63 -1.99) (1.81 -2.21) I (1.98 -2.44) (2.15 2.67) (2.55 3.23)
=(2.382
! 1 48 1.64 1.82 2.07 2.27
I� -��3
3 -hr
(0.569 0 692)1(0.690- 0.839) (0.8655105) (1.00'1022) (1. 83145
J �� ) i (1.32 -1.63) (1.46 -1.81) (1.61 -2.00) (1.80 -2.28) (1.95 -2.50)
6
0.373 0.452 0.568 0.660 0.787 j 0.890 0.996 1.11 i 1.26 1.39
(0 .340- 0.412) (0.412. 0.499) (0.517 - 0.627) (0.599- 0.728) (0_709 - 0.865)1(0.795- 0.976_) (0.884- 1.09)1 (0.973 - 1.21) (1.09 -1.38) (1.19_1.52)
12-hr
0.218 0.265 0.335 0.391 0.469 0.534 0.602 I 0.673 0.775 0.859
(0. 199-0.241)1(0.241-0.293)1(0.304-0.370)1(0.354-0 ] 1 .431) (0. 422 - 0.516) .476 -0.5(0.531-0.659)1(0.588-0.737)1(0.667-0.848) (0.729- 0.939)
=0.129
24-hr
0.156 I 0.196 0.229 0.274 0.311 F 0.349 0.390 0.446 0.492
(0.119- 0.140) (0.143 - 0.169)1(0.181- 0.213) (0.210- 0.249) (0. 251 -0. 298 )1(0.283 0.338) (0_317- 0.379) (0.352 - 0.423) (0.400 - 0.486)1(0.439- 0.537)
0.075 IF 0.091 IF 0.114 IF 0.132 IF 0.158 IF 0.178 IF 0.200 IF 0.222 0.254 1 0.280
2 -de
1�1(0.070-0.081)]1(0.084-0.098)1(0.105-0.123)
(0.122 - 0.143) (0.145 - 0.170)1(0.163- 0.1931) (0.182 - 0.216) (0.202 - 0.241) (0.229- 0.276) (0.250 - 0.305)
3 -day 1(0.050-
0.053 0.064 0.080 0.092 0.110 1 0.124 0.139 0.154 0.176 0.193
0.057)'(0.060-
0.069) (0.074-0.086) (0.086 -0. 100) (0.101- 0.118)I(o.114- o.13a) (0. 127 0.150)I(o.14;10.167)I(o.159- 0.191) (0.174- 0.21o)j
I 4 -da
0.042 :, 0.051 0.063 0.073 0.086 0.097 0.108 0.120 1 0.137 0.150
(0.039 - 0.045) (oA47- 0.054) (0.059 - 0.067) (0.068 - 0.078) (0.080 - 0.092) (0_090- 0.104) (0.100 - 0.116) (0.110 - 0.129) (0.124 - 0.148) (0.136 - 0.163),
7 -da
0.028 + 0.033 0.041 0.046 0.055 0.061 1 0.068 I 0.075 j 0.085 0.093
!�
(0.026 - 0.030) (0.031-0.035) (0.038- 0.043) (0.043 - 0.050) (0.051 - 0.058) (0.057- 0.065) (0.063 - 0.073) (0.069 - 0.080) (0.077 - 0.091)'(0.084- 0.100)
10 -de I
0.022 0.026 0.032 0.036 0.042 0.047 0.051 0.056 0.063 0.068
(0. 021 - 0.024)!(0.025 - 0.028)1(0.030- 0.034) (0.034 - 0.038) (0.039- 0.045) (0.044- 0.050) (0.048 - 0.055) (0.052- 0.0691) (0.058- 0.(67) (0.062- 0.073)
20 -day 10.015
0.018 0.021 0.024 0.027 0.030 0.033 0.036 ! 0.039 0.042
(0.014 - 0.016)x(0.017- 0.019) (0.020 - 0.022)1(0.022- 0.025) (0.026 0.029) (0.028- 0.032) [(0.031-0.035) (0.033 - 0.038)1(0.037- 0.042) (0.039 - 0.045)
30-day
'(0.012-
0.012 0.015 0.017 0.019 0.021 I 0.023 0.025 0.027 0.030 0.031
0.013) (0.014 - 0.015)1(0.016- 0.018) (0.018- 0.020) (0.020 0.022) (0.00.023 25)](0.024- 0.027) (0.025 - 0.029)!(0.028- 0.031) (0.029 - 0.034)
4
0.010 0.012 I 0.014 0.015 0.017 I 0.019 1 0.020 0.021 0.023 0.024
(0.010 - 0.011)!(0.012- 0.013) (0.013 - 0.015) (0.015 - 0.016) (0.016 - 0.018)x(0.018- 0.020) (0.019 - 0.021) (0. 020 -0. 022 )1(0.022- 0.024)1(0.023- 0.026)
60 -da
.�
0 009 0.011 0.012 0.014 0.015 0.016 0.017 0.018 0.020 0.021
(0.009- 0.010) (0.010 - 0.012)1(0.012- 0.013) (0.013 - 0.014) (0.014 - 0.016)1(0.015- 0.017) (0.016 - 0.018) (0.017 - 0.019) (0.018- 0.021) (0.019 - 0.022)
Precipitation
frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). 1
Numbers in
parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration
and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5 %. Estimates at upper bounds are not
checked against
probable ma)dmum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer
to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
1 of 4 12/19/2011 12:06 PM

Precipitation Frequency Data Server
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PDS -based intensity- duration - frequency (IDF) curves
Coordinates: 34.9322, - 79.7462
........... ... ... .......1.
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1 2 5 10 25 50 100 200 500 1000
Average recurrence interval (years)
NOAA/NWS /OHD/HD5C Created (GMT) Mon Dec 19 17:08:312011
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Maps & aerials
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Average recurrence
Interval
(years)
2
5
— 10
- 25
-- 50
100
— 200
500
1000
Duration
6-min
--- 2-day
--- 10-min
3-day
I6-min
4-day
— 30-min
--- 7-day
— 60-min
— 10-day
-- 24ir
— 20-day
— 3-hr
— 30-day
-- 6-hr
— 45-day
— 12-hr
— 60-day
24•hr
2 of4 12/19/2011 12:06 PM

Precipitation Frequency Data Server
Large scale terrain
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 East West Highway
Silver Spring, MD 20910
Questions ?: HDSC.Questions(a)noaa.gov
Disclaimer
http: /'hdsc.nws.noaa.gov /hdsc /pfds /pfds _printpage.html ?lat = 34.9322 &lo..
4 of 12/19/2011 12:06 PM

STORM WATER WETLANDS
COMPUTATIONS

WETLAND #1

OF W A TFR
C� pG
HCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
1. PROJECT INFORMATION AWL
Project name Uni -Health Post -Acute Care
Contact name Jarrod E. Hilliard, PE, CFM
Phone number 910 - 692 -5616
Date December, 2011
Drainage area number 1
II. DESIGN INFORMATION -
Site Characteristics
Drainage area
313,212.00 ftz
Impervious area
106,330.00 ftz
Percent impervious
33.9% %
Design rainfall depth
1.00 inch
Peak Flow Calculations
ft3
1 -yr, 24 -hr rainfall depth
3.09 in
1 -yr, 24 -hr intensity
0.13 in /hr
Pre - development 1 -yr, 24 -hr runoff
0.29 ft3 /sec
Post - development 1 -yr, 24 -hr runoff
0.47 ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
0.18 ft3 /sec
Storage Volume: Non -SA Waters
Minimum required volume
9,279.80 ft3
Volume provided (temporary pool volume)
9,326.50 ft3 OK
Storage Volume: SA Waters Parameters
1.5" runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff volume
ft3
Post - development 1 -yr, 24 -hr runoff volume
ft3
Minimum volume required
ft3
Volume provided
ft3
Outlet Design
Depth of temporary pool /ponding depth (Dnwt)
12.00 in OK
Drawdown time
3.59 days OK
Diameter of orifice 1.50 in
Drawdown orifice diameter may be insufficient. Please provide
adequate supporting calculations.
Coefficient of discharge (CD) used in orifice diameter
0.60 (unitless)
calculation
Driving head (Ha) used in the orifice diameter calculation 1.00 ft OK
Form SW401- Wetland- Rev.6- 11/16/09 Parts I and ll. Project Design Summary, Page 1 of 3

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non - forebay portion of deep pool
The non- forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water /Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in /hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous Wcubic -inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous Wcubic -inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4'cubic -inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous Wcubic -inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass -like Herbaceous (4+ cubic -inch)
9,326.50 ftz OK
3,775.56 ftz Insufficient shallow land area.
40%%
3,691.40 ftz OK
40%%
942.22 ftz OK
10%%
917.32 ftz OK
10%%
9,326.50 ftz OK
0.00 ftz
269.00 ft amsl
268.00 ft amsl
267.70 ft amsl
265.00 ft amsl
265.00 ft amsl
Y (Y or N)
268.30 ft amsl OK
(Y or N)
4.00 in OK
12.00 in OK
3.60 in OK
36.00 in OK
36.00 in OK
N (Y or N) OK
950
950
152
19 and 760
Form SW401- Wetland- Rev.6- 11/16/09 Parts I and 11. Project Design Summary, Page 2 of 3

Additional Information
Can the design volume be contained?
Y
(Y or N)
OK
Does project drain to SA waters? If yes,
N
(Y or N)
Excess volume must pass through filter.
What is the length of the vegetated filter?
ft
Are calculations for supporting the design volume provided in the
Y
(Y or N)
OK
application?
Is BMP sized to handle all runoff from ultimate build -out?
Y
(Y or N)
OK
Is the BMP located in a recorded drainage easement with a
Y
(Y or N)
OK
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
5.06 :1
OK
Approximate wetland length
324.00 ft
Approximate wetland width
64.00 ft
Approximate surface area using length and width provided
20,736.00
ft o
This approx. surface area is within this number of square feet
f the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction?
Y
(Y or N)
OK
Pone SW401- Wetland- Rev.6- 11/16/09 Parts I and II. Project Design Summary, Page 3 of 3

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials
X6-14
JC -K
Pagel Plan
Sheet No.
-o C-oS
P-00
6-057
600
.P-0(O
C-D
C-o?,
�p2
bo
D -0(p
DI-?D4
C -o
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland 0 " = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
- A variety of several suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
8. A copy of the deed restrictions (if required).
9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not
an acceptable source of soils information.
SW401- Wetland- Rev.6- 11/16/09 Part III, page 1 of 1
ktoned
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland 0 " = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
- A variety of several suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
8. A copy of the deed restrictions (if required).
9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not
an acceptable source of soils information.
SW401- Wetland- Rev.6- 11/16/09 Part III, page 1 of 1

Wetlands Area Supporting Calculations
Area - #1
Peak Inflow Calculations
Drainage Area A
313,212 sf
7.19 Acres
Pre-development Impervious Area
7,381 sf
0.17 Acres
Post-development Impervious Area
98,949 sf
2.27 Acres
-n ervious vercenta a 2.361/10
Impervious Percentage 33.95% Includes Pre - development
Pre-development Run -off Coefficient
C
0.31
Post- development Run-off Coefficient
C
0.50
Rainfall Depth Rd 1.00
1 vr, 24 hr rainfall intensity ( I 1 0.13 in /hr
e- Cevelopment 1 -yr, 24 -nr peaK flow (Q)
= C *I *A Q = 0.29 cfs
Est- development 1 -yr, 24 -hr peak flow (Q)
= C *I *A Q = 0.47 cfs
ors a Volumes: Non SR Waters Calculations
_ .05 +.9 *(impervious (ac) /DA (ac))
R = 0.356
me required = 3630 * Rd * Rv * A
V=1 9,279.80 cf
Basin Structure Calculations
Total Surface Area at PPE 1 9,326.50 sf
Surface Area of Shallow Land
3,775.56 sf
Surface Area of Shallow Land - Perceta a
40.48%
Surface Area of Shallow Water
3,691.40 sf
Surface Area of Shallow Water - Perceta a
39.58%
Surface Area of Forebay
942.22 sf
Surface Area of Forebav - Percetage
10.10%
917.23 sf
Suitable
Suitable
!Surface Area of Deer) Pool Cutlet - Percetaae I 9.83% 1 Suitable I

Project Name Pre - Development Curve Numbers Date
Uni- Health Post -Acute Care for Design Dec., 2011
Stormwater Wetlands #1 HUA Project No.
Location N Hobbs Upchurch Associates RK1103
ki
Rocngham, engineering I planning I surveying Calculated By
North Carolina 800.849.1861 . www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN TKG
4
Project consists of the following Soil Groups:
Soil
Type
Name
Grade
CN for Grade
Percent
Soil
CaC
Candor and Wakulla
A
69
95%
AcB
Wagram
B
49
5%
Compost Pre - Development:
(soil type 1 % X CN) +(soil type 2 % X CN) = Pre - Development CN
USE Pre - Development CN: 68

Project Name Built Upon Area Date
UniHealth Post -Acute Care Computations Dec., 2011
Stormwater Wetlands #1 HUA Project No.
Location �� Hobbs Upchurch Associates RK1103
Rockingham engineering I planning I surveying Calculated B
North Carolina 800.849.1861 . www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN TKG
Impervious Areas:
Pre - development
Post - development
Sidewalks:
409 Sq. Ft.
0.01 Acres
Buildings:
2,000 Sq. Ft.
0.05 Acres
Pavement/Curb:
4,972 Sq. Ft.
0.11 Acres
Post - development
Total Built Upon Area:
Sidewalks:
6,288 Sq. Ft.
0.14 Acres
Buildings:
40,024 Sq. Ft.
0.92 Acres
Pavement/Curb:
52,637 Sq. Ft.
1.21 Acres
Total Built Upon Area:
Pre - development
7,381 Sq. Ft. 0.17 Acres
Post - development
98,949 Sq. Ft. 2.27 Acres
Total BUA
106,330 Sq. Ft. 2.44 Acres
Total Drainage Area:
313,212 Sq. Ft. 7.19 Acres
Proposed BUA Estimate:
33.95%

Project Name
Volume - . ,-
Date
Uni- Health Post -Acute Care
Computations
Dec., 2011
HUA Project No.
RK1103
Stormwater Wetlands #1
Location
�� Hobbs Upchurch Associates
Rockingham,
engineering I planning surveying
Calculated By
North Carolina
800.849.1861 a www.hobbsupchurch.com
Chadotte . Wilmmgwn . Nags Head . Southern Pines
�Dw
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
Checked By
JEH
MINIMUM VOLUME REQUIRED. USE SIMPLE METHOD, COMPARE TO DISCRETE SCS METHOD
Treatment Volume:
Control and treat the first 1.0 inches of rain
Additional Requirements:
No additional requirements
Watershed Size:
7.19 acres
* Percent Impervious Area:
33.95 % Total Composite CN 75.13
Impervious Area:
2.441 acres
Pervious Area:
4.749 acres * Percent impervious from built upon
area calculations within drainage area
Water Quality Storm:
1.0 inch
Hydrologic Soil Group:
Mostly A (Varies, See Composite HSG Computations)
Pervious Land Use CN:
68 (See Pre - Developed Composite CN Computations)
Impervious Land Use CN:
89
RUNOFF OF-TF:KMINATION:
NCDENR Stormwater BMP Manual Section 3.3
Discrete SCS Method
PRECIPITATION (P):
1.00 inches (Water Quality Storm)
BREAKDOWN OF SOIL STORAGE (S):
Formula: S= 1000 1CN -10
Impervious (S):
1.236 inches
Pervious (S):
4.706 inches
BREAKDOWN OF RUNOFF (R/O):
Formula: R10= (P- 0.2 *S) ` / (P +0.8 *S)
Impervious (R/0):
0.285 inches
Pervious (R/O):
0.001 inches
BREAKDOWN OF 'FIRST FLUSH' (V): Formula: V =Area *Runoff Depth
Impervious (V):
0.696 acre - inches
Pervious (V):
0.003 acre - inches
TREATMENT VOL. REQUIRED (VTREAT): Formula: VTREAT= Impervious V + Pervious V
(VTREAT):
0.699 acre - inches
(VTREAT):
2,538 ft3
Simple Method
18:
0.3395 (Impervious fraction)
Ro:
1.0 in (Water Quality Storm)
A:
7.19 acres (Watershed Area)
RUNOFF COEFFICIENT (Rv): Formula: R v= 0.05 +0.9 *18
R,,:
0.35555
TREATMENT VOL. REQUIRED (VTREAT): Formula: VTReaT=RD *Rv A
(VTREAT):
9,280 fe
(VTREATY
2.556 acre - inches
USE: (VTREAT):
2.556 acre - inches

Name
1 Location
Uni- Health Post -Acute Care
2 -5 Day Drawdown
Orifice Sizing
Stormwater Wetlands #1
NJ
Hobbs Upchurch Associates
Rockingham, engineering I planning I surveying
North Carolina 800.849.1861 a www.hobbsupchurch.com
Charlotte . Wilmington . Nags Head . Southern Pines
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
2 Day Calculations
Q2 =Temp. Pool Vol / 2 days
9,279.80 cf Volume of Temporary Pool (cf)
172,800 sec. 2 days time (seconds)
02 =1 0.054 cfs
5 Day Calculations
QS =Temp. Pool Vol / 5 days
9,279.80 cf Volume of Temporary Pool (cf)
432,000 sec. 5 days time (seconds)
Q5 =1 0.021 cfs
Orifice and Drawdown Calculations
1.00 Height of storage (ft.)
1.25 in Orifice Diameter (in.)
A = 0.0085 sf Orifice Area (sf)
h = 0.316 ft Average Head
CI) = 0.60 in Orifice Coefficient
Orifice Equation:
Q=J 0.023 cfs
5 Day < Drawdown < 2 Day
0.021 cfs 0.023 cfs 0.054 cfs
Sufficient
Drawdown
Date
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
JEH

UNIHEALTH POST -ACUTE CARE
ROCKINGHAM, NC
ANTI- FLOATATION COMPUTATIONS
Enter Data
FOR RECTANGULAR SECTION STRUCTURE
LEGEND
WETLAND -1 Verfiy Data
BASIN -1
CONTROL:
Unit Weight of Water:
62.4
Ibs /cf
Unit Weight of Conc.
1 150
Ibs /cf
STRUCTURE WEIGHT:
ft -msl (Rim Elevation)
STRUCTURE SIDES:
269.00 ft -msi (Top of Sides)
Riser Inside Length Dimension:
3 ft
Riser Inside Width Dimension:
2
ft
Thickness of Concrete:
0.5
ft
4
j
Riser Outside Length Dimensions:
4
Riser Outside Width Dimensions:
3
2 5.2 ft -msi (Barrel Invert)
Volume of Sides:
22.8
cf
264.7 ft -msi (Initial Bottom of Structure)
Weight of Concrete Sides:
3,420
Ibs
265.20 ft -msl (Invert with Anti - Float)
264.70 ft -msl (Bottom with Anti - Float)
0.5
STRUCTURE BOTTOM:
STRUCTURE TOP:
Riser Inside Length Dimension:
3
ft
Riser Inside Length Dimension: 3 ft
Riser Inside Width Dimension:
2
ft
Riser Inside Width Dimension: 2 ft
Thickness of Concrete:
0.5
ft
Thickness of Concrete: 0 ft
Riser Outside Length Dimensions:
4
ft
Riser Outside Length Dimensions: 4 ft
Riser Outside Width Dimensions:
3
ft
Riser Outside Width Dimensions: 3 ft
Volume of Bottom:
6
cf
Volume of Top Slab: 0 cf
Weight of Concrete Bottom:
0,900
Ibs
Weight of Concrete Bottom: 0,000 Ibs
INITIAL WEIGHT OF STRUCTURE:
4,320
LBS
INITIAL DESIGN O.K.
BOUYANCY FORCE:
ANTIFLOTATION:
Weir Elevation:
269
ft-msl
Use Bottom Inv. Elev: 265.20 ft -msl (Fill with Concrete)
Trial Bottom of Box:
264.7
ft-msl
Additional Str. Wt: 0,000 ibs
Inside Area of Riser:
6
sq. ft
Add. Bouy. Force: 0,000 ibs
Outside Area of Riser:
12
sq. ft
TOTAL STR. WT: 4,320
Volume of Water Displaced:
51.6
cf
TOTAL BOUYANCY: 3,220
Initial Bouyancy Force:
3,220
Ibs
Safety Factor: 1.3417 (Minimum S.F. must be —1.1)
Message: Design o.k.

WETLAND #2

of wAr�R
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name Uni- Health Post -Acute Care
Contact name Jarrod E. Hilliard, PE, CFM
Phone number 910 -692 -5616
Date
Drainage area number
December, 2011
2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 90,033.00 ftz
Impervious area 37,347.00 ftz
Percent impervious
41.5%%
Design rainfall depth
1.00 inch
Peak Flow Calculations
ft3
1 -yr, 24 -hr rainfall depth
3.09 in
1 -yr, 24 -hr intensity
0.13 in /hr
Pre - development 1 -yr, 24 -hr runoff
0.09 ft3 /sec
Post - development 1 -yr, 24 -hr runoff
0.18 ft3 /sec
Pre /Post 1 -yr, 24 -hr peak control
0.09 ft3 /sec
Storage Volume: Non -SA Waters
Minimum required volume
3,176.16 ft3
Volume provided (temporary pool volume)
3,444.92 ft3 OK
Storage Volume: SA Waters Parameters
1.5" runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff volume
ft3
Post - development 1 -yr, 24 -hr runoff volume
ft3
Minimum volume required
ft3
Volume provided
ft3
Outlet Design
Depth of temporary pool /ponding depth (DPI)
12.00 in OK
Drawdown time
3.00 days OK
Drawdown orifice diameter may be insufficient. Please provide
Diameter of orifice 1.00 in adequate supporting calculations.
Coefficient of discharge (CD) used in orifice diameter
0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation 1.00 ft OK
Form SW401- Wetland- Rev.6- 11/16/09 Parts I and II. Project Design Summary, Page 1 of 3

Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non - forebay portion of deep pool
The non- forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water /Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in /hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous Wcubic -inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous Wcubic -inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4'cubic -inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous Wcubic -inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass -like Herbaceous (4+ cubic -inch)
3,444.92 ftz OK
1,371.56 ftz OK
40%%
1,383.38 ftz OK
40%%
347.77 ftz OK
10% %
342.21 ftz OK
10%%
3,444.92 ft2 OK
0.00 ftz
268.00 ft amsl
267.00 ft amsl
266.75 ft amsl
264.00 ft amsl
264.00 ft amsl
N (Y or N)
267.58 ft amsl PPE Not Within 6 in of SHWT, Must Use Option #2
Y (Y or N)
4.00 in OK
12.00 in OK
3.01 in OK
36.00 in OK
36.00 in OK
N (Y or N) OK
350
350
56
7 and 280
Form SW401- Weiland- Rev.6- 11/16/09 Parts I and II. Project Design Summary, Page 2 of 3

Additional Information
Can the design volume be contained?
Y
(Y or N)
OK
Does project drain to SA waters? If yes,
N
(Y or N)
Excess volume must pass through filter.
What is the length of the vegetated filter?
ft
Are calculations for supporting the design volume provided in the
Y
(Y or N)
OK
application?
Is BMP sized to handle all runoff from ultimate build -out?
Y
(Y or N)
OK
Is the BMP located in a recorded drainage easement with a
Y
(Y or N)
OK
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
10.33 :1
OK
Approximate wetland length
186.00 ft
Approximate wetland width
18.00 ft
Approximate surface area using length and width provided
3,348.00
ft o
This approx. surface area is within this number of square feet
f the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction?
Y
(Y or N)
OK
Form SW401- Wetland- Rev.6- 11/16/09 Parts I and 11. Project Design Summary, Page 3 of 3

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials Page/ Plan
--r- ,� Sheet No. 1
c-OS
J�0_)w
C -05
C —v2
p-Up
P-Do
C -05
CIOL
C-U
G —oS
cA C�
I �1G1�
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
Section view of the wetland (1" = 20' or larger) showing:
- Side slopes, 3:1 or lower
- Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
- A variety of several suitable species (not including cattails),
- Sizes, spacing and locations of plantings,
- Total quantity of each type of plant specified,
- A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0 &M) agreement.
8. A copy of the deed restrictions (if required).
9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not
an acceptable source of soils information.
SW401- Wetland- Rev.6- 11/16/09 Part III, page 1 of 1

Wetlands Area Supporting Calculations
Area - #2
Peak Inflow Calculations
Drainage Area A
90,033 sf
2.07 Acres
Pre-development Im ervious Area
0 sf
0.00 Acres
Post-development Impervious Area
37,347 sf
0.86 Acres
Im
0.00%
1.1.48% Includes Pre - development
Pre- develo ment Run -off Coefficient
C
0.30
Post- development Run-off Coefficient
C
0.55
Rainfall Depth Rd 1.00
1 Yr. 24 hr rainfall intensitv t I 1 0.13 in /hr
Pre - development 1 -yr, 24 -hr peak flow (Q)
Q =C *I *A Q�
Post - development 1 -yr, 24 -hr peak flow (Q)
Q = C *I *A Q =
Storage Volumes: Non SR Waters Calculations
Rv = .05 +.9 *(impervious (ac) /DA (ac))
Rv =
ume required = 3630 * Rd * Rv
V=
Basin Structure Calculations
0.08 cfs
0.15 cfs
M-411
Total Surface Area at PPE 1 3,444.92 sf
Surface Area of Shallow Land
1,371.56 sf
Surface Area of Shallow Land - Perceta a
39.81%
Suitable
Surface Area of Shallow Water
1,383.38 sf
Surface Area of Shallow Water - Perceta a
40.16%
Suitable
Surface Area of Forebay
347.77 sf
Surface Area of Foreba - Percetage
10.10%
Suitable
Surface Area of Dee Pool Outlet
342.21 sf
Surface Area of Deep Pool Outlet - Percetaae
9.93%
Suitable

Project Name Pre- Development Curve Numbers '` Date
Uni- Health Post -Acute Care for Design Dec., 2011
Stormwater Wetlands #2 HUA Project No.
Location VI Hobbs Upchurch Associates RK1103
ki
Rocngham, I engineering I planning I surveying Calculated By
North Carolina 800.849.1861 a www.hobbsupchurch.com FDW
Charlotte - Wilmington - Nags Head - Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
1
2
3
4
5
Project consists of the following Soil Groups:
Soil
Type
Name
Grade
CN for Grade
Percent
Soil
CaC
Candor and Wakulla
A
69
100%
Compost Pre - Development:
(soil type 1 % X CN) +(soil type 2 % X CN) = Pre - Development CN
USE Pre - Development CN: 1 69

Project Name Built Upon Area Date
UniHealth Post -Acute Care Computations Dec., 2011
Stormwater Wetlands #2 HUA Project No.
Location V� Hobbs Upchurch Associates RK1103
Rockingham, �"■ engineering I planning I surveying Calculated By
North Carolina 800.849.1861 a www.hobbsupchurch.com FDW
Charlotte - Wilmington - Nags Head - Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN TKG
'.. 6, ~'!r'ti•��'r': ':7 :' tF`�-: rius «= ;f`.L'^ rl�:�i�'� ',t.)2' "� i=-1ii �y.. .`- '.: "�.'N._. = '�'ai� - ^?1�:'r k7?;ii'.
,y
-.
Impervious Areas:
Pre - development
Sidewalks:
000 Sq. Ft.
0.00 Acres
Buildings:
0,000 Sq. Ft.
0.00 Acres
Pavement/Curb:
0,000 Sq. Ft.
0.00 Acres
Post - development
Sidewalks:
0,733 Sq. Ft.
0.02 Acres
Buildings:
24,639 Sq. Ft.
0.57 Acres
Pavement/Curb:
11,975 Sq. Ft.
0.27 Acres
Total Built Upon Area:
Pre - development
Post - development
Total BUA
Total Drainage Area:
Proposed BUA Estimate:
0,000 Sq. Ft. 0.00 Acres
37,347 Sq. Ft. 1 0.86 Acres
37,347 Sq. Ft. 0.86 Acres
90,033 Sq. Ft. 1 2.07 Acres
41.48%

Project Name
Volume
Date
Uni- Health Post -Acute Care
Computations
Dec., 2011
HUA Project No.
RK1103
Stormwater Wetlands #2
Location
Hobbs Upchurch Associates
Rockingham,
engineering I planning surveying
7
Calculated By
North Carolina
800.849.1861 a www.hobbsupchurch.com
Charlotte . Wilmington • Nags Head . Southern Pin..
FDW
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN
Checked By
JEH
MINIMUM VOLUME REQUIRED. USE SIMPLE METHOD, COMPARE TO DISCRETE SCS METHOD
Treatment Volume:
Control and treat the first 1.0 Inches of rain
Additional Requirements:
No additional requirements
Watershed Size:
2.07 acres
` Percent Impervious Area:
41.48 % Total Composite CN 77.30
Impervious Area:
0.859 acres
Pervious Area:
1.211 acres ` Percent impervious from built upon
area calculations within drainage area
Water Quality Storm:
1.0 inch
Hydrologic Soil Group:
Mostly A (Varies, See Composite HSG Computations)
Pervious Land Use CN:
69 (See Pre - Developed Composite CN Computations)
Impervious Land Use CN:
89
RUNOFF OF-TF:KMINATION:
NCDENR Stormwater BMP Manual Section 3.3
Discrete SCS Method
PRECIPITATION (P):
1.00 inches (Water Quality Storm)
BREAKDOWN OF SOIL STORAGE (S):
Formula: S= 1000 1CN -10
Impervious (S):
1.236 inches
Pervious (S):
4.493 inches
BREAKDOWN OF RUNOFF (RIO):
Formula: R/0= (P- 0. 2eS) ` / (P +0.8eS)
Impervious (R/0):
0.285 inches
Pervious (R/O):
0.002 inches
BREAKDOWN OF'FIRST FLUSH' (V):
Formula: V= AreaeRunoff Depth
Impervious (V):
0.245 acre - inches
Pervious (V):
0.003 acre - inches
TREATMENT VOL. REQUIRED (VTREATY
Formula: VTREyT, Impervious V + Pervious V
(VTREATY
0.247 acre - inches
(VTREATY
0,898 It,
Simple Method
18:
0.4148 (Impervious fraction)
Ro:
1.0 in (Water Quality Storm)
A:
2.07 acres (Watershed Area)
RUNOFF COEFFICIENT (Rv): Formula: R v= 0.05 +0.9 *I a
R,,:
0.42332
TREATMENT VOL. REQUIRED (VTREAT): Formula: V TREAT =R o R v A
(VTREATY
3,181 ft,
(VTREATY
0.876 acre - inches
USE: (VTREAT):
0.876 acre - inches

Project Name
I Location
Uni- Health Post -Acute Care
Rockingham,
North Carolina
2 Day Calculations
Qz =Temp. Pool Vol / 2 days
2 -5 Day Drawdown Date
Orifice Sizing Dec., 2011
Stormwater Wetlands #2 HUA Project No.
Hobbs Upchurch Associates RK1103
NJ engineering I planning I surveying Calculated By
800.849.1861 a www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN JEH
3,444.92 cf Volume of Temporary Pool (cf)
172,800 sec. 2 days time (seconds)
QZ =1 0.020 cfs
5 Day Calculations
Q5 =Temp. Pool Vol / 5 days
3,444.92 cf Volume of Temporary Pool (cf)
432,000 sec. 5 days time (seconds)
Q5 = 0.008 cf8
Orifice and Drawdown Calculations
1.00 ft Height of storage (ft.)
1.00 in Orifice Diameter (in.)
A = 0.0055 sf Orifice Area (sf)
h = 0.319 ft Average Head
Co = 0.60 in Orifice Coefficient
Orifice Equation:
Q=J 0.015 cfs
5 Day Drawdown < 2 Da
0.008 cfs 0.015 cfs 0.020 cfs
Sufficient
Drawdown

UNIHEALTH POST -ACUTE CARE
ROCKINGHAM, NC
ANTI - FLOATATION COMPUTATIONS
Enter Data
FOR RECTANGULAR SECTION STRUCTURE
LEGEND
WETLAND -2 VerBy Data
BASIN -1
CONTROL:
Unit Weight of Water:
62.4
Ibs /cf
Unit Weight of Conc.
150
Ibs /cf
STRUCTURE WEIGHT:
0 ft
ft -msl (Rim Elevation)
STRUCTURE SIDES:
268.00 ft-msl (Top of Sides)
Riser Inside Length Dimension:�ft
Riser Inside Width Dimension:
2
ft
Thickness of Concrete:
0.5
ft
— ► 0.5 ft
Riser Outside Length Dimensions:
4
Riser Outside Width Dimensions:
3
265.2 ft -msi (Barrel Invert)
Volume of Sides:
16.8
cf
264.7 ft -msl (Initial Bottom of Structure)
Weight of Concrete Sides:
2,520
Ibs
265.20 ft -msi (Invert with Anti - Float)
264.70 ft-msl (Bottom with Anti - Float)
0.5.:
ft
STRUCTURE BOTTOM:
STRUCTURE TOP:
Riser Inside Length Dimension:
3
It
Riser Inside Length Dimension: 3 It
Riser Inside Width Dimension:
2
ft
Riser Inside Width Dimension: 2 It
Thickness of Concrete:
0.5
ft
Thickness of Concrete: 0 It
Riser Outside Length Dimensions:
4
ft
Riser Outside Length Dimensions: 4 ft
Riser Outside Width Dimensions:
3
It
Riser Outside Width Dimensions: 3 It
Volume of Bottom:
6
cf
Volume of Top Slab: 0 cf
Weight of Concrete Bottom:
0,900
Ibs
Weight of Concrete Bottom: 0,000 Ibs
INITIAL WEIGHT OF STRUCTURE:
3,420
LBS
INITIAL DESIGN
O.K.
BOUYANCY FORCE:
ANTIFLOTATION:
Weir Elevation:
268
ft -msl
Use Bottom Inv. Elev: 285.20 ft -msl (Fill with Concrete)
Trial Bottom of Box:
264.7
ft-msl
Additional Str. Wt: 0,000 lbs
Inside Area of Riser:
6
sq. ft
Add. Bouy. Force: 0,000 Ibs
Outside Area of Riser:
12
sq. It
TOTAL STR. WT: 3,420
Volume of Water Displaced:
39.6
cf
TOTAL BOUYANCY: 2,471
Initial Bouyancy Force:
2,471
Ibs
Safety Factor: 1.384 (Minimum S.F. must be > =1.1)
Message: Design o.k.

EROSION & SEDIMENTATION
CONTROL COMPUTATIONS

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Faircloth Skimmer Sizing
User Data
Basin ID
SKB -1
10533 cf
Volume to Drain
Drawdown Period =
3 Days
# of Skimmers =
1
Select
Skimmer
Head
3 Day Drawdown
3 Day Factor
Orifice (Rad.)
Orifice (Dia.)
1.5 in
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5184 cf
2880
2.0 in
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9849 cf
3369
X
2.5 in
2.0 in
16500 cf
3456
1.0 in
2.0 in
3.0 in
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29321 cf
4148
4.0 in
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54801 cf
4362
5.0 in
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98496 cf
4925
6.0 in
5.0 in
155520 cf
5442
8.0 in
6.0 in
293934 cf
5961
Basin ID
SKB -2
4677 cf
Volume to Drain
Drawdown Period =
3 Days
# of Skimmers =
1
Select
Skimmer
Head
3 Day Drawdown
3 Day Factor
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Orifice (Dia.)
X
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1.5 in
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0.7 in
1.4 in
2.0 in
2.0 in
9849 cf
3369
2.5 in
2.0 in
16500 cf
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3.0 in
3.0 in
29321 cf
4148
4.0 in
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54801 cf
4362
5.0 in
4.0 in
98496 cf
4925
6.0 in
5.0 in
155520 cf
5442
8.0 in
6.0 in
293934 cf
5961
Basin ID
SKB -3
2178 cf
Volume to Drain
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3 Days
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1.0 in
2.0 in
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9849 cf
3369
2.5 in
2.0 in
16500 cf
3456
3.0 in
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4148
4.0 in
3.3 in
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4362
5.0 in
4.0 in
98496 cf
4925
6.0 in
5.0 in
155520 cf
5442
8.0 in
6.0 in
293934 cf
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SKB-4
2450 cf
Volume to Drain
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1.5 in
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0.5 in
1.0 in
2.0 in
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3369
2.5 in
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16500 cf
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3.0 in
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4.0 in
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5.0 in
4.0 in
98496 cf
4925
6.0 in
5.0 in
155520 cf
5442
8.0 in
6.0 in
293934 cf
5961

mill Diversion Swale No.1
r0i Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
)NS: Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
STORM: 10 -YEAR Qio = CIA
C= 0.30
Calculations based on 5 minutes ToC. 1= 8.05
Qio: 3.7 cfs A= 1.55
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
The velocity of the water entering a maintained veg swale must be <5 ft/s
MAXIMUM
d =
0.510 FT
A= 0.78 FT "2
Slope Condition
3.06 FT
Max. Slop
P = 3.23 FT
Side Sio
n =
0.030 (DEHNR, 1993)
R = 0.24
B =
0 FT
Q= 3.7 CFS
Z =
3 :1
V= 4.74 FPS
S =
0.0604 FT /FT
W = 3.06 FT
LINING TYPE:
LINING
EM
S &M SEED & MULCH
Shear Stress:
T =YDS
EM EXCELSIOR MAT
T=
1.92 Lb /SF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
DIMENSIONS:
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
A = Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.51 FT
Bottom Width
0 FT
Top Width
3.06 FT
Max. Slop
6.04%
Side Sio
3 :1
Unin
EM
(DEHNR, 1988; DEHNR, 1993)
at Min. Depth

mill
r%qj
Hobbs, l
ISOLUTIONS:
IDESIGN STORM:
k & Associates, P.A.
Consulting Engineers
Diversion Swale Nb.2
Name
UniHealth Post -Acute Care
Rockingham,
North Carolina
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
10 -YEAR Qio = CIA
C= 0.35
Calculations based on 5 minutes ToC. 1= 8.05
Q10: 0.7 cfs A= 0.25
Date
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
The velocity of the water entering a maintained veg swale must be <5 ft/s
lum d =
0.380 FT
A=
0.43 FT "2
Condition
2.28 FT
P =
2.40 FT
n =
0.030 (DEHNR, 1993)
R =
0.18
B =
0 FT
Q =
0.7 CFS
Z =
3 :1
V=
1.58 FPS
S =
a0100 FT /FT
W=
2.28 FT
ILINING TYPE:
Shear Stress:
[TERMINOLOGY:
IFINISHED DIMENSIONS:
LINING EM S &M SEED & MULCH
T =YDS EM EXCELSIOR MAT
T= 0.24 LbISF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (ZA )
A = Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.38 FT
Bottom Width
0 FT
Top Width
2.28 FT
Max. Slope
1.00%
Side SlaLm
3 :1
Lining
EM
(DEHNR, 1988, DEHNR, 1993)
at Min. Depth

Kul Diversion Swale No.3A
FW Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
STORM:
MAXIMUM
Slope Condition
LINING TYPE:
Shear Stress:
DIMENSIONS:
Iil49= c14:Iy *A
Date
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d,
result with Q = Q10
10 -YEAR Qio = CIA
Top Width
2.7 FT
C= 0.40
Calculations based on 5 minutes ToC.
1= 8.05
Q10: 2.1 cfs
A= 0.65
The velocity of the water entering a maintained veg Swale must be <5 ft/s
d = 0.450 FT
A = 0.61 FT "2
P = 2.85 FT
n = 0.030 (DEHNR, 1993)
R = 0.21
B= 0 FT
Q= 2.1 CFS
Z= 3 :1
V= 3.38 FPS
S = 0.0364 FT /FT
W = 2.70 FT
LINING EM
S &M SEED & MULCH
T =YDS
EM EXCELSIOR MAT
T= 1.02 LbiSF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
A= Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Mln. Depth
OA5 FT
Bottom Width
0 FT
Top Width
2.7 FT
Max. Slope
3.64%
Slide Slopes
3 :1
Linin
EM
(DEHNR, 1988, DEHNR, 1993)
at Min. Depth

mill Diversion Swale No 3B
I "%J Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
STORM:
Slope Condition
LINING TYPE:
Shear Stress:
TERMINOLOGY:
FINISHED DIMENSIONS:
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d,
result with Q = 010
10 -YEAR Qio = CIA
Top Width
5.2 FT
C= 0.40
Calculations based on 5 minutes ToC.
1= 8.05
Q10: 4.1 cfs
A= 1.26
The velocity of the water entering a maintained veg swale must be <5 ft/s
d = 0.450 FT
A = 1.73 FT-%2
P = 5.35 FT
n = 0.030 (DEHNR, 1993)
R = 0.32
B = 2.5 FT
Q = 4.1 CFS
Z = 3 :1
V= 2.34 FPS
S = 0.0100 FT /FT
W= 5.20 FT
LINING EM
S &M SEED & MULCH
T =YDS
EM EXCELSIOR MAT
T= 0.28 Lb /SF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
A = Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.45 FT
Bottom Width
2.5 FT
Top Width
5.2 FT
Max. Slope
1.00%
Side Slopes
3 :1
UnIng
EM
(DEHNR, 1988, DEHNR, 1993)
at Min. Depth

Diversion Swale No.4
Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
STORM
C1011�A
MAXIMUM
Slope Condition
LINING TYPE:
Shear Stress:
DIMENSIONS:
REFERENCES:
Date
Dec., 2011
HUA Project No.
RK1103
Calculated By
FD W
Checked By
TKG
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d,
result with Q = Q10
10 -YEAR Q10 = CIA
Top Width
3.96 FT
C= 0.30
Calculations based on 5 minutes ToC.
1= 8.05
Q,o: 3.0 cfs
A= 1.26
The velocity of the water entering a maintained veg swale must be <5 ft/s
d = 0.660 FT
A= 1.31 FT-%2
P = 4.17 FT
n = 0.030 (DEHNR, 1993)
R = 0.31
B = 0 FT
Q= 3.0 CFS
Z = 3 :1
V= 2.29 FPS
S = 0.0100 FT /FT
W= 3.96 FT
LINING EM
S &M SEED & MULCH
T =YDS
EM EXCELSIOR MAT
T= 0.41 Lb /SF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
A = Cross- Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.66 FT
Bottom Width
0 FT
Top Width
3.96 FT
Max. Slope
1.00%
Side Slopes
3 :1
UnIny
EM
(DEHNR, 1988; DEHNR, 1993)
A Min. Depth

MINE Diversion Swale No.S
Nni Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
STORM:
INOTE:
MAXIMUM
Slope Condition
LINING TYPE:
Shear Stress:
FINISHED DIMENSIONS:
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d,
result with Q = Q10
10 -YEAR Clio = CIA
T2p Width
1.86 FT
C= 0.65
Calculations based on 5 minutes ToC.
1= 8.05
Q10: 1.2 cfs
A= 0.22
The velocity of the water entering a maintained veg swale must be <5 ft/s
d = 0.310 FT
A = 0.29 FT "2
P = 1.96 FT
n = 0.030 (DEHNR, 1993)
R = 0.15
B = 0 FT
Q= 1.2 CFS
Z = 3 :1
V= 4.17 FPS
S = a0909 FT /FT
W= 1.86 FT
LINING EM
S &M SEED & MULCH
T =YDS
EM EXCELSIOR MAT
T= 1.76 Lb /SF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
A = Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.31 FT
Bottom Width
0 FT
T2p Width
1.86 FT
Max. Slope
9.09%
Side Slopes
3 :1
uriling
EM
(DEHNR, 1988, DEHNR, 1993)
at Min. Depth

1qJ Diversion Swale No.6
Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
�tidi7'I
I NOTE:
MAXIMUM
Slope Condition
LINING TYPE:
Shear Stress:
FINISHED DIMENSIONS:
REFERENCES:
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d,
result with Q = Q10
10 -YEAR Qio = CIA
Top Width
3.36 FT
C= 0.65
Calculations based on 5 minutes ToC.
1= 8.05
Q,o: 1.9 cis
A= 0.37
The velocity of the water entering a maintained veg swale must be <5 ft/s;
d = 0.560 FT
A = 0.94 FT "2
P = 3.54 FT
n = 0.030 (DEHNR, 1993)
R= 0.27
B = 0 FT
Q = 1.9 CFS
Z = 3 :1
V= 2.05 FPS
S = 0.0100 FT /FT
W= 3.36 FT
LINING EM
S &M SEED & MULCH
T =YDS
EM EXCELSIOR MAT
T= 0.35 LbISF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
A = Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.56 FT
Bottom Width
0 FT
Top Width
3.36 FT
Max. Slope
1.00%
Side Slopes
3 :1
Lining
EM
(DEHNR, 1988; DEHNR, 1993)
at Min. Depth

qi I Diversion Swale No.7
Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
I SOLUTIONS:
STORM
VD414
MAXIMUM
Slope Condition
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
10 -YEAR Clio = CIA
C= 0.60
Calculations based on 5 minutes ToC. 1= 8.05
Q10: 4.9 cis A= 1.01
Date
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
The velocity of the water entering a maintained veg swale must be <5 ft/s
d = 0.590 FT A = 1.04 FT "2
n = 0.030 (DEHNR, 1993)
B =
0 FT
Z=
3 :1
S =
0.0500 FT /FT
LINING TYPE: LINING
EM
Shear Stress: T =YDS
3.54 FT
T=
1.84 Lb /SF
FINISHED DIMENSIONS:
REFERENCES:
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
P =
3.73 FT
R =
0.28
Q =
5.0 CFS
V=
4.75 FPS
W =
3.54 FT
S &M SEED & MULCH
EM EXCELSIOR MAT
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
A = Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib/cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.59 FT
Bottom Width
0 FT
Top Width
3.54 FT
Max. Slope
5.00%
Side SI
3 :1
Lining
EM
(DEHNR, 1988, DEHNR, 1993)
3t Min. Depth

II
qJ
Hobbs, l
ISOLUTIONS:
Ia] *I Eel zE-I to] :1IE
h & Associates, P.A.
Consulting Engineers
Diversion Swale No.8
Name
UniHealth Post -Acute Care
Rockingham,
North Carolina
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = 010
10 -YEAR Qio = CIA
C= 0.50
Calculations based on 5 minutes ToC. 1= 8.05
Q10: 0.9 cis A= 0.22
Date
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
The velocity of the water entering a maintained veg swale must be <5 ft/s
luM d =
0.300 FT
A =
0.27 FTA2
Condition
1.8 FT
P =
1.90 FT
n =
0.030 (DEHNR, 1993)
R =
0.14
B =
0 FT
Q=
1.0 CFS
Z =
3 :1
V=
3.71 FPS
S =
0.0750 FT /FT
W=
1.80 FT
(LINING TYPE:
Shear Stress:
(TERMINOLOGY:
DIMENSIONS:
LINING EM S &M SEED & MULCH
T =YDS EM EXCELSIOR MAT
T= 1.40 Lb /SF SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
A = Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.30 FT
Bottom Width
0 FT
Top Width
1.8 FT
Max. Slope
7.50%
Side Slopes
3 :1
UnIng
EM
(DEHNR, 1988, DEHNR, 1993)
at Min. Depth

Diversion Swale No.9
Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
ISOLUTIONS:
STORM
Condition
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d, result with Q = Q10
10 -YEAR Q10 = CIA
C= 0.65
Calculations based on 5 minutes ToC. 1= 8.05
Q10: 1.6 cfs A= 0.31
Date
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
The velocity of the water entering a maintained veg swale must be <5 ft/s
d = 0.360 FT A = 0.39 FT "2
n = 0.030 (DEHNR, 1993)
B =
0 FT
Z=
3 :1
S=
0.0750 FT /FT
LINING TYPE: LINING
EM
Shear Stress: T =YDS
2.16 FT
T=
1.68 Lb /SF
DIMENSIONS:
REFERENCES:
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
P =
2.28 FT
R =
0.17
Q =
1.6 CFS
V=
4.19 FPS
W =
2.16 FT
S &M SEED & MULCH
EM EXCELSIOR MAT
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
A= Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. Depth
0.36 FT
Bottom Width
0 FT
Top Width
2.16 FT
Max. Slops
7.50%
Side Sio
3 :1
Unity
EM
(DEHNR, 1988, DEHNR, 1993)
at Min. Depth

mill Diversion Swale No.10
ru) Project Name
UniHealth Post -Acute Care
Hobbs, Upchurch & Associates, P.A.
Consulting Engineers Location
Rockingham,
North Carolina
STORM
NOTE:
MAXIMUM
Slope Condition
iTYPE:
Stress:
INOLOGY:
IFINISHED DIMENSIONS:
REFERENCES:
Dec., 2011
HUA Project No.
RK1103
Calculated By
FDW
Checked By
TKG
Determine the MAXIMUM velocity, V, through the TYPICAL SECTION
Use Trial & Error to make the flow depth, d,
result with Q = Q10
10 -YEAR Qio = CIA
Yop Wldth
2.4 FT
C= 0.65
Calculations based on 5 minutes ToC.
I= 8.05
010: 2.1 cfs
A= 0.40
The velocity of the water entering a maintained veg Swale must be <5 ft/s
d = 0.400 FT
A= 0.48 FT "2
P = 2.53 FT
n = 0.030 (DEHNR, 1993)
R = 0.19
B = 0 FT
Q = 2.2 CFS
Z = 3 :1
V= 4.49 FPS
S = a 0750 FT /FT
W = 2.40 FT
LINING EM
S &M SEED & MULCH
T =YDS
EM EXCELSIOR MAT
T= 1.87 Lb /SF
SM SYNTHETIC MAT
RR RIPRAP (A,B,1,2)
RM REVETMENT
Q= Peak Discharge, (CFS)
d = Maximum Depth of Water, (FT)
V = Trial Velocity, (FPS)
n = Manning's "n" Coefficient
B = Bottom Width of Channel, (FT)
Z = Side Slope of Channel (Z:1)
A = Cross - Sectional Area of Flow,
P = Wetted Perimeter of the Flow, (FT)
R = Hydraulic Radius, (FT)
S = Slope of the Channel, (FT /FT)
Q = Trial Discharge, (CFS)
W = Top Width of Water in Channel,
T= Shear Stress in Lb /SF
Y= Wt of Water (62.4 Ib /cf)
D= Depth Of Flow
S= Slope Of Swale
Min. De tl1
0.40 FT
Bottom Wldth
0 FT
Yop Wldth
2.4 FT
Max. Slope
7.50%
Slide Slopes
3 :1
Lining
EM
(DEHNR, 1988, DEHNR, 1993)
at Min. Depth

Project Name Riprap Dissipater #1 Date
Uni- Health Post -Acute Care @ FES 6 Dec., 2011
HUA Project No.
Location V� Hobbs Upchurch Associates RK1103
Rockingham 1"J engineering I planning I surveying Calculated B
North Carolina 800.849.1861 . www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN JEH
(STORM DESIGN: 10 Year
BACKGROUND: Use the E &S Control Planning & Design Manual, Section 8.06.
PREFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D -o =
24 in.
Pipe diameter in inches
D -o =
2.00 ft.
Pipe diameter in feet
Q -10 =
8.40 cfs
Pipe outlet (from drainage calculations)
d -50 =
0.4 ft.
from Figure 8.06 a
L -a =
13 ft.
from Figure 8.06 a
Step 3.
Step 4.
Step 5.
3 *D -o = 6.00 ft.
W = 15.00 ft.
d -max 0.60 ft.
d -max 7 in.
Thickness = 0.90 ft.
Thickness = 11 in.
IDESIGN DIMENSIONS:
3 times the outlet pipe diameter
Pipe diameter + Apron length
Maximum Stone Diameter (1.5 *d -50) in inches
Maximum Stone Diameter (1.5 *d -50) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in inches
Apron Dimensions
Riprap
Class
Length Width 3 *D -o I Thick
13 15 6 241n.
1
Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d -50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron, (ft.)
3 *D -o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

Project Name Riprap Dissipator #2 Date
Uni- Health Post -Acute Care @ FES 8 Dec., 2011
HUA Project No.
Location Hobbs Upchurch Associates RK1103
ki
Rocngham ' engineering I planning I surveying Calculated B
North Carolina 800.849.1861 . www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN .EA
ISTORM DESIGN: 10 Year
BACKGROUND: Use the E &S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D -o =
15 in.
Pipe diameter in inches
D -o =
1.25 ft.
Pipe diameter in feet
Q -10 =
8.40 cis
Pipe outlet (from drainage calculations)
d -50 =
0.2 ft.
from Figure 8.06 a
L -a =
8 ft.
from Figure 8.06 a
Step 3.
Step 4.
Step 5.
3 *D -o = 3.75 ft.
W = 9.25 ft.
d -max 0.30 ft.
d -max 4 in.
Thickness = 0.45 ft.
Thickness = 5 in.
IDESIGN DIMENSIONS:
3 times the outlet pipe diameter
Pipe diameter + Apron length
Maximum Stone Diameter (1.5 *d -50) in inches
Maximum Stone Diameter (1.5 *d -50) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in inches
Apron Dimensions
Riprap
Class
Length
Width
3 *D -o
Thick
8
10
4
121 n.
A
INOLOGY: Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d -50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron, (ft.)
3 *D -o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

Project Name Riprap Dissipator #3 Date
Uni- Health Post -Acute Care @ #ES 24 Dec., 2011
HUA Project No.
Location �� Hobbs Upchurch Associates RK1103
Rockingham ' engineering I planning I surveying Calculated B
North Carolina 800.849.1861 • www.hobbsupchurch.com FDW
Chadotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN JEH
ISTORM DESIGN: 10 Year
BACKGROUND: Use the E &S Control Planning & Design Manual, Section 8.06.
REFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D -o =
24 in.
Pipe diameter in inches
D -o =
2.00 ft.
Pipe diameter in feet
Q -10 =
11.67 cis
Pipe outlet (from drainage calculations)
d -50 =
0.4 ft.
from Figure 8.06 a
L -a =
13 ft.
from Figure 8.06 a
Step 3.
Step 4.
Step 5.
3 *D -o = 6.00 ft.
W = 15.00 ft.
d -max 0.60 ft.
d -max 7 in.
Thickness = 0.90 ft.
Thickness = 11 in.
IDESIGN DIMENSIONS-
3 times the outlet pipe diameter
Pipe diameter + Apron length
Maximum Stone Diameter (1.5 *d -50) in inches
Maximum Stone Diameter (1.5 *d -50) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in inches
Apron Dimensions
Rlprap
Class
Length
Width
3 -D -o
Thick
13
15
6
241n.
1
TERMINOLOGY: Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d -50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron, (ft.)
3 *D -o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

Project Name Riprap Dissipator #4 Date
Uni- Health Post -Acute Care @ Wetlands #1 Outlet Riser Dec., 2011
HUA Project No.
Location 141 Hobbs Upchurch Associates iRK1103
Rockingham engineering I planning I surveying Calculated B
North Carolina 800.849.1861 . www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN JEH
ISTORM DESIGN: 10 Year
BACKGROUND: Use the E &S Control Planning & Design Manual, Section 8.06.
PREFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2.
D -o =
24 in.
Pipe diameter in inches
3'D -o
D -o =
2.00 ft.
Pipe diameter in feet
6
Q -10 =
25.89 ofs
Pipe outlet (from drainage calculations)
d -50 =
0.5 ft.
from Figure 8.06 a
L -a =
18 ft.
from Figure 8.06 a
Step 3.
3 *D -o =
6.00 ft.
3 times the outlet pipe diameter
W =
20.00 ft.
Pipe diameter + Apron length
Step 4.
d -max
0.75 ft.
Maximum Stone Diameter (1.5 *d -50) in inches
d -max
9 in.
Maximum Stone Diameter (1.5 *d -50) in feet
Step 5.
Thickness =
1.13 ft.
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in feet
Thickness =
14 in.
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in inches
!DESIGN DIMENSIONS:
Apron Dimensions
Rlprap
Class
Length
Width
3'D -o
Thick
18
20
6
24in.
1
Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d -50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron, (ft.)
3 *D -o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

Project Name Riprap Dissipator #5 Date
Uni- Health Post -Acute Care @ Wetlands #2 Outlet Riser Dec., 2011
HUA Project No.
Location U� Hobbs Upchurch Associates RK1103
Rockingham 1'7 engineering I planning I surveying Calculated B
North Carolina 800.849.1861 . www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN .EH
DESIGN: 10 Year
BACKGROUND: Use the E &S Control Planning & Design Manual, Section 8.06.
PREFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D -o =
18 in.
Pipe diameter in inches
D -o =
1.50 ft.
Pipe diameter in feet
Q -10 =
8.15 cis
Pipe outlet (from drainage calculations)
d -50 =
0.3 ft.
from Figure 8.06 a
L -a =
10 ft.
from Figure 8.06 a
Step 3.
Step 4.
Step 5.
3 *D -o = 4.50 ft.
W = 11.50 ft.
d -max 0.45 ft.
d -max 5 in.
Thickness = 0.68 ft.
Thickness = 8 in.
IDESIGN DIMENSIONS:
3 times the outlet pipe diameter
Pipe diameter + Apron length
Maximum Stone Diameter (1.5 *d -50) in inches
Maximum Stone Diameter (1.5 *d -50) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in inches
Apron Dimensions
Riprap
Class
Length
Width
3 -D -o
Thick
10
12
5
181n.
B
Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d -50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron, (ft.)
3 *D -o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

Project Name Riprap Dissipatof #6 Date
Uni- Health Post -Acute Care @ Culvert 2 Dec., 2011
HUA Project No.
Location Hobbs Upchurch Associates RK1103
Rockingham engineering I planning I surveying Calculated B
North Carolina 800.849.1861 a www.hobbsupchurch.com FDW
Charlotte . Wilmington . Nags Head . Southern Pines Checked By
SUPERIOR PERFORMANCE THROUGH INNOVATIVE DESIGN JEH
(STORM DESIGN: 10 Year
BACKGROUND: Use the E &S Control Planning & Design Manual, Section 8.06.
PREFERENCE: (NCDEHNR, 1993)
Step 1. Minimum Tailwater Condition
Step 2. D -o =
36 in.
Pipe diameter in inches
D -o =
3.00 ft.
Pipe diameter in feet
Q -10 =
37.32 cfs
Pipe outlet (from drainage calculations)
d -50 =
0.2 ft.
from Figure 8.06 b
L -a =
13 ft.
from Figure 8.06 b
Step 3.
Step 4.
Step 5.
3 *D -o = 9.00 ft.
W = 16.00 ft.
d -max 0.30 ft.
d -max 4 in.
Thickness = 0.45 ft.
Thickness = 5 in.
DIMENSIONS:
3 times the outlet pipe diameter
Pipe diameter + Apron length
Maximum Stone Diameter (1.5 *d -50) in inches
Maximum Stone Diameter (1.5 *d -50) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in feet
Min. Apron Thickness With Filter Fabric (1.5 *d -max) in inches
Apron Dimensions
Rlprap
Class
Length
Wldth
3*D-o
Thick
13
16
9
12in.
A
Use Class B Instead
TERMINOLOGY: Q10 = 10 -Year Design Storm, Peak Discharge, (cfs)
D -o = Pipe Diameter, (in. & ft.)
d -50 = Mean Stone Diameter of Rip -Rap, (ft.)
L -a = Length of Rip -Rap Apron, (ft.)
3 *D -o = Width of Rip -Rap Apron @ Pipe Outlet, (ft.)
W = Width of Rip -Rap Apron @ End of Apron, (ft.)
d -max = Maximum Stone Diameter of Rip -Rap, (ft. & in.)
Thickness = Thickness of Rip -Rap Apron With Filter Fabric, (ft. &in.)

SOILS DATA

USDA United States
Department of
Agriculture
o FRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Richmond County,
North Carolina
Uni- Health Post -Acute
December 19, 2011

Preface
Soil surveys contain information that affects land use planning in survey areas. They
highlight soil limitations that affect various land uses and provide information about
the properties of the soils in the survey areas. Soil surveys are designed for many
different users, including farmers, ranchers, foresters, agronomists, urban planners,
community officials, engineers, developers, builders, and home buyers. Also,
conservationists, teachers, students, and specialists in recreation, waste disposal,
and pollution control can use the surveys to help them understand, protect, or enhance
the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil properties
that are used in making various land use or land treatment decisions. The information
is intended to help the land users identify and reduce the effects of soil limitations on
various land uses. The landowner or user is responsible for identifying and complying
with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some cases.
Examples include soil quality assessments (http: / /soils.usda.gov /sqi /) and certain
conservation and engineering applications. For more detailed information, contact
your local USDA Service Center (http: // offices .sc.egov.usda.gov /locator /app?
agency =nres) or your NRCS State Soil Scientist (http: / /soils.usda.gov /contact/
state offices /).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic
tank absorption fields. A high water table makes a soil poorly suited to basements or
underground installations.
The National Cooperative Soil Survey is a joint effort of the United States Department
of Agriculture and other Federal agencies, State agencies including the Agricultural
Experiment Stations, and local agencies. The Natural Resources Conservation
Service (NRCS) has leadership for the Federal part of the National Cooperative Soil
Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Soil Data Mart Web site or the NRCS Web Soil Survey. The Soil
Data Mart is the data storage site for the official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs
and activities on the basis of race, color, national origin, age, disability, and where
applicable, sex, marital status, familial status, parental status, religion, sexual
orientation, genetic information, political beliefs, reprisal, or because all or a part of an
individual's income is derived from any public assistance program. (Not all prohibited
bases apply to all programs.) Persons with disabilities who require alternative means
K

for communication of program information (Braille, large print, audiotape, etc.) should
contact USDA's TARGET Center at (202) 720 -2600 (voice and TDD). To file a
complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400
Independence Avenue, S.W., Washington, D.C. 20250 -9410 or call (800) 795 -3272
(voice) or (202) 720 -6382 (TDD). USDA is an equal opportunity provider and
employer.
3

Contents
Preface...................................................................................... ..............................2
HowSoil Surveys Are Made .................................................... ..............................5
SoilMap .................................................................................... ..............................7
SoilMap .................................................................................. ..............................8
Legend.................................................................................... ..............................9
MapUnit Legend ................................................................... .............................10
MapUnit Descriptions ........................................................... .............................10
Richmond County, North Carolina ..................................... .............................12
AcB —Ailey loamy sand, 0 to 8 percent slopes ............... .............................12
CaC— Candor and Wakulla soils, 8 to 15 percent slopes ...........................13
References............................................................................... .............................15
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous areas
in a specific area. They include a description of the soils and miscellaneous areas and
their location on the landscape and tables that show soil properties and limitations
affecting various uses. Soil scientists observed the steepness, length, and shape of
the slopes; the general pattern of drainage; the kinds of crops and native plants; and
the kinds of bedrock. They observed and described many soil profiles. A soil profile is
the sequence of natural layers, or horizons, in a soil. The profile extends from the
surface down into the unconsolidated material in which the soil formed or from the
surface down to bedrock. The unconsolidated material is devoid of roots and other
living organisms and has not been changed by other biological activity.
Currently, soils are mapped according to the boundaries of major land resource areas
(MLRAs). MLRAs are geographically associated land resource units that share
common characteristics related to physiography, geology, climate, water resources,
soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically
consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that is
related to the geology, landforms, relief, climate, and natural vegetation of the area.
Each kind of soil and miscellaneous area is associated with a particular kind of
landform or with a segment of the landform. By observing the soils and miscellaneous
areas in the survey area and relating their position to specific segments of the
landform, a soil scientist develops a concept, or model, of how they were formed. Thus,
during mapping, this model enables the soil scientist to predict with a considerable
degree of accuracy the kind of soil or miscellaneous area at a specific location on the
landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented by
an understanding of the soil- vegetation - landscape relationship, are sufficient to verify
predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them to
identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character of
soil properties and the arrangement of horizons within the profile. After the soil
scientists classified and named the soils in the survey area, they compared the
5

Custom Soil Resource Report
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that have
similar use and management requirements. Each map unit is defined by a unique
combination of soil components and /or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components of
the map unit. The presence of minor components in a map unit in no way diminishes
the usefulness or accuracy of the data. The delineation of such landforms and
landform segments on the map provides sufficient information for the development of
resource plans. If intensive use of small areas is planned, onsite investigation is
needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape, and
experience of the soil scientist. Observations are made to test and refine the soil -
landscape model and predictions and to verify the classification of the soils at specific
locations. Once the soil - landscape model is refined, a significantly smaller number of
measurements of individual soil properties are made and recorded. These
measurements may include field measurements, such as those for color, depth to
bedrock, and texture, and laboratory measurements, such as those for content of
sand, silt, clay, salt, and other components. Properties of each soil typically vary from
one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists interpret
the data from these analyses and tests as well as the field- observed characteristics
and the soil properties to determine the expected behavior of the soils under different
uses. Interpretations for all of the soils are field tested through observation of the soils
in different uses and under different levels of management. Some interpretations are
modified to fit local conditions, and some new interpretations are developed to meet
local needs. Data are assembled from other sources, such as research information,
production records, and field experience of specialists. For example, data on crop
yields under defined levels of management are assembled from farm records and from
field or plot experiments on the same kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on such
variables as climate and biological activity. Soil conditions are predictable over long
periods of time, but they are not predictable from year to year. For example, soil
scientists can predict with a fairly high degree of accuracy that a given soil will have
a high water table within certain depths in most years, but they cannot predict that a
high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
identified each as a specific map unit. Aerial photographs show trees, buildings, fields,
roads, and rivers, all of which help in locating boundaries accurately.
I

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of soil
map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
VA

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Custom Soil Resource Report
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Custom Soil Resource Report
Map Unit Legend
AcB Ailey loamy sand, 0 to 8 percent 0.2 2.9%
slopes
CaC Candor and Wakulla soils, 8 to 15 5.9 97.1%
percent slopes
Totals for Area of Interest 6.1 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the soils
or miscellaneous areas in the survey area. The map unit descriptions, along with the
maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the landscape,
however, the soils are natural phenomena, and they have the characteristic variability
of all natural phenomena. Thus, the range of some observed properties may extend
beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic
class rarely, if ever, can be mapped without including areas of other taxonomic
classes. Consequently, every map unit is made up of the soils or miscellaneous areas
for which it is named and some minor components that belong to taxonomic classes
other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They generally
are in small areas and could not be mapped separately because of the scale used.
Some small areas of strongly contrasting soils or miscellaneous areas are identified
by a special symbol on the maps. If included in the database for a given area, the
contrasting minor components are identified in the map unit descriptions along with
some characteristics of each. A few areas of minor components may not have been
observed, and consequently they are not mentioned in the descriptions, especially
where the pattern was so complex that it was impractical to make enough observations
to identify all the soils and miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the usefulness
or accuracy of the data. The objective of mapping is not to delineate pure taxonomic
classes but rather to separate the landscape into landforms or landform segments that
have similar use and management requirements. The delineation of such segments
on the map provides sufficient information for the development of resource plans. If
10

Custom Soil Resource Report
intensive use of small areas is planned, however, onsite investigation is needed to
define and locate the soils and miscellaneous areas.
An identifying symbol precedes the map unit name in the map unit descriptions. Each
description includes general facts about the unit and gives important soil properties
and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major horizons
that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity,
degree of erosion, and other characteristics that affect their use. On the basis of such
differences, a soil series is divided into soil phases. Most of the areas shown on the
detailed soil maps are phases of soil series. The name of a soil phase commonly
indicates a feature that affects use or management. For example, Alpha silt loam, 0
to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps. The
pattern and proportion of the soils or miscellaneous areas are somewhat similar in all
areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present or
anticipated uses of the map units in the survey area, it was not considered practical
or necessary to map the soils or miscellaneous areas separately. The pattern and
relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha -
Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas that
could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion of
the soils or miscellaneous areas in a mapped area are not uniform. An area can be
made up of only one of the major soils or miscellaneous areas, or it can be made up
of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil material
and support little or no vegetation. Rock outcrop is an example.
11

Custom Soil Resource Report
Richmond County, North Carolina
AcB —Ailey loamy sand, 0 to 8 percent slopes
Map Unit Setting
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature: 61 to 70 degrees F
Frost -free period. 210 to 245 days
Map Unit Composition
Ailey and similar soils: 85 percent
Minor components: 5 percent
Description of Ailey
Setting
Landform: Low hills
Landform position (two- dimensional): Summit
Landform position (three- dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy and loamy marine deposits
Properties and qualities
Slope: 0 to 8 percent
Depth to restrictive feature: 26 to 60 inches to fragipan; 40 to 80 inches to dense
material
Drainage class: Well drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately low to
moderately high (0.06 to 0.20 in /hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Very low (about 2.3 inches)
Interpretive groups
Land capability (nonirrigated): 3s
Typical profile
0 to 5 inches: Loamy sand
5 to 24 inches: Loamy sand
24 to 36 inches: Sandy clay loam
36 to 50 inches: Sandy clay loam
50 to 80 inches: Sandy loam
Minor Components
Bibb, undrained
Percent of map unit. 3 percent
Landform: Flood plains
Landform position (two- dimensional): Toeslope
Down -slope shape: Concave
Across -slope shape: Linear
12

Custom Soil Resource Report
Johnston, undrained
Percent of map unit: 2 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
CaC— Candor and Wakulla soils, 8 to 15 percent slopes
Map Unit Setting
Elevation: 160 to 660 feet
Mean annual precipitation: 38 to 52 inches
Mean annual air temperature: 61 to 70 degrees F
Frost -free period: 210 to 245 days
Map Unit Composition
Candor and similar soils: 40 percent
Wakulla and similar soils: 40 percent
Minor components: 5 percent
Description of Wakulla
Setting
Landform: Low hills
Landform position (two- dimensional): Shoulder
Landform position (three- dimensional): Crest
Down -slope shape: Convex
Across -slope shape: Convex
Parent material: Sandy and loamy marine deposits and /or eolian sands
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat excessively drained
Capacity of the most limiting layer to transmit water (Ksat): High to very high (1.98
to 19.98 in /hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Very low (about 2.7 inches)
Interpretive groups
Land capability (nonirrigated): 4s
Typical profile
0 to 7 inches: Sand
7 to 24 inches: Sand
24 to 42 inches: Loamy sand
42 to 85 inches: Sand
13

Custom Soil Resource Report
Description of Candor
Setting
Landform: Low hills
Landform position (two- dimensional): Shoulder
Landform position (three- dimensional): Crest
Down -slope shape: Convex
Across -s lope shape: Convex
Parent material: Sandy and loamy marine deposits and /or eolian sands
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat excessively drained
Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high
(0.57 to 1.98 in /hr)
Depth to water table: About 72 to 78 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity. Very low (about 2.9 inches)
Interpretive groups
Land capability (nonirrigated): 4s
Typical profile
0 to 8 inches: Sand
8 to 26 inches: Sand
26 to 38 inches: Loamy sand
38 to 62 inches: Sand
62 to 80 inches: Sandy clay loam
Minor Components
Bibb, undrained
Percent of map unit. 3 percent
Landform: Flood plains
Landform position (two- dimensional): Toeslope
Down -s lope shape: Concave
Across -slope shape: Linear
Johnston, undrained
Percent of map unit. 2 percent
Landform: Flood plains
Down -slope shape: Concave
Across -slope shape: Linear
14

References
American Association of State Highway and Transportation Officials (AASHTO). 2004.
Standard specifications for transportation materials and methods of sampling and
testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487 -00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep -water habitats of the United States. U.S. Fish and Wildlife Service
FWS /OBS- 79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils
in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S.
Department of Agriculture Handbook 18. http: / /soils.usda.gov/
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making
and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service,
U.S. Department of Agriculture Handbook 436. http: / /soils.usda.gov/
Soil Survey Staff. 2006. Keys to soil taxonomy. 10th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http: / /soils.usda.gov/
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y -87 -1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http: / /soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http: / /www.giti.nres.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430 -VI. http: / /soils.usda.gov/
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States, the
Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296.
hftp://soils.usda.gov/
15

Custom Soil Resource Report
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210.
16

MISCELLANEOUS MAPS/DATA

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` U.S. DEPARTMENT
GEOLCG SURVEY IOR n.rrrr HAMLET R QUADRANG
CMOUT
SCALE 1:u ODD
n
_r.arw......�
HAMLET , NC
mio

Peniut Number
(to be prot Wed b} DH Qj
Drainage Area Number j j 2
T
Stormwater Wetland Operation and Maintenance Agreement
I will keep a maintenance record on this BMP Tlus maintenance record will be kept in a log ui a
known set location Any deficient BMP elements noted in the inspection will be corrected, repaned or
replaced immediately These deficiencies can affect the integrity of structures, safety of the public, and
the removal efficiency of the BMP
Important maintenance piocedutes
— Iintnediately following conshuction of the stormwater wetland, bi weekly i nspechons 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
tequued to establish the wetland plants
— Stable groundcover will be maintained m the drainage area to reduce the sediment load to the
wetland
— Once a year a dain safety expei t 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 10 inches (or IS inches if in a Coastal County) Records of operation and
maintenance will be kept un a known set location and will be available upon request
Inspection activities shall be peifoinied as follows Any problems that ale found shall be iepaired
iinmediately
Ba rm-w` ,',W' TMY 4n
eleinenf, N _
-'�- W.tK�y'A'gt4'�' 9"# '� #'
I',otntlal ibb 1; `�"
r �-- a_-a S FPZ»,1.
lirlv�i�Villretfietatedhe, robl�
Entire BMP
Trash debi is is resent
Remove the trash debris
Perimeter of wetland
Areas of bare sod and /or erosive
Regrade the soil if necessary to remove the
gullies have formed
gully and then plant a growid cover and
water until it is established Provide lime
and a one -time fertilizer application
Vegetation is too shoe t or too long
Maintain vegetation at air appropriate
her ht
Inlet device pipe or
swale
The pipe is clogged (if applicable)
Unclog the pipe Dispose of the sedmient
offsite
The pipe is cracked or otherwise
Replace the pipe
damaged if applicable)
Erosion is occurring m the swale (if
applicable)
Regiade the swale if necessary to smooth
it over and provide erosion control
devices such as remforced turf matting or
nprap to avoid future problems with
erosion
Forni SW401 Wetland O &M Rev 4 Page 1 of 3

Pernn( Number
(to be pros ided b) D1; Q)
OWtelemlont t
Totentiali robl4'In 'e,7 * � r z
llib'w IlWiilar�irt "diate the `�robll m � � �
Forebay
Sediment has accumulated in the
Search for the source of the sediment and
forebay to a depth that umhibits 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 reumforced turf matting or iiprap 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 of and shallow water areas
control the algal growth
Cattails phragnutes 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
plant 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 um a location
pools
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
emb ,inkment needs re au
Evidence of muskrat or beaver activity
Consult a professional to iemove muskrats
is present
or beavers
Mieropool
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
wheie it will not cause impacts to streams
of the BMP
Outlet device
Clogging has occurred
Clean out the outlet device Dispose of the
sediment off site
The outlet device is damaged
Repair of 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 7331786
Forth SW401 Wetland O &M Rev 4 Page 2 of 3

Permit Number
(to be poi ided by Dif Q)
1 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 pilot
to any changes to the system or responsible party
Agtect name Unihealth Post Acute Care, Rockingham. LLC
BMP di atnage at ea nimibei #I and #2
Print
Title
Addr
Phon
Signe
Date
Ct
Note The legally rc%ponsible party should not be a homeowners association unless more than 50% of the lots have been
sold and a iestdcnt of the subdivi%ion has, been named the president
� --PaL-Xj -) , a Notary Public for the State of
County of CA(Ci I t1(h tt: , do hereby certify that
(I 1 c` xis personally appealed before me this 09-1 day of
)(kf l O_d� and acknowledge the due execution of the foigoing stormwater wetland
maintenance requirements Witness my hand and official seal,
SEAL
Notary Public Gvmrwi, -vrg1b
My commission expires MyCOmmission Expues Oi.a to MS
Form SW401 Wetland O &M Rev 4 Page 3 of 3