20091318 Ver 1_More Info Received_20100126

ENV
EnvimnInygd/ L'Or/SU/t%f - Services Inc.
January 21, 2010
Ms. Annette Lucas
NC DENR DWQ
Wetlands/401 Unit
1621 Mail Service Center
Raleigh, NC 27699-1621
RE: Emergency Vet Clinic
Boone, Watauga County, NC
DWQ# 09-1318
Dear Ms. Lucas:
3764 Rominger Road
Banner Elk, NC 28604
Ph: 828-297-6946
Fax: [phone]
e-mail: [e-mail]
JA Al
? •a i
,0
v?s?SH?• ?car??.
EORA"
Included with this letter are the following requested items:
1. Construction Plans at scale 1"=20', sheets C-1, S-1, GDA, L-1, E-1, D-3
2. Stormwater Management and Drainage Area Map
3. Signed O&M agreements for both level spreaders
4. Completed level spreader and filter strip supplement spreadsheet for each
level spreader
5. Required item checklist
6. Date stamped photos of each filter strip
7. Copy of draft deed restriction
8. Stormwater supporting calculations
In addition to the above items we provide the following information:
1. Level spreader level lip elevations have been tentatively set but a note has
been included on the plans for these elevations to be confirmed as
appropriate and optimal by the Engineer and Environmental Consultant prior
to installation.
2. In completing the level spreader supplement, the drawdown flow from the
detention BMP's is the 10-year pre-development flow. The level spreaders
have been sized for the 100-year post development flow.
3. The underground detention systems, level spreaders, and filter strips will not
be placed into service until all contributing drainage areas area completely
stabilized.
4. The areas of both proposed filter strips have been placed outside the limits of
construction except for the western edge of filter strip #2 that may be
• Page 2
January 21, 2010
disturbed during the installation of water and sewer lines. Any areas that are
disturbed will be stabilized with coir matting, temporary seed and permanent
native seeding in accordance with the plans.
If you have any questions regarding these items please call me at 828-297-6946,
thank you.
Sincerely,
J ZnC.as
President, ENV Environmental Consulting Services Inc.
cc: Sue Homewood, DWQ
Dr. David Linzey
Mike Trew, P.E.
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justli ication.
Pagel Plan
Initi is Sheet No.
?? - 1. Plans (1" - 50' or larger) of the entire site showing:
S x- Design at ultimate build-out,
- Off-site drainage (if applicable) - ?^? M t ?A Y?'1
I - Delineated drainage basins (include Rational C coefficient per basin), ' ?? s
,
L _ - Forebay (if applicable), - 0"
Z „ ys _ r ;.v q
-High flow bypass system, - 1'-3
--maintenance access, % C l> .- t
- Proposed drainage easement and public right of way (ROW), and ?v A
- Boundaries of drainage easement. ; v
A16/ D-3 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One fort topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
} 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric
z'jk' Pk"?' 4. A date-stamped photograph of the filter strip that clearly shows the
type of vegetation that is present,
_461 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev. 5 Part III, page 1 of 1
of W A7F9
>_ y
MA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
L PROJECT INFORMAT101+1
Project name Emergency Vet Clinic
Contact name John Was (ENV-ECS, consultant)
Phone number 828-297-6946
Date January 14, 2010
Drainage area number Area #1 (parking)
11. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Underground pipe detention
Drawdown flow from the BMP 0.21 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity,10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of devise ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cis
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
Do not complete this section of the worksheet.
ftz Do not complete this section of the worksheet.
ftz Do not complete this section of the worksheet.
% Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
cfS Do not complete this section of the worksheet.
min
in/hr Do not complete this section of the worksheet.
cfS Do not complete this section of the worksheet.
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
ft
35.00 ft
ft
35.00 ft
3,173.70 fmsl
3,173.00 fmsl
2.00 %u OK
N (Y or N) OK

520.00 sq ft No forebay is needed.
13 ft/cfs
N (Y or N)
Y (Y or N)
N (Y or N)
1.46 cfs
N (Y or N)
A bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet
T
1 -------------
NI
20,00 ft #VALUE'
N (Y or N)
(Y or N) Do not complete this section of the worksheet.
(Y or N) Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.

'f
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and It. Design Summary, page 2 of 2
\O?pE W AT e'Q
h
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
L PROJECT INFORMATION
Project name Emergency Vet Clinic
Contact name John Vilas (ENV-ECS, consultant)
Phone number 828-297-6946
Date January 14, 2010
Drainage area number Area #2 (building)
H. DESIGN INFORMATIQN
For Level Spreaders Receiving Flow From a BMP
Type of BMP Underground pipe detention
Drawdown flow from the BMP 0.35 cfs
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet.
Drainage area fe Do not complete this section of the worksheet.
Impervious surface area fe Do not complete this section of the worksheet.
Percent impervious % Do not complete this section of the worksheet.
Rational C coefficient Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet.
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet.
Peak flow from the 10-yr storm cfS Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretenfion cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
ft
40.00 ft
ft
40.00 ft
3.175.00 fmsl
3.174.00 fmsl
2.50 % OK
N (Y or N) OK
134.00 sq ft No forebay is needed.
13 ft/cfs
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? Y (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 1.08 cfs
Is a bypass device provided? N (Y or N) A bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at at angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet

------------
of
20.00 ft #VALUE
N (Y or N)
(Y or N) Do not complete this section of the worksheet.
(Y or N) Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
It Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet.
B
I
DI
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and ll. Design Summary, page 2 of 2

` Project # B09057.3
Municipal
. E¦.ag Date: 11-16-09
°"` Sheet # 13
m.?
Project: Animal Emergency Clinic
Des. By:
EGT
Client: Animal Emergency Clinic Chk• By:
Subject: Parking Lot Detention System Scale: n/a
Level ??"??
Determine Parkins Lot Detention System Requirements (Using Hyd raflow Hydrograph 20 07)
Item Dimension
24 inch Pipe Length Required 260 ft
Orifice Elevation 3175.4 ft
Orifice Span 4.5 in
Orifice Rise 2.0 in
Weir Span 3.0 ft
Weir Rise 0.5 ft
Control Structure Outlet Pipe Size 12 in
n'otarmino note„tinn Cvetnm Stnruva Vnlump & nutflnw (Using Hvdraflow Hvdrograoh 20071
Item Trial Routing Calculations Final Routing Calculations
Routing interval 3 min 3 min
Storage Volume Provided 817 cf 817 cf
Storage Volume Required 815 cf 815 cf
Maximum Storage Elevation 3,177.89 ft 3,177.89 ft
Trial Outflow 0.201 cfs 0.201 cis
Maximum Allowable Outflow 0.208 cis 0.208 cfs
rhark 7d inrh Pine nptpntinn Svctpm npsign Stnragp Volume vs. Storage Volume Required
Item Number Volume / Unit Volume Provided Volume Required
N-12 HDPE Pie 240 If 3.16 cf * 758.40 cf
90° Manifold Bend 2 ea 11.61 cf * 23.22 cf
Double Manifold Tee 2 ea 27.52 cf * 55.04 cf
End Ca 6 ea 3.32 cf * 19.92 cf
E?d
Total Detention System Design Storage Volume Provided 8S6.S8 cf > 815 d
* From ADS Table 5: Storage Volumes of Standajd Manifold Components and Related Parts
Check Control Structure Storm Drainage Outlet Pipe Size Using Table 3-1
Item Pipe
Post-Development Q1w 1.464 cfs
Pipe Size 12 in
Pipe Material HDPE
Minimum Pipe Slope 8.00%
Full Flow Capacity 10.918 cfs
T, Zovf-loti?
level sr-
13'/ions 13x I>'IG'I

Mauipd ? F?e?i

Project # B090573
Date: 11-16-09
sheet # 17
Project: Animal Emergency Clinic Des. By: EGT
Client: Animal Emergency Clinic Chk. By.-
Subject: Building Detention System Scale: n/a
?EVA 5P,Lw1L-' * ')-
Determine Building Roof Area Post-Development Flow to Cistern Overflow / Detention System
11 leinm UwAn- fimu Nvdrnvranh 2W71
Item Quantity
Post Development Building Roof Area to Cistern 0.0876 ac
Post-Development Peak Flow to Cistern 0.668 cis
Post-Development Peak Volume to Cistern 1,884 cf
post-Development Peak Volume Storage in Rain Barrel/Cistern 377 cf
Percentage of Roof Area Flow in Rain Barrel/Cistern 20.01%
Post-Qevelopment Building Roof Area to Detention System 0.0701 cf
Post-Development Peak Flow to Detention System 0.534 cfs
Post-Development Peak Volume to Detention System 1,507 cf
r?a+armina ru*pntinn Svstam Reauiremenis (Using Hvdraflow Hvdroaraph 2007)
Item Dimension
24 inch Pipe Length Required 67 ft
Orifice Span 4.0 in
Orifice Rise 2.0 in
Weir Span 3.0 ft
Weir Rise 0.5 ft
Control Structure Outlet Pipe Size 12 in
Determine Detention System Storage Volume & Outflow (Using H raflow Hydrogra h 2007)
Item Trial Routing Calculations Final Reding Calculations
Routing Interval 3 min 3 min
Stomp Volume- Provided _.. 211 d 211 cf
Storage Volume Required 208 cf 208 cf
Maximum Storage Elevation 3,180.05 ft 3,180.05 ft
Trial Outflow 0.345 cfs 0.345 cis
Maximum Allowable Outflow 0.346 cis 0.346 cfs
Project #
Date:
Sheet #
Project: Animal Emergency Clinic Des. By:
Client: Animal Emergency Clinic Chk. By:
Subject: Building Detention System L S Scale:
rMae lr neate ntieun Cvetom nocion CtnraIIp Vn111R1p vs Stnraop Vniump Required
B09057.3
11-16-09
26
EGT
n/a
Item Number Volume / Unit Volume Provided Volume Required
24" N-12 HDPE Pipe 60 If 3.16 cf * 189.60 cf
12" N-12 HDPE Pipe 2 If 0.81 cf * 1.62 cf
90* Manifold Bend 2 ea 11.61 cf * 23.22 cf
End Cap 2 ea 3.32 cf * 6.64 cf
Control Structure 2 If 6.50 cf * 13.00 cf
Cistern Overflow 0.3 If 72.00 cf ** 21.60 cf
Total Detention System Design Storage Volume Provided 234.08 cf > 208 cf
* From ADS Table 5: Storage Volumes of Standard Manifold Components and Related Parts
** From Drawing PT-3000: 3,000 Gallon Concrete Pump Tank
Check Control Structure Storm Drainage Outlet Pipe Size Using Table 3-1
Item Pipe
Post-Development C,= 1.078 cis
Pipe Size 12 in
Pipe Material HDPE
Minimum Pipe Slope 1.00%
Full Flow Capacity 3.860 cis
7 /o IorIJ I(";e)
?? cis -> l3 x 1.08

Emergency Vet Clinic
Dr. David Linzey
12/02/2009
Impervious Cover Table

location class sq.ft. acres notes
building 1 3815
parking 1 5002
drive 1 3661
walk 1 165
sidewalk 1 1026 on DOT ROW
ROW flair 1 600 on DOT ROW
site p 63598 1.46
easement p 4225 0.097

total site Prop. +
easement
67823
1.56

Total imperv including ROW 13669 sq.ft.
percent 1 0.201539

Total imperv outside ROW 11878 sq.ft.
percent I 0.175132

Total imperv including ROW 13669 sq.ft.
percent I w/o easement 0.214928

Total imperv outside ROW 11878 sq.ft.
percent I w/o easement 0.186767
Prepared by: M. Shaun Lundy, Esq.
Return To: Vetro & Lundy, P.C., P.O. Box 71-D.T.S., Boone, NC 28607
STATE OF NORTH CAROLINA
COUNTY OF WATAUGA
DEED RESTRICTIONS AND COVENANTS
These Deed Restrictions and Covenants (hereinafter referred to as the "Restrictive
Covenants") are made and entered on this the day of December, 2009 by Linzey
Enterprises, LLC, A North Carolina Limited Liability Company (hereinafter referred to as
"Linzey Enterprises") in accordance with the terms of that certain State Stormwater
Management Permit Number (hereinafter referred to as the "Permit"),
among other things, as issued by the Division of Water Quality (hereinafter referred to
as the "DWQ"), as follows:
RECITALS:
WHEREAS, Linzey Enterprises is the record owner of that certain 1.46 +/- acre parcel
of real property (hereinafter referred to as the "Subject Property") by way of that certain
Deed recorded in Book of Records 1383, at Page 518 in the Watauga County Public
Registry; and
WHEREAS, Linzey Enterprises' intended use for the Subject Property is a maximum
13,000 +/- square foot veterinary clinic; and
WHEREAS, Linzey Enterprises' intended use requires the Permit to be issued by the
DWQ; and
WHEREAS, the DWQ requires the foregoing Restrictive Covenants to be placed upon
the Subject Property for the purposes of ensuring ongoing compliance with the Permit.
Page 1 of 3
Vetro & Lundy, PC • PO Drawer 71-DTS • Boone, North Carolina 28607
NOW THEREFORE, in accordance with the terms of the Permit, Linzey Enterprises
hereby states as follows:
1. The maximum allowable built-upon area of the Subject Property shall be 13,000 +/-
square feet. This allotted amount includes any built-upon area constructed within the
Subject Property's boundaries. Built upon area includes, but is not limited to,
structures, asphalt, concrete, gravel, brick, stone, slate, and coquina, but does not
include raised, open wood decking, or the water surface of swimming pools.
2. All stormwater management measures installed upon the Subject Property shall
comply with the conditions of and shall be maintained to function in accordance with
the permit conditions in perpetuity unless otherwise authorized by the DWQ.
3. Upon completion of the project as shown on the approved, the filling in or piping of
any vegetative conveyances (ditches, swales, etc.) is strictly prohibited by any
person(s).
4. There shall be maintained upon the Subject Property a 30 foot wide vegetated buffer
between all impervious areas and surface waters, except in the vicinity of permitted
road crossings.
5. The State of North Carolina is made a beneficiary of these Restrictive Covenants to
the extent necessary to maintain compliance with the Permit.
6. These Restrictive Covenants shall exist in perpetuity and shall run with the land of
the Subject Property forever.
7. These Restrictive Covenants pertaining to stormwater may not be altered or
rescinded without the express written consent of the State of North Carolina, DWQ.
8. Alteration of the drainage as shown on the approved plan may not take place without
the concurrence of the DWQ.
9. Should any clause or other term of these Restrictive Covenants be held void and
unenforceable by a Court of competent jurisdiction, for public policy concerns or for
any other reason, the remainder of the terms of these Restrictive Covenants shall
remain undisturbed, legally binding, and of full force and effect.
THIS SPACE IS INTENTIONALLY LEFT BLANK
Page 2 of 3
Vetro & Lundy, PC - PO Drawer 71-DTS - Boone, North Carolina 28607
IN TESTIMONY WHEREOF, Dr. David W. Linzey, DVM, in his capacity as Manager of
Linzey Enterprises, LLC, hereunto has set his hand and seal to these Deed Restrictions
and Covenants the day and year above first written.
Linzey Enterprises, LLC
By:
Dr. David W. Linzey, DVM, Manager
(Official Seal)
My commission expires.
STATE OF NORTH CAROLINA
COUNTY OF
I, , A Notary Public for said County and State, do hereby
certify that Dr. David W. Linzey, DVM personally appeared before me this day and
acknowledged that he is the Manager of Linzey Enterprises, LLC, a North Carolina
Limited Liability Company, and that by authority duly given and as the act of such entity,
he signed the foregoing instrument in its name and on its behalf as its act and deed.
Witness my hand and official seal, this the day of , 2009.
(Official Seal)
Notary Public
My commission expires
H:\CNents%Linzey, DamcftPurchase from Mt Olive College\DWO Covenants 120309.doc
(seal)
Notary Public
Page 3 of 3
Vetro & Lundy, PC • PO Drawer 71-DTS • Boone, North Carolina 28607
Permit Number:
(to be provided by DWQ)
Drainage Area Number: #! /_
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
The entire filter strip
Trash/debris is present.
How I will remediate the
Remove the trash/ debris.
The flow splitter device
(if applicable)
The flow sputter device is
The flow splitter device is
damaged.
Unclog the conveyance and dispose
of any sediment off-site.
Make any necessary repairs or
replace if damage is too large for
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential Problem: How I will remediate the problem:
The swale and the level
hp The swale is clogged with
e Remove the sediment and dispose
s
diment of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo a of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish ro er erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish

The filter strip
Grass is too short or too long the erosion control material.
Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dymg• problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving

The receiving water
Erosion or =herr signs of water.
Contact the NC Division of Water
damage haccurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786
.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer 0&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible parry.
Project name:Emergency Vet Clinic
BMP drainage area number: l (narking)
Print name:-
Title: t
Address:
Phone:
Signature:-
Date: I -1 g?- JO
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, M orttnn A Red m4nd , a Notary Public for the State of
Nor4h Cas i ,, , County of hwauxnr do hereby certify that
personally appeared before me this Wb
day of _... ;JQ n UG klU , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements
Witness my hand and official seal,
AJO'el''v.. ?.
SEAL
POH
My commission expires_ Qf Zq f 11
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Permit Number:
(to be provided by DWQ)
Drainage Area Number-L?_
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
The entire filter strip
Potential problem:
Trash/debris is present.
How I will remediate the problem:
Remove the trash/debris.
The flow split
(if applicable)
The flow splitter device is
The flow splitter device is
damaged.
Unclog the conveyance and dispose
of any sediment off-site.
Make any necessary repairs or
replace if damage is too large for
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer 0&M-Rev.3
Page 1 of 3
P element:
Swale and the level
5 Potential roblem:
The sw d is clo
ed with How I will remediate the roblem:
R
hfip gg emove the sediment and dispose
sediment of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the IeveI spreader that t
is higher than the level lip, and
shows stormwater has n plant a ground cover and
bypassed it. er until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then

Turf reinforcement is reestablish proper erosion control.
Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish

The filter strip
Grass is too short or too long the erosion control material.
Maintain grass at a height of
if applicable). a proximately three to six inches

Areas of bare soil and/or .
Regrade the soil if necessary to
erosive gullies have formed, remove the gully, and then plant a
ground cover and water ,,.,+;t if ic
The receiving water
Sediment is building up on
the filter strip.
Plants are desiccated.
Plants are dead, diseased or
dying.
Nuisance vegetation is
choking out desirable species.
Erosion or other signs of
damage have occurred at the
outlet.
established. Provide lime and a?
one-time fertilizer application.
Remove the sediment and
restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application
Provide additional irrigation and
fertilizer as needed.
Determine the source of the
problem:, soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Remove vegetation by hand if
possible. If pesticide is used, do not
allow it to get into the receiving
water.
Contact the NC Division of Water
Quality local Regional Office, or the
401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3
Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Emer enc Vet Clinic
BMP drainage area number:2 (building)
Print name:
Title:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I' ----?- n, / kedkm,h,4 , a Notary Public for the State of
0dh ?arZ ling , County of____(,AJo ?V) gc? , do hereby certify that
s 11U. Lin eta personally appeared before me this
day of 01 0 , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires_
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3
Page 3 of 3
Emergency Vet Clinic
Proposed Filter Strip
Photos taken 1-21-2010
1,6
k
'E'Rs ? af?^.i' ; R4 ?f. ? rot'a .ti,'?+
e i f
OM 0.lll°J t_?
z e _ w -c , r
Filter Strip #1: Level spreader will be at left of photo,
stream is to the right.
t _?wM

Filter Strip #2: Level spreader will be close to the
flagged stake in center of photo. Stream is visible
in upper right. Limbs and debris are from recent ice
storm.

opt-t?k%
STORM DRAINAGE & EROSION
CONTROL CALCULATIONS
Animal Emergency Clinic of the High Country
Boone, North Carolina
MESCO Project No. 809057.3
December, 2009
\\\????t CAR/
0f ?i
SEAL ?.
030752 ;
fl?G
?IlIIII,??
i?
JAN 2C.,
DEhR WATER QU,gLlry
ofkm&Q, yd1; f??4NR STiOR?ti+::9*? g,?CH
10 (v
By: 12-11- 09
Eric G. Tho ley, PE
MUNICIPAL ENGINEERING SERVICES CO., P.A.
671 West King Street Suite A - PO Box 349
Boone, North Carolina 28607
?
1Vlunicipal U IJU Engineering
?
Services ?+ company, P.A.
Gamer, N.C. ? Morehead City, N.C.
Boone, N.C.

R
i i Municipal
Services r/ Eng neering
Company, P .A.
\•/
Gamer, N. C ? Morehead City, N .C.
Boone, N.C.
PROJECT NARRATIVE
Animal Emergency Clinic of the High Country
iyC highway 105, Town of Bool Ie, NC
Project Description
This Erosion and Sedimentation Control Plan is submitted for the proposed grading activities on a parcel with
an area of 1.46 acres in the Town of Boone owned by Linzey Enterprises LLCthat will be developed by Animal
Emergency Clinic of the High Country LLC. The site will be accessed from NC Highway 105 by a driveway that
will be shared with the adjacent property owner east of the project site (James R. Hartley). The proposed
grading work on the site will consist of the removal of the remains of an existing house, the widening of the
existing driveway at NC Highway 105, the proposed paved driveway into the project site, the proposed clinic
building and the proposed paved parking lot for the clinic building. The proposed storm drainage work on the
site will include the installation of twin 72 inch pipes to replace the existing single 72 inch pipe in Hodges
Creek, an 18 inch storm drainage pipe under the proposed driveway to divert an existing ditch located just
outside the east boundary of the site, an underground detention system for the proposed parking lot, a rain
barrel and underground detention system for the proposed clinic building and a drainage Swale to divert an
existing ditch entering the west side of the site toward Hodges Creek. A portion, of the south end of the
proposed clinic building will be cantilevered over the floodway above the base flood elevation to provide no
impact to Hodges Creek. The grading of the proposed parking lot will require the installation of a retaining
wall on both the uphill and downhill sides of the lot. The total disturbed area on the site will be approximately
0.64 acres.
mite Descrip-LIU-n
The site is located on NC Highway 105, approximately 0.9 miles west of the intersection with US Highway
221/321 and across the street from the existing High Country Inn. The high point of the site is located at the
north end of the parcei, with the ground generally sloping down toward Hodges Creek at the south end of the
parcel. The majority of the site is currently wooded and undeveloped except for the remains of the existing
house. The amount of trees removed from the site will be limited to only what is necessary to complete the
proposed grading work.
Adjacent Property
The adjacent properties to the site consist of vacant residential property to the north, NC Highway 105 to the
south, commercial property to the west and vacant commercial property to the east.
Soils
The proposed building, parking lot and driveway is generally underlain by residual soil consisting of silty sand
and sandy silt. Weathered rock may be encountered at shallow depths. Cut and fill slopes are designed to be
constructed at no steeper than a 1%H:1V slope.

f k J
Project # 609057.3
;i Municipal Engineering Date: 10-8-09
Se.vf.v ? Campaor,P.A-
- Gmu,MC \••/? -h-d fiYy,NC
Sheet #
1
Proiect: Animal Emergency Clinic Des. By: EGT
client: Animal Emergency Clinic Chk. By:
Subject: Upland Storm Drainage Scale: n/a
-?f 71ese DA's byf ss ?"r,>e-f d,e"Aluip-ad
n v__.. rl..... -C ,. A 11 I Ir.1-,nrl f'lrninnao Aron< (Ilona? Ra tional Method)
item Drainage Area #1 Drainage Area #2 Drainage Area #3 Drainage Area #4
TotaA 0.698 ac 2.201 ac 0.110 ac 4.609 ac
F 0.25 0.25 0.25 0.25
centration 5 min 5 min 5 min 5 min
Rational Coefficient 7.5 iph 7.5 iph 7.5 iph 7.5 iph

Q1o

1.308 cfs

4.128 cfs

0.207 cfs 64, ??

8 - - -
_ r?___ n_,....-„tom, D;-- Ci7cc I lcina TahlP 1-1
vc?cI I I J A I I C ?I-. .....
Item -Z,- . .r- ----- --
Pipe 1*
Pipe 2*
Pipe 3-4
Q10 1.308 cfs 0.207 cfs 8.848 cfs
Pipe Size 12 in 12 in 18 in
Pipe Material RCP RCP HDPE
Minimum Pipe Slope 1.00 % 1.00 % 0.71 %
Full Flow Capacity I 1.780 cfs *** 1.780 cfs *** 9.618 cfs
* Interceptor Ditch 41 Uplana or varKmg cot 64 Ouuuill',
** Interceptor Ditch #2 Upland of Parking Lot & Dumpster Pad
*** 1/2 Full Flow Capacity with 1/2 Pipe
RCP: Reinforced Concrete Pipe HDPE: High Density Polyethylene Pipe
M!- n_.- A- .. CC,-, 11 la: r.rr ?Annnina?c Fnlintinn Ppiirp R_03C & FilJure 8.034)
Item Rip Rap Apron #1 Rip Rap Apron #2 Rip Rap Apron #3
Pipe Size 18 in 12 in 12 in
Manning's n i 0.012 0.013 0.013
Hydraulic Radius 0.375 ft 0.250 ft 0.250 ft
Minimum Pipe Slope 0.7i % I 1.00 % 1.00 °V
Pipe Velocity 5.43 cfs 4.54 cfs 4.54 cfs
NCDOT Stone Class 6 6 6
Length Multiplier 6 6 6
Width Multiplier 3 3 3
Length of Apron 9 ft 6 ft 6 ft
Width of Apron 5 ft 3 ft 3 ft
Depth of Apron 1.5 ft 1.5 ft 1.5 ft
r ? r

HYDRAULIC RESULTS
Discharge
cfs Peak Flow
Period ffiml Velocity (fpsJ Area (sq.ft) Hydraulic 1Jormal
Radius ff Deoth ft
5.4
i i 0.1
r Z80
r 1.93 0.38 0.80
t 1 1
LINER RESULTS
Not to Scale

Reach Matting Type
Stability Analysis Vegetal on Characteristics
Permissible Calculated ' Safety Factor
Remarks
Staple Pattern Phase Class Type Density ShearSlress Shear Stress
IPSO (psfJ
Straight DS75 Unvegetated 1.55 1.50 1.03 STABLE
Staple D
HYDRAULIC RESULTS
Discharge Peak Flow Velocity (Fps) Area (sq.ft) Hydraulic Normal U
cfsl Period(hrsl Radiusfftl Deothfftl
5.4 0.1 F229 2.36 0.42 - 0.89
LINER RESULTS
Not to Scale
Matting Type Vegetation Characteristics
Reach Stability Analysis Permissible Calculated Safety Factor Remarks
Staple Pattern Phase Class Type Density Shear Stress Shear Stress
(p, (psf)
Straight Unreinforced Vegetation D Sad 75-35% 3.33 1.66 2.01 STABLE
Sol Silt Loam 0.035 0.013 2- 65 STABLE
L- Bottom
3.0 Width = 0.00 ft 3-0
L- Bottom 1
3.0 Width = 0.00 ft 3-0
4

- _`
i Project #
ng i t
Municipal U L En mineer Date:
Sheet #
Project: Animal Emergency Clinic Des. By:
Client; Animal Emergency Clinic Chk. By:
Subject: Parking Lot Detention System Scale:
809057.3
10-23-09
3
EGT
n/a
Determine Pre-Development and Post-Development Areas & Weighted Curve Number
Flows To and Bypassine Parkin Lot Detention System 4r-ch #? I
Curve Numbers (Using Table 8.03e)
Paved Driveway
Gravel Driveway
Woods-Grass Combination (Fair Condition)
Open Space ;Good Condition, =
=
= 98
85
65

Item Pre-Development
Detention System Pre-Development
Detention Bypass Post-Development
Detention System Post-Development
Detention Bypass
Total Area 0.1198 ac 0.0926 ac 0.1198 ac 0.0926 ac
Paved Impervious 0.0000 ac 0.0014 ac 0.1093 ac 0.0860 ac
Gravel Impervious 0.0000 ac 0.0188 ac 0.0000 ac 0.0000 ac
Woods-Grass (FC) 0.1198 ac 0.0723 ac 0.0000 ac 0.0000 ac
Open Space (GC) 0.0000 ac 0.0000 ac 0.0105 ac 0.0066 ac
iWeighted CN i 65 70 I 95 95
Determine 10-Year, 24-Hour Pre-Development and Post-Development Peak Discharge
Flows To & Bypassing Parking Lot Detention System (Using Hydraflow Hydrograph 2007)

Item Pre-Development
Detention System Pre-Development
Detention Bypass Post-Development
Detention System Post-Development
Detention Bypass
Time Concentration 5 min 5 min 5 min 5 min
Storm Frequency 10 yr 10 yr 10 yr 10 yr
Storm Duration 24 hr 24 hr 24 hr 24 hr

Peak Discharge n A ?'
U.4+10 crs n A')
U.1+/9 cits o f'
0.898 cis i rf
0.6 do 9= cfs
Time to Peak 720 min 720 min 717 min 717 min
Determine Parking Lot Detention System Maximum Allowable Outflow
Item Flow
Post-Development Bypass Flow 0.694 cfs
Pre-Development Bypass Flow 0.429 cfs
Increase in Detention Pond Bypass Pre-Post Flow 0.265 cfs
Pre-Development Flow 0.473 cfs
Maximum Allowable Detention System Outflow 0.208 cfs
` Hydrograph Report

Hydraflow Hydrographs by fntelisolve v9.23
Hyd. No, 1
Pre-Dev PL Detent ion System
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 3 min
Drainage area = 0.120 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.61 in
Storm duration = 24 hrs
Q (cfs)
Friday, Oct 23, 2009
Peak discharge = 0.473 cfs
Time to peak = 720 min
Hyd. volume = 1,134 cuft
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type 11
Shape factor = 400
Pre-Dev PL Detention System
Hyd. No. 1 - 10 Year
Q (cfs)
50
0.50 I
i i I 0.
I 0
45
0.45
I I
.
I
40
0
0.40 .
35
0
0.35 .
0
30
0.30 I I
I .
25
0
0.25 .
20
0
C.20 .
I
0
15
0.15 .
10
0
0.10
I .
0
05
.
0.05
n nn 0.00
0 180
Hyd No. 1
360 540 720 900 1080 1260 1440
1620
Time (min)
? C
Hydrograph Report
Hydraflow Hydrographs by Intefisolve v9.23
Hyd. No. 2
Pre-Dev PL Detention System Bypass
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 3 min
Drainage area = 0.093 ac
Basin Slope = 0.0 %
r h 1
I c method - I ICCR
- 1-j 1-1 L.I \
Total precip. = 6.61 in
Storm duration = 24 hrs
Friday, Oct 16, 2009
Peak discharge = 0.429 cfs
Time to peak = 720 min
Hyd. volume = 1;030 cuft
Curve number = 70
Hydraulic length = 0 ft
Time of rnnn. (TC) = 5.nn min
Distribution = Type 11
Shape factor = 400
Pre-Dev PL Detention System Bypass
Q (cfs) Hyd. No. 2 -- 10 Year
Q (cfs)
0.50
i
( I
I I 0.50
I I 0
45
0.45
? i
I ? i ? I .
II
0
40
0.40 .
0
35
0.35 .
0
30
0.30 .
0
25
0.25 .
I I
0
20
020
I I I .
I I I
15
0
0.15 .
10
0
0.10 .
05
0
.
0.05
I
0.00
n nn '
0 3 6
Hyd No. 2
9 12 15 18 21 24
27
Time (hrs)

Hydrograph Report
Hydrafiow Hydrographs by Intelisolve v9.23
Hyd. No. 3
Post-Dev PL Detent ion System
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 3 min
Drainage area = 0.120 ac
Basin Slope = 0.0%
TO mafhnrf = USER
Total precip. = 6.61 in
Storm duration = 24 hrs
Friday, Oct 23, 2009
Peak discharge = 0.898 cfs
Time to peak = 717 min
Hyd. volume = 2,433 cult
- Curve number = 95
Hydraulic length = 0 ft
Time of canc. (TO = 5.00 min
Distribution = Type Il
Shape factor = 400
Q (cfs)
Post-Dev PL Detention System
Hyd_ No. 3 -- 10 Year
Q (cfs)
1 00
1.00 I i
0.90
0.90
I I 0
80
0.80 .
0.70
0.70
0
60
0.60 .
I I I
50
0
0.50 .
I
I 40
I 0
0.40 .
I

l I
30
0
0.30 .
20
0
0.20 .
10
0
0.10 .
I
I
n nn I 1
0.00
v- 0 3 6 9
Hyd No. 3
12
15
18
21
24
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 3
Post-Dev PL Detention System
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
3 min
0.120 ac
0.0%
USER
10.65 in
24 hrs
-7
Friday, Oct 23, 2009
Peak discharge = 1.464 cfs
Time to peak = ii ? min
Hyd. volume = 4,061 cuft
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type 11
Shape factor = 400
Post-Dev PL Detention System Q (cfs)
Q (cfs) Hyd. No. 3 -- 100 Year
2.00 I 2.00
I I
1.00 I 1.00 ------- + f
0.00 0.00
0 3 6 9 12 15 18 21 24
Time (hrs)
Hyd No. 3
t ¦
t a M
? s/V fY 1?n N?
Hyd, og, ap,,

A A
IRUVUI L
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 4
Post-Dev PL Detent ion System Bypass
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 3 min
Drainage area = 0.093 ac
Basin Slope = 0.0%
Tn method = I ICFR
Total pr ecip. = 6.61 in
Storm duration = 24 hrs
Peak discharge = 0.694 cfs
Friday, Oct 16, 2009
Time to peak = 717 min
Hyd. volume = 1,881 cuft
Curve number = 95
Hydraulic length = 0 ft
Time of conc. (T(-) = 5.00 min
Distribution = Type li
Shape factor = 400
Post-Dev PL Detention System Bypass
Q (cfs Q (cfs)
) Hyd. No. 4 -- 10 Year
1,00 I I 1.00
I i I 0.90
0.90
80
0
0.80
.
0
70
0.70 .
0
60
0.60 .
I 50
I ( 0
0.50 .
40
I I 0
0.40
.
30
0
0.30 .
20
0
0.20 .
I 10
0
0.10 .
I
n nn 0.00
- -- 0 3 6 9
Hyd No. 4
12
15
18
21
24
Time (hrs)
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Monday, Nov 16, 2009
Pond No. 1 - AEC PL Detention System
Pond Data
UG Chambers - Invert elev. = 3175.40 ft, Rise x Span = 2.00 x 2.00 ft, Barrel Len = 260.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cult)
0.00 3175.40 n/a 0 0
0.20 3175.60 n/a 43 43
0.40 3175.80 n/a 74 116
0.60 3176.00 n/a 90 206
0.80 3176.20 n/a 99 305
1.00 3176.40 n/a 103 4n9
1.20 3176.60 n/a 103 512
1.40 3176.80 n/a 99 611
1.60 3177.00 n/a 90 701
1.80 3177.20 n/a 74 775
2.00 3177.40 n/a 42 817
Culvert / Orifice Structures Weir Structures
[A] [Bl [C] [PrfRsr] [A] [Bl [C] [D]
Rise (in) = 12.00 1.00 0.00 0.00 Crest Len (ft) = 8.00 3.00 0.00 0.00
Span (in) = 12.00 4.50 0.00 0.00 Crest EI. (ft) = 3178.90 3177.40 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert EL (ft) = 3175.40 3175.40 0.00 0.00 Weir Type = Riser Rect - --
Length (ft) = 15.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope (%) = 8.00 n.u^^v 0.00 „a
N-Value = .012 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culveri/Orfice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft) Stage / Discharge Elev (ft)
3.00 3178.40
2.00 3177.40
1.00 3176.40
0.00 I I I I 3175.40
0.00 0.03 0.06 0.09 0.12 0.15 0.18 0.21 0.24 0.27 030
Discharge (cfs)
Total Q
Pond Report 10
Monday, Nov 16, 2009
Hydraflow Hydrographs by Intelisoive v9.23
Pond No. 9 - AEC PL Detentio n Syste m
Pond Data
UG Chambers - Invert elev. = 3175.40 ft, Rise x Span = 2.00 x 2.00 ft, Barrel Len = 260.00 ft, No_ Barrels = 1 , Slope = 0.00%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 3175.40 n1a 0 0
43
0.20 3175.60 n/a 43
74 116
0.40 3175.80 n/a
n1a 90 206
0.60 3176.00
80 3176.20
0 n/a 99 305
.
100 3176.40 n/a 103 409
20 3176.60
1 n/a 103 512
.
40 3176.80
1 n/a_ 99 611
.
60 3177.00
1 n/a 90 701
.
80 3177.20
1 n1a 74 775
.
2.00 3177.40 n1a 42 817
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] LB] [C] [D]
Rise (in) = 12.00 1.00 0.00 0.00 Crest Len (ft) = 8.00 3.00 0.00 0.00
Span (in) = 12.00 4.50 0.00 0.00 Crest El. (ft) = 3178. 90 3177.40 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 3175.40 3175.40 0.00 0.00 Weir Type = Riser Rect --- -
Length (ft) = 15.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
dope (%) = 8.00 0.00 0.00 n;a
N-Value = .012 .013 .013 n1a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Muld-Stage = n1a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage (ft)
3.00
2.Oc
1.00
Stage / Storage
Elev (ft)
3178.40
3177.40
3176.40
0.00 1 1 i 3175.40
0 80 160 240 320 400 480 560 640 720 800 880

Storage (cuft)
Storage
Pond Report 11
Hydraflow Hydrographs by Intelisolve v9.23 Monday, Nov 16, 2009
Pond No. 1 - AEC PL Detentio n System
Pond Data
UG Chambers - Invert elev. = 3175.40 ft, Rise x Span = 2.00 x 2.00 ft, Barrel Len = 260.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (scift) Incr. Storage (cuft) Total storage (cuft)
00 3175.40
0 n/a 0 0
.
20 3175.60
0 n/a 43 43
.
40 3175.80
0 n/a 74 116
.
60 3176.00
0 n/a 90 206
.
80 3176.20
0 n/a 99 305
.
100 3176.40 n/a 103 409
20 3176.60
1 n/a 103 512
.
40 3176.80
1 n/a 99 611
.
60 3177.00
1 n/a 90 701
.
80 3177.20
1 n/a 74 775
.
2.00 3177.40 n/a 42 817
Culvert / Orifice Structures Weir Structures
[A7 [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 12.00 1.00 0.00 0.00 Crest Len (ft) = 8.00 3.00 0.00 0.00
Span (in) = 12.00 4.50 0.00 0.00 Crest El. (ft) = 3178.90 3177.40 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 3175.40 3175.40 0.00 0.00 Weir Type = Riser Rect -- --
Length (ft) = 15.00 0.00 0.00 0.00 Multistage = Yes Yes No No
Slope (%) = 8.00 0.00 0.00 n/a
N-value = .012 .013 .013 n/a
Orifice Coe-f. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
iviuiti-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage f Discharge Table
Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
00
0 0 3175:40 0.00 0.00 - -- 0.00 0.00 --- -- - -- 0.000
.
20
0 43 3175.60 0.05 is 0.05 is -- --- 0.00 0.00 - -- - - 0.047
.
40
0 116 3175.80 0.08 is 0.08 is - -- 0.00 0.00 -- -- - - 0.078
.
0.60 206 3176.00 0.11 is 0.10 is - - 0.00 0.00 -- - - - 0.101
0.80 305 317620 0.12 is 0.12 is -- --- 0.00 0.00 --- - - - 0.120
137
0
00
1 409 3176.40 0.14 is 0.14 is - -- 0.00 0.00 .
--- -- --- ---
.
1
20 512 3176.60 0.16 is 0.15 is - - 0.00 0.00 - -- - - 0.151
.
40
1 611 3176.80 0.17 is 0.17 is - -- 0.00 0.00 -- -- - -- 0.165
.
1
60 701 3177.00 0.18 is 0.18 is -- --- 0.00 0.00 --- -- - - 0.178
.
80
1 775 3177.20 0.19 is 0.19 is -- --- 0.00 0.00 - - - - 0.190
.
2.00 817 3177.40 0.20 is 0.20 is - - 0.00 0.00 - - - - 0.201
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 5
Pre-Post Dev Routing
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval = 3 min
Inflow hyd. No. = 3 - Post-Dev PL Detention System
Reservoir name = AEC PL Detention System
Storage Indication method used.
Q (cfs)
1.00
0.9c
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 3
Hyd No. 5
Pre-Post Dev Routing
Hyd. No. 5 -- 10 Year

1.00
0.90
7_ - f
0.80
0.70
0.60
6 9 12 15 18 21 24
Hyd No. 3 i Total storage used = 815 cuft
12
Monday, Nov 16, 2009
Peak discharge = 0.201 cf"s
Time to peak = 732 min
Hyd. volume = 2,431 cuft
Max. Elevation = 3177.39 ft
Max. Storage = 815 cult
Q (cfs)
21
Time (hrs)
0.50
0.40
0.30
0.20
0.10
0.00
_ Pro
ect # 1309057.3
Municipal Engineerin; t
Date: 11-16-09
i Services f Company, P.A.
i
v.?.?
Sheet #
13
Boone, N.C.
t: Animal Emergency Clinic
P
Des. By:
EGT
rojec
Client: Animal Emergency Clinic Chk. Bv:
Lot Detention System
t: Parkin
b
S Scale: n/a
g
jec
u
44 1 * ' 1
n _a.........:,., ,, r) t,;-m i nt nctcntinn SvrtPm Requirements (Using Hvdraf low Hydrograph 2007)
vcLClu,uc . ?. „b - .? -.___ - -
Dimension
Itom
24 inch Pipe Length Required 260 ft
E

Orifice Elevation
3175.4 ft
J
Orifice Span 4.5 in
Orifice Rise 2.0 in
Weir Span 3.0 ft
Weir Rise 0.5 ft
Control Structure Outlet Pipe Size 12 in
Q nw-flnw It kinpr Hvdraflow Hvdroeraph 2007)
V C LG1111IIIG
Item
Trial Routing Calculations
Final Routing Calculations
Routing Interval 3 min 3 min
IStorage Volume Provided 817 cf 817 cf
Storage Volume Required 815 cf 815 cf
Maximum Storage Elevation 3,177.89 ft 3,177.89 ft
Trial Outflow 0.201 cfs 0.201 cfs
Maximum Allowable Outflow 0.208 cfs 0.208 cfs
Check 24 Inch Pipe Detention System Design Storage Volume vs. S torage voiume Kequlrea
Item Number Volume / Unit Volume Provided Volume Required
N-12 HDPE Pipe 240 If 3.16 cf * 758.40 cf i
90° Manifold Bend 2 ea 11.61 cf * 23.22 cf
Double Manifold Tee I 2 ea l 27.52 cf * 55.04 cf
End Cap 6 ea 3.32 cf * 19.92 cf
Tota! Detention System Design Storage Volume Provided
lTota! 856.58 cf > 815 cf
* C- nnc Tnhln g• gtnraaa vnhimpr of Standard Manifo ld Components and Re I
lated Parts
Check Control Structure Storm Drainage Outlet Pipe Size Using Table 3-1
Item Pipe
Post-Development Qioo 1.464 cfs
Pipe Size 12 in
Pipe Material HDPE
Minimum Pipe Slope 8.00 %
Full Flow Capacity 10.918 cfs
Project # B09057.3
I Municipal L/ 'L ??u? ?, Engineering II Date: 11-12-09
Sen ces f Company, P,

HpeAedGy,N.G
Gamy, NL

Sheet # 14
Baane, N.G
Project: Animal Emergency Clinic
Des. By: EGT
Client: Anima- Emergency Clinic Chk. By:
Subject: Building Detention System Scale: n/a
Determine Pre-Development and Post-Develop ment Areas & Weighted Curve Number
Flows To Building Detention System
Curve Numbers (Using Table 8.03e)
Building Roof = 98
.A/__J_ !-•r-.ra- r„m kinntinn (Fair rr)nriitinnl = 65

item Pre-Development
b
Detention System Post-Development
.
LE, Wcin Syst,.}t;
Total Area 0.0876 ac 0.0876 ac
Paved impervious 0.0000 ac 0.0876 ac
Woods-Grass (FC) 0.0876 ac 0.0000 ac
Weighted CN 65 98
Determine 10-Year, 24-Hour Pre-Development and Post-Development Peak Discharge
r}_••„• T,. o.,;iA;- r;c+nrn (1 mina H,.rlraflow Hvdroeraph 2007)

Item Pre-Development
Building Cistern I Post-Development
Building Cistern
Time of Concentration 5 min 5 min
Storm Frequency 10 yr 10 yr
Storm Duration 24 hr 24 hr
Peak Discharge 0.346 cfs 0.668 cfs
Time to Peak 720 min 717 min
.:?r-ii ;- inn'7_')nnQ
LJCLCI all 11G rfvciab. .. v ,. ...? ......... -... .-- -- - - -
ivionth 2007 2008 2009 3-Year Average
January 1.43 in 1.35 in 2.70 in 1.83 in
February 1 in 2.33 in 2.75 in 2.16 in
March 4.35 in 4.97 in 3.17 in 4.16 in
April 1.75 in 4.04 in 5.07 in 3.62 in
May 1.82 in 2.57 in 7.94 in 4.11 in
June 5.07 in 3.62 in 5.76 in 4.82 in
July 4.68 in 4.81 in 3.48 in 4.32 in
August
September
October 3.58 in
1.97 in
5.73 in 4.81 in 4.74 in
3.49 in 6.16 in
3.57 in 4.91 in 4.38 in
3.87 in
4.74 in
November 0.77 in 1.96 in 2.97 in 1.90 in
December 3.24 in 2.93 in - 3.09 in
Average Rainfall 2.98 in 3.37 in 4.51 in 3.58 in
Drniort ff R09057.3
I ANIunicipal En?ine? d
Ii Services f Company, P.A
- Date: 11-12-09
GamsKG ?/
«?•??:?= Sheet # 15
donne, N.C
Project: Animal Emergency Clinic
Des. By:
EGT
Client: Animal FmPrcrpnCy Clinl? Chk. Bv:
Subject: Building Detention System Scale: n/a
Determine Average Monthly Rainfall Volume Collected by Building Roof Gutter System
?tpM Building
Average Monthly Rainfall 3.58 in
Building Roof Area 3,815.9 sf
Building Roof Area 549,490 si
Rational Coefficient for Building Roof 0.95
[Average Monthly Rainfall Volume Collected 1 8,096 gal I
Determine Average Monthly Required Volume for Building
Veterinary Office Restrooms Toilet Flush/ Gallons/ Total Volume/
Day Flush Day
2 Toilets 15 ea * 1.6 = 24 gal
Veterinary Kennel Facilities Number of I Gallons] I Total Volume/
Kennel s Kennel I J Day
Dog Kennels 7 ea * 20 I = 140 gal
Cat Kennels 11 ea T 20 = 220 gal
Total Daily Volume for All Veterinary Items = 384 gal
Total Monthly Volume for All Veterinary Items = 11,904 gal
Determine Average Consecutive Days Without Rain for 2007-2009
Month 2007 2008 2009 3-Year Average
January 5 days 6 days 4 days 5.0 days
February 6 days
1 5 days , 8 days 6.3 days

March ii days I
8 days -7
/ days
8.7 days
April 6 days 4 days 6 days 5.3 days
May 8 days 5 days 5 days 6.0 days
June 7 days 6 days 7 days 6.7 days
July 3 days 4 days 4 days 3.7 days
August 8 days 7 days 3 days 6.0 days
September 6 days 4 days 4 days 4.7 days
October 8 days 8 days 4 days 6.7 days
November 8 days 13 days 8 days 9.7 days
I December 5 days 3 days - days 4.0 days
Average Rainfall 6.8 days 6.1 days 5.5 days 6.1 days

j Municipal ? Engineering
I? Services f` Company,P.A-
W.ne,N.C y HwNOd Lty N.c
aoooe, v.c.
Project: Animal Emergency Clinic
Client. Animal Emergency Clinic
Subject: Building Detention System
Prr?iar t # B09057.3
---
Date: 11-16-09
Sheet # 16
Des. By: EGT
Chk. By:
Scale: n/a
notormina Psnmiirari StnrauP VnIume Combined in Rain Barrel/Cistern
item Quantity
Daily Rainwater Volume Required 384 gall
Average Consecutive Days Without Rain 6.1 days
Required Storage Volume 2,325 gal
Required Storage Volume 311 cf
Determine Provided Storage Volume Combined in Rain Barrel/Cistern
Determine Detention Storage Volume in Cistern Below Invert from Rain Barrel
Item Quantity
Cistern Storage Length 12-0 ft
Cistern Storage Width 6.0 ft
Cistern Storage Depth 0.30 ft
Cistern Detention Volume Provided 22 cf
Determine Cistern & Detention Outlet Control Structure Elevations
Prniort f Rn057 3
Municipal Engineering
S-i
Date:
11-16-09
GrnrN.G V Nuv5WGfy, N.C
Sheet #
17
?tN.C
Project: Animal Emergency Clinic Des. By: EGT
Client: Animal Emergency Clinic Chk. By:
Subject: Building Detention System Scale: n/a
0?-L- 0Z
Determine Building Roof Area Post-Development Flow to Cistern Overflow / Detention System
(Using Hydraflow Hydrograph 2007)
Item Quantity
Post-Development Building Roof Area to Cistern 0.0876 ac
Post-Development Peak Flow to Cistern 0.668 cfs
Post-Development Peak Volume to Cistern 1,884 cf
Post.-Development Pean Volume Storage ill main Barrel'USiel n / LI
Percentage of Roof Area Flow in Rain Barrel/Cistern 20.01 %
Post-Development Building Roof Area to Detention System 0.0701 cf
Post-Development Peak Flow to Detention System 0.534 cfs
Post-Development Peak Volume to Detention System 1,507 cf
Determine Detention System Requirements (Using Hydraflow Hydrograph 2007)
Item Dimension
24 inch Pipe Length Required 67 ft
Orifice Span 4.0 in
Orifice Rise 2.0 in
Weir Span 3.0 ft
Weir Rise 0.5 ft
Control Structure Outlet Pipe Size 12 in
Determine Detention Syster
Storage Volume & Outflow (Usin€
raflow Hydrograph 2007)
Item
Routing interval
Storage Volume Provided
Storage Volume Required
Maximum Storage Elevation
Trial Outflow
Maximum Allowable Outflow
Trial Routing Calculations
_ 3 min
211 cf
_ 208 cf
3,180.05 ft
0.345 cfs
0.346 cfs
Final Routing Calculations
3 min
211 cf
208 cf
3,180.05 ft
0.345 cfs
0.346 cfs
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 1
Pre-Dev Bldg Cistern
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc metho- d
Total precip.
Storm duration
Q (cfs)
0.50 -
0.4E
0.4C
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0 3
Hyd No. 1
3 min
0.088 ac
0.0%
USER
6.61 in
24 hrs
Pre-Dev Bldg Cistern
Hyd. No. 1 - 10 Year
Q (cfs)
0.50
1.8
Monday, Nov 16, 2009
Peak discharge = 0.346 cfs
Time to peak = 720 min
Hyd. volume = 829 cuff
Curve number = 65
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 400
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
71-
0.00
6 9 12 15 18 21 24 27
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Past-Dev Bldg To Cistern
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10 ?
n nn
3 min
0.088 ac
0.0%
USER
6.61 in
24 hrs
Iq
Monday, Nov 16, 2009
Peak discharge = 0.668 cfs
Time to peak = ii / min
Hyd. volume = 1,884 cult
Curve number = 98
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 400
Post-Dev Bldg To Cistern
Hyd. No. 2 -- 10 Year
Q (cfs)
1.00
- 0.90
- 0.80
- 0.70
- 0.60
0.50
0.40
0.30
0.20
0.10
0.00
0 3 6 9 12 15 18 21 Z4
Tme (hrs)
Hyd No. 2
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Post-Dev Bldg To Cistern
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval
Drainage area
Basin Slope
Tr method
Total precip.
Storm duration
Q (cfs)
2.00
1.00
0.00 -
0 3
Hyd No. 2
3 min
0.088 ac
0.0%
USER
10.65 in
24 hrs
22
Monday, Nov 16, 2009
Peak discharge = 1.078 cfs
Time to peak = /i / min
Hyd. volume = 3,077 cult
Curve number = 98
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type 11
Shape factor = 400
Post-Dev Bldg To Cistern
Hyd. No. 2 -- 100 Year
6
9 12
Q (cfs)
2.00
1.00
0.00
15 ZI
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisoive v9.23
Hyd. No. 3
Post-Dev Bldg To Detention
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 3 min
Drainage area = 0.070 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 10.65 in
Storm duration = 24 hrs
21
Monday, Nov 16, 2009
Peak discharge = 0.863 cfs
Time to peak = 717 min
Hyd. volume = 2,463 cuft
Curve number = 98
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 400
Post-Dev Bldg To Detention
Q (cfs Q (cfs)
Hyd. No. 3 --100 Year
1.00 1.00
0.90 0.90
j
0.80 0.80
0.70 0.70
0.60 0.60
I ? 0.50
0.50
0.40 0.40
I I I
0.30 0.30
0.20 0.20
0.10 0.10
.00
0.00 0
0 3 6 9 12 15 18 21 24
Time (nrs)
Hyd No. 3
Pond Report 22
Hydraflow Hydrographs by Intelisolve v9.23 Monday, Nov 16, 2009
Pond No. 1 - AEC Bldg Detention System
Pond Data
UG Chambers - Invert elev. = 3178.10 ft, Rise X Span = 2.00 x 2.00 ft, Barrel Len = 67.00 ft, No. Barrels = 1, Slope = 0.00°/x, Headers = No
Stage / Sto rage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
00
0 3178.10 n/a 0 0
.
20
0 3178.30 n/a 11 11
.
0
40 3178.50 n/a 19 30
.
60
0 3178.70 n/a 23 53
.
80
0 3178.90 n/a 26 79
.
100 317910 n/a 27 105
20
1 3179.30 n/a 27 132
.
40
1 3179.50 n/a 25 157
.
60
1 3179.70 n/a 23 181
.
1
80 3179.90 n/a 19 200
.
2.00 3180.10 n/a 11 211
Culvert / Orifice Structures Weir Structures
[A] [B] [C] _[PrfRsr] [A] [B] [C] [D]
Rise (in) = 12.00 2.00 Inactive Inactive Crest Len (ft) = 3.14 3.00 Inactive Inactive
Span (in) = 12.00 4.00 0.00 0.00 Crest El. (ft) = 3181.30 3180.10 0.00 0.00
No. Barrels = 1 1 0 0 Weir Coeff_ = 3.33 3.33 3.33 3.33
Invert El. (ft) = 3178.10 3178.10 0.00 0.00 Weir Type = Riser Rect - -
Length (ft) = 50.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No

Slope (%) _ `inn 0.00
- i•w 0.00 n/a
N-Value = .012 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfjl.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culverd0rifce outflows are analyzed under inlet (ic) and outlet (oc) control- Weir risers checked for or ifice conditions (ic) and submergence (s).
Stage (ft) Stage / Discharge Elev (ft)
2.00 3180.10
31 79.9n
1.80 I i
I ? I 3179.70
1.60 I I
I I 3179.50
1.40
3179.30
1.2V
317910
1.00 I
? 3178.90
0.80
3178.70
0.60
I
I I 3178.50
0.40
(
I I 30
3178
I
0.20 .
n nn I 3178.10
0.00 0.04
Total Q
0.08 0.12 0.16 0.20 0.24 0.28 0.32 0.35
0.40
Discharge (cfs)
Pond Report 23
Monday, Nov 16, 2009
Hydraflow Hydrographs by Intelisolve v9.23
Pond No. 7 - AEC Bldg Detention System
Pond Data
10 ft
= 3178
Rise x Span = 2.00 x 2
.00 It, Barrel Len = 67.00 ft, No. Barrels = 1,
Slope = 0.00%, Headers = No
LIG Chamber ,
.
s - Invert elev.
Stage / Storage Table
Stage (ft) Elevation (ft) C ontour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 3178.10 n/a 10 0
11
0.20 3178.30 "' a
n1a
19 30
0.40 3178.50 n/a, 23 53

0.60
3178.70 -

n1a
26
79
0.80 3178.90
/a
27 105
00 3179.10 n
n/a
27 132
1.20 3179.30 n/a 25 157
1.40 3179.50
n/a 23 181
1.60 3179.70
n/a
19 200
1.80 3179.90 11 211
2.00
3180.10
n1a
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
00
00 2
= 12 Inactive Inactive Crest Len (ft) = 3.14 3.00 Inactive Inactive
Rise (in) .
.
00
00 4
= 12 0.00 0.00 Crest El. (ft) = 3181.30 3180.10 0.00 0.00
Span (in) .
. 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
No. Barrels
(ft)
Invert El = 1 1
= 3178.10 3178.10 0.00 0.00 Weir Type
= Riser Rect
-
No
.
Length (ft) = 50.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No
0 vv 00 n1a
0

%?o)
Slope (
N-Value I.VV
_
= .012 .013
.
.013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/O rifice outflows are analyzed un der inlet (ic) and outlet (oc) control. Weir users checked for orifice conditions (ic) and submergence (s).
Stage (ft)
2.00
1.80
1.60
1.40
1.20
1.00
0.80
0.60
0.40
0.20
0 00
Stage f Storage
Elev (ft)
3180.10
3179.90
3179.70
3179.50
3179.30
3179.10
3178.90
3178.70
3178.50
3178.30
3178.10
0 20 40 60 80 100 120 14U 101.1 IOU
Storage (cult)
Storage
Fond Report 24
Monday, Nov 16, 2009
Hydraflow Hydrographs by Intelisolve v9.23
Pond No. 1 - AFC Bldg Detention System
Pond Data
UG Chambers - Invert elev. = 3178.10 ft, Rise x Span = 2.00 x 2.00 ft, Barrel Len = 67.00 ft, No. Barrels = 1, Slope = 0.00%, Headers = No
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft)
0.00 3178.10 n!a
0.20 3178.30 n/a

0.40 3178.50 n/a
0.60 3178.70 n/a
0.80 3178.90 n/a
00 3179.10 n!a

1.20 3179.30 n/a
1.40 3179.50 n/a
1.60 3179.70 n/a
1.80 3179.90 n/a
2.00 3180.10 n/a
Incr. Storage (cuft)
0
11
19

23
26

27
27
25
23
19
11
Total storage (cult)
0
11
30

53
79

105
132
157
181
200
211
Culvert/ O rifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 12.00 2.00 Inactive Inactive Crest Len (ft) = 3.14 3.00 Inactive Inactive
Span (in) = 12.00 4.00 0.00 0.00 Crest El. (ft) = 3181.30 3180.10 0.00 0.00
1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
No. Barrels =
Invert El. (ft) = 3178.10 3178.10 0.00 0.00 Weir Type = Riser Rect - ---
Length (ft) = 50.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No

(70)
Slope - '^^

- i.v?
0.00
0.00 n!a
N-Value = .012 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfii.(inlhr) = 0.000 (by Contour)
Multi-Stage = rt/a Yes No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for o rifice conditions (ic) and subme rgence (s).
Stage / Storage ! Discharg e Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User
f Total
cfs
ft cuft ft cfs cfs cfs cfs cfs cfs cfs s
cfs cfs c
00
0 0 3178.10 0.00 0.00 --- -- 0.00 0.00 - - - -
- 0.000
073
0
.
20
0 11 3178.30 0.07 is 0.07 is - -- 0.00 0.00 - -- - -
- .
128
0
.
40
0 30 3178.50 0.13 is 0.13 is --- - - 0.00 0.00 - - - -- .
169
0
.
0
60 53 3178.70 0.17 is 0.17 is -- - 0.00 0.00 - - - - .
20
4
0
.
0.80 79 3178.90 0.21 is 0.20 is --- -- 0.00 0.00 - - -- -
- 1-
.
234
0
1.00 105 3179.10 0.24 is 0.23 is --- - 0.00 0.00 - - -
- .
261
0
20
1 132 3179.30 0.26 is 0.26 is -- -- 0.00 0.00 - - --
- .
286
0
.
1.40 157 3179.50 0.29 is 0.29 is --- - - 0.00 0.00 --- -- --
- .
308
0
1.60 181 3179.70 0.31 is 0.31 is -- -- 0.00 0.00 - - - --
--- .
330
0
1.80 200 3179.90 0.34 is 0.33 is -- -- 0.00 0.00 --- -- - .
350
0
2.00 211 3180.10 0.35 is 0.35 is -- --- 0.00 0.00 - - - -- - .
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 4
Pre-Post Development
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Time interval
Inflow hyd. No. = 3 min
= 3 - Post-Dev Bldg To Detention
Reservoir name = AEC Bldg Detention System
Storage indication method used
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
Pre-Post Development
Hyd_ No. 4 -- 10 Year
25
Monday, Nov 16, 2009
Peak discharge = 0.345 cfs
Time to peak = 723 min
Hyd. volume = 1,507 cuft
Max. Elevation = 3180.05 ft
Max. Storage = 208 cuft
M6
0 3 6 9 12 15 18 21 L4
Hyd No. 4 --- Hyd No. 3 D:== Total storage used = 208 cult
Q (cfs)
1.00
0.90
0.80
0.70
Lf
Time (hrs)
0.60
0.50
0.40
0.30
0.20
0.10
0.00
Municipal U u?? Engineering
Services Comp-y, P.A.
Gamu, .YG \•/? Hareheo IXY.K-
Boon4 N.C
Project: Animal Emergency Clinic
Client: Animal Emergency Clinic
Subject: Building Detention System
Project #
Date:
Sheet #
Des. By:
Chk. By:
Scale:
609057.3
11-16-09
26
EGT
n/a
Check Detention System Design Storage Volume vs. Storage Volume Required
Item Number volume /Unit Volume Provided Volume Required

24" N-12 HDPE Pipe 60 If 3.16 cf * 189.60 cf
12" N-12 HDPE Pipe 2 If 0.81 cf * 1.62 cf
90° Manifold Bend 2 ea 11.61 cf * 23.22 cf
End Cap 2 ea 3.32 cf * 6.64 cf

Control Structure
2 if
6.50 cf * 1
? 00 cf
Cistern overflow _t 7770.3 If 72.00 cf ** 21.60 cf
Total Detention System Design Storage Volume Provided 234.08 cf > 208 cf
* From ADS Table 5: Storage Volumes of Standard Manifold Components and Related Parts
** From Drawing PT-3000: 3,000 Gallon Concrete Pump Tank
rkar-i, rrintr„i ctryirturP Storm Drainaee Outlet Pipe Size Using Table 3-1
Item Pipe
Post-Development Qioo 1.078 cfs
Pipe Size 12 in
Pipe Material HDPE
Minimum Pipe Slope 1.00%
Full Flow Capacity 3.860 cfs
Drniert # 1309057.3
LE ?
i Municipal ?/ uu Engineering Date: 11-16-09
S-icu f Comp>vy, F.A. Gamy.„? ?l HdeAel Gry H.G Sheet # 27
6oonq N.G
Clinic
enc
r
l E
i
Des. By:
EGT
y
g
me
ma
Project: An

nt: Animal Emergency Clinic
rl?e
• a?• r
Chk. By:
,.?.
...,,
trol
C
i
Scale
:

n/a
on
on
Subject: Eros
Determine 10-Year Design Flow (Qlo) for All Disturbed Area
C..r4-,,o /trap Dan,iirarl fnr All nic urbiorl ACe?S
ueterI mu- aCUtlttcitLOL,v„
Item
Disturbed Area #1
Disturbed Area #2
Disturbed Area 0.541 ac 0.058 ac
Time of Concentration 5 min 5 min
Rainfall intensity 7.5 iph 7.5 iph
CW 0,40 0.40
Qio 1.62 cfs 0.18 cfs
Sediment Storage Required / acre 3,600 cf 3,600 cf
Sediment Storage Required 1,947 cf 210 cf
Surface Area Required / cfs 435 sf 435 sf
,,. Dn,,.,'r
Surface I M ca Ix if ed 706 sf 76 sf
n +orminn corlimckntatinn Storage & Surface Areas Provided by Temporary Sediment Pools
Item Quantity
R oc k Pipe Inlet Protection
r
diment Storage Provided 597 cf
Surface Area Provided 568 cf
Inlet Protection
Sediment Storage Provided 332 cf
Surface Area Provided 26Q cf i
Modified Stone Check Dams
Sediment Storage Provided 16 cf
Surface Area Provided 25 cf
Stone Outlet in Silt Fence
Sediment Storage Provided 108 cf
Surface Area Provided 96 cf
Silt Fence / ft
Sediment Storage Provided 1 cf
Surface Area Provided 1 cf
' Municipal Entr neering
Sewices f Company, P.A.
Game, N.G ? H Uead CGy, NC
Boons N.G
Project: Animal Emergency Clinic
Client: Animal Emergency Clinic
Subject: Erosion Control
Project #
v`
Date:
Sheet #
Des. By:
Chk. By:
Scale:
1309057 .3
11-16-09
28
EGT
n/a
Erosion Control Measure Disturbed Area #1 Disturbed Area #2
Rork Pine Inlet Protection Provided 0 ea 1 ea
Sediment Storage Provided 0 cf 597 cf
Surface Area Provided 0 sf 568 sf
Inlet Protection Provided 1 ea 0 ea
Sediment Storage Provided. 332 cf 0 cf
'Surface Area Provided I 269 sf 0 sf
Stone Check Dams Provided 3 ea 0 ea
Sediment Storage Provided 48 cf 0 cf
Surface Area Provided 75 sf 0 sf
Stone Outlets Provided 9 ea 0 ea
Sediment Storage Provided 972 cf 0 cf
Surface Area Provided 864 sf 0 sf
Silt Fence Length 661 ft 0 ft
Sediment Storage Provided 661 cf 0 cf
Surface Area Provided 661 sf 0 sf
By All Measures
Sediment Storage Provided 2,013 cf 597 cf
Sediment Storage Required 1,947 cf 210 cf
Surface Area Provided 1,869 sf 568 sf
Surface Area Required 706 sf 76 sf
U L'tl LEE=
Municipal U?
52C kI - ??
Gamer, h'C ?% -
0wna, NC
Engineering
company, P.A.
Project: Animal Emergency Clinic
Client: Animal Emergency Clinic
Subiect: Drainage Areas Map

Project # 609057.3
Date: 11-16-09
Sheet # 29
Des. By: EGT
Chk. By:
Scale: 1" = 100`
n
2
i
-- ? \; v

ro

LEGEND
Q Upland Drainage Area Number
Site Drainage Area Numbers
AiParking Lot Detention
A, , Parking Lot Detention Bypass
/,\ Buildine Detention
Municipal U IJt1{??- Engineering Project # 1309057.3
t-amer,Ic NC
S f C,° -*. C Date: 11-16-09
Boom, NC Sheet # 30
Project: Animal Emergency Clinic Des. By: EGT
Client: Animal Emergency Clinic Chk• By:
Scale: 1" = 50'
Subiect: Disturbed Areas Map
,.. ...\. `?• ._ r.._ _ -•. .._.. , Off. / / ? / :??
-3260
LEGEND
Site Disturbed
1 h r \? \ A - 3250 l 3 ?``, '`23p / i
22
appro .%1-d-
i
:71 x
•.? - ..?,,, fir/-9
i
1
. ?`3J5 v eb ?` _ ,.
i
t
4 \o 8
76
0 2
.- d
-re )?
377
=Y RoE
S C
hpDv?
eo
o
(.Pp-
laaa) '_?_?_
t
I
Table 8,0.
Value of Runoff Coefficie
(C) for Rational Formu
8.03.6
3b Land Use C
rit
Business:
la
Downtown areas 0.70-0.95
Neighborhood areas 0.50-0.70
Residential:
Single-family areas 0.30-0.50
Multi units, detached 0.40-0.60
Multi ,.,nits, Attached 0.60-0.75
Suburban 0.25-0.40
Industrial:
Light areas
Heavy areas
Parks, cemeteries
Playgrounds
Railroad yard areas
Unimproved areas
Streets:
Asphalt
Concrete
Brick
I Drives and walks
I Roofs
Land Use
Lawns:
Sandv soil, flat, 2%
Sandy soil, ave.,
2-7%
Sandy soil, steep,
7%
Heavy soil, flat, 2%
Heavy soil, ave.,
2-7%
Heavy soil, steep,
C
0.05-0.10
0.10-0.15
0.15-020
0.13-0.17
0.18-022
0.25-0.35
80
0.50-0. °
0.60-0-90 Agricultural land:
Bare packed soil
0.10-0.25 Smooth 0.30-0.6C
0.20-0.35 Rough 0.20-0.5C
Cultivated rows
0.20-0.40 Heavy soil no crop 0.30-0.60
Heavy soil with
0.10-0.30 crop 0.20-0.50
Sandy soil no crop 0.20-0.40
Sandv soil with
0.70-0.95 crop 0.10-0.25
0.80-0.95
pasture
0.70-0.85 Heavy soil 0.15-0.45
0.75-0.85 Sandy soil 0.05-0.25

Woodlands 7°/
0.05-0.25
0.75-0.85
NOTE: The designer must use judgement to select the appropriate C
value within the range for the appropriate land use. Generally, larger
areas with permeable soils, flat slopes, and dense vegetation should
have lowest C values. Smaller areas with slowly permeable soils, steep
slopes, and sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
Rev. 6/06
Table 8.03c Intensify Duration Frequency
For use with Rational Method**
;ARI* 5 min. 10 min. 15 min. 30 min. 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hr.
(years)
2 4.93 3.94 3.30 2.28 1.43 0.89 0.62 0.38 0.24 0.15
10 6.78 5.42 4.57 3.31 2.16 1.29 0.92 0.55 0.34 0.21

25
7.90
629
5.31
3.94 rn
2.62
11.5-17
1.13 n aQ
v aQ 0.41 0.25
100- 9.62 7.64 6.44 4.93 3.40 2.06 1.50 0.90 0.53 0.33
'ARI* 5 min. 10 min. 15 min. 30 min. 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hr.
(years)
2
5.21
4.16
3.46
2.41
1.51
0.89
0.63
0.38
0.24
0.14
10 7.06 5.65 476 3.45 2.25 1.30 0.91 0.55 0.34 0.20
25 8.09 6.44 5.45 4.03 2.69 1.56 1.10 0.66 0.40 0.24
100 9.68 7.69 6.48 4.96 3.42 2.00 1.43 0.86 0.50 0.30
Roma
v
V North Carolina 36,2167N, 81.6667W
AR!* 5 min. 10 min. 15 min. 30 min. 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hr.
(years;
2
10
25
100
5.71
7.50
8.59
10.38
4.57
6.00
6.85
8.25
3.83
5.06
5.78
6.95
2,64
3.67
4.28
5.32
1.66
2.39
2.85
3.67
1.00
1.46
1.77
2.35
0.72
1.06
1.29
1.72
00.48
0.69
0.83
1.08
0.31
0.44
0.52
0.65
0.18
0.28
0.34
0.44

ARI* 5 min. 10 min. 15 min. 30 min, 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hr.
l3'ccr ??
2
5.68
4.54
3.80
2.63
1.65
0.96
0.68
0.41
0.24
0.14
10 7.26 5.80 4.89 3.55 2.31 1.36 0.98 0.59 0.35 0.20
25 8.02 6.38 5.40 4.00 2.66 1.59 1.15 0.70 0.42 0.24
100 9.00 7.15 6.03 4.62 3.18 1.93 1.43 0.87 0.53 0.30
min. 10 min. 15 min. 30 min. 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hr.

T .46 4.36 3.66 2.52 1.58 0.93 0.66 0.40 0.23 0.14
.85 5.48 4.62 3.35 2.18 1.30 0.92 0.56 0.33 0.20
25 7.39 5.89 4.98 3.69 2.46 1.49 1.06 0.65 0.39 0.23
100 7.93 6.30 5.31 4.07 2.80 1.75 1.24 0.78 0.48 0.29
* ARI is the Average Return Interval.
Intensity Duration Frequency table is measured in inches per hour.
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Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
-------------Cover Description------------- ---- - ----hydrologic soil group-------
Average percent
Cover type and hydrologic condition impervious area'- A D C D
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.)

f Poor condition (grass cover < 50%) ............................. 6p r117 ) 86 89 l+
I
Fair condition (grass cover 50% to 75%) ...... 49 69 79 84
Good condition (grass cover > 75% 39 61 74 80
Impervious areas:
I{ Paved parking lots, roofs, driveways, etc. g8 98 gg g8
(excluding right-of-way) ...........................
Streets and roads:
Paved; curbs and storm sewers (excluding 98 98 98 98
right-of-way) .......................................
Paved; open ditches (including right-of-way) 83 89 92 93
Gravel (including right-of-way) .... 76 85 89 . 91

III (including ...........................................
Dirt right-of-way) 72 82 87 89
Urban districts:
Commercial and business ................................................ 85 89 92 94 95
Industrial ........................................................................... 72 81 88 91 93
Residential districts by average lot size:
178 acre or less (town houses) ......................................... 65 77 85 90 92 I
1 /4 acre ..............................................:............................. 38 61 75 83 87
1/3 acre ............................................................................. 30 57 72 81 86
i 1,12 acre ............................................................................. 25 54 70 80 85
1 acre ............................................................................... 20 51 68 79 84
2 acres .............................................................................. 12 46 65 77 82
Developing urban areas
Newly graded areas 77 86 91 94
(pervious areas only, no vegetation ..........
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and la = 0.2S-
2. The averaae percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use forthe design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
Rev. 6106 8_03.17
Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve n umbers for
-------------- --Cover description------ ------------- ---- -------hydrologi c soil groups----------
Hydrologic
Cover type conditions' A B C D
Pasture, grassland, or range- Poor 68 79 86 89
continuous forage for grazing. 2
Fair 49 69 79 84
Good 39 61 74 80
Mead ow-continuous grass, protected - 30 58 71, 7Q
from grazing and generally mowed for
hay.
Brush-brush-weed-grass mixture with Poor 48 67 77 83
brush the major element. s
Fair 35 56 70 77
Good 30 4 48 65 73
Woods-grass combination (orchard or Poor 57 73 82 86
tree farm). s
Fair 43 65 76 82
i
Good
32
58
72
79
Woods 6 Poor 45 66 77 83
Fair 36 60 73 79
Good 301 55 70 77
Farmsteads-buildings, lanes, - 59 74 82 86
driveways, and surrounding lots.
i Average runoff condition, and la= 0.2J.
2 Poor: <50% ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Good: > 75% ground cover and lightly or only occasionally grazed.
3 Poor. <50% ground cover.
Fair: 50 to 75% ground cover.
Good: >75% ground cover.
4 Actual curve number is less than 30; use Cif = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor. Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
Rev. 6106 8.03.19
Y
Table 8.03i Precipitation Freauena Estimates
For use with NRCS Method**
.Yumh,• North Carolina 35.0961 N, $4.0239W
ARI* 5 min. 10 min. 15 min. 30 min. 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hr.
(years)
2
0.41
0.66
0.83 1.14 1.43
1.71
1.85
2.29
2.90
3.48
10 0.56 0.90 1.14 1.66 2.16 2.57 2.76 3.32 4.14 6.08
25 0.66 1.05 1.33 1.97 2.62 3.14 3.38 4.05 4.95 6.08
100 0.80 1.27 1.61 2.47 3.40 4.13 4.50 5.38 6.33 7.93
Asheville. North Carolina 35.4358N. 82.5392W
ARI* 5 min. 10 min. 15 min. 30 min. 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hq-
2 (years) 0.43 0.69 0.87 1.21 1.51 1.77 1.88 2.30 2.91 3.47
10 0.59 0.94 1.19 1.72 2.25 2.60 2.74 3.29 4.10 4.91
25 0.67 1.07 1.36 2.02 2.69 3.13 3.31 196 4.83 5.79
100 0.81 1.28 1.62 2.48 3.42 4.00 4.29 5.12 6.04 7.24
Boone. North Carolina 36.2167"!. 81.6667W
ARI* 5 min. 10 min. 15 min. 30 min. 60 min . 120 min. 3 hr. 6 hr. 12 hr. 24 hr.
(years)
2 0.48 0.76 0.96 1.32 1.66 2.00 2.18 2.85 3.77 4.39
10 0.62 1.00 1.26 1.83 2.39 2.92 3.18 4.10 5.28 6.61
25 0.72 1.14 1.45 2.14 2.85 3.55 3.87 4.94 6.21 8.07
100 0.86 1.38 1.74 2.66 3.67 4.69 5.15 6.47 7.82 10.65
ARI* 5 min. 10 min. 15 min. 30 min. 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hr.
(years)
2
0.47
0.76
0.95
1.31
1.65
1.92
2.04
2.46
2.91
3.37
10 0.60 0.97 1.22 1.77 2.31 2.72 2.93 3.55 4.23 4.90
25 0.67 1.06 1.35 2.00 2.66 3.17 3.46 4.19 5.04 5.82
100 0.75 1.19 1.51 2.31 3.18 3.85 4.29 5.22 6.36 7.30

ARI* 5 min. 10 min. 15 min. 30 min. 60 min. 120 min. 3 hr. 6 hr. 12 hr. 24 hr.
(years)
2 0.46 0.73 0.91 1.26 1.58 1.85 1.98 2.36 2.81 131
10 0.57 0.91 1.16 1.68 2.18 2.60 2.77 3.37 4.02 4.76
25 0.62 0.98 1.25 1.84 2.46 2.98 3.17 3.90 4.71 526
100 0.66 1.05 1.33 2.03 2.80 3.46 3.72 4.68 5.81 7.00
* ARI is the Average Return Interval.
**Precipitation Frequency Estimates are measured in inches.
8.03.36
Rev. 6/06
b ?
Table 3: StoracFe Capacity of Retention/Detention Systems Using ADS N-12 Pipe
-(J-.hail A:,? . 1"-'IcTI _a
12 (300) 14.45 (367) 0.81 (0.02) 2.79 (9.15) 1.24 (4.10) 2.04 0.62)
15 375 17.57 (446) 1.22 0.03) 2.11 6.92) 1.05 3.44) 2.30 0.70)
18(450) 21.20 538) 1.78 0.05 1.76 5.77 0.91 2.98 2.60 0.79}
24(600 27.80 706) 3.16 0.09) 1.16 3.80) 0.69 2.26 3.15 0.96)
30(750) 35.1 892 4.91 (0.14 0.98 3.21) 0.62 2.03 3.43 (1.05
36(900) 41.7 1059 7.07 0.20 0.80 2.62) 0.52 (1.71 3.98 1.21
42 1050) 47.7 (1212) I 9.35 "0.26) 0.65 (2.13) 0.44(i.44) 4.48 `137
48 (1200) 53.6 (1361) 12.36 (0.35) 0.53 (1.74) 0.38(l.25) 4.97 (1.51)
60(1-500) 1 65.5 (1664) 19.31 (0.55) 0.41 (1.34)__ 0.30 (0.98) _ 6.02 (1.84)

?Tal?lc 4: 1 v pical Por(1>11, A :iluc, tur A ai iolu? ?,od 1 ,yll(,?__
Loose uniform sand 0.44
Dense uniform sand 0.31
Loose angular-grained silty sand 039
Dense angular-grained silty sand 0.29
b.) Retention Systems: The minimum footprint for a retention (or recharge) system)is a
function of the in situ soil's ability to accept the storm water flow. Thus, the required
surface area can be calculated using Equation 8.
A - qpa _qpb (8)
kho
Dotes:
where Ar = retention surface area needed (ft)
k = coefficient of permeability of native soil ($/s)
h,, = hydraulic gradient = Ah/L (see Figure 5)
• The coefficient of permeability (k), given in Equation 8, should be obtained through in
situ or laboratory percolation tests; as values can range from less than 3.33 x 10-8 ft1s
for clay to as much as 3.33 ft/s for clean ravel! In order to calculate accurate
recharge rates and required retention volumes, an average k over the length of soil, L,
should be used in Equation 8.
• If AZ is not available, i.e. the permeability is too slow, the engineer will have to set
Ar = Aa, where Aa = available area (ft"). A storage volume must be created to handle
the difference.
9

-` 1 i?;-poses gran he found in A ppendiv A; these inrl?irlP
"h .7 to be used f hm;r
vp`NIP.gS t uS Cr S a. p
laying dimensions and product numbers of all ADS manifold components and related parts.
SINGLE) MANIFOLD DOUBLE MANIFOLD
COMPONENT I COMPONENT
0
Am- Milk
REDUCER END CAP
TRIPLE MANIFOLD 90' BEND MANIFOLD
COMPONENT COMPONENT
I I f ??
0 0 0
o
?( f ?I ?? IIiIIIIN
SPLIT COUPLER
(a) 12"-60" plain end N-12 manifolds and appurtenances (soil tight)
11
For your convenience, AutoCAD drawing blocks of the ADS standard manifold components
shown in Figure 6 can be obtained upon request from ADS. All drawings are in Release
2000 format.

CAROLINA
PRECAST
Setting the Standard
P. O. Box 1061
Dunn, North Carolina 28336
[phone] fax: [phone]
1-866-PRECAST
www.carolinaprecast.com
DATE:
FEB. 16, 1999
DRAWING No:
PT-3000
GENERAL NOTES:
1. STRUCTURAL DESIGN SPECIFICATIONS CONFORM TO LATEST ASTM C1227 SPECIFICATIONS FOR "PRECAST CONCRETE
WATER AND WASTEWATER STRUCTURES", NCDOT, AND MEET THE REQUIREMENTS OF NORTH CAROLINA DEPARTMENT
OF ENVIRONMENTAL HEALTH AND NATURAL RESOURCES.
2. CONCRETE COMPRESSIVE STRENGTH 4,000 PSI MINIMUM.
3. STEEL REINFORCING DESIGN TO CONFORM TO THE REQUIREMENTS OF ASTM C890 SPECIFICATIONS FOR "STRUCTURAL
DESIGN LOADING FOR WATER AND WASTEWATER STRUCTURES" AND SHALL UTILIZE GRADE 60 RE-BARS CONFORMING
TO THE REQUIREMENTS OF ASTM A615 OR WWF CONFORMING TO THE REQUIREMENTS OF ASTM A185 OR BOTH.
4. ADDITIONAL REINFORCING AT OPENINGS.
5. DESIGNED FOR H-20-44 LOADING.
6. STEPS NOT PROVIDED.
7. CONTRACTOR TO ADJUST TO GRADE AS REQUIRED. 4" GRADE RINGS TO BE SUPPLIED BY C.P.C. OR TO BE FIELD
ADJUSTED USING APPROVED METHODS BY CONTRACTOR.
8. 8" DIA BLOCKOUTS. OPTIONAL 8" DIA. PIPE PENETRAT]ON WITH DURA-SEAL GASKET MEETING SPECIFICATIONS OF
ASTM C923 SUPPLIED BY C.P.C. PIPE TO BE FIELD INSTALLED BY CONTRACTOR.
9. CAST IRON RING AND COVER TO BE AS PER SPECIFICATIONS, SUPPLIED BY EITHER C.P.C.
OR CUSTOMER.
10. 1" BENTINITE AND MORTAR JOINT SEALANT. TO BE FIELD APPLIED BY CONTRACTOR.
11. WEIGHTS:
TOP SECTION -APPROX. 17,000 LBS.
BASE SECTION -APPROX. 14,500 LBS. 09
n?

Appendices
NEW YORK DOT DISSIPATOR _l•IETHOD
FOR USE IN DEFINED CH_AINNELS
(Source: `Bank and channel lining procedures", Neer York Department of
Transportation. Division of Design and Construction, 1971.)
NOTE: To use the following chart you must know:
(1) Q full capacity
(2) Qio
(3) V full
"J'
io
inhere Q = discharge in cfs and V = Velocity- in FPS.
ESTEMATION OF STOKE SIZE AND DMENSIONS FOR
CULVERT APRONS
Step 1) Compute floc"; velocity Vo at culvert or paved channel outlet.
Step 2) For pipe culverts D. is diameter.
For pipe arch., arch and box culverts; and paved channel outlets,
D =A where A. = cross-sectional area of flow at outlet.
0 0
For multiple culverts, use Do = 1.25 x Do of sin?le culvert.
Step 3) For apron grades of 10%, or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
a_
L
}
F-
U
t(
J
5
0
Figure 8.066
Rev. 12193
8.06.E
10, 1F 20' 25'
DIAMETER (Ft.)
M
A i s

LENGTH OF APRON
To PROTECT TO PREVENT SCOUR
Z APRON MATERIAL
TO CULVERT HOLE USE L2 ALWAYS
I
L2
L9
1 SONE FILLING (FINE) CL. A I
' 3 X D, I 4 x D-
2 STONE FILLING (LIGHT) CL. B 3 X Da 6 x Do
3' STONE FILLING (MEDIUM) CL. 1 i 4 X Do 8 x Do i
4 I STONE FILLING (HEAVY) CL. 1 4 X Do I 8 x D.
5 I STONE FILLING (HEAVY) CL. 2 5 X D, 10 x D
II
6 STONE FILLING (HEAVY) CL. 2 I 6 X Do I 10 x D.
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, S TILLING
BASIN OR LARGER SIZE STONE).
Figure 8.06d
Width = 3 times pipe diz (min.)
DETER VII\? ATION OF STONE SIZES FOR DU:I?IPED STONE
CHANNEL LININGS AND REVETiVIENTS
Step 1. Use ficrure 8.106.b-3 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Step 2. Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of rou(y hness:
Diameter Mannina's Min. thickness
(inches) "n" y of lining i;inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
?vledium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
8.06.6 Rev. 12/93