20071532 Ver 1_More Info Received_20071106

WN;t
0?-153?
Wetland and Natural Resource
Consultants, Inc.
To: N.C. Division of Water Quality
Attn: Mr. Kevin Barnett
2090 U.S. Highway 70
Swannanoa, NC 28778
November 2nd, 2007
N.C. Division of Water Quality
Attn: Ms. Cyndi Karoly
2321 Crabtree Blvd., Suite 250
Raleigh, NC 27604
Re: Rose Hill Plantation - Additional Information (Second Request)
Buncombe County, NC
DWQ Project # 07-1532
Dear Mr. Barnett,
This letter is in response to an email request from Mr. Kevin Barnett dated October 22,
2007 regarding the project known as Rose Hill Plantation in Buncombe County, NC.
Below we have addressed the issues listed in his request. Also attached is an updated
PCN (Attachment #1), a copy our original responses to DWQ Comments (Attachment
#2), and the approved permit from the U.S. Army Corps (Attachment #3).
UR6:Zq0WR
D
Info Requested:
NOV 6 2007
DENR - WATER QUALITY
1. A new Agent Authorization form Signed by Jeffery J Owen. wETLAN03ANOSTpRl1?uA BRMCH
a. See Attachment #4. Updated Agent Authorization.
2. Is the pond for construction stormwater, or post development
stormwater?
a. It is for post development stormwater. See Attachment #5 which depicts
the temporary sediment traps and silt fence used during construction.
Canton Office
PO Box 882
Canton, NC 28716
828-648-8801
828-648-8802 Fax

3. The application submitted states that there must be stormwater
treatment on both sides of the ridge, but there is only a single
treatment unit depicted on the plan. Where is the other feature?
a. The second feature is on the second sheet of the full size plan we
submitted to you office with or first response to your request for
additional information. (I pointed it out to Mr. Barnett on the maps at a
recent meeting.)
4. The application also states that there may have to be in-pond
excavation to achieve depth.
a. This statement was incorrect based on a discussion I had with the
previous engineer for this project. The pond will be built as depicted on
the previously submitted plans. The excavation statement was removed
from the updated PCN (Attachment #1).
5. For the stormwater management, you have provided no calculations or
sizing dimensions for conveyances or treatment units.
a. See Attachment #6. Storm Detention Calculations & Specifications.
6. Under the section titles Violations, you have stated that this site is
not in violation, yet it is an after the fact application. This
section must be amended to correct this oversight.
a. This was changed on the updated PCN, Attachment #1.
7. Sales information online is referring to a "stocked lake" as a project
amenity?
a. We are not aware of how putting fish in a pond would disrupt its storm
storage capacity.
8. No instream monitoring (above, within, and below) has been proposed to
monitor Dissolved Oxygen and Temperature to ensure that the project
does not violate down stream water quality standards?
a. There is no stream adjacent to this feature, so this feature will not
discharge directly into a surface water. As mentioned in our first
response, "This pond is located on a wetland and currently there are no
water quality standards for temperature, dissolved oxygen, and iron in
wetlands."
Please call me if you need further clarification of these issues.
Canton Office
PO Box 882
Canton, NC 28716
828-648-8801
828-648-8802 Fax
2
Best Regards,
Neill Yelverton
828-712-9613
Canton Office
PO Box 882
Canton, NC 28716
828-648-8801
828-648-8802 Fax
Attachment #1 - Updated PCN
Office Use Only: Form Version March 05
USACE Action ID No. DWQ No. U-1 - S 3 9L-
(If any particular item is not applicable to this project, please enter "loot Appiicabie" or -NSA .)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NW 18
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Rose Hill Plantation Development, LLC (Mr. J
Mailing Address: 34041 New Leicester Highway
Leicester, NC 28748
Telephone Number: 828-683-9025 Fax Number:
E-mail Address:
5?c?ud?9
NOV 6 2007
mpg AND St6f kATE QUALITY
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Mr. Neill Yelverton
Company Affiliation: Wetland and Natural Resource Consultants
Mailing Address: PO Box 882
Canton, North Carolina 28716
Telephone Number: 828-712-9613 Fax Number: 828-648-8802
E-mail Address: neill(cr?,wetland-consultants.com
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
Page I of 8
i
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Rose Hill Plantation
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 879101453007
4. Location
County: Buncombe Nearest Town: Leicester
Subdivision name (include phase/lot number):Rose Hill Plantation
Directions to site (include road numbers/names, landmarks, etc.):see attached Driving
Directions (Please contact agent if you wish to visit the site).
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35.6551°N 82.719YW
6. Property size (acres): 55 acres
7. Name of nearest receiving body of water: Sluder Branch
8. River Basin: French Broad
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: This site was open pasture and forest. Surrounding land use is
agricultural, forestry, and residential.
Describe the overall project in detail, including the type of equipment to be used: This is a
residential development. Heavy equipment will be used during construction,
Explain the purpose of the proposed work: This pond is being created for stormwater
retention it will also be maintained as an aesthetic pond.
Page 2 of 8

IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. N/A
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
None anticipated at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
Provide a written description of the proposed impacts: The pond construction will impact
weltands with fill and flooding The dam construction has already taken place (after-the-fact
application).
1. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
ePnnrntely lkt imnnnts clue to tenth structure and flnoding.
Wetland Impact
Site Number

(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,

herbaceous, bog, etc.) Located within
100-year
Floodplain

(yes/no) Distance to
Nearest
Stream

(linear feet) Area of
Impact
(
(acres)
#1 flooding herbaceous no adj. 0.04
#2 fill herbaceous no adj. 0.02

Page 3 of 8
P
Total Wetland Impact (acres) 10.06
2. List the total acreage (estimated) of all existing wetlands on the property: 0.06
3. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multiply length X width, then divide by 43,560.
Stream Impact
Number
(indicate on map)
Stream Name
Type of Impact
Intermittent Perennial t
? Average
Stream Width
Before Impact Impact
Length
(linear feet) Area of
Impact
(acres)
N/A

Total Stream Impact (by length and acreage)
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill. excavation, dred2ina, flooding, drainage, bulkheads, etc.
Open Water Impact
Site Number
(indicate on map) Name of Waterbody
(if applicable)
Type of Impact Type of Waterbody
(lake, pond, estuary, sound, bay,
ocean, etc.) Area of
Impact
(acres)
N/A

Total Open Water Impact (acres)
List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0
Wetland Impact (acres): 0.06
Open Water Impact (acres): 0
Total Impact to Waters of the U.S. (acres) 0.06
Page 4 of 8
L
Total Stream Impact (linear feet): o
6. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
7. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ® wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): The dam has already been constructed using heavy
equipment as shown on the attached plan (see site plans for construction detail).
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): This pond is necessary to meet local stormwater
ordinances but will also be aesthetic pond.
Current land use in the vicinity of the pond: This area has historically been in pasture.
Size of watershed draining to pond: 14 acres Expected pond surface area: 0.6 acres
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.This site is a hill top that drains
to two sides of the hill, therefore stormwater retention is needed on both sides of the
development This pond is located in the only drainage present on the southeast site of the
property. It's location is based on the slope and topography necessary to accomidate enough
stormwater storage capacity.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
Page 5 of 8

a
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/stnngide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
No mitigation is proposed since impacts are less than 0.1 acres.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Page 6 of 8

ti
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify )? Yes ? No
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Impact Required
Zone* , ,....._ P _t', Multiplier Ta;+;n.+,,,,,
1 13 (2 for Catawba)
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. Of the 55 total acres 12 will be impervious,
which eauals 22%. Stormwater will be collected in the developed portion of the site and directed
to the two stormwater basins on site.
Page 7 of 8

XII. Sewage Disposal (required by DWQ)
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.
The site will be set uo with a large community septic system serving the entire site. It is a non-
discharge facility. No public sewer is available.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ® No ?
Is this an after-the-fact permit application? Yes ® No ?
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
08/21/2007
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 8 of 8
Attachment #2 - Initial DWQ Add Info Response
bq-i53a-
Response to Original Request for More Information Letter dated September 14,
2007
Information Requested:
1. Please provide a copy of the Buncombe County Soil Survey with the project boundaries
clearly shown.
Soils data from the Buncombe County GIS website was submitted with the
original PCN. We have attached a copy here from the Buncombe County
Soil Survey. See Attachment 1. Rose Hill - Soil Survey
2. Please verify that the U.S. Army Corps of Engineers will allow the permitting of a
stormwater device in a 404/wetland.
The Corps, indicated in conversation that they would permit this pond
under a Nationwide 18.
Please re-submit your site plans on full plan sheets at a scale of no smaller than 1 "=50',
clearly indicating contour lines and proposed impounded area (normal pond level
elevation and depth) in plan and profile view.
See Attachment 2. Rose Hill Plantation - Site Plans
4. Please provide cross section details showing the provisions for aquatic life passage.
This feature in question is located on an existing wetland. There were no
permanently aquatic species present (i.e. fish, mollusks, etc...). Although
no amphibians or macrobenthos were documented in this wetland, these
species posses either aerial or terrestrial locomotion, and would be able to
pass through the riser pipe shown on the site plan or over and around the
dam.
5. Please locate all isolated or non-isolated wetlands, streams, and other Waters of the State
as overlays on the site plan.
All jurisdictional features were depicted on the original submission as well
as on the attached site plan (Attachment 2). The wetland at the pond
location is the only wetland on site. The only channel is Turkey Creek
which is the western property boundary.
6. Please provide structural design drawings and details for the dam, including the plan and
profile views illustrating the height, toe, materials, and spillway.
See Attachment 2. Rose Hill Plantation - Site Plans
Please submit a minimum water release plan for the proposed dam. The plan must
include a written explanation of the specific discharge rate and mechanism to provide for
each required release. The plan must also include any design specifications, details and
calculations to show that the release shall be achieved in the given conditions. The plan
shall also include monitoring that ensures compliance. The plan and any associated
facilities, once approved, must be in place and implemented upon the completion of the
dam.
The pond is designed with a four foot square riser structure that will
discharge below the dam at the rate of seepage once the water reaches
the riser elevation. Seep flow in the original course of the wetland should
also continue below the dam.
Discharge details from the engineer: ° The subject pond for Rose Hill
subdivision was designed to hold and release storm water according to
the Buncombe County storm water ordinance for new development.
Water equal to the runoff from a 1 year storm will be released through a
2.5" orifice over a 48 hour period, releasing immediately at onset of storm
event. Storm water in excess to the 1 year storm and less than or equal
to the 100 year storm will be released through a 4' square riser structure,
releasing immediately at the onset of the storm event. Storm water in
excess to the 100 year storm will be released through a 20' wide rip-rap
reinforces emergency spillway. The release rates for the 1, 25, 50, and
100 year storm are 0.13, 4.25, 5.51, and 8.23 cubic feet per second
respectively. Storm water routing calculations for the specified design
storm are included with this submittal."
8. Please provide monitoring data from similar projects in your county demonstrating that
the proposed pond will not violate water quality standards in regards to temperature,
dissolved oxygen and iron.
This pond is located on a wetland and currently there are no water quality
standards for temperature, dissolved oxygen, and iron in wetlands. As
indicated above the flow is minimal.
Attachment #3 - U.S. Army Corps Permit

TTsSo y CORPS OF ENGINEERS Is 314-1
WILMINGTON DISTRICT
Action ID. 2007-02959-311
County: Buncombe
GENERAL.. PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner / Authorized Agent: Rose Hill Plantation Development, LLC
Attn: Mr. Marshall Kanner
Address: 34041 New Leicester Eliehway
Leicester, NC 28748
Telephone No.: [phone]
Size and location of property (water body, road name/number, town, etc.): The project area is located
on a 55-acre tract of land on New Leicester Highway in Leicester, Buncombe County, North
Carolina. Coordinates for the site are 35.6551 north and 82.7193 west.
Description of projects area and activity: The permittee is authorized to impact (after-the-fact) 0.06
acre of wetlands in order to create a pond on the property. 0.02 acre of wetland was filled for the
dam and 0.04 acre of wetlands was impounded. This is an after-the-fact verification as the impacts
have already occurred.
Applicable Law: ® Section 404 (Clean Water Act, 33 USC 1344)
? Section 10 (Rivers and Harbors Act, 33 USC 403)
Authorization: Regional General Permit Number:
Nationwide Permit Number: 18 (After-the-fact)
Your work is authorized by the above referenced permit provided it is accomplished in strict accordance with the
attached conditions, the conditions in the attached letter from the North Carolina Wildlife Resources Commission,
and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may
subject the permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization
is modified, suspended or revoked. If, prior to the expiration date identified below, the nationwide permit
authorization is reissued and/or modified, this verification will remain valid until the expiration date identified
below, provided it complies with all requirements of the modified nationwide permit. If the nationwide permit
authorization expires or is suspended, revoked, or is modified, such that the activity would no longer comply with
the terms and conditions of the nationwide permit, activities which have commenced (i.e., are under construction) or
are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the activity
is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation,
unless discretionary authority has been exercised on a case-by-case basis to modify, suspend or revoke the
authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality
Certification. You should contact the NC Division of Water Quality (telephone [phone]) to determine
Section 401 requirements.
This Department of the Army verification does not relieve the permittee of the responsibility to obtain any other
required Federal, State or local approvals/permits.
If there are any questions regarding this verification, any of the conditions of the Permit, or the Corps of
Engineers regulatory program, please contact Lori Beckwith at 828-271-7980.
Corps Regulatory Official Lori Beckwith Date: October 18, 2007
Expiration Date of Verification: October 18, 2009
Attachment #4 - Updated Agent Authorization

•
is 32?
1
r
Wetland and Natural Resource
Consultants, inc.
?
Department of the Army
Wilmington District, Corps of Engineers
Attn: Ken Jolley, Chief Regulatory Division
PO Box 1890
Wilmington, North Carolina 28402-1890
-and-
NC Division of Water Quality
Attn: Cyndi Karoly
2321 Crabtree Blvd.
Raleigh, North Carolina 27604-2260
I, the current landowner of the property identified below, hereby authorize Wetland and Natural
Resource Consultants, Inc. to act on my behalf as my agent during the processing of permits to
impact Wetlands and Waters of the US that are regulated by the Clean Water Act and the
Rivers and Harbors Act.
Federal and State agents are authorized to be on said property when accompanied by Wetland
and Natural Resource Consultants, Inc. staff.
Wetland and Natural Resource Consultants, Inc. is authorized to provide supplemental
information needed for permit processing at the request of the Corps or DWQ.
Property Owner of Record:
Address:
Address:
Address:
Phone Number:
Property Location:
Owners Signature:
Date:
Rosehill Plantation, LLC
4301 New Leicester Highway
Leicester, NC 28748
305.333.1891
Leic s,ter, NC
ovember 200
Canton Office
PO Box 882 wnrinc.com
Canton, NC 28716
828-648-8801
828-648-8802 Fox 1
Newton Office
PO Box 224
Newton, NC 28658
828-465-3035
828-465-3050 Fax
Attachment #5 - Sediment Control Plan
(Section of the Sediment and Erosion Control Plan depicting the temporary
sediment traps used during construction.)
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Attachment #6 - Storm Detention Calculations & Specifications

Rose Hill Condominiums
Buncombe County
North Carolina
Storm Dcgendion
Calculations
Spcci icadons
Prepared for:
Rose Hall Plantation, ILLC
48 Patton Avenue
Asheville, NC 28151
October 9, 2007
Brooks & Medlock Project No.: 199806
?D?y0?9199900pda
E a
v 0:8 t e? 5
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Hydrology Calculations

Pond oudings
Project: Rose Hill g : TMM
Project #: 199806 Checked:
Objective: Design a stormwater management system to control
post-developed runoff from the subject site.
Based upon site geometry and field conditions, some
bypass flow will need to be accounted for in determining
the allowable discharge.
Given: The existing site is a partially wooded parcel in Leicester, NC.
Slope conditions are moderate to steep and a Tc of 5 min.
is assumed for both pre- and post-developed conditions.
(POND 1) Westside: D.A. = 19.2
Cpre = 0.3 (Ref.: 8.03a NCDENR Manual)
(POND 2) Eastside: D.A. = 15.9
Cpre = 0.3 (Ref.: 8.03a NCDENR Manual)
Post-developed Runoff Conditions:
Westside: 7.4 Impervious Area
(60 Units in Area.) 11.8 Greenspace
19.2 Total
Eastside: 6.5 Impervious Area
(43 Units in Area.) 9.4 Greenspace
15.9 Total
Weighted "C" where: Sum Ci x Ai
Cw= Ai (Total)

Westside: Ai r. F'"A-77
woods/ grass = 11.8 0.3 3.54
impervious = 7.4 0.9 6.66
Sum 19.2 10.20
I tow= 1 ®.531
Eastside: Ai r. rwT
woods/ rass = 9.4 0.3 2.82
impervious = 6.5 0.9 5.85
Sum 15.9 8.67
1 UW = 1 0.551
c=0.9
c = 0.3
c=0.9
c = 0.3
10/10/2007
i

BROOKS & MEDLOCK
ENGI #I ERRI Gs PLLC
Results:
(POND 1) EASTSIDE
STORM WATER WAS ROUTED FOR THE 1 YR, 50 YR, AND 100 YR STORM
THE DETENTION POND WAS DESIGNED TO CONTAIN THE 1 YR STORM OVER 48 HOURS
THE 10, 50, 100 YEAR WAS DESIGNED TO SAFELY PASS THROUGH THE CONTROL STRUCTURE
A PERMANENT POND ELEVATION IS DESIRED BY THE OWNER AT AN ELEVATION OF 2115
AN INIITIAL WATER SERVICE ELEVATION OF 2115 WAS ASSUMED IN ROUTING CALCS
AN OUTLET CONTROL STRUCTURE WAS PROVIDED WITH A 2.5" ORIFICE ELEVATION OF 2115
THE EMERGENCY OUTLET IS AN OPEN 4'X4' BOX AT ELEVATION 2116 AND A 20' SPILLWAY AT 2'116
SEE ATTACHED WATERCAD DATA FOR ROUTING RESULTS
TOTAL IMPOUNDED WATER= 3.34 ACRE-FEET
AdNTI-FLOAT ANNCHOR
ANCHOR DIMENSIONS
L= 6
W= 6
d= 2
ANCHOR FORCE 6307.2
BOUYANT FORCE 5990.4
ANCHOR FORCE/BOUYANT SF 1.05
(POND 2) WESTSIDE
STORM WATER WAS ROUTED FOR THE 1 YR, 50 YR, AND 100 YR STORM
THE DETENTION POND WAS DESIGNED TO CONTAIN THE 1 YR STORM OVER 48 HOURS
THE 10, 50, 100 YEAR WAS DESIGNED TO SAFELY PASS THROUGH THE CONTROL STRUCTURE
A PERMANENT POND ELEVATION IS DESIRED BY THE OWNER AT AN ELEVATION OF 2183
AN INIITIAL WATER SERVICE ELEVATION OF 2183 WAS ASSUMED
AN OUTLET CONTROL STRUCTURE WAS PROVIDED WITH A 2.5" ORIFICE ELEVATION OF 2183
THE EMERGENCY OUTLET IS AN OPEN 4'X4' BOX AT ELEVATION 2184 WITH AN EMERGENCY SPILLWAY
AT ELEV= 2185
SEE ATTACHED WATERCAD DATA FOR ROUTING RESULTS
TOTAL IMPOUNDED WATER= 2.72 ACRE-FEET
ANTI-FLOAT ANCHOR
ANCHOR DIMENSIONS
L= 6
W= 6
d= 2
ANCHOR FORCE 6307.2
BOUYANT FORCE 5990.4
ANCHOR FORCE/BOUYANT SF 1.05
10/10/2007
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Pond #1
n? jl ?j l?
i a.
'n
R
X
(new ubcat) (new ubct)
A ip
(new Pond)
_ i
lSubcatj Reach on Unk I I Drainage Diagram for POND 2
Prepared by BROOKS AND MEDLOCK ENGINEERING i0l90l2007
HydroCADO 8.00 s/n 005122 02006 HydroCAD Software Solutions LLC
POND 2
Prepared by BROOKS AND MEDL®CK ENGINEERING Page 2
HydroCAD® 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Area Usting (aii nodes)
Area (acres) C Description (subcats.)
15.900 0.30 (XWS2)
15.900 0.55 (WS2)
31.800
POND 2 ashevi//eTMM 1-Year Duration=5 min, 1nten=410 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 3
HydroCADO 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subca$chfltYBeff t WS2. (new Subca$) Runoff Area=15.900 ac Runoff Depth=0.19"
Tc=5.0 min C=0.55 Runoff=34.89 cfs 0.249 of
Subcatchment S2- (new S ubcat) Runoff Area=15.900 ac Runoff Depth=0.10"
Tc=5.0 min C=0.30 Runoff=19.03 cfs 0.136 of
Pond IP, (new [fond) Peak Elev=2,183.74' Storage=50,031 cf Inflow=34.89 cfs 0.249 of
Outflow=0.13 cfs 0.235 of
Tnn and Runoff Area = 3:1.000 ac Runoff Vogume = 0.334 of Average Runoff Depth = 0.n4'"
-100000% fPerAous Area = 3x,800 arc 0000% Rmpaer vuouz Area = 00000 ac
POND 2 ashev111eTMM 1-dear Duration=5min, 1nten=410 in/hr
Prepared by BROOKS AND MEDL®CK ENGINEERING Page 4
HydroCAD@ 8.00 s/n 005122 @ 2006 HydroCAD Software Solutions LLC 10/10/2002
Subcatchment WS2o (new Subcat)
Runoff = 34.89 cfs @ 0.08 hrs, Volume= 0.249 af, Depth= 0.19"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 1-Year Duration=5 min, inten=4.10 in/hr
Area (ac) C Description
15.900 0.55
15.900 0.55 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) feet) (ft/ft) (ft/sec) (cfs)
5.0 D°orrect Entkm
Subcatchment WS2o (new Subcat)
Hydrograph
? Runoff
34 ashevilleT 1-Year
32-
301/ Du raVon=5 min y
26- In ten=4o10 in/hr
26
24 Runoff Ntl Area=15.900 ac
20- Runoff Vol a m e=0.249 aft
0 Runoff Depth=®o19"
li 16-
14 !1 c=5.0 min
10- ?m®o eJ1?7
8
6-
4.
2
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48-50 52 54 T6-
56 58'
8 60
Time (hours)
POND 2 ashevi//eTM141 I- Year Duration=5 ruin, fnten=4101n1hr
Prepared by BROOKS AND MEDL®CK ENGINEERING Page 5
HydroCAD® 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Hvdrograph for Subcatchment WS2o (new Subcat)
Time Runoff
(hours) (Cfs)
0.00 0,00
0.50 0,00
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00
POND 2 ashevi//eTMM I-Kear Duration=5 min, 1nten=4.10 in1hr
Prepared by BROOKS AND MEDL®CK ENGINEERING Page 6
HydroCAD@ 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007

Runoff = 19.03 cfs @ 0.08 hrs, Volume= 0.136 af, Depth= 0.10"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 1-Year Duration=5 min, Inten=4.10 in/hr
Area (ac) C Description
15.900 0.30
15.900 0.30 Pervious Area
Tc Length Slope Velocity Capacity Description
-(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 norec? [Entrrv,
subcatchment Mo (fleece Subcat)
Hydrograph
21
18-
17- Durafion=5 min,
1s
15_ Inten=4o1® in/hr
14
13-: Runoff Area=15o9®® ac
w 12 Runoff Volume=0.136 of
11=
_0.10: Runoff Depth=0.10"'
LL 9:
8, Tc=5m0 min
7
6- C=®o3®
5-
4
1'
? Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
32 34 36 38 40 42 44 46 48 50 52 54 56
58 60
Time (hours)
POND 2 asheviUeTMM I- Year Duration=5 min, Znten=4.10 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 7
HydroCADO 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Hydrograph for Subcatchment S2.- (new Suhcat)
Time Runoff
(hours) (Cfs)
0.00 0.00
0.50 0.00
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (Cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (Cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00
POND 2 ashevi//eTMM 1-Year Duration=5 min, Inten=4.10 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 8
ydroCAD® 8.00 s/n 005122 @ 2006 HydroCAD Software Solutions LLC 10/10/2007
Pond IPo (new Pond)
Inflow Area = 15.900 ac, Inflow Depth = 0.19" for 1-Year event
Inflow = 34.89 cfs @ 0.08 hrs, Volume= 0.249 of
Outflow = 0.13 cfs @ 0.17 hrs, Volume= 0.235 af, Atten= 100%, Lag= 5.2 min
Primary = 0.13 cfs @ 0.17 hrs, Volume= 0.235 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 2,183.00' Surf.Area= 13,684 sf Storage= 39,250 cf
Peak Elev= 2,183.74' @ 0.17 hrs Surf.Area= 15,640 sf Storage= 50,031 cf (10,781 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Klass det. time= 946.6 min ( 951.6 - 5.0 )
Volume Invert Avail.Stora a Storage Description
#1 2,178.00' 93,793 cf (Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,178.00 2,344 0 0
2,179.00 4,171 3,258 3,258
2,180.00 6,896 5,534 8,791
2,181.00 8,942 7,919 16,710
2,182.00 11,227 10,085 26,795
2,183.00 13,684 12,456 39,250
2,184.00 16,344 15,014 54,264
2,185.00 19,265 17,805 72,069
2,186.00 24,184 21,725 93,793
Device Routing Invert Outlet Devices
#1 Primary 2,178.00' 24.0" x 110.0' gong Cullvert RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 2,172.80' S= 0.0473 '/' Cc= 0.900 n= 0.012
#2 Device 1 2,183.00' 2.5" Vent. Orifice/Grate C= 0.600
#3 Device 1 2,184.00' 24.0" Horiz. Orifice/Grate Limited to weir flow C= 0.600
#4 Primary 2,185.00' 20.0' gong 2f 8.0' breadth Broad-Crested Recftangugar Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65
2.65 2.66 2.66 2.68 2.70 2.74
rimarl Outf>agow Max=0.13 cfs @ 0.17 hrs . HW=2,183.74' (Free Discharge)
=CCuOvert (Passes 0.13 cfs of 41.15 cfs potential flow)
t2=orifice/Grate (Orifice Controls 0.13 cis @ 3.83 fps)
3=OrMce/grate ( Controls 0.00 cfs)
-4=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

PORED 2 ashevi//eTMM I- Year Duration=5 rain, tnten=410 in/hr
Prepared by BROOKS ARID MEDLOCK ENGINEERING Page 9
HydroCADO 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Pond IP: (new Pond)
Hydrograph
L1 Inflow
0 Primary
N
O
0
O
LL
U 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
POND 2 ashevi//eTMM I- Year Duration=5 rain, 1nten=4.101n/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 10
HydroCAD® 8.00 s/n 005122 © 2006 HvdroCAD Software Solutions LLC 10/10/2007
Hydrograph for Pond 1P.- (new Pond)
Time Inflow . Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 39,250 2,183.00 0.00
1.00 0.00 49,648 2,183.71 0.13
2.00 0.00 49,193 2,183.68 0.12
3.00 0.00 48,750 2,183.65 0.12
4.00 0.00 48,318 2,183.62 0.12
5.00 0.00 47,898 2,183.60 0.12
6.00 0.00 47,489 2,183.57 0.11
7.00 0.00 47,092 2,183.54 0.11
8.00 0.00 46,706 2,183.52 0.11
9.00 0.00 46,331 2,183.49 0.10
10.00 0.00 45,969 2,183.47 0.10
11.00 0.00 45,618 2,183.45 0.10
12.00 0.00 45,279 2,183.42 0.09
13.00 0.00 44,951 2,183.40 0.09
14.00 0.00 44,636 2,183.38 0.09
15.00 0.00 44,332 2,183.36 0.08
16.00 0.00 44,041 2,183.34 0.08
17.00 0.00 43,762 2,183.32 0.08
18.00 0.00 43,494 2,183.30 0.07
19.00 0.00 43,239 2,183.28 0.07
20.00 0.00 42,995 2,183.27 0.07
21.00 0.00 42,764 2,183.25 0.06
22.00 0.00 42,546 2,183.24 0.06
23.00 0.00 42,339 2,183.22 0.06
24.00 0.00 42,144 2,183.21 0.05
25.00 0.00 41,959 2,183.19 0.05
26.00 0.00 41,790 2,183.18 0.05
27.00 0.00 41,634 2,183.17 0.04
28.00 0.00 41,491 2,183.16 0.04
29.00 0.00 41,360 2,183.15 0.03
30.00 0.00 41,240 2,183.14 0.03
31.00 0.00 41,130 2,183.14 0.03
32.00 0.00 41,029 2,183.13 0.03
33.00 0.00 40,937 2,183.12 0.02
34.00 0.00 40,851 2,183.12 0.02
35.00 0.00 40,772 2,183.11 0.02
36.00 0.00 40,698 2,183.10 0.02
37.00 0.00 40,628 2,183.10 0.02
38.00 0.00 40,563 2,183.09 0.02
39.00 0.00 40,502 2,183.09 0.02
40.00 0.00 40,446 2,183.09 0.02
41.00 0.00 40,393 2,183.08 0.01
42.00 0.00. 40,343 2,183.08 0.01
43.00 0.00 40,297 2,183.08 0.01
44.00 0.00 40,253 2,183.07 0.01
45.00 0.00 40,213 2,183.07 0.01
46.00 0.00 40,175 2,183.07 0.01
47.00 0.00 40,140 2,183.06 0.01
48.00 0.00 40,106 2,183.06 0.01
49.00 0.00 40,076 2,183.06 0.01
50.00 0.00 40,047 2,183.06 0.01
51.00 0.00 40,020 2,183.06 0.01
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
52.00 0.00 39,994 2,183.05 0.01
53.00 0.00 39,971 2,183.05 0.01
54.00 0.00 39,949 2,183.05 0.01
55.00 0.00 39,928 2,183.05 0.01
56.00 0.00 39,909 2,183.05 0.01
57.00 0.00 39,891 2,183.05 0.00
58.00 0.00 39,874 2,183.05 0.00
59.00 0.00 39,858 2,183.04 0.00
60.00 0.00 39,844 2,183.04 0.00
• POND 2 ashevilleTMM ZS--Year Duration=5 rain, 1nten=8.09 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 11
HydroCADO 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SuPIDcatch mtent WS2o (new Subcat) Runoff Area=15.900 ac Runoff Depth=0.37"
Tc=5.0 min C=0.55 Runoff=68.84 cfs 0.491 of
Su89catchment 9S2: (new Subcat) Runoff Area=15.900 ac Runoff Depth=0.20"
Tc=5.0 min C=0.30 Runoff=37.55 cfs 0.268 of
Pond IPa (new Pond) Peak Elev=2,184.34' Storage=59,972 cf Inflow=68.84 cfs 0.491 of
Outflow=4.25 cfs 0.472 of
Tof ap Runoff area _ 310300 ac Runoff vagume = 0.752 aff Avefrage Runoff Depth = 0.29"
000000/® peuvoous Arrea _ 31.800 ac 00000/6 Rmpeaduous Area = 00000 ac
{ POND 2 ashe?i&77W 25-Year Duration=5 ruin, 1n6en=8 09 rn/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 12
HydroCAD@ 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Subcatchment WS2a (new Subcat)
Runoff = 68.84 cfs @ 0.08 hrs, Volume= 0.491 af, Depth= 0.37"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 25-Year Duration=5 min, Inten=8.09 in/hr
Area (ac) C Description
15.900 0.55
15.900 0.55 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 ®orfesft Erm tr y,
subcatchmermt MS2.. (flem subcat)
HydrogrEaph
? Runoff
65 ashev 80eT M 25-Year
60= Duraf®n=5in
55. amen=8.09 an/hr
50_ Runoff Area=15.900 ac
45
:F I
40= Runoff Voo ume®00491 a
3
LL 35- Runoff iSdepth=Oo37ao
30
20 Tc=5.0 on
25-
- C=0.55
15
10
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 3 .. :
0 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
[POND 2 ashevi//eTMM 25 Near Duration=5 min, Inten=8 09 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 13
HydroCAD® 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10110/2007
HUdrog[raPh f(Mr SubcBfthment WSJ: (new Sufbcat)
Time Runoff
(hours) (Cfs)
0.00 0.00
0.50 0.00
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (Cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00. 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (Cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00
POND 2 ashevi//eTMfill 25- Year Duration=5 rein, 1nten=8 09 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 14
HydroCADO 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Subcatchment S2., (anew Subcat)
Runoff = 37.55 cfs @ 0.08 hrs, Volume= 0.268 af, Depth= 0.20"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 25-Year Duration=5 min, Inten=8.09 in/hr
Area (ac) C Description
15.900 0.30
15.900 0.30 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 D6rrec t En tm
subcatchment MS2.- (new Subcatk
Hydrograph
? Runoff
36- ashevo0 eTMM 25-Year
34-
32
D4.11rafi®n=5 m6
fi ,
30
28- - ?{
?6'ti en=8o®9 in/hr
26: Runoff Area=1 5.900 ac
m 24
22'.
Runoff V®Wme=0.268 aft
0 20 -
LL 18-
Runoff Depth=0.20 o
16_
14
Tc=5o0 m8n
12 ;
10 C=0.30
6
4
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36
38 40 42 .44 46 48 50 52 54 56 58 60
Time (hours)
POMD 2
ashevi//eTMM 25- rear urati®n=5 min, lnten=8 ®9 rn/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 15
HydroCAD® 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007

Time Runoff
(hours) (Cfs)
0.00 0.00
0.50 0.00
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (Cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00
POND 2 asi7eviile7NM 25--Year Duration=5 min, Inten=8.89 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 16
HydroCAD@ 8.00 sin 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Pond 1P.- (new Pond)
Inflow Area = 15.900 ac, Inflow Depth = 0.37" for 25-Year event
Inflow = 68.84 cfs @ 0.08 hrs, Volume= 0.491 of
Outflow =
Primary = 4.25 cfs @
4
25 cfs @ 0.16 hrs, Volume=
0
16 hr
V
l 0.472 af, Atten= 94%, Lag= 4.8 min
. .
s,
o
ume= 0.472 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 2,183.00' Surf.Area= 13,684 sf Storage= 39,250 cf
Peak Elev= 2,184.34' @ 0.16 hrs Surf.Area= 17,334 sf Storage= 59,972 cf (20,722 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= 811.4 min ( 816.4 - 5.0 )
Volume Invert Avail. Stora a Stora a Descri tion
#1 2,178.00' 93,793 cf Custom Stage Date (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic feet)
2,178.00 2,344 0 0
2,179.00 4,171 3,258 3,258
2,180.00 6,896 5,534 8,791
2,181.00 8,942 7,919 16,710
2,182.00 11,227 10,085 26,795
2,183.00 13,684 12,456 39,250
2,184.00 16,344 15,014 54,264
2,185.00 19,265 17,805 72,069
2,186.00 24,184 21,725 93,793
Device Routing Invert Outlet Devices
#1 Primary 2,178.00' 24.0" sx 110.0' Oong CuOverft RCP, groove end w/headwall
Ke= 0
200

#2 Device 1
2,183.00' ,
.
Outlet Invert= 2,172.80' S= 0.0473 '/' Cc= 0.900 n= 0.012
2.Y' Vert
Orifice/Grat
C

#3 Device 1
2,184.00' .
e
= 0.600
2400" Horizo Oriffoce/Grate Limited to weir flow C= 0
600
#4 Primary 2,185.00' .
20.3' long x 300' breadth Broad-Crested Rectangular Weir
Plead (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.50 2.00 2
50
.
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2
65
.
2.65 2.66 2.66 2.68 2.70 2.74
rimary OutF'low Max=4.21 cfs @ 0.16 hrs HW=2,184.34' (Free Discharge)
=Culvert (Passes 4.21 cfs of 43.68 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.18 cfs @ 5.35 fps)
3=0riffice/Crane (Weir Controls 4.03 cis @ 1.90 fps)
4=Broad-CCrested Rectangular ftv ( Controls 0.00 cfs)
POND 2 e5hevi//eTXM 25-Fear Duration=5 rein, Inten=8 09 in/hr
Prepared by BROOKS AND MEDL®CK ENGINEERING Page 17
HVdroCAD® 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Pond IPo (new Pond)
Hydrograph
? Inflow
? PrimaryU
O
LL
U z 4 0 0 l U I Z 14 lb 16 ZU ZZ 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
€ OND 2 ashevi//eTMM 25- Year Duration=5 min, Inten=8.99 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 18
HydroCAD® 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
HYdrograph for Pond IIP- (new Pond)
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 39,250 2,133.00 0.00
1.00 0.00 55,311 2,184.06 0.53
2.00 0.00 54,237 2,184.00 0.16
3.00 0.00 53,684 2,183.96 0.15
4.00 0.00 53,141 2,183.93 0.15
5.00 0.00 52,610 2,183.90 0.15
6.00 0.00 52,089 2,183.87 0.14
7.00 0.00 51,579 2,183.83 0.14
8.00 0.00 51,080 2,183.80 0.14
9.00 0.00 50,592 2,183.77 0.13
10.00 0.00 50,115 2,183.74 0.13
11.00 0.00 49,650 2,183.71 0.13
12.00 0.00 49,195 2,183.68 0.12
13.00 0.00 48,752 2,183.65 0.12
14.00 0.00 48,320 2,183.62 0.12
15.00 0.00 47,900 2,183.60 0.12
16.00 0.00 47,491 2,183.57 0.11
17.00 0.00 47,093 2,183.54 0.11
18.00 0.00 46,707 2,183.52 0.11
19.00 0.00 46,333 2,183.49 0.10
20.00 0.00 45,970 2,183.47 0.10
21.00 0.00 45,619 2,183.45 0.10
22.00 0.00 45,280 2,183.42 0.09
23.00 0.00 44,953 2,183.40 0.09
24.00 0.00 44,637 2,183.38 0.09
25.00 0.00 44,334 2,183.36 0.08
26.00 0.00 44,042 2,183.34 0.08
27.00 0.00 43,763 2,183.32 0.08
28.00 0.00 43,495 2,183.30 0.07
29.00 0.00 43,240 2,183.28 0.07
30.00 0.00 42,996 2,183.27 0.07
31.00 0.00 42,765 2,183.25 0.06
32.00 0.00 42,547 2,183.24 0.06
33.00 0.00 42,340 2,183.22 0.06
34.00 0.00 42,145 2,183.21 0.05
35.00 0.00 41,960 2,183.19 0.05
36.00 0.00 41,790 2,183.18 0.05
37.00 0.00 41,634 2,183.17 0.04
38.00 0.00 41,492 2,183.16 0.04
39.00 0.00 41,361 2,183.15 0.03
40.00 0.00 41,241 2,183.14 0.03
41.00 0.00 41,130 2,183.14 0.03
42.00 0.00 41,030 2,183.13 0.03
43.00 0.00 40,937 2,183.12 0.02
44.00 0.00 40,852 2,183.12 0.02
45.00 0.00 40,772 2,183.11 0.02
46.00 0.00 40,698 2,183.10 0.02
47.00 0.00 40,628 2,183.10 0.02
48.00 0.00 40,563 2,183.09 0.02
49.00 0.00 40,503 2,183.09 0.02
50.00 0.00 40,446 2,183.09 0.02
51.00 0.00 40,393 2,183.OC 0.01
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
52.00 0.00 40,343 2,183.08 0.01
53.00 0.00 40,297 2,183.08 0.01
54.00 0.00 40,253 2,183.07 0.01
55.00 0.00 40,213 2,183.07 0.01
56.00 0.00 40,175 2,183.07 0.01
57.00 0.00 40,140 2,183.06 0.01
58.00 0.00 40,107 2,183.06 0.01
59.00 0.00 40,076 2,183.06 0.01
60.00 0.00 40,047 2,183.06 0.01
POND 2 ashevi//eTMM 50-Year Duration=5 min, 1nten=8 6Z 1n/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 19
HydroCAD® 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
St bcatcchment WS2o (newsy Subcat) Runoff Area=15.900 ac Runoff Depth=0.39"
Tc=5.0 min C=0.55 Runoff=73.35 cfs 0.523 of
Subcatchment X' S2: (newer Subcat) Runoff Area=15.900 ac Runoff Depth=0.22"
Tc=5.0 min C=0.30 Runoff=40.01 cfs 0.285 of
Pond 1P. (new Pond) Peak Elev=2,184.41' Storage=61,141 cf Inflow=73.35 cfs 0.523 of
outflow=5.51 cfs 0.504 of
Mata0 Runoff Area _ 31.300 ac Runoff VoU uma = 0.808 a Y Average Runoffs Depth = 0.30"
1100000% PerrvEouz Areal = 311.2000 ac 0000% Emperrvio us Area = 0.000 arc
POND 2 ashevi//eTMM 50-Year Durati®n=5 min, 1nten=8 62 in/hr
Prepared by BROOKS AND MEDLOCK ENGINEERING Page 20
HydroCAD@ 8.00 s/n 005122 © 2006 HydroCAD Software Solutions LLC 10/10/2007
Subcatchme it WS2: (new Subcat)
Runoff = 73.35 cfs @ 0.08 hrs, Volume= 0.523 af, Depth= 0.39"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 50-Year Duration=5 min, Inten=8.62 in/hr
Area (ac) C Description
15.900 0.55
15.900 0.55 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/
ft) (ft/sec) (cfs
5.0 0hrrect Entry,
subcatchment WS2o (new subcait;
Hydrograph
? Runoff
70- ashev0fleTMM 60-Year
65 Durafi®n=5 mDn,
25=r/ C2--0.33
15
10
5
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)
~~~~ ~ ashe~i//eTl~ll~I50-dear Duration=5 min, Bnten=~ a~Z in/hr
Prepared by ~R©OCCS AI~® CIE®LOCK ERIGIiVEERIIVG Page 21
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007

Time Runoff
(hours) (cfs)
0.00 ®.®®
0.50 ®.®®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00 '~
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
hours) (cfis)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

~~~®~ ashevi//eTi+~IM.~®-6'ear ~uratien=5 min, .fasten=~ 6~ in/hr
Prepared by BROOKS AID MEDLOCK ENGIRIEERIi~G Page 22
~roCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
~a~~~~~~~t~~~ti~ ~~e ~~~~ ~a~~~~~~
Runoff = 40.01 cfs @ 0.08 hrs, Volume= 0.285 af, Depth= 0.22"
RunofF by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 50-Year Duration=5 min, Inten=8.62 in/hr
Area (ac) C Description
15.900 0.30
15.900 0.30 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (f~/ft) (ft/sec) (cfs)
5.0 ®uo°c~ (s~e~ott~9u
~aa[~~~t~~G~~~~t~ ~~o ~~~~ ~i~~~~~~
Hydwogpaph
^ Runoff

36_
34- ®d9~'~I~9~11'fl®~ 611'I>8Q'tl9
32:
30= ~Q~N.~~®~m~c~ 8~~8I111A
28_
y 26 .. ~I~ir~® ~~~~® IJ~v~®® @~~
... 24 ~"~i~ilQ~®tlN ~/®~Q.~II~~'®®e6~ed1 ~~
~ 22.
~° 20-
~~~®~ ®~~~H©®®o~~vv
18.
16
'
~~°a9e~ II'~9101
14
12 ~bm®®o~~
10=
8:
6.
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26Time 3hou2 34 36 38 40 42 44 46 48 5
0 52 54 56 58 60
~)

~~+~~ ~ ashe~i/le/"1~9M.~0-gear t~r~ration=5 rain, .~nten=8.62 in/hr
Prepared by ~R®OKS AND (WEDLOCK ENGINEERING Page 23
PlydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
~fl~~a°~g~e~~~~O ff~~ ~a~~~~~~mee~~ ~~a ~~e~ ~~k~~~~
Time Runoff
(hours) (cfs)
0.00 ®.®®
0.50 ®.®®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00 ~
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0,00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

~~~®~ ashevi//eTl'~fl~I 5®-Year Duration=.~'- rnin, Inters=~ aS,Z in/hr
Prepared by BROOKS ARI® MEDLOCK Ef~GINEERIi~G Page 24
HydroCAD® 8.00 s/n 005122 ©2006 HVdroCAD Software Solutions LLC 10/10/2007
~~ilsi3~ ~~o ~tl9~~i9 ~®~'flt~~
Inflow Area = 15.900 ac, Inflow Depth = 0.39" for 50-Year event
Inflow = 73.35 cfs @ 0.08 hrs, Volume= 0.523 of
Outflow = 5.51 cfs @ 0.16 hrs, Volume= 0.504 af, Atten= 92%, Lag= 4.8 min
Primar/ = 5.51 cfs @ 0.16 hrs, Volume= 0.504 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 2,183.00' Surf.Area= 13,684 sf Storage= 39,250 cf
Peak Elev= 2,184.41' @ 0.16 hrs Surf.Area= 17,530 sf Storage= 61,141 cf (21,891 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of--Mass det. time= 763.5 min (768.5 - 5.0 )
Volume Invert_ Avail.Storage Storage Description
#1 2,178.00' 93,793 cf ~a~~~~avo ~1~~~ ®~i~ QE~a°as~oVU~iku~~ Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,178.00 2,344 0 0
2,179.00 4,171 3,258 3,258
2,180.00 6,896 5,534 8,791
2,181.00 8,942 7,919 16,710
2,182.00 11,227 10,085 26,795
2,183.00 13,684 12,456 39,250
2,184.00 16,344 15,014 54,264
2,185.00 19,265 17,805 72,069
2,186.00 24,184 21,725 93,793
Device Routinq Invert Outlet Devices
#1 Primary 2,178.00' 2~.®°' ~ ~.~.®.®° D®n~ ~a~tletea~fk RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 2,172.80' S= 0.0473 '/' Cc= 0.900 n= 0.012
#2 Device 1 2,183.00' ~.~°° @fee~. ®e~ufu~~/~u°~$e C= 0.600
#3 Device 1 2,184.00' ~~.®" G6®~a~. ®~u~~~®~r~it~ Limited to weir flow C= 0.600
#4 Primary 2,185.00' ~~.®° ~®e~~ ~c ~.®° f~~e~¢-~flfl F~~®~o9-~o-cass$~¢~ I)t~~rog~8~~-'~~iio~
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65
2.65 2.66 2.66 2.68 2.70 2.74
a°oav~~a~, ~u~ir(~6®~ Max=5.48 cfs @ 0.16 hrs HW=2,184.40' (Free Discharge)
=~aa@er~a°Pt (Passes 5.48 cfs of 43.96 cfs potential flow)
~~°®~affu~~/~~~~~ (Orifice Controls 0.19 cfs @ 5.49 fps)
~-®~°u~O~cca/~u'a~$c~ (Weir Controls 5.29 cfs @ 2.08 fps)
°~~®~~-~C~~~~e~ f~~~ra~tteB~rr ~n~9~u~ (Controls 0.00 cfs)

®~®~ ashevi//eT1~7M .~0-Year Duration=.~ ruin, ~nten=~ ~Z in/hr
Prepared goy BROOKS Af~® ME®LOC6C EfVGINEERI~IG Page 25
HydroCAD® 8.00 s/n 005122 p 2006 HydroCAD Software Solutions LLC 10/10/2007
f~®9~~ 1L~m ~~~~ ~®Bl~~~
Hydrograph
Cl Inflow
^ Primary
w
U
O
L6.
.. -. o o i v i ~ i v i o ~ a to LZ z4 zo z8 3U 3"L 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

~~~®~ ashevil/eli~lH7.~®-dear Duration=5mrn, inter=~6'Zin/hr
Prepared by SRO®KS AIVD f~EDL®CE< EfVGIRIEERING Page 26
~droCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
~9~¢~a°®g~~+~~ ~®~ ~®~a~8 ~~o ~a~~~ EP®~~~
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 ®.®® ~~,~5® 2,13.®® ®.®®
1.00 ®.®® ~5,4~~3 2,~.~~.®~ ®.~~
2.00 0.00 54,274 2,184.00 0.16
3.00 0.00 53,720 2,183.97 0.15
4.00 0.00 53,177 2,183.93 0.15
5.00 0.00 52,645 2,183.90 0.15
6.00 0.00 52,123 2,183.87 0.14
7.00 0.00 51,612 2,183.84 0.14
8.00 0.00 51,113 2,183.80 0.14
9.00 0.00 50,624 2,183.77 0.13
10.00 0.00 50,146 2,183.74 0.13
11.00 0.00 49,680 2,183.71 0.13
12.00 0.00 49,225 2,183.68 0.12
13.00 0.00 48,781 2,183.65 0.12
14.00 0.00 48,348 2,183.63 0.12
15.00 0.00 47,927 2,183.60 0.12
16.00 0.00 47,517 2,183.$7 0.11
17.00 0.00 47,119 2,183.55 0.11
18.00 0.00 46,733 2,183.52 0.11
19.00 0.00 46,357 2,183.50 0.10
20.00 0.00 45,994 2,183.47 0.10
21.00 0.00 45,642 2,183.45 0.10
22.00 0.00 45,302 2,183.42 0.09
23.00 0.00 44,974 2,183.40 0.09
24.00 0.00 44,658 2,183.38 0.09
25.00 0.00 44,353 2,183.36 0.08
26.00 0.00 44,061 2,183.34 0.08
27.00 0.00 43,781 2,183.32 0.08
28.00 0.00 43,513 2,183.30 0.07
29.00 0.00 43,256 2,183.28 0.07
30.00 0.00 43,012 2,183.27 0.07
31.00 0.00 42,780 2,183.25 0.06
32.00 0.00 42,561 2,183.24 0.06
33.00 0.00 42,353 2,183.22 0.06
34.00 0.00 42,157 2,183.21 0.05
35.00 0.00 41,972 2,183.20 0.05
36.00 0.00 41,801 2,183.18 0.05
37.00 0.00 41,644 2,183.17 0.04
38.00 0.00 41,501 2,183.16 0.04
39.00 0.00 41,369 2,183.15 0.04
40.00 0.00 41,248 2,183.14 0.03
41.00 0.00 41,137 2,183.14 0.03
42.00 0.00 41,036 2,183.13 0.03
43.00 0.00 40,943 2,183.12 0.02
44.00 0.00 40,857 2,183.12 0.02
45.00 0.00 40,777 2,183.11 0.02
46.00 0.00 40,703 2,183.10 0.02
47.00 0.00 40,633 2,183.10 0.02
48.00 0.00 40,567 2,183.10 0.02
49.00 0.00 40,506 2,183.09 0.02
50.00 0.00 40,449 2,183.09 0.02
51.00 C~.00 x0,396 2,183.08 0.01. I
Time Inflow Storage Elevation Primary
hours) (cfs) (cubic-feet) (feet) (cfs)
52.00 0.00 40,346 2,183.08 0.01
53.00 0.00 40,300 2,183.08 0.01
54.00 0.00 40,256 2,183.07 0.01
55.00 0.00 40,216 2,183.07 0.01
56.00 0.00 40,178 2,183.07 0.01
57.00 0.00 40,142 2,183.06 0.01
58.00 0.00 40,109 2,183.06 0.01
59.00 0.00 40,078 2,183.06 0.01
60.00 0.00 40,049 2,183.06 0.01

[~~fi~9~ ~ asher~i//eTNIM 1fl0-Year flura~i®n=~rrrin, ~nten=~ 6~ in/hr
prepared by BROO9CS Af~® MEDLOCK ENGIi~EERING Page 27
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
~a~~~~1~~~~~~ ~9~~o Q~~e~ ~~~~~~ Runoff,4rea=15.900 ac Runoff Depth=0.44"
Tc=5.0 min C=0.55 Runoff=82.37 cfs 0.587 of
~a~ib~$~Bv~a~a~$ 9~~: Qw~e~ ~~~~~it~ Runoff Area=15.900 ac Runoff Depth=0.24"
Tc=5.0 min C=0.30 Runoff=44.93 cfs 0.320 of
[~®r~~ ~~o Qr~~e~n [~®a~¢~~ Pealc Elev=2,184.53' Storage=63,409 cf Inflow=82.37 cfs 0.587 of
OutFlow=8.23 cfs 0.569 ar"
~P®~~ ~~~®fFif Qrre~ _ ~51.0~®~ ~~ L3tu~r~®fiiV ~9®Dau~~ _ ®o~J~7l ~~r l~le~~u~~~ca L~~ao~t®fFff ®~(~gG~ ®(~0~4~"
~i®®o®®®!® I~cmrr~.9u®~~ ~~ rrce~ = ~~o~®® ~~ ®a®®®/® L~~pac~o®~~ ~~~~ o ®o®®~ ~~

~~l~~ ~ ashe~i//e7f~Ni 1f~®-dear 1Jvrati®n=5 rr~ir, ~nten=9 58 in/hr
prepared by BROOKS AN® ME®LOCK EIVGIIVEERIfVG Page 28
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
~~u~~~~~6~~e~~ ~~~a Q~~~ ~~~~~~
Runoff = 82.37 cfs @ 0.08 hrs, Volume= 0.587 af, Depth= 0.44"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 100-Year Duration=5 min, Inten=9.68 in/hr
Area (ac) C Description
15.900 0.55
15.900 0.55 Pervious Area
Tc Length Slope Velocity Capacity Description
-_(min) (feet) (ft/ft) (ft/sec} (cfs)
5.0 ®uu~~~ [~r~t~r~9o
~~f~~~~~cGarr~~a~tt ~9~~o Q~~~ ~~~~~~~
Hvc~r®grapE~
^ Runoff
~o- ~flIIP~i~O®~1=~ B'IYt1~~119
ss_ ~B'4~~1i~®~o~~ aB'ti~{~B°
55
50 f~~lr~~~ ~®81~[lil'~"11~®®05~'~ ~~
LL 40- ~~BII~® ®~°~~~®~o~6{au
35 tl ~®oUe® i~°l)~~
30.
25- ~®~o~+JJeJ
15
10
5
0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 6
0
Time (hours)

(~®f~l~ ~ a.~het~i//eTNOM 1,~0-Year ®uration=5 ruin, ~nten=5'.68 in/hr
Prepared by BROOKS Af~® NiE®LOCK EiVGIIVEERIR~G Page 29
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
~0~~~®~~~~9~ ~®a' Saa~c~~~e~o~m~~ ~/~~o Qavee~ ~a~~~~~~
Time Runoff
(hours) (cfs)
0.00 ®.®®
0.50 ®.®®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfis)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

~~~~ ~ ashevi//ei-N/!~ 1'0®-dear ~crra~icn=.~ min, 1n~en=~ 68 in/hr
Prepared by 13R®®KS AND MEDL~CK ENGINEERIiVG Page 30
HydroCAD® 5.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
~~~~~~~~~~~$ ~~o ~~~w ~~~~~~
Runoff = 44.93 cfs @ 0.08 hrs, Volume= 0.320 af, Depth= 0.24"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevitleTMM 100-Year Duration=5 min, Inten=9.68 in/hr
_ Area (ac) C Description
15.900 0.30
15.900 0.30 Pervious Area
Tc Length Slope Velocity Capacity Description
__ (min) (feet) (f~/ft) (ft/sec) (cfs)
5.0 ©iirr<ce~ ~~1~~
~~~~~~~6~1~~i~ii: ~i~~~a Q~~e~ ~~€~~~{t-
Hydr®ga~aph
^ Runoff
44= ~1~~t~~0~~~~1 ~®®m~~~~
42
38` ~Idl6°~~8®~®~ (I~Bt~9
36= ~~~~~®~e~~ ~~/~~
34-.
30:
2s=
LL 22.
~ 20 ~1~~®~t1 ~~~~~®®o~~ae
,s= ~~®~o~ ii~B9~1
1s=
14= ~°®o~®
,~
6
4
2'
0 ~ 2 4 6 8 10 12 14 16 18 20 22 ~ , 2 44 46 48 50 5
24 26 28 30 32 34 36 38 40 4 2 54 56 58 60
"time (hours)

f~~f~l®~ asfieviJ/eTNIM 10®-Fear Durafi®n=~ ruin, .~nfen=.~ m8 in//rr
Prepared by BR®®KS AIV® NiE®LOCBC Ef~GIf~EERING Page 31
HydroCAD® 8.00 s/n 005122 ©2006 FlVdroCAD Software Solutions LLC 10/10/2007
C~~e6a~®~~~~~i ~®~ ~~~c~~~~~~~~ ~~o Q~~~ ~~~~~~~
Time Runoff
(hours) (cfs)
0.00 ®.®®
0.50 ®.®®
1.00 0.00
1.50 0.00
2.00 -0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00 '~
23.50 0.00 ~
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30..50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
94.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00 ~'
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

~~~®~ ashevi//eTMI~ 10®-Fear ,~urati©n=.~ min, ~nten=9.68 in/hr
Prepared b~/ BROOKS AND MEDLOCI< ENGINEERING Page 32
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
~®~~ 11~a ~~~~ ~~iro~l~
Inflow Area = 15.900 ac, Inflow Depth = 0.44" for 100-Year event
Inflow = 82.37 cFs @ 0.08 hrs, Volume= 0.587 of
Outflow = 8.23 cfs @ 0.16 hrs, Volume= 0.569 af, Atten= 90%, Lag= 4.6 min
Primary = 8.23 cfs @ 0.16 hrs, Volume= 0.569 of
Routing by Stor-I nd method, Tim e Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 2,183.00' Surf.Area= 13,684 sf Storage= 39,250 cf
Peak Elev= 2,184.53' @ 0.16 hrs Surf.Area= 17,904 sf Storage= 63,409 cf (24,159 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= 682.3 min (687.4 - 5.0 )
Volume Invert Avail.Storage Storage Description
#1 2,178.00' 93,793 cf (O~as~®a~ ~fk~~~ ~~,it~ Q~~rii~ava~~6~~ Listed below {Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,178.00 2,344 0 0
2,179.00 4,171 3,258 3,258
2,180.00 6,896 5,534 8,791
2,181.00 8,942 7,919 16,710
2,182.00 11,227 10,085 26,795
2,183.00 13,684 12,456 39,250
2,184.00 16,344 15,014 54,264
2,185.00 19,265 17,805 72,069
2,186.00 24,184 21, 725 93,793
Device Routing Invert Outlet Devices
#1 Primary 2,178.00' 2~.~°' u ~.~.®.®° 8®~0~ ~a~ll~~rt RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 2,172.80' S= 0.0473 '/' Cc= 0.900 n= 0.012
#2 Device 1 2,183.00' ~.~"' d9e~Et. ®s°a~icca/ti~u~$~ C= 0.600
#3 Device 1 2,184.00' ~~.~°' ~8®a~ii~. ®a~iifl'o~~/~a~~~c~ Limited to weir flow C= 0.600
#4 Primar~l 2,185.00' ~®.®° D®a~~ xt ffi.®° ~~e~~1t~ fi$~®~dl-~~~~~~ L'~~~rrn~~aDao~ ~caii~
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 2.50
3.00 3.50 4.00 4.50 5.00 5.50
Coef. (English) 2.43 2.54 2.70 2.69 2.68 2.68 2.66 2.64 2.64 2.64 2.65
2.65 2.66 2.66 2.68 2.70 2.74
rriir~ra~r~~ ®[~~s~®e~ Max=8.20 cfs @ 0.16 hrs HW=2,184.53' (Free Discharge)
c0~Bm~a~ (Passes 8.20 cfs of 44.48 cfs potential flow)
~=®a°offuc~~/C ~~it~ (Orifice Controls 0.20 cfs @ 5.76 fps)
~=~rriiil•a~~/t~a~a~il:~ (Weir Controls 8.01 cfs @ 2.39 fps)
-~=111;o~®~dl-~~~s~~l ~t~~w~aa~~rr~I'c~urr (Controls 0.00 cfs)

• f~®~9~ ~
ashevi//e~MMN/ 1®®-Fear d~uratian=.~ min, ~n~en=9 b~ in/hr
' Prepared by BRO®KS Af~D MEDL®CK EfVGIiVEERIRIG Page 33
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
®A~dfl ~.~o ~f18~~9 ~~~0~~
F9vdr®graph
90 ~ az.a~ crs . ~ Inflow
- ^ Primary
85 ~~~~~~ ~~~~®~ ~o~~~ ~~
80- ~
~o=
55
50
~ 45
0
z~ 40
30~ ~/''
,.., ,,. ..,,.. ,,, ;. 28,
0-0, ~2~ ~4 ~6 8~~10~12 14 16 18 20 22 24 26 ~~~~ ~ ~ ~~~~ ~ ~ ~ ~~~~~ ~~
32) 4 36 38 40 42 44 46 48 50 52 54 56 58 60
Time hours

~®~~ ~ ashevi//eTMM1®0-/ear ®uratron=5~in, ~'nten=9.a58in/hr
Prepared by E(tOOKS AN® ME®L®CK E~IGINEERI~lG Page 34
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/10/2007
~9~cd~®~~~~~a ~®~ ~®au~ ~~o Q~a~r~ ~®~id1~
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 ®.®® ~9,2~® 2,~~3.®® ®.®®
1.00 ®.®® ~5,~~ 2,~~~.®~ ®.~~
2.00 0.00 54,330 2,184.00 0.18
3.00 0.00 53,771 2,183.97 0.15
4.00 0.00 53,227 2,183.94 0.15
5.00 0.00 52,693 2,183.90 0.15
6.00 0.00 52,171 2,183.87 0.14
7.00 0.00 51,659 2,183.84 0.14
8.00 0.00 51,158 2,183.81 0.14
9.00 0.00 50,669 2,183.78 0.13
10.00 0.00 50,190 2,183.75 0.13
11.00 0.00 49,723 2,183.72 0.13
12.00 0.00 49,266 2,183.69 0.13
13.00 0.00 48,821 2,183.66 0.12
14.00 0.00 48,388 2,183.63 0.12
15.00 0.00 47,966 2,183.60 0.12
16.00 0.00 47,555 2,183.57 0.11
17.00 0.00 47,156 2,183.55 0.11
18.00 0.00 46,768 2,183.52 0.11
19.00 0.00 46,391 2,183.50 0.10
20.00 0.00 46,027 2,183.47 0.10
21.00 0.00 45,674 2,183.45 0.10
22.00 0.00 45,333 2,183.43 0.09
23.00 0.00 45,004 2,183.40 0.09
24.00 0.00 44,687 2,183.38 0.09
25.00 0.00 44,381 2,183.36 0.08
26.00 0.00 44,087 2,183.34 0.08
27.00 0.00 43,806 2,183.32 0.08
28.00 0.00 43,537 2,183.30 0.07
29.00 0.00 43,279 2,183.29 0.07
30.00 0.00 43,034 2,183.27 0.07
31.00 0.00 42,801 2,183.25 0.06
32.00 0.00 42,580 2,183.24 0.06
33.00 0.00 42,372 2,183.22 0.06
34.00 0.00 42,175 2,183.21 0.05
35.00 0.00 41,988 2,183.20 0.05
36.00 0.00 41,816 2,183.18 0.05
37.00 0.00 41,658 2,183.17 0.04
38.00 0.00 41,513 2,183.16 0.04
39.00 0.00 41,381 2,183.15 0.04
40.00 0.00 41,259 2,183.14 0.03
41.00 0.00 41,147 2,183.14 0.03
42.00 0.00 41,045 2,183.13 0.03
43.00 0.00 40,951 2,183.12 0.02
44.00 0.00 40,865 2,183.12 0.02
45.00 0.00 40,784 2,183.11 0.02
46.00 0.00 40,709 2,183.11 0.02
47.00 0.00. 40,639 2,183.10 0.02
48.00 0.00 40,573 2,183.10 0.02
49.00 0.00 40,512 2,183.09 0.02
50.00 0.00 40,455 ?,183.09 0.02
51.00 0.00 40,4.01 2,103.08 0.01 1
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
52.00 0.00 40,351 2,183.08 0.01
53.00 0.00 40,304 2,183.08 0.01
54.00 0.00 40,260 2,183.07 0.01
55.00 0.00 40,219 2,183.07 0.01
56.00 0.00 40,181 2,183.07 0.01
57.00 0.00 40,145 2,183.06 0.01
58.00 0.00 40,112 2,183.06 0.01
59.00 0.00 40,080 2,183.06 0.01
60.00 0.00 40,051 2,183.06 0.01

a
{~~ ~~
~'~ .:~ sa ~ e/

3~

~,
~Subcafi; Reach on
_- -
IL¢~~l
i

~~fi~~ ~
Prepared by ~R®®KS AND MEDL®CEC ENGINEE6tING Page 2
HVdroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
~Q°~~ 1~o9~~J ~~188 l~®~l~s~
,4rea (acres) C Description (subcatsl
15.900 0.30 (XWS2)
15.900 0.55 (WS2)
31.800

~~~~ ~ ashevil/eTl~9M 1-%~r r~uratioh=5rrair~o 7r~te~=~ ?®®r~/hr
• prepared by 13R®®I<S Ai~® I~IE®L®CEC EIVGIi~EERIRlG Page 3
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC L0/°~/200s
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by Rational method, Rise/Pall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
~~~cc~$~G~~eu~$ ~9~~o Q6E~eR9 ~~~~~$~ Runoff Area=15.900 ac Runoff Depth=0.19"
Tc=5.0 min C=0.55 Runoff=34.89 cfs 0.249 of
~~[>a~~$ec~a~aer~$1~9~~o Q~~es~ ~an~~~$~ Runoff Area=15.900 ac Runoff Depth=0.10"
Tc=5.0 min C=0.30 Runoff=19.03 cfs 0.136 of
[~~~~ 1~~0 ~~~~ ~®ovd- Peak Elev=2,183.74' Storage=50,031 cf Inflow=34.89 cfs 0.249 of
Outflow=0.13 cfs 0.235 of
~® rt~° ~ ~t~~®ffff ~~~~ ®~~.a~(~® ~~ ~t~~®u~fF ~9®Ot~av~e ®~o~~~' ~~ ~e~~~°~~~ Q~~®ff4'' ®~p$C~ e ®a~~oo

~~I~~ ~ ashe/i/%Tl~/N/ 1-~e~r ,~u~afi~n=.~rr~ir~, ~nt~e~=~ 1®in/hr
` Prepared by 8R®®lC~ ~h!® MEDL®ClC Ei\1GINEERIi~~ Page ~
HydroCAD® 5.00 s/n 005122 ©2006 NydroCAD Software Solutions LLC 10/4/2007
~~~~~~~~`B6'@il~f~l~ ~~~m Qf~l~~ ~~€I~tOc~i~~
Runoff = 34.89 cfs @ 0.08 hrs, Volume= 0.249 af, Depth= 0.19"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Mme Span= 0.00-b0.00 hrs, dt= 0.01 hrs
ashevilleTMM 1-Year Duration=5 min,. Inten=4.10 in/hr
,4rea (ac) C Description
15.900 0.55
15.900 0.55 Pervious ,4rea
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 ®oo°~c~ ~~~~a
~~~~~~~8~~~~~ ~~a Q~~~ ~aa~~~~~
o-~y~ro~~~~h
^ Runoff„
32
30 ~~~'~~li®~~®9 ~ ~8~g
28 ~1~~~101®~,o f1® ~I~~~l~
26
20-
0 18 ~~Il~~~ 3dJ~~~~®®a~ ~oe
LL 16=
1a. ~~®~o® i>~~~
,o ~®~o~~
a
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

f~~fi~9®~ ashe~il/e~"~i~ 1-9'ear ,~urafion=~ min, .~nten=4,1®in//~r
prepared by ~R®OKS ~aN® ~iE®L®CE( EI~GIi~EER3~lG Page ~
NydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/200
G~g/~~~~~~6~ ~~° ~all~~g~~~~~~ ~~~o ~m~~e~ ~ao~n~~ft~
Time Runoff
(hours) (cf~
0.00 ®.®®
0.50 ®.®®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.0 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

~~~~ ~ asf~e~i!le~i~il~i 1-bear ®ur~fiorr=5 r~e~9 Zr~fer~=° 1®in/h~
Prepared by I~R®®ICS Af~® IviE®L®CI< ENGIi~EE&tINC Page 6
I1e~droCAD®8 00 s/n 005122 ©2006 HVdroCAD Software Solutions LLC 10/4/2007
~a~~~~~~~e~~~t~ ~~o Q~~~ ~~~~~~~
Runoff = 19.03 cFs @ 0.08 hrs, Volume= 0.136 af, ®epth= 0.10"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, l sme Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 1-Year Duration=5 min, Inten=4.10 in/hr
Area (ac) C Description
15.900 0,30
15.900 0.30 Pervious Area
Tc i_engt6~ Slope Velocity Capacitij ®escription
(min) (feet) (f~/ft) (tt/sec) (cfs)
5.0 ®6m~~s [iar~t~~eio
~~~~~~~G~~~r~4~ ~~~o Qr~~~ ~~~c~~~~
@'~}J09Pm~9'3~)B
21
,8
16
15- ~Irnt~~ii~°~o~l~ ~Eft18~~
13-
c 10- ~~~~~ ~~~~tltl~~o~~ea
V_ 9 -
$- ~~~~o~ ~o~
7_
6 ~~~Jo~O
5-
4=
3-
2_
1-
46 48 50 52 54 56 58 60
0 2 4 6 ~ 8 10 ~ 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44
Time (hours)
^ Runoff

~~~~ ~
~as/aevi//e~MM 1-dear Dvra~i®n=5~in, lr~ten=~ ~0 are/hr
Prepared ~y ~R®®KS AiV® ME®LCaC~{ EV~GIIVEERIiVG Page 7
~lydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007

Time Runoff
(hours) (cfs).
0.00 ®.~®
0.50 ®.~®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
d~.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
"5.50 0.00
Time Runoff
(hours) (cfis)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

~®R~~ ~
ashevil/eTMM 1-dear ®~rati®n=5 min, 7nten=4:10 in/hr
Prepared by SRO®KS Af~D MEDL®CIC EttlGINEERIf~G Page 8
NVdroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
~®61a~ ~.~o ~itfl~~/ ~®l~~~
Inflow Area = 15.900 ac, Inflow Depth = 0.19" for 1-Year event
Inflow = 34.89 cfs @ 0.08 hrs, Volume= 0.249 of
Outflow = 0.13 cfs @ 0.17 hrs, Volume= 0.235 af, Atten= 100%, Lag= 5.2 min
Primary = 0.13 cfs @ 0.17 hrs, Volume= 0.235 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 2,183.00' Surf.Area= 13,684 sf Storage= 39,250 cf
Peals Elev= 2,183.74' @ 0.17 hrs Surf.Area= 15,640 sf Storage= 50,031 cf (10,781 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Puss del. time= 946.6 min (951.6 - 5.0 )
Volume Invert Avait.Storage Storage Description
#1 2,178.00' 93,793 cf ~~;~~®r~a ~~~e ®~tt~ Q(~rro~e~~~ii~~ Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,178.00 2,344 0 0
2,179.00 4,171 3,258 3,258
2,180.00 6,896 5,534 8,791
2,181.00 8,942 7,919 16,710
2,182.00 11,227 10,085 26,795
2,183.00 13,684 12,456 39,250
2,184.00 16,344 15,014 54,264
2,185.00 19,265 17,805 72,069
2,186.00 24,184 21,725 93,793
Device Routing Invert Outlet Devices
#1 Primary 2,178.00' ~~.®°' zs ~.~.~.~° D®e~~ (Oa~ile~e~ RCP, groove end w/headwall, I<e= 0.200
Outlet Invert= 2,172.80' S= 0.0473 '/' Cc= 0.900 n= 0.012
#2 Device 1 2,183.00' ~.~" ~~u°~. ®riitt'o~e~~r~~~ C= 0.600
#3 Device 1 2,184.00' ~~.®°° ~®~ii~. ®o°6~acc~/~~~tte Limited to weir flow C= 0.600
~oavu~a~y ®~~~~®~ Nlax=0.13 cfs @ 0.17 hrs HW=2,183.74' (Free Discharge)
=~ae9e~~~lt (Passes 0.13 cfs of 41.15 cfs potential flow)
~®®o°uji'i~~®~a~~tkc~ (Orifice Controls 0.13 cfs @ 3.83 fps)
~®®~afrO~ra®~~~g~: (Controls 0.00 cfs)

~ [~®~®~ ashevii/eTI+~M 1-9'ear duration=5 ruin, ./nten=410 in/hr
Prepared by Blt®®KS Af~D MEDL®CK E~IGIIVEE~Ii~G Page 9
HydroG4D® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC i0/~r/2007
~®ir~~ ~~o ~i~~~ ~~~~~
liydrograloh
f~ Inflow
^ Primary
N
w
V
O
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

®~~ ~ e~/aevi//eT6~'/M 1-dear ~uratio~=.~ rain, .~nten=41D in/hr
Prepared oy ~R®®KS ~4ND MEDL®~K EIVGII~EER~I~C~ Page 10
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
I>~9~~9~®~~~~9~ ff®~ 4~n~G ~t~o Qo~~a~ ~®~~-
Time Inflow Storage Elevation Primary
(hours) (cfs). (cubic-feet) (feet) (cfis)
0.00 ®.®® ~~,~~® ~,~~~.®em ®.®®
1.00 0.®® 49,~~~ ~,9.8~.7I~. ®.~.3
2.00 0.00 49,193 2,183.68 0.12
3.00 0.00 48,750 2,183.65 0.12
4.00 0.00 48,318 2,183.62 0.12
5.00 0.00 47,898 2,183.60 0.12
6.00 0.00 47,489 2,183.57 0.11
7.00 0.00 47,092 2,183.54 0.11
8.00 0.00 46,706 2,183.52 0.11
9.00 0.00 46,331 2,183.49 0.10
10.00 0.00 45,969 2,183.47 0.10
11.00 0.00 45,618 2,183.45 0.10
12.00 0.00 45,279 2,183.42 0.09
13.00 0.00 44,951 2,183.40 0.09
14.00 0.00 44,636 2,183.38 0.09
15.00 0.00 44,332 2,183.36 0.08
16.00 0.00 44,041 2,183.34 0.08
17.00 0.00 43,762 2,183.32 0.08
18.00 0.00 43,494 2,183.30 0.07
19.00 0.00 43,239 2,183.28 0.07
20.00 0.00 42,995 2,183.27 0.07
21.00 0.00 42,764 2,183.25 0.06
22.00 0.00 42,546 2,183.24 0.06
23.00 0.00 42,339 2,183.22 0.06
24.00 0.00 42,144 2,183.21 0.05
25.00 0.00 41,959 2,183.19 0.05
26.00 0.00 41,790 2,183.18 0.05
27.00 0.00 41,634 2,183.17 0.04
28.00 0.00 41,491 2,183.16 0.04
29.00 0.00 41,360 2,183.15 0.03
30.00 0.00 41,240 2,183.14 0.03
31.00 0.00 41,130 2,183.14 0.03
32.00 0.00 41,029 2,183.13 0.03
33.00 0.00 40,937 2,183.12 0.02
34.00 0.00 40,851 2,183.12 0.02
35.00 0.00 40,772 2,183.11 0.02
36.00 0.00 40,698 2,183.10 0.02
37.00 0.00 40,628 2,183.10 0.02
38.00 0.00 40,563 2,183.09 0.02
39.00 0.00 40,502 2,183.09. 0.02
40.00 0.00 40,446 2,183.09 0.02
41.00 0.00 40,393 2,183.08 0.01
42.00 0.00 40,343 2,183.08 0.01
43.00 0.00 40,297 2,183.08 0.01
44.00 0.00 40,253 2,183.07 0.01
45.00 0.00 40,213 2,183.07 0.01
46.00 0.00 40,175 2,183.07 0.01
47.00 0.00 40,140 2,183.06 0.01
48.00 0.00 40,106 2,183.06 0.01
49.00 0.00 40,076 2,183.06 0.01
50.00 0.00 40,047 2,183.06 0.01
51.00 0.00 4.0,020 2,183.06 0.01
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
52.00 0.00 39,994 2,183.05 0.01
53.00 0.00 39,971 2,183.05 0.01
54.00 0.00 39,949 2,183.05 0.01
55.00 0.00 39,928 2,183.05 0.01
56.00 0.00 39,909 2,183.05 0.01
57.00 0.00 39,891 2,183.05 0.00
58.00 0.00 39,874 2,183.05 0.00
59.00 0.00 39,858 2,183.04 0.00
60.00 0.00 39,844 2,183.04 0.00

tIr � �
� P�� % � t�� �'' .

. ashevil/eTN7i~ ~.5-~eaY ~urati~on=5 min, .~nten=~ ®9 in/hr
~~
Prepared by eR®OKS ,4f~D N1EDL®CB( Ef~GIIVEERIi~G Page 11
H~droCAD®8 00 s/n 005122 ©2006 NydroC.CD Sofhnrare Solutions LLC 10/4/2007
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001. points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
~~~~~~~P~~e~~ ~9~~' Q~i~~,q ~~~~t~~ Runoff Area=15.900 ac Runoff Depth=0.37"
Tc=5.0 min C=0.55 Runoff=68.84 cfs 0.491 of
~~Cm~~~~h~eB~g y~~= Q~e~ ~~~~~~~ Runoff Area=15.900 ac Runoff Depth=0.20"
Tc=5.0 min C=0.30 Runoff=37.55 cfs 0.268 of
p®~~9 ~,p~ Ij~pe;~ ~®~~~ {peak Elev=2,184.31' Storage=59,534 cf ?nflow=68.84 cfs 0.491 of
Outflow=7.41 cfs 0.473 of
~©~ °'~r~®uit Wrr~~ m ~~.o~®® ~cc (~~r~~{t~ ~®fl~us~e~ m ~o~~~ ~{~ L~e~~~~~~ E~~ar~®~r Je~~f~~ ®©o~~oo
~.®©oC~®®/® [~~rreruc~~~ G^,lrr~~ _ ~~lo~®® ~cc ®o®®®/® ~rru~~~a~eg6®e~ L~rr~~ ®®o®®® ~~

` ~~1~~ ~ ashe~il/e~'~M ZS Fear 6~urati®n=5 rnrn, .~nten=~ ®9 in/hr
prepared by BR®©I<S Af~® NdEDLOCI( Ei~GII~EERIf~G Page 12
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007

Runoff = 58.84 cl:s @ 0.08 hrs, Volume= 0.491 at, Depth= 0.37"
Runoff by Rations! method, Rise/Fall=1.0/1.0 xl-c, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTivlNi 25 °tear Duration=5 min, Inten=8.09 in/hr
Area (ac) C Description
15.900 0.55
15.900 0.55 Pervious Area
a c Ler~gtG~ Slope Velocity Capacity Description
(mCCin//)~~ (t'eet) (ti`t/tt) (tt/secl (cfs)
~>Jvt~WJl4~lL~~tluu~Q~lSW`1S7c`.7c~.~a ~uu~Wr'/ ~lStd~l5r~14-
I,W?Jd~r®~ra~h
~ Runoff
~Y
~- 40
LL 35
15
10
5
~~~~e~o~B~T~~ l~~ ~~mV~~~
~I~~~~a®~®~ ~ai~9
8~~~~©~o~~ ~r~~~~
~~1~®~ ~Ir~~i®~ ~o~®~ ~~
~~~~ ~~8~~~~®04~~~1 ~~
~~~o~~
0 . '.. _ ..
0,.2 4.. 6 8 10 12 14 16 1.. .. .. .. ..
8 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hones)

~m~~ ~ ashevi//eTN/NI Z5 Veer .~a~ra~ion=5 ruin, .~nten=~ ®9 in%nr
Prepared by BR®OK~ ,AND MEDLGCK Ei~GIi~EEI~IiVG Page i3
HydroCAD® 8.00 s/n 005122 ©2006 HVdroC,4D Software Solutions LLB 10/4/007

Time Runoff
(hours) (cfs)
0.00 ®.®®
0.50 ~.~®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
?5.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
.50.50 0.00
51.00 0.00 jj
51.50 0.00 i
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
5$.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

- ~~~~ ~ ashe!~i//eTNIM ~5 Year ®ur~tron=~'rr~irr, lnten=~ f19 rrr/hr
prepared by l3R®®KS Af~® ivIEDL®CK Ei~IGII~EERII~G Page 14~
NydroCAD®8 00 s/n 005122 ©2006 HydroCAD Software Solutions LLC x.0/4/2007
~~~i~~~~~i>~~~~ ~~a ~~~ ~~~~~~~
Runoff = 37.55 cfs @ 0.08 hrs, Volume= 0.268 af, Depth= 0.20"
Runoff by Rational method, Rise/Fall=l.0/x..0 xTc, Tirne Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTlviM 25-Year Duration=5 min, Inters=8.09 in/hr
Area (ac) C Description
15.900 0.30
15.900 0.30 Pervious Area
Tc length Slope Velocity Capacity Description
(min) (feet) (ft/ft~ (ft sec) (cfs)
5.0 ~u~~~ ~[ro~ffefu
~~~~~~~~~~~~ ~~a Qr~c~~ ~a~~~~~~
Pr)ya6P®~~~&2
^ Runoff
~~~~e~a~0~~ ~~~~~~~
36
34= ®1~11~~~9 ~l~l ®~ i~ o lni g
32 .
30- ~1~~~~m~o®~ xi~l~~f>'
2s r~d96~~~ ~~~~®`~ ~o~®~ ~i~
24_ ~t~~~ ~~~~~~°~o~~ C~ll1
22.
0 20 ~~biftl~t ®~~f~tl[l°~o[~®oe
LL 1g:
14_ ~j
4
50 52 54 56 58 60
0 0 , 2 4 ti 8 10 12 14 16 18 20 22 24 26T'~me ( 32 34 36 38 40 42 44 46 48
hours)

~®~9®~ ashevilleTMM ~5--gear .~urat/on=.5 rnirr, .~n~err=8. ~9 in/hr
Prepared F~~ B8t®06CS ACID ME®L®CK EstlGIrvEERI~G Page ~~
Fi ~droGAD®3 00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10 4r 2007
Time Runoff
(hours) (~s)
0.00 ~•®®
0.50 ®.~®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00 '~
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
a.oo o.oo
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
X5.50 0.00

Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
', 47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (~s)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

~~~®~ ashevi//e7-i~ll+~ ~.~ Fear ®~~ation=~ ruin, .~nt~~n=~ ®9 in/hr
Prepared by 8R®©l<S AlV® ME®L®CCC Ei~CIi~EERING Page 16
HydroCAD®8 00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
C~~i1i1~ ~~o ~~~~ ~®~~~
Inflow Area = 15.900 ac, Inflow Depth = 0.37" for 25-Year event
Inflow = 68.84 cfs @ 0.08 hrs, Volume= 0.491 of
Outflow = 7.41 cfs @ 0.16 hrs, Volume= 0.473 af, Atten= 89%, Lag= 4.6 min
Primary = 7.41 cfs @ 0.16 hrs, Volume= 0.473 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 2,183.00' Surf.Area= 13,684 sf Storage= 39,250 cf
Peals Elev= 2,184.31' @ 0.16 hrs Surf.Area= 17,260 sf Storage= 59,534 cf (20,284 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= 782.6 min (787.6 - 5.0 )
Volume Invert Avail Storage Storage Description
#1 2,178.00' 93,793 cf ~t~~®~ ~~~~ ~~~ Qf~rrii~~~~iic~- Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,178.00 2,344 0 0
2,179.00 4,171 3,258 3,258
2,180.00 6,896 5,534 8,791
2,181.00 8,942 7,919 16,710
2,182.00 11,227 10,085 26,795
2,183.00 13,684 12,456 39,250
2,184.00 16,344 15,014 54,264
2,185.00 19,265 17,805 72,069
2,186.00 24,184 21,725 93,793
Device Routin Invert Outlet Devices
#1 Primary 2,178.00' ~4.®°° ~ ~~~.®° 8®rag COe~9e~~~ RCP, groove end w/headwall, I<e= 0.200
Outlet Invert= 2,172.80' S= 0.0473 '/' Cc= 0.900 n= 0.012
#2 Device 1 2,183.00' ~.~°° ~~~. ®o°ii~u~e/~~°~g~ C= 0.600
#3 Device 1 2,184.00' 4~.©°° [~®ra~. ®a°ii~a~~/C~~°~g~ Limited to weir flow C= 0.600
~oarra~u°~ ®a~t~ll®~ ~iax=7.37 cfs @ 0.16 hrs HW=2,184.31' (Free Discharge)
-~~~~~~ (Passes 7.37 cfs of 43.58 cfs potential flow)
~~~®a~ii~u~~/C~~°~~~ (Orifice Controls 0.18 cfs @ 5.29 fps)
~®®~ii~uc~~/~U~~~ (Weir Controls 7.19 cfs @ 1.83 fps)

• ashevil/e71~M ZS-D'ear ®uration=5 min, .Inters=~ 09 in/hr
®~~ ~ Page 17
Prepared by 6R®GKS Ai~D MEflL®CEC El~GINEE9tIfVG 10/4/2007
HydroC,4D®8 00 s/n 005122 ©2006 HydroCAD Software Solutions LLC
f~~i~~ ~.~o Qr~~~e,~®~~1~
F9ydrograph
^ inflow
^ Primary
~o-
65 ':
60 -
55 /I
50-
M 45 ~'
40: ~/
'~ 4,%~,
~ 35-
30=
i
25.
20. ~/I
15-
~c~~~ ~~~~®~~~ ~~o~~
ft~~~~~®~~9~~~ ~
38 40 42 44 46 48 50 52 54 56 58 60
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 ; ~4„ 36 , . ~....,, .. ,
Time (hours

~®I~®~ ashevi/le7'MM 25-dear Durati®n=.~ rain, Intan=~ 09 in/hr
Prepared by BROOKS AND NiE®LOCK Ei~GIRIEERIMVG Page 18
H ~droCAD®8 00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
~~d~~~~~f~ ff®~ ~®a~a9 fll~o ~r~~e~r l~®eo~~
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) ..(feet) (cfs)
0.00 ®.®® 3~,~~i® ~,~~~.®® ®.®®
1.00 ®.®® ~4,~®® ~,~~4.®fl ®.~3
2.00 0.00 53,868 2,183.98 0.15
3.00 0.00 53,322 2,183.94 0.15
4.00 0.00 52,786 2,183.91 0.15
5.00 0.00 52,262 2,183.88 0.14
6.00 0.00 51,748 2,183.84 0.14
7.00 0.00 51,245 2,183.81 0.14
8.00 0.00 50,754 2,183.78 0.14
9.00 0.00 50,273 2,183.75 0.13
10.00 0.00 49,804 2,183.72 0.13
11.00 0.00 49,346 2,183.69 0.13
12.00 0.00 48,899 2,183.66 0.12
13.00 0.00 48,463 2,183.63 0.12
14.00 0.00 48,039 2,183.61 0.12
15.00 0.00 47,626 2,183.58 0.11
16.00 0.00 47,225 2,183.55 0.11
17.00 0.00 46,835 2,183.53 0.11
18.00 0.00 46,457 2,183.50 0.10
19.00 0.00 46,090 2,183.48 0.10
20.00 0.00 45,735 2,183.45 0.10
21.00 0.00 45,392 2,183.43 0.09
22.00 0.00 45,061 2,183.41 0.09
23.00 0.00 44,742- 2,183.39 0.09
24.00 0.00 44,434 2,183.37 0.08
25.00 0.00 44,138 2,183.35 0.08
26.00 0.00 43,855 2,183.33 0.08
27.00 0.00 43,583 2,183.31 0.07
28.00 0.00 43,324 2,183.29 0.07
29.00 0.00 43,076 2,183.27 0.07
30.00 0.00 42,841 2,183.26 0.06
31.00 0.00 42,618 2,183.24 0.06
32.00 0.00 42,408 2,183.23 0.06
33.00 0.00 42,209 2,183.21 0.05
34.00 0.00 42,020 2,183.20 0.05
35.00 0.00 41,845 2,183.19 0.05
36.00 0.00 41,685 2,183.17 0.04
37.00 0.00 41,538 2,183.16 0.04
38.00 0.00 41,403 2,183.15 0.04
39.00 0.00 41,280 2,183.15 0.03
40.00 0.00 41,166 2,183.14 0.03
41.00 0.00 41,062 2,183.13 0.03
42.00 0.00 40,967 2,183.12 0.03
43.00 0.00 40,880 2,183.12 0.02
44.00 0.00. 40,798 2,183.11 0.02
45.00 0.00 40,722 2,183.11 0.02
46.00 0.00 40,651 2,183.10 0.02
47.00 0.00 40,585 2,183.10 0.02
48.00 0.00 40,522 2,183.09 0.02
49.00 0.00 40,464 2,183.09 0.02
50.00 0.00 40,410 2,183.Og 0.01
51.00 0.00 40,359 2,183.08 0.01
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (~s)
52.00 0.00 40,312 2,183.08 0.01
53.00 0.00 40,268 2,183.07 0.01
54.00 0.00 40,226 2,183.07 0.01
55.00 0.00 40,187 2,183.07 0.01
56.00 0.00 40,151 2,183.07 0.01
57.00 0.00 40,117 2,183.06 0.01
58.00 0.00 40,086 2,183.06 0.01
59.00 0.00 40,056 2,183.06 0.01
60.00 0.00 40,029 2,183.06 0.01

~®[~9®~ as~he+~il/e~N7N65®-dear ®ura~ion=5rnin, /nten=~.&'2irr/hr
Prepared by ER®OKS AND MEDL~DCK ENGINEERING Page 19
HvdroCAD®8 00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-ind+Trans method -Pond routing by Stor-Ind method
~~~~ait~l~rroae~tt ~~~^ ~~~~ ~~~~~$~ Runoff Area=15.900 ac Runoff Depth=0.39"
Tc=5.0 min C=0.55 Runoff=73.35 cfs 0.523 of
SS1i909~~1it~~96~'d~09f~ ~~o Q~~~ ~p~gy~~~~ Runoff Area=15.900 ac Runoff Depth=0.22"
Tc=5.0 min C=0.30 Runoff=40.01 cfs 0.285 of
P®~9~ ~.~= Qw~e~w ~®r~dl~ Pea!< Elev=2,184.37 Storage=60,546 cf Inflow=73.35 cfs 0.523 of
OutFlow=9.55 cfs 0.505 of
T®~~ L~~w©~v Qrr~~ _ ~~o~t~0 ~~ ~~~®~rfr ~~®~~rr~~ ®®o~®~ ~~ pe~~rr~~ca [~~w~'~rtr ~~~~~ _ ®0~3~00
~.0®0®®®/® ~e~u®~~ Q~~~ _ ~~,o~C~® ~cc ~o®®®/® ~~ro~~rr~u®a~~ ~~ce~ _ ®o~®® ~~

- ~~~®~ asl~evi//e/•M'f~ .~D dear duration=5 ~r>in, ~nt~n=~ ~2 in/hr
Prepared ~y sR®®KS AN® NiE®L®CI< ENGINEERING Page 20
HydroCAD®8 00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
~~~c~~~~~~~~ ~~~o Qu~~~ ~~~~~~
Runoff = 73.35 cfs @ 0.08 hrs, Volume= 0.523 af, Depth= 0.39"
Runoff o,y Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 50-Year Duration=5 min, Inten=8.62 in/hi•
Area (ac) C Description
15.900 0.55
15.900 0.55 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (fleet) (ft/ft) ft sec) (cfs)
5.0 ®iirrr~~L ~~~tc~'~o
~~~~~~P~~~~~ ~~~o Q€~~~ ~~~~~t~~
E~ymr®~~~o->I
^ Runoff
~o ~~f~~e~a~6~~~ ~~®~~~~
65 ®~~~~~®~®~ Il~llll~ls
so ~~'~~~®~o~~ 01~e~B°
55
45- ~~~® ~®~~l~t1E~®~oe~~x31 ~~
LL 35. !~€~el~~~ ~~~~~®®o~~®v
30. ~~®~o® ~tjl~
25- ~°®o ~~
20-
10
0 2 4 6 8 10 12 14 i6 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

~~~®~ ashe~illel-f~1Ni .~©-Year ®urafion=5 rain, ~nfen=8.6~ in/h~
Prepared by BROOKS Af~D MEDLOCOC EfVGIf~EERIIVG Page 21
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLB 10/4/2007
C~~y~9c®~~~~~ f®~ ~a~~~~~P~a~a~~$ ~~~a ~e~ee~ ~a~~~~~
Time Runoff
(hours) (cfs)
0.00 ®.®®
0.50 ®.~®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 .0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 .0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

~®Rg~ ~ ashevi//e~MM S®-dear ®uration=5 ruin, dnten=~ ~6~ in%r~r
Prepared by 8R®C~I<S Alv® IviEDL®C~c E6\IGIf~EERIIVG Page 22
~lvdroCAD®8 00 s/n 005122 ©2006 HydroCAD Software Solutions PLC 10/4/2007
~~~~~~~~~~~~ ~~o Q~~~~ ~a~~~~t~~
Runoff = 40.01 cfs @ 0.08 hrs, Volume= 0.285 af, Depth= 0.22"
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 50-Year Duration=5 min, Inters=8.62 in/hr
Area (ac) C Description -
15.900 0.30
15.900 0.30 Pervious Area
Tc Length Slope Velocity Capacity Description
{min) (feet) (fi:/ft) {ft/sec) (cfs)
5,0 ©a[r~c~ ~~~~'90
~~[b~~t~~~~~~~ ~~~~ Qi~~~ ~~~~~g-
a~v~rr~~w~~h
^ Runoff
40.~ ~ ,~ ~~l1liG~~~~C~~IJCYEi~ ~®® ~i ~e~l~
38"
36.
~I~1P~~0®~®J 1~19~1y
34=
32- u~ m~
~~~~I~®C~o~F~ ~li~~~tl6'
30
28.
r~~1~11® ~P~~im°~ ~m~®® ~~
2s=
v 24"
o~~~ ~~
®
d tl ~"~ ®~I~~~®
~(~IQ~I
~
i° 20: ~~
{
(
~
~~~~~ ®~~~Ill]®®o~~ea
1a= ~1 C~~~o® E01'~Bll'~
1s:
14
l~®~o~~
12
10'
8'
4 -~
2. i
0 0. 2 _ 4, „6 8 10 12..1,4..16 ..18 20 22. ........ , _ .. _ _ . _ ,
24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time {hours)

~~(~9®~ ashevi//eTi~Il~7 5l~ dear ®r~ration=~ min, Trrte.~=~ 6~ ira/hr
Prepared ~y 8E~®®EC5 AN® f~E®L®C~ ENGINEERING Page 23
HLir_iroCADn 8.00 s/n 005122 Cc~ 2006 HvdroCAD Software Solutions LLC 10/4/2007
~~~~~~~~~ ~®~ ~~~~~~c~6~a~t~~~ ~~a Q~~e~ ~a~~~~g~
Time Runoff
(hours) (cfis)
0.00 ®.®®
0.50 ®.®®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0:00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

[~®~~ ~ ashevil/eTMM.~O-dear fl~ration=.~ mirr, .tnter~=~ 6Z in/hr
Prepared by BR®OKS ARI® NiE®Lt1Clt ERIGIf~EERIiVG Page 24
FiydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
~~f~~ ~f~o ~~8~~9 ~®6~~~
Inflow Area = 15.900 ac, Inflow Depth = 0.39" for 50-dear event
Inflow = 73.35 cfs @ 0.08 hrs, Volume= 0.523 of
Outflow = 9.55 cfs @ 0.16 hrs, Volume= 0.505 af, Atten= 87%, Lag= 4.4 min
Primary = 9.55 cfs @ 0.16 hrs, Volume= 0.505 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 2,183.00' Surf.Area= 13,684 sf Storage= 39,250 cf
Peals Elev= 2,184.37' @ 0.16 hrs Surf.Area= 17,431 sf Storage= 60,546 cf (21,296 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-~dass det. time= 734.7 min (739.7 - 5.0 )
Volume Invert Avail.Stora~e Storage Description
#1 2,178.00' 93,793 cf (Oao~~®r~ ~tr~~~ ®~f~ Qf~a°as~rrru~~o~~ Listed below (Recalc)
Elevation SurF.Area Inc.Store Cum.Store
(feet (sq-ft) (cubic-feet) (cubic-feet)
2,178.00 2,344 0 0
2,179.00 4,171 3,258 3,258
2,180.00 6,896 5,534 8,791
2,181.00 8,942 7,919 16,710
2,182.00 11,227 10,085 26,795
2,183.00 13,684 12,456 39,250
2,184.00 16,344 15,014 54,264
2,185.00 19,265 17,805 72,069
2,186.00 24,184 21,725 93,793
Device Routing Invert Outlet Devices
#1 Primary 2,178.00' ~~.~°° ~ ~~®.®° it®~~ ~a~i~veo°t RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 2,172.80' S= 0.0473 '/' Cc= 0.900 n= 0.012
#2 Device 1 2,183.00' ~.~°° ~e~. c~~°iifta~~®~a°~$~ C= 0.600
#3 Device 1 2,184.00' ~~.Q-°° ~®~a~z. t~rro tf o~~~~r~~~~ Limited to weir t'low C= 0.600
~oo~a~a~,f ®ao~tF~®e~ ~iax=9.44 cfs @ 0.16 hrs HW=2,184.37' (Free Discharge)
=~~9~cartk (Passes 9.44 cfs of 43.82 cfs potential flow)
~~=®a°a~O~~/~~~~~ (Orifice Controls 0.18 cfs @ 5.42 fps)
~_~a°fifFu~~/~U~$~ (Weir Controls 9.26 cFs @ 1.99 fps)

[~~~~ ~ ~shevi//eTMI~ 5®-deer ®trra~ion=5 rain, Zn~en=8.6~ in/hr
Prepared by ER®®KS Ai~® ME®L~DCK EiVGIi~EE~f~G Page 25
HydroCAD® 0.00 s/n 005122 ©2006 HydroC,4D Sol~ware Solutions LLC 10/4/2007
~®Qfl~ ~,~o ~8`tlt~~ f~®89~~
F6ydrograph
iJ Inflow
^ Primary
U
S'
d
IL
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

~~(~®~ ashevi//e7"MI~I.~O-Year .duration=.~ min, Inten=~ z~~ in/fir
Prepared by BR®®C<S Ai~® ME®LGC~C ElVGINEERI6~G Page 26
H~rdroCAi3®8 00 s/n 005122 ©2006 iiydroCA® Software Solutions LLC 10/4/2007

Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 ®.®® 3~y~~® ~,]1~3.®® ®.®®
1.00 ®.®® ~~®~i~,97 2a~~4.®~ ®.~~
2.00 0.00 53,885 2,183.98 0.15
3.00 0.00 53,339 2,183.94 0.15
4.00 0.00 52,803 2,183.91 0.15
5.00 0.00 52,278 2,183.88 0.14
6.00 0.00 51,765 2,183.85 0.14
7.00 0.00 51,262 2,183.81 0.14
8.00 0.00 50,770 2,183.78 O. i~r
9.00 0.00 50,289 2,183.75 0.13
10.00 0.00 49,819 2,183.72 0.13
11.00 0.00 49,360 2,183.69 0.13
12.00 0.00 48,913 2,183.66 0.12
13.00 0.00 48,477 2,183.63 0.12
14.00 0.00 48,053 2,183.61 0.12
15.00 0.00 47,639 2,183.58 0.11
16.00 0.00 47,238 2,183.55 0.11
17.00 0.00 46,847 2,183.53 0.11
18.00 0.00 46,469 2,183.50 0.10
19.00 0.00 46,102 2,183.48 0.10
20.00 0.00 45,747 2,183.45 0.10
21.00 0.00 45,403 2,183.43 0.09
22.00 0.00 45,071 2,183.41 0.09
23.00 0.00 44,752 2,183.39 0.09
24.00 0.00 44,444 2,183.37 0.08
25.00 0.00 44,147 2,183.35 0.08
26.00 0.00 43,864 2,183.33 0.08
27.00 0.00 43,592 2,183.31 0.07
28.00 0.00 43,332 2,183.29 0.07
29.00 0.00 43,084 2,183.27 0.07
30.00 0.00 42,848 2,183.26 0.06
31.00 0.00 42,625 2,183.24 0.06
32.00 0.00 42,414 2,183.23 0.06
33.00 0.00 42,215 2,183.21 0.05
34.00 0.00 42,025 2,183.20 0.05
35.00 0.00 41,851 2,183.19 0.05
36.00 0.00 41,690 2,183.18 0.04
37.00 0.00 41,542 2,183.16 0.04
38.00 0.00 41,407 2,183.16 0.04
39.00 0.00 41,283 2,183.15 0.03
40.00 0.00 41,170 2,183.14 0.03
41.00 0.00 41,066 2,183.13 0.03
42.00 0.00 40,970 2,183.12 0.03
43.00 0.00 40,882 2,183.12 0.02
44.00 0.00 40,801 2,183.11 0.02
45.00 0.00 40,725 2,183.11 0.02
46.00 0.00 40,653 2,183.10 0.02
47.00 0.00 40,587 2,183.10 0.02
48.00 0.00 40,524 2,183.09 0.02
49.00 0.00 40,466 2,183.09 0.02
50.00 0.00 40,412 2,183.08 0.01
;1.00 0.00 40,361 2,183.08 0.01
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)_
52.00 0.00 40,313 2,183.08 0.01
53.00 0.00 40,269 2,183.07 0.01
54.00 0.00 40,227 2,183.07 0.01
55.00 0.00 40,189 2,183.07 0.01
56.00 0.00 40,152 2,183.07 0.01
57.00 0.00 40,118 2,183.06 0.01
58.00 0.00 40,087 2,183.06 0.01
59.00 0.00 40,057 2,183.06 0.01
60.00 0.00 40,029 2,183.06 0.01

~®~~ ~ ashe!/i//eTJ+~II~I 1®lJ-i~ea~ ®t~ration=5 min, ~nten=9.68 rn/h~
Prepared by ~R®OKS AfiID ME®L®GK EiVG~~lEERING Page 27
NydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC ~ 0/4!2007
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points
Runoff by Rational method, Rise/Fall=1.0/1.0 xTc
Reach routing by Stor-Ind+Trans method -Pond routing by Stor-Ind method
~~fm~tk~khrre~~~att @~9~~o Q~~~ ~~G~~~~~ Runoff Area=15.900 ac Runoff Depth=0.44"
Tc=5.0 min C=0.55 Runoff=82.37 cfs 0.587 of
~ta~~at~'~~raer~tt ~fn'7~~: Qm~ee~ ~ae~a~~~ Runoff Area=15.900 ac Runoff Depth=0.24"
Tc=5.0 min C=0.30 Runoff=44.93 cfs 0.320 of
~®r~~ ~Po Q~c~~ ~®~a~~ Peak Elev=2,184.d~8' Storage=62,503 cf Inflow=82.37 cfs 0.587 of
®utFlow=:14.00 c+`s 0.569 of
5f ot~~ L°3Mfr~®~fF prr~~ m ~~ a~®® ~c~ f~a~Wmf~r M®0+~[~ttm ®Oo~©11 ~f Qe9~r~~t~~ I~[~I~®~ff ®~[pi~Ga ®©o~~~~
®®o®~®,/® G~(~€PRA6®l~~ Q~~G~ s ~1,oce®® c~ll~ ®o~®®.v°® IIGPf11~3~1i~99®I~I~ ~~'l~~l = ®o®®® ca~C~

• (~®G~~ ~ ashevilleTMly/ 1~®-Year ®r~ration=.~ rain, ~nten=9.6'~ in/hr
Prepared by SR®®KS Af~® ME®L®CK EfVGIIVEERIRIG Page 28
HydroCAD® 8.00 s/n 005122 ©2006 HydroCAD Software Solutions LLC 10/4/2007
~~~~~~~~~~~ ~~~o Q~e~ ~~9~~~~~
Runoff = 82.37 cfs @ 0.08 hrs, Volume= 0.587 af, Depth= 0.44"
Runoff by Rational method, Rise/Fall=1.0/1.0 xT'c, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 100-Year Duration=5 min, Inten=9.68 in/hr
Area (ac) C Description
15.900 0.55
15.900 0.55 Pervious Area
Tc Length Slope Velocity Capacity Description
_ (min) (feet) (rQ:/ft) (ft/sec) (cfs)
5.0 ®u~~~ ~~~~e~o
~1~~~~~~~~~~ ~~~~o Qi~~e~ ~a~~~~~~
Hya~rograg~ia
90
80 ~~f~~~~8~~~i{~~ ~~~~~~~r~
~o= g~
55:
50 ~~ii~®~ ~~~~e®~a3~7 ~~
° 45 ~~~~~ ®~~~~®®o~~oo
u. 40 .
35 ~~o®~o® ~~~
30_
25: ~'~©o~~
15
10
5
^ Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

[~®~~ ~ ashe~i//eTMM.iD®-i/ear ®urati®n=.min, Inten=9.~~in/hr
prepared by ~R®®KS Ai~® ME®LGCK Ef~GINEERIi~G Page 29
HydroCAD® 8.00 s/n 005122 ©2006 HydroC6aD Software Solutions LLC 10/4/2007

Time Runoff
(hours) (cfs)
0.00 ®.®®
0.50 ®.®®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
1s.oo o.oo
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.50 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

Y
• ~®f~1~ ~ ashe~i//ei0i9/~/ 1®®-dear ®uration=.S min, Ini`en=9 68 in/hr
Prepared by ~R®®KS AND MEDL®CK ElUGIIVEERIIVG Page 30
iiydroCAD® 8.00 s/n 005122 ©2006 HVdroCAD Software Solutions LLC 10/4/2007
~~~~~~O~~e~n~ ~~~ Q~~~ ~~n[~c~$~
Runoff = 44.93 cfs @ 0.08 hrs, Volume= 0.320 af, Depth= 0.24"
Runoff by Rational method, Rise/Fall=1.0/1_.0 xTc, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
ashevilleTMM 100-Year Duration=5 min, Inten=9.68 in/hr
Area (ac) C Description
15.900 0.30
15.900 0.30 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
S.O ®~G~C~ L~W~II`1~4®
~~~~~~G~~~~~ 9~`?~o Q~oc~e~ ~~~~~~~
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14 ~`®®oe?J~
12
10
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6
4
2
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

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Time Runoff
(hours) (cfs)
0.00 ®.®®
0.50 ®.®®
1.00 0.00
1.50 0.00
2.00 0.00
2.50 0.00
3.00 0.00
3.50 0.00
4.00 0.00
4.50 0.00
5.00 0.00
5.50 0.00
6.00 0.00
6.50 0.00
7.00 0.00
7.50 0.00
8.00 0.00
8.50 0.00
9.00 0.00
9.50 0.00
10.00 0.00
10.50 0.00
11.00 0.00
11.50 0.00
12.00 0.00
12.50 0.00
13.00 0.00
13.50 0.00
14.00 0.00
14.50 0.00
15.00 0.00
15.50 0.00
16.00 0.00
16.50 0.00
17.00 0.00
17.50 0.00
18.00 0.00
18.50 0.00
19.00 0.00
19.50 0.00
20.00 0.00
20.50 0.00
21.00 0.00
21.50 0.00
22.00 0.00
22.50 0.00
23.00 0.00
23.50 0.00
24.00 0.00
24.50 0.00
25.00 0.00
25.50 0.00
Time Runoff
(hours) (cfs)
26.00 0.00
26.50 0.00
27.00 0.00
27.50 0.00
28.00 0.00
28.50 0.00
29.00 0.00
29.50 0.00
30.00 0.00
30.50 0.00
31.00 0.00
31.50 0.00
32.00 0.00
32.50 0.00
33.00 0.00
33.50 0.00
34.00 0.00
34.50 0.00
35.00 0.00
35.50 0.00
36.00 0.00
36.50 0.00
37.00 0.00
37.50 0.00
38.00 0.00
38.50 0.00
39.00 0.00
39.50 0.00
40.00 0.00
40.50 0.00
41.00 0.00
41.50 0.00
42.00 0.00
42.50 0.00
43.00 0.00 i
43.50 0.00
44.00 0.00
44.50 0.00
45.00 0.00
45.5D 0.00
46.00 0.00
46.50 0.00
47.00 0.00
47.50 0.00
48.00 0.00
48.50 0.00
49.00 0.00
49.50 0.00
50.00 0.00
50.50 0.00
51.00 0.00 ;
51.50 0.00
Time Runoff
(hours) (cfs)
52.00 0.00
52.50 0.00
53.00 0.00
53.50 0.00
54.00 0.00
54.50 0.00
55.00 0.00
55.50 0.00
56.00 0.00
56.50 0.00
57.00 0.00
57.50 0.00
58.00 0.00
58.50 0.00
59.00 0.00
59.50 0.00
60.00 0.00

[~®~9® `~ ashe/i/%7i~1~ 100-~e~r aurat>on=.~ irrin, .tnten=9 60 in/!~r
Prepared sy l3R®®KS Al~® ME®LOCCC El`JGIfVEERII~G Page 32
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Inflow Area = 15.900 ac, Inflow Depth = 0.44°' for 100-Year event
Inflow = .82.37 cfs @ 0.08 hrs, Volume= 0.587 of
Outflow = 14.00 cfs @ 0.15 hrs, Volume= 0.569 af, Atten= 83%, Lag= 4.2 min
Primary = 14.00 cfs @ 0.15 hrs, Volume= 0.569 of
Routing by Stor-Ind method, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Starting Elev= 2,183.00' Surf.Area= 13,684 sf Storage= 39,250 cf
Pea@c Llev= 2,184.48' @ 0.15 hrs Surf.Area= 17,756 sf Storage= 62,503 cf (23,253 cf above start)
Plug-Flow detention time= (not calculated: initial storage excedes outflow)
Center-of-Mass det. time= 654.4 min (659.4 - 5.0 )
Volume Invert Avail.Storage Stora a Description
#1 2,178.00' 93,793 cf COan~ft®rrw ~ft~~~ ®~t~ Qf~rrii~rrr~~tt6~- Listed below (Recalc)
Elevation Surf.Area Inc.Store Com.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
2,178.00 2,344 0 0
2,179.00 4,171 3,258 3,258
2,180.00 6,896 5,534 8,791
2,181.00 8,942 7,919 16,710
2,182.00 11,227 10,085 26,795
2,183.00 13,684 12,456 39,250
2,184.00 16,344 15,014 54,264
2,185.00 19,265 17,805 72,069
2,186.00 24,184 21,725 93,793
Device Routing Invert Outlet Devices
#1 Primary 2,178.00' ~~o®°' ~ ft~®e®° D®atag ~aell~~~ RCP, groove end w/headwall, Ke= 0.200
Outlet Invert= 2,172.80' S= 0.0473 '/' Cc= 0.900 n= 0.012
#2 Device 1 2,183.00' ~o~°° ~9~~[to ~a-a~~~/~~~g~ C= 0.600
#3 Device 1 2,184.00' ~~.®°° ~rfi®~°o~o ®e°ii rf o~~Q(~r~~ttc~ Limited to weir flow C= 0.600
~o~~rey ®a~~~0®er~ Max=13.90 cfs @ 0.15 hrs t~W=2,184.48' (Free Discharge)
~° =CO~n9er~~ (Passes 13.90 cfs of 44.27 cfs potential flow)
~~=®~ii~ucc~®~rra~trc~ (Orifice Controls 0.19 cfs @ 5.65 fps)
=~~'i~~~Q~~a~ft~ (Weir Controls 13.71 cfs @ 2.27 fps)

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G~ Inflow
^ Primary
0
u ~ 4 n n i u i ~ ~ 4 ~ ti its Zu 22 24 26 Z8 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60
Time (hours)

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Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 ®.®~ ~~,~ s® Z,~.l~~.®® 0.®®
1.00 ®.®® ~4,~~~ ~,~.®~ ®.~~
2.00 0.00 53,910 2,183.98 0.15
3.00 0.00 53,363 2,183.94 0.15
4.00 0.00 52,827 2,183.91 0.15
5.00 0.00 52,302 2,183.88 0.14
6.00 0.00 51,787 2,183.85 0.14
7.00 0.00 51,284 2,183.81 0.14
8.00 0.00 50,791 2,183.78 0.14
9.00 O.DU 50,310 2,183.75 0.13
10.00 0.00 49,840 2,183.72 0.13
11.00 0.00 49,381 2,183.69 0.13
12.00 0.00 48,933' 2,183.66 0.12
13.00 0.00 48,496 2,183.64 0.12
14.00 0.00 48,071 2,183.61 0.12
15.00 0.00 47,658 2,183.58 0.11
16.00 0.00 47,255 2,183.55 0.11
17.00 0.00 46,865 2,183.53 0.11
18.00 0.00 46,485 2,183.50 0.10
19.00 0.00 46,118 2,183.48 0.10
20.00 0.00 45,762 2,183.46 0.10
21.00 0.00 45,418 2,183.43 0.09
22.00 0.00 45,086 2,183.41 0.09
23.00 0.00 44,766 2,183.39 0.09
24.00 0.00 44,457 2,183.37 0.08
25.00 0.00 44,160 2,183.35 0.08
26.00 0.00 43,876 2,183.33 0.08
27.00 0.00 43,604 2,183.31 0.07
28.00 0.00 43,344 2,183.29 0.07
29.00 0.00 43,095 2,183.27 0.07
30.00 0.00 42,858 2,183.26 0.06
31.00 0.00 42,635 2,183.24 0.06
32.00 0.00 42,424 2,183.23 0.06
33.00 0.00 42,224 2,183.21 0.05
34.00 0.00 42,034 2,183.20 0.05
35.00 0.00 41,858 2,183.19 0.05
36.00 0.00 41,697 2,183.18 0.04
37.00 0.00 41,549 2,183.17 0.04
38.00 0.00 41,413 2,183.16 0.04
39.00 0.00 41,289 2,183.15 0.03
40.00 0.00 41,175 2,183.14 0.03
41.00 0.00 41,070 2,183.13 0.03
42.00 0.00 40,974 2,183.12 0.03
43.00 0.00 40,886 2,183.12 0.02
44.00 0.00 40,804 2,183.11 O.OZ
45.00 0.00 40, 728 2,183.11 0.02
46.00 0.00 40,656 2,183.10 0.02
47.00 0.00 40,590 2,183.10 0.02
48.00 0.00 40,527 2,183.09 0.02
49.00 0.00 40,469 2,183.09 0.02
50.00. 0.00 40,414- 2,183.08 0.01
51.00 0.00 40,363 2,183.0$ 0.01
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
52.00 0.00 40,315 2,183.08 0.01
53.00 0.00 40,271 2,183.07 0.01
54.00 0.00 40,229 2,183.07 0.01
55.00 0.00 40,190 2,183.07 0.01
56.00 0.00 40,154 2,183.07 0.01
57.00 0.00 40,120 2,183.06 0.01
58.00 0.00 40,088 2,183.06 0.01
59.00 0.00 40,058 2,183.06 0.01
60.00 0.00 40,031 2,183.06 0.01

~~~~~~~~~a~~a~

1
~®se Hill - 9 9g~®~
SECTIOh9 02200 - EARTHWORK Af~D SITE GRADIRIG
PART 1 -GENERAL
1.1 RELATED DOCUMEiiITS
A. Drawings and general provisions of Contract, including General and Supplementary
Conditions and other Division-1 Specification Sections, apply to this Section.
1.2 SUMMAR`(
A. This Section includes stripping, stockpiling, and redistribution of topsoii, rough grading,
rock removal, and excavation and fill of the site.
13. Rela~ked Sections: The following Sections contain requirements that relate to this
Section:
1. Site Clearing
2. Demolition
3. Building Excavation .and Fill
4. Soil Erosion
5. Pre-Splitting of Rock and Excavation
6. Concrete Walks and Paving
7. Concrete Curbs and Gutters
8. Asphalt Paving
9. Site Drainage
1.8 EXISTIRIG CONDITIORIS
A. Site Information: The data on indicated subsurface conditions are note intended as
representations or warranties of the accuracy or continuity between soil borings. It is
expressly understood that the Owner will not be responsible for interpretations or
conclusions drawn there from by the Contractor. The data is made available for the
convenience of the Contractor. All excavation is unclassified except for rock as
described herein. Additional test borings and other exploratory operations may be made
by the Contractor at no cost to the Owner.
B. Acceptance: Contractor is required to accept actual conditions at site and do work
specified without additional compensation for possible variation from grades and
conditions shown, whether surface or subsurface. All grading work shall be unclassified
except for rock as described herein.
1.~ PROTECTION
A. Bench Marks: Maintain carefully all bench marks, monuments and other reference
points. If disturbed or destroyed, replace as directed. If found at variance with the
Drawings, notify the Designer before proceeding to lay out work. Contractor shall be
responsible for all dimensions and elevations at the site.
CARTI-1VVORt~: AiVD SITE GRADII~IG 02200 - 1

R®se B~iil - 199806
B. Protection of Existing Work Remaining: All existing curbs, sidewalks and paving to
remain that are damaged in performance of this work shall be restored without extra cost
to the Owner in the manner prescribed by authorities having jurisdiction.
1.5 Trees
A. See Site Clearing
PART 2 -PRODUCTS
2.1 MATERIALS
A. Topsoil: Topsoil may or may not be required to be imported to the site. Topsoil shall
come from stockpiles of topsoil excavated on site and stored as desic~nateci on plans or
from an off-site borrow pit approved by the Designer.
B. Surplus Topsoil Material: Remove surplus excavated materials from the site and legally
dispose of it.
C. Fill Material: Material for fill shall be free from roots, wood or other organic material.
Earth used for fill under floor slabs and other surfaced areas shall be approved by
laboratory tests. Stones larger than 4~" maximum dimension shall not be used in the
upper 6" of fill or embankment. Use suitable excavated material for required fills and
backfills. The Independent Testing Laboratory (ITL) will determine the suitability of all
materials to be used as fill. (See Building Excavation and Fill for additional requirements
of backfilling).
PART 3 - EXECUTIORI
3.1 II~SPECTIORI
A. Examine the areas and conditions under which earthwork and site grading is to be
performed and notify the Designer in writing of conditions detrimental to the proper and
timely completion of the work. Do not proceed with the work until unsatisfactory
conditions have been corrected in an acceptable manner. For additional information see
the Subsurface Exploration Report included in this Document.
3.2 TESTIf~G
A. Laboratory: The Owner shall employ services of an ITL to perform test required under
this section.
B. Quality Control Testing During Construction
1. Testing service must inspect and apprr~ve subgrades and fill layers before further
construction work is performed thereon. Perform field density tests in
accordance with ASTM D-698.
2. Make at least one field density test of the subgrade for event 2500 sq. ft. of
paved area, but in no case less than 3 tests.
EARTI-IWORI~C AivD SITE GRADIi~G 02200 - 2

~®se Gill - 199506
3. All subgrade to receive pavement shall be proof rolled by Contractor using a
tandem axle dump truck fully loaded. All soil that ruts, pumps or deflects
excessively as determined by the ITL shall be removed and replaced with
appropriate material and compacted in accordance with these Specifications and
the Subsurface Exploration's recommendations at Contractor's expense.
4. In each compacted fill layer, make one field density test for every 2500 sq. ft. of
overlaying paved area, but in no case less than 3 tests.
3.3 STF2IPPING, STOCKPILING, AND DISTRIBUTING OF TOPSOIL
A. Conditions: This work shall be carried out when dry weather exists and the topsoil is
reasonably loose and dry.
B. Extent: remove topsoil to its entire depth from the areas within lines °I 0 feet outside of
foundation walls of buildings and from areas to be occupied by walks, steps, paving, and
from out and filled areas.
C. Stockpiling: Pile topsoil in approved locations where it will not interfere with building or
utility operations. Stockpiles shall be ofi such size and shape as will keep loss of topsoil
by erosion and wind to a minimum.
3.4 SITE GRADING
A. Grades: Do all cutting, filling, compacting of fills and rough grading required to bring the
entire area outside of building to sub-grades as follows:
For surface areas (roadways, parking areas, steps and walks) to the underside
of the respective surfacing or base course, as fixed by the finished grades
therefore or as indicated on the plans.
2. For lawn and planted areas, to 4" below finished grade.
B. Fills
7. Where dill is required to raise the existing grades outside of building areas to the
new subgrade elevation indicated, such fill shall be of earth, placed compacted
as specified.
2. Proofroll all subgrade to receive fill with a fully loaded tandem axle dump truck
prior to placing fill material. Proofroll shall be observed by the rJwner's ITL. If
soil ruts, pumps or deflects, remove unsuitable material and replace with suitable
fill material as directed by the ITL. Undercutting and control fill operations shall
be paid on a unit price basis as described on the bid form. This unit price
quantifij includes disposal of unsuitable material off-site and replacing it ~nrith
suitable material obtained on the site. The Contractor shall be responsible for
surveyed measurements of the quantities to be paid. All measurements willae
made in the presence of and as directed by the ITL.
3. Subsurface material determined to be unsuitable for fill operations by the ITL
shall be legally disposed of off site. These operations shall be paid on a unit
price basis as off-site waste material.
FART~?WORK ANI~ SITE GRAI~lNG 0200 - 3

R®ae Hill - 19906
~. Remove all debris subject to termite attack, rot or corrosion, and all other
deleterious materials from areas to be filled. Prior to placing f II material, the
surface of the ground shall be scarified to a depth of 6" and the moisture content
of the loosened material shall be such that it will readily bond with the first layer
of fll material.
5. Place the material in successive horizontal layers in loose depths as described in
the Subsurface Exploration for the full width of the cross section. Deposit fill in
layers no more than ~" thick. Against retaining walls, compact fills in 6" lifts for a
distance of >3 feet outside of such walls. (See 13ackfilfing for building and
Structures).
6. Compact each layer of fill under walks, drives, terraces, parking areas, and
against retaining walls by rolling or tamping to 9S percent density as defined by
ASTM D-69$ as described in the attached Subsurface Exploration. For fills to be
within 2 feet of the subgrade, the upper ~ feet of the subgrade shall be
compacted to 100% density as defined by ASTM D-699 a5 described in •the
attached Subsurface Exploration. Compaction shall be accomplished by the
use of power rollers, machine tampers, or other approved mechanical
equipment. If necessary, soil shall be moistened, or allowed to dry to the correct
moisture content, before compaction. Do not deposit any fill ort a subgrade that
is muddy, frozen, or that contains frost.
7. The ITL must inspect and approve all subgrades and fill layers before further
construction work is performed thereon.
3.5 ROCFC EXCAVATION
A. See Division One and Pre-Splitting of Rock and Excavation Section.
3.6 FIELD QUALITY CONTROL
A. Rough Grading: Rough grading of all areas within the project, including excavated and
filled sections and adjacent transition areas, shall be reasonably smooth, compacted,
and free from irregular surface changes. Provide roundings at top and bottom of banks
and at other breaks in grade. The degree of finish shall be that ordinarily obtainable
from either blade-grader or scraper operations, except as otherwise specified.
E. Tolerances: The finished subgrade surface generally shall be not more than 0.5 foot
above or below the established grade or approved cross section, with due allowance for
topsoil, sod and pavement depth; the tolerance for areas within 10 feet of buildings and
all areas to pave shall not exceed 0.10 foot above or below the established subgrades.
C. Drainage Slope: All ditches, swales and gutters shall be finished to drain readily. The
subgrade shall be evenly sloped to provide drainage away from building walls in all
directions at a grade not less than 1/~" per foot.
EARTHWO R~ AND SITE GRADII'1C 0200 - ~~

R®se will - 19906
3.7 MAINTENANCE
A. Protection of Graded Areas: Protect newly graded areas from traffic and erosion. Keep
free of trash and debris. Repair and re-establish grades in settled, eroded, and rutted
areas to the specified tolerances. Remove all softness or disturbed material and replace
in compacted areas.
B. Reconditioning Compacted Areas: ~JVhere completed compacted areas are disturbed by
subsequent construction operations or adverse weather, scarify the surface, re-shape,
and compact to the required density prior to further construction.
3.8 REDISTRIBUTION OF TOPSOIL
A. Spread stored topsoil to a depth of ~r" over graded areas to be planted with grass.
B. After topsoil is spread, remove all hard lumps of clay, stones over ~" in diamete,~, roots,
limbs and other deleterious matter which would be harmful, or prevent proper
establishment and/or maintenance of lawn and planting area.
END OF SECTION 02200
cAr~TI~WORle AND SITE GR,~DING 02200 - 5

Rose Mill - 199806
- SECTION 02720 -STORM SEWERAGE
PART 1 -GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of Contract, including General and Supplementary Conditions and other
Division 1 Specification Sections, apply to this Section.
B. North Carolina Department of Transportation Standard Specifications for Roads and Structures.
1.2 SUMMARY
A. This Section includes storm sewerage system piping and appurtenances from a point S feet outside the
building to the point of disposal.
B. Related Sections: The following sections contain requirements that relate to this section:
1. Division 2 Section "Earthwork" for excavation and baclcfill required for stone sewerage system
piping and structures.
2. Division 15 Section for building storm drains.
1.3 SUBMITTALS
A. General: Submit the following in accordance with Conditions of Contract and Division 1 Specification
Sections.
B. Product data for drainage piping specialties.
C. Shop drawings for precast or field erected concrete storm drainage manholes and catch basins, including
frames, covers, and grates.
1.4 QUALITY ASSURANCE
A. Environmental Compliance: Comply with applicable portions of local environmental agency regulations
pertaining to storm sewerage systems.
B. Utility Compliance: Comply with local utility regulations and standards pertaining to storm sewerage
systems.
1.5 PROJECT CONDITIONS
A. Site Information: Perform site survey, research public utility records, and verify existing utility locations.
Verify that storm sewerage system piping may be installed in compliance with original design and
referenced standards.
1. Locate existing storm sewerage system piping and structures that are to be abandoned and closed.
1.6 SEQUENCING AND SCHEDULING
A. Coordinate with other utility work.
PART2-PRODUCTS
2.1 M1~.~WFACTURERS
Storm Sewerage
02720 - '

Rose Hill - 199806
' A. Available Manufacturers: Subject to compliance with requirements, manufacturers offering products that
may be incorporated in the Work include but are not limited to the following:
B. Manufacturers: Subject to compliance with requirements, provide products by one of the following:
1. Cleanouts:
a. Ancon, Inc.
b. Josam Co.
c. Smith (Jay R) Mfg. Co.
d. Wade Div.; Tyler Pipe.
e. Zurn Industries, Inc.; Ilydromechanics Div.
2. iJnderground Warning Tapes:
a. Allen Systems, Inc.; Reef Industries, Inc.
b. Brady (W.H.) Co.; Signmarlc Div.
c. Calpico, Inc.
d. Carlton Industries, Inc.
e. EMED Co., Inc.
f. Seton Name Plate Co.
2.2 PIPE AND FITTIIVGS
A. General: Provide pipe and pipe fitting materials compatible with each other.
B. Hub and Spigot Cast-Iron Soil Pipe and Fittings: ASTM A 74, gray cast iron, for compression gasket
joints.
1. Class: Extra Heavy.
2. Gaskets: ASTM C 564, rubber, thiclrness to match class of pipe.
C. Ductile-Iron Culvert Pipe: ASTM A 716, for push-on joints.
1. Lining: AWWA C104, asphaltic material seal coat, minimum 1 mil thick.
2. Gaskets: AWWA C111, rubber.
D. Ductile-Iron Sewer Pipe: ASTM A 746, Class 50, for push-on joints.
1. Lining: AWWA 0104, asphaltic material seal coat, minimum 1 mil thick.
2. Gaskets: AWWA C111, rubber.
E. Reinforced Concrete Sewer Pipe and Fittings: ASTM C 76, Class ffi, Wall B, for rubber gasket joints.
1. Gaskets: ASTM C 443, rubber.
F. Couplings: Rubber or elastomeric sleeve and stainless steel band assembly fabricated to match outside
diameters of pipes to be joined.
1. Sleeves: ASTM C 443, rubber for concrete pipe; ASTM C 564, rubber for cast-iron soil pipe.
Sleeves for dissimilar or other pipe materials shall be compatible with pipe materials being joined.
2. Bands: Stainless steel, one at each pipe insert.
G. Couplings: Rubber or elastomeric compression gasket, made to match pipe inside diameter or hub, and
adjoining pipe outside diameter.
Storm Sewerage 02720 - 2

Rose Hill - 199806
1. Gaskets: ASTM C 443, rubber for concrete pipe; ASTM C 564, rubber for cast-iron soil pipe.
Gaskets for dissimilar or other pipe materials shall be compatible with pipe materials being joined.
2.3 MANHOLES
A. Precast Concrete Manholes: ASTM C 478, precast reinforced concrete, of depth indicated with provision
for rubber gasket joints, with apre-formed gasket per Federal Specifications SS-S-00210.
1. Base Section: 6-inch minimum tiuclrness for floor slab and 4-inch minimum thickness for walls and
base riser section, and having base section with integral floor.
2. Riser Sections: 4-inch minimum thickrness, 48-inch diameter, and lengths to provide depth
indicated.
3. Top Section: Eccentric cone type, unless concentric cone or flat-slab-top type is indicated. Top of
cone to match grade rings.
4. Grade Rings: Provide grade rings as necessary to a maximum of grade adjustment of 12-inches, and
match frame and cover.
5. Gaskets: ASTM C 443, rubber.
6. Steps: Cast into base, riser, and top sections sidewall at 15-inch intervals.
7. Pipe Connectors: ASTM C 923, resilient, of size required, for each pipe connecting to base section.
8. Channel and Bench: Concrete.
B. Brick Manholes: Brick and mortar, of depth indicated.
1. Base, Channel, and Bench: Concrete, 3000 PSI, 8" minimum thiclaiess.
2. Wall: ASTM C 32, Grade MS, manhole brick; 8-inch minimum thickness, 48-inch diameter, with
tapered top for a frame and cover. Thickness of section of wall deeper than 8 feet shall be 12 inches
minimum.
3. Mortar and Parging: ASTM C 270, Type S, using ASTM C 150, Type II Portland cement.
C. Manhole Steps: Wide enough for an adult to place both feet on one step and designed to prevent lateral
slippage offthe step. First step shall be 2-foot from top of structure.
D. Manhole Frames and Covers: ASTM A 536, Grade 30, heavy-duty, ductile iron, with lettering "STORM
SEWER" cast into cover.
2.4 CLEANOUTS
A. General: Provide cast-iron ferrule and countersunk brass cleanout plug, with round cast-iron access frame
and heavy-duty, secured, scoriated cast-iron cover.
2.5 CATCH BASIIVS
A. Precast Concrete Catch Basins: ASTM C 478, precast reinforced concrete, of depth indicated. Sections
shall have provision for rubber gasket joints. Per Federal Specifications SS-S-00210. Base section slab
shall have minimum thickrness of 6 inches, riser sections shall have minimum thickrness of 4 inches and be
48 inches inside diameter, and top section and grade rings shall match frame and grate, unless otherwise
indicated.
1. Base Section: Base riser section with integral floor.
2. Riser Sections: Sections shall be of lengths to provide depth indicated.
3. Grade Rings: Provide grade rings as necessary for a maximum thiclaiess of 12-inches.
4. Steps: Cast into riser sidewall at 15-inch intervals.
5. Pipe Connectors: ASTM C 923, resilient, of size required, for each pipe connecting to base section.
3. Channel and Bench: Concrete.
B. Brick Catch Basins: Brick and mortar, of depth indicated. SIIall ttuclcness shall be 8 inches minimum, and
:Storm Sewerage 02720 - 3

Rose Hill - 199806

inside diameter shall be 48 inches with tapered top for frame and grate, unless otherwise indicated.
Thiclrness of section of wall deeper than 8 feet shall be 12 inches minimum.
1. Base, Channel, and Bench: Concrete, 3000 PSI, 8-inch thiclmess.
2. Wall: ASTM C 32, Grade MS, manhole brick.
3. Mortar and Parging: ASTM C 270, Type S, using ASTM C 150, Type II Portland cement.
C. Catch Basin Steps: Wide enough for an adult to place both feet on one step and designed to prevent lateral
slippage offthe step. First step shall be 2-feet from top.
D. Catch Basin Frames and Grates: ASTM A 536 Grade 30, heavy-duty, ductile iron, 23 '/a-inch inside
diameter by 7-inch riser with 3 '/4-inch minimum width flange, and a square grate having small square or
short slotted drainage openings.
E. Catch Basins: Precast concrete, brick, or other materials, of dimensions conforming to Chapel Hill
standards.
2.6 CONCRETE AND REINFORCEMENT
A. Concrete: Portland cement mix, 3,000 PSI.
1. Cement: ASTM C 150, Type II.
2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.
B. Reinforcement: Steel conforming to the following:
1. Fabric: ASTM A 185, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A 615, Grade 60, deformed.
2.6 IDENTIFICATION
A. Metallic-Lined Plastic Underground Warning Tapes: Polyethylene plastic tape with metallic core, 6 inches
wide by 4 mils thick, solid green in color with continuously printed caption in black letters "CAUTION -
STORM SEWER LINE BURIED BELOW."
PART 3 -EXECUTION
3.1 PREPARATION OF FOUNDATION FOR BURIED STORM SEWERAGE SYSTEMS
A. Grade trench bottom to provide a smooth, firm, stable, and rock-free foundation, throughout the length of
the pipe.
B. Remove unstable, soft, and unsuitable materials at the surface upon which pipes are to be laid, and baclcfill
with clean sand or pea gravel to indicated level.
C. Shape bottom of french to fit bottom of pipe. Fill unevenness with tamped sand bac1d111. Dig bell holes at
each pipe joint to relieve the bells of all loads and to ensure continuous bearing of the pipe barrel on the
foundation.
3.2 PIPE APPLICATIONS FOR UNDERGROUND STORM SEWERS
A. Pipe Sizes 12 Inches and Larger: Reinforced concrete sewer pipe and fittings.
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~ Rose Hill - 199506
B. Pipe Sizes 4 to 54 Inches: Ductile-iron sewer pipe.
C. Pipe Sizes 14 to 54 Inches: Ductile-iron culvert pipe.
D. Pipe Sizes 2 to 15 Inches: Extra-heavy-class hub and spigot cast-iron soil pipe and fittings.
3.3 INSTALLATION, GENERAL
A. Install piping in accordance with the Governing authorities having jurisdiction except where more stringent
requirements are indicated
B. General Locations and Arrangements: Drawings (plans and details) indicate the general location and
arrangement of the underground storm sewerage system piping. Location and arrangement of piping layout
take into account many design considerations. Install the piping as indicated, to the extent practical.
C. Install piping beginning at low point of systems, true to grades and alignment indicated -with unbroken
continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and
couplings in accordance with manufacturer's recommendations for use of lubricants, yements, and other
installation requirements. Maintain swab or drag in line acid pull past each joint as it is completed.
D. Use proper size increasers, reducers, and couplings, "where different size or material of pipes and fittings are
connected. Reduction of the size of piping in the direction of flow is prohibited.
E. Extend storm sewage system piping to connect to building storm drains, of sizes and locations indicated.
3.4 PIPE AND TUBE JOINT CONSTRUCTION AND INSTALLATION
A. Join and install hub and spigot cast-iron soil pipe and fittings, with compression gaskets in accordance with
CISPI "Cast Iron Soil Pipe and Fittings Handbook, Volume L" Use "Extra Heavy" class gaskets to match
class of pipe and fittings.
B. Join and install ductile-iron pipe with ductile-iron or cast-iron push-on joint fittings and rubber gaskets in
accordance with AW~NA C600, except that anchorages are not required.
C. Join concrete pipe and fittings with rubber gaskets in accordance with ASTM C 443, and install piping in
accordance with applicable provisions of ACPA "Concrete Pipe Installation Manual."
D. Join different types of pipe with standard manufactured couplings and fittings intended for that purpose.
3.5 MANHOLES
A. General: Install manholes complete with accessories as indicated. Form continuous concrete or split pipe
section channel and benches between inlets and outlet. Set tops of frames and covers flush with finish
surface where manholes occur in pavements. Elsewhere, set tops 12 inches above finished surface, unless
indicated elsewhere. Manholes shall be installed level and upon a firm, dry foundation. Structures shall be
bactdilled with suitable materials symmetrically placed.
B. Place precast concrete manhole sections as indicated, and install in accordance with ASTM C 891
C. Construct brick manholes as indicated. Excavations shall be made to the required and the foundation on
which the brick masonry is to be laid shall be approved by the Architect. The brick shall be laid so that
they will be thoroughly bonded into the mortar by means of the "shove joint" method. Buttered or
plastered joints will not be permitted. The headers and stretchers shall be so arranged as to thoroughly
bond the mass. I3riclcwork shall be of alternate headers and stretchers with consecutive courses breaking
joint. All mortar joints shall be at least 3/8 inches in thiclrness. The joints shall be completely filled
with mortar. No spalls or bats shall be used except for shaping around irregular openings or when
Stoic Setiverage 02720 - 5

~ Rose Hill - 199806

unavoidable to finish out a course. Apply 1-inch of 1:2 cement plaster to exterior of structures.
Competent bricldayers shall be employed on the work and all details of construction shall be in
accordance with approved practice and to the satisfaction of the Architect.
D. Provide rubber joint gasket complying with ASTM C 443 at joints of sections.
E. Apply bituminous mastic coating at joints of sections.
F. Casting shall be set in full mortar beds to the required finish grades.
3.6 CLEANOUTS
A. Install cleanouts and extension from sewer pipe to cleanout at grade as indicated. Set cleanout frame and
cover in concrete block 18 by 18 by 12 inches deep, except where location is in concrete paving. Set top of
cleanout 1 inch above surrounding earth grade or flush with grade when installed in paving.
3.7 CATCH BASINS AND CURB INLETS
A. Construct catch basins to sizes and shapes indicated.
B. Set frames and grates to elevations indicated.
C. The installation of precast and brick catch basins shall be in accordance with the applicable
requirements for installation of precast and brick manholes contained in this specification.
D. Install per NCDOT Standards.
3.8 BACKFILLING
A. General: Conduct backfill operations of trenches closely following laying, jointing, and bedding of pipe,
and after initial inspection and testing are completed.
B. Allow no more than 100-feet between pipe laying and point of complete backfilling.
C. BacIcfill shall be compacted in accordance with Section 02300.
3.8 CLOSING ABANDONED STORl~/I SEWERAGE SYSTE1b1
A. Abandoned Piping: Close open ends of abandoned underground piping that is indicated to remain in place.
Provide sufficiently strong closures to withstand hydrostatic or earth pressure that may result after ends of
abandoned utilities have been closed.
1. Close open ends of concrete or masonry utilities with not less than 8-inch-thick brick masonry
bullcheads.
2. Close open ends of piping with threaded metal caps, plastic plugs, or other acceptable methods
suitable for size and type of material being closed. Wood plugs are not acceptable.
B. Abandoned Structures: Remove structure and close open ends of the remaining piping ®r remove top of
structure down to not less than 3 feet below final grade; fill structure with stone, rubble, gravel, or
compacted dirt, to within 1 foot of top of structure remaining, and fill with concrete.
3.9 INSTALLATION OF IDENTIFICATION
A. Install continuous Qlastic underground warning tape during back-filling of trench for storm sewerage
piping. Locate 18 to 24 inches below finished grade, directly over piping.
Storm Sewerage
02720 ~ o'

~ Rose Hill - 199806
3.10 FIELD QiJAI,IT'~~ C®N'TR®L
A. Testing: Perform testing of completed piping in accordance with local authorities having jurisdiction.
E. Cleaning: Clear interior of piping and structures of dirt and other superIluous material as work progresses.
Maintain swab or drag in piping and pull past each joint as it is completed.
1. In large, accessible piping, brushes and brooms maybe used for cleaning.
2. Place plugs in ends of uncompleted pipe at end of day or whenever work stops.
3. Flush piping between manholes, if required by local authority, to remove collected debris.
C. Interior Inspection: Inspect piping to deternvne whether line displacement or other damage has occurred.
1. Make inspections after pipe between manholes and manhole locations has been installed and
approximately 2 feet of baclcfill is in place, and again at completion of project.
2. If inspection indicates poor alignment, debris, displaced pipe, infiltration, or other defects, correct
such defects and reinspect.
EIVI~ ®F SECTI®AT 02720
Storm ~e~verage
02~2!J - 7