20110080 Ver 1_More Info Received_20110228

Il-o0$ O
Land Planning
Date:
Name
- --------------------- - - - --- -
Permitting Environmental Consulting Construction Management Expert Testimony
LETTER OF TRANSMITTAL
2/28/2011
FEB3 ?()a?
Ian McMillan ISM WATEk
W1NW&SMRMMTERPk,,_ .
company Name: NL;UtzNK uvvu yyetlanas rermitting unit
From: Cal Rieder RE:
WE ARE SENDING YOU:
X Attached
X Shop Drawings
Letters
X Reports
SEI #:
Isolated Wetlands Permit Application for
Ritchie Bros. Butner Site
201007012
Under Separate Cover via
x Specifications
Change Order
Computer Disk
Invoices
Reproducibles
Samples
COPIES DATE DESCRIPTION
Five copies of the revised permit application per your request in for
addition information on 2-9-11. (5 copies of revised plans & 5
5 2/28/2011 bound copies of the supporting calculations for BMP's)
THESE ARE TRANSMITTED as checked below:
X For Approval Approved as Submitted
X For Your Use Approved as Noted
X As Requested Return for Corrections
X For Review & Comment FOR BIDS DUE
Resubmit Copies for Approval
Submit Copies for Distribution
Return Corrected Prints
Other
SIGNED:
CC: file
4338 Bland Road Raleigh, N.C. 27609 tel [phone] fax [phone]
......._--------
3961-6 Market Street Wilmington, N.C. 28403 tel [phone] fax [phone]-SPANGLER www.spanglerenvironmental.com
VA ARCADIS
Infrastructure, environment, facilities
Transmittal Letter
To:
Cal Rieder
Spangler Environmental
4338 Bland Road
Raleigh, NC 27609
[phone]
From,
Jonathan Allen
FEB Z 8 2011
&AMW-"11110aiwnr
Copies:
File
Date:
February 25, 2011
Subject: ARCADIS Project No.:
Ritchie Bros. - DWQ Wetlands Resubmittal NC410002.0000.00002
ARCADIS
801 Corporate Center Drive
Suite 300
Raleigh
North Carolina 27607
Tel [phone]
Fax [phone]
We are sending you:
® Attached ? Under Separate Cover Via the Following Items:
? Shop Drawings ? Plans ? Specifications ? Change Order
? Prints ? Samples ? Copy of Letter ? Reports
? Other:
Copies Date Drawing No. Rev. Description Action*
5 SET Stormwater Management Plans
5 Stormwater Management Narrative and Calculations
Action*
? A Approved ? CR Correct and Resubmit
? Resubmit Copies
? AN Approved As Noted ? F File ? Return Copies
? AS As Requested ? FA For Approval ? Review and Comment
? Other:
Mailing Method
? U.S. Postal Service 15` Class ? Courier/Hand Delivery ® FedEx Priority Overnight ? FedEx 2-Day Delivery
? Certified/Registered Mail ? United Parcel Service (UPS) ? FedEx Standard Overnight ? FedEx Economy
? Other:
Comments: Cal, Attached are the Stormwater Management Plans along with the Narrative and Calculations for
resubmittal to DWQ. Please let me know if you have any questions or comments or need any additional
information. Thanks, Jonathan
Page:
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f' ARCADIS
Infrastructure, environment, facilities
Imagine the result

h- Doge
Ritchie Bros Auction Site
Butner, North Carolina
Preliminary Stormwater Narrative and Calculations
February 2011

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ARCADIS
FEIN 2 8 2011
DENR - WA R (w,qL
Ritchie Bros Auction Site
Butner, North Carolina
Preliminary Stormwater Narrative
and Calculations
Prepared for.
Ritchie Bros Properties, Inc.
9500 Glenlyon Parkway
Burnaby, BC, Canada V5JOC6
Tel [phone]
Prepared by:
ARCADIS G&M of North Carolina, Inc.
801 Corporate Center Drive
Suite 300
Raleigh
North Carolina 27607
Tel [phone]
Fax [phone]
Our Ref.:
NC410002.0000
Date:
February 2011
This document is intended only for the use
of the individual or entity for which it was
prepared and may contain information that
is privileged, confidential and exempt from
disclosure under applicable law. Any
dissemination, distribution or copying of
this document is strictly prohibited.

1
Ritchie Bros Auction
Site
Preliminary Stormwater
Management
Existing Site:
The proposed development is on a 113 acre site located in Butner, N.C, near the
intersection of Interstate 85 and Gate 2 Road. The project site is currently vacant and
mostly wooded with a pocket of wetlands in the southeast comer. A creek lies along the
northern property line and a small creek begins on the property in the southwest portion of
the site. The majority of the site currently drains into these features. The project lies within
the Falls Lake watershed.
Proposed Development:
The proposed project is the construction of an industrial heavy equipment auction site. Proposed
development will include buildings, parking areas, associated utilities, large gravel lots and
multiple wet ponds working in series with level spreaders and vegetated filter strips for
stormwater management. There is approximately 79 acres of buildings and parking proposed for
this site.
Preliminarv Stormwater Management:
The proposed impervious areas for the site will be constructed to direct stormwater runoff as
sheet flow to vegetated swales and underground storm drains where it will drain to wet ponds
on the site. Once the stormwater is routed through these wet ponds it will be discharged to
level spreaders with vegetated filter strips to receive additional pollutant removal treatment.
These wet ponds have been designed to capture and treat the runoff volume generated from
the 1 s` inch of rainfall in a design storm. This volume is referred to as the water quality volume
and has been calculated using the Simple Method. The wet ponds will be capable of 85% TSS
removal and will also aid in reducing the proposed peak flow. The NCDENR Stormwater BMP
Manual has been used to design the wet ponds and the level spreaders that are on the site. In
addition, the wet ponds have been designed such that the discharge rate from the post-
developed 1-year 24 hour storm is less than the discharge rate from the pre-developed 1-year
24 hour storm.
Due to the site being located in the Neuse River Basin stringent rules apply to the nutrient
levels being generated by the site. By using the wet ponds and level spreaders in series, the
required 30% reduction of Total Nitrogen has been met for the site.
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ARCADIS
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1. Storm Drainage
Calculations
1.1 Wet Pond Drainage Areas and
Calculations
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I Precipitation Frequency Data Server Page I of 4

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0-4", POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 M
BUTNER FILTER PLANT, NORTH CAROLINA (31-1285) 36.1414 N 78.7736 W 331 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Feb 16 2011
Confidence Limits Seasonality Related info 11 GIS data Maps Docs Return to State Map
Precipitation Frequency Estimates (inches)
AR1* 5 10 15 30 60 120
(years) min min min min min min 3 hr 6 hr 12
h 24
h
48 hr
4 day
7 day 10
d 20 30 45 60
r r da 1 1 day da 1 1 d
l? 0.41 0.65 0.81 1.11 1.38 1.65 1.75 2.10 2.48 2.92 3.42 3.80 4.38 4.98 6.61 8.21 10.43 12.55
0.47 0.76 0.95 1.32 1.65 1.97 2.10 2.52 2.97
0.54 0.87 1.10 1.56 2.00 2.41 2.57 3.09 3.67
10 0.60 0.97 1.22 1.77 2.31 2.81 3.02 3.63 4.34
25 0.67 1.07 1.35 2.00 2.67 3.29 3.56 4.32 5.20
50 0.72 1.14 1.45 2.18 2.96 3.70 4.03 4.91 5.96 3.52
4.38
5.06
5.96
6.67 4.11 4.56 5.22 5.91 7.79 9.66 12.21 ] 4.62
5.07 5.59 6.32 7.08 9.20 11.20 13.97 16.48
5.81 6.39 7.19 8.01 10.34 12.41 15.36 17.91
6.78 7.47 8.36 9.25 11.88 14.00 17.18 19.73
7.54 8.32 9.28 10.22 13.09 15.23 18.57 21.11
100 0.76 1.21 1.53 2.34 3.23 4.09 4.49 5.51 6.75
200 0.80 1.27 1.60 2.49 3.49 4.49 4.97 6.14 7.58
500 0.84 1.33 1.68 2.67 3.82 5.01 5.60 6.99 8.74 7.38
8.12
9.13 8.30 9.18 10.22 11.21 14.32 16.45 19.95 22.45
9.07 10.05 11.18 12.21 15.58 17.67 21.31 23.74
10.11 11.24 12.48 13.57 17.30 19.30 23.1372 539
1000 0.88 1.38 1.74 2.81 4.10 5.46 6.17 7.76 9.80 9.92 10.92 12.18 13.50 14.63 18.64 20.55 24.51 26.63

nebe pieupnduun nequency esnmares are oasea on a Partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 15 30 60 120 3 6 12 24 [i8j 4 7 10 20 30 45 60
min 11 min 11 min 11 min min hr hr hr hr hday day day day day 11 day day
0.37 0.59 0.74 1.01 1.27 1.50 1.60 1.93 2.29 2.73 3.20 3.56 4.11 4.68 6.20 7.74 9.88 11.92
0 0.43 0.69 0.87 1.21 1.51 1.80 1.92 2.31 2.74 3.30 3.86 4.26 4.89 5.55 7.31 9.09 11.54 ] 3.89
0.50 0.80 1.01 1.43 1.83 2.20 2.35 2.82 3.37 4.11 4.75 5.23 5.92 6.65 8.62 10.53 13.21 15.64
10 0.55 0.89 1.12 1.62 2.11 2.55 2.75 3.31 3.97 4.72 5.42 5.96 6.72 7.50 9.66 11.64 14.50 16.98
25 0.61 0.97 1.23 1.82 2.43 2.97 3.22 3.90 4.72 5.54 6.31 6.94 7.78 8.64 11.06 13.16 16.18 18.66
http ://hdsc.nws.noaa. gov/cgi-bin/hdsc/bu' ldout.perl?type=pf&units=us&series=pd&statena... 2/16/2011
uebc yieapnduun nequency esarnares are oasea on a P?!-101 ouranon series. ARI is the Average Recurrence interval,
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
I Precipitation Frequency Data Server Page 1 of 3
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POINT PRECIPITATION
? rFREQUENCY ESTIMATES
FROM NOAA ATLAS 14 e'
BUTNER FILTER PLANT, NORTH CAROLINA (31-1285) 36.1414 N 78.7736 W 331 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Feb 16 2011
Confidence Limits Seasonality Related Info GIS data Maps Docs Return to State Map
Precipitation Intensity Estimates (in/hr)
ARI* 10 15 30
F
5 min
i
i
i 60 120 12
3 hr 6 h_iii] I r 24 48 4 7 10 20 30 45 60

ears)
(y
m
n m
n m
n
min
min
hr
hr
hr
ddb
day
day
k
m
d

ay
ij
1? 4.86 3.88 323F222 1.38 0.82 0.58 0.35 0.21 0.12 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
0 5.69 4.55 3.81 2.63 1.65 0.99 0.70 0.42 0.25 0.15 0.09 0.05 0.03 0.02 0.02 0.01 0.01 0.01
0 6.50 5.21 4.39 3.12 2.00 1.21 0.86 0.52 0.30 0.18 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.26 5.81 4.90 3.55 2.31 1.40 1.00 0.61 0.36 0.21 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
25 8.03 6.40 5.41 4.01 2.67 1.64 1.19 0.72 0.43 0.25 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01
50 8.62 6.86 5.79 4.36 2.96 1.85 1.34 0.82 0.49 0.28 0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.01
100 9.14 7.27 6.12 4.69 3.23 2.04 1.50 0.92 0.56 0.31 0.17 0.10 0.06 0.05 0.03 0.02 0.02 0.02
200 9.60 7.61 6.40 4.98 3.49 2.24 1.65 1.03 0.63 0.34 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
500 10.09 7.99 6.70 5.33 3.82 2.50 1.87 1.17 0.73 0.38 0.21 0.12 0.07 0.06 0.04 0.03 0.02 0.02
1000 10.54 8.29 6.94 5.62 4.10 2.73 2.05 1.30 0.81 0.41 0.23 0.13 0.08 0.06 0.04 0.03 ..0.02 0.02
nese precipitation mequency estimates are oasea on a partial duration series ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatfina forces estimates near zero to nnnpar as 7prn
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** [Zn[;2I 15 30 60 120 3 6 Fhr 2 M14 48 4 FdayjF 10 20 30 45 60
min min min min hr hr hr day day day 11 day day day
=5.30 4.24 3.53 2.42 1.51 0.90 0.64 0.39 0.23 0.13 0.08 0.04 0.03 0.02 O.OI 0.01 0.01 0.01
0 6.20 4.96 4.16 2.87 1.80 1.08 0.77 0.46 0.27 0.16 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
7.09 5.68 4.79 3.40 2.18 1.32 0.94 0.57 0.33 0.20 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.91 6.32 5.33 3.86 2.52 1.53 1.10 0.66 0.39 0.23 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
25 8.75 6.97 5.89 4.36 2.90 1.79 1.29 0.79 0.47 0.27 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
50 9.38 7.47 6.30 4.75 3.22 2.01 1.46 0.90 0.54 0.30 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
F 100 9.96 7.91 6.67 5.11 3.52 2.23 1.63 1.00 0.61 0.33 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
200 10.48 8.30 6.98 5.43 3.81 2.44 1.80 1.12 0.68 0.36 0.20 0.11 0.07 0.05 0.03 0.03 0.02 0.02
500 11.04 8.73 7.32 5.83 4.18 2.73 2.04 1.27 0.79 0.41 0.23 0.13 0.08 0.06 0.04 0.03 0.02 0.02
1000 11.53 9.08 7.60 6.15 4.49 2.99 2.25 1.41 0.88 0.45 0.25 0.14 0.09 0.07 0.04 0.03 0.02 0.02
• Thu. hninrl of /ho nFrln .ono.
,111. -v q-lt- rdwez rui d yrven nequency are greater tnan.
" These precipitation frequency estimates are based on a partial duration series ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formattina Drevents estimates npar zprn to annpar At 70M
Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr) _?[
ARI** 5 10 Xl? 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
min min min min min hr I hr hr hr hr day day day 11 day day day day
=4.45 3.55 2.96 2.03 1.27 0.75 0.53 0.32 0.19 0.11 0.07 0.04 0.02 0.02 0.0] 0.01 0.01 0.01
5.21 4.16 3.49 2.4] 1.51 0.90 0.64 0.39 0.23 0.14 0.08 0.04 0.03 0.02 0.02 0.01 0.01 0.01
5.96 4.78 4.02 2.86 1.83 1.10 0.78 0.47 0.28 0.17 0.10 0.05 0.04 0.03 0.02 0.01 0.01 0.01
10 6.65 5.31 4.48 3.25 2.] 1 1.28 0.91 0.55 0.33 0.20 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
F25 7.32 5.83 4.93 3.65 2.43 1.48 1.07 0.65 0.39 0.23 0.13 0.07 0.05 0.04 0.02 0.02 0.01 0.01
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd&staten... 2/16/2011
-PONS
Permit No.
(to be provided by DWQ)
F111. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials
V Sheet No.
V1- 01?03
"
'
1. Plans (1
- 50
or larger) of the entire site showing:
d GGZS - Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
Boundaries of drainage easement.
3T? M?s#W2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
AILS
Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
- Vegetation specification for planting shelf, and
-Fitter stri
T?

J p.
-/`!k,.'
4
3
Section view of the wet detention basin (1" = 20' o
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r
arger) s
ow
ng:
tR!!,i - Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
??pp
VIA - Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
A?A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
M
ato verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
S rP ?? 7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N 9. A copy of the deed restrictions (if required).
0 Ple©Ur?f? 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information
.

Form SW401-Wet Detention Basin- Rev. 8-9/17/09 Part III. Required Items Checklist, Page 1 of 1
Permit No.
(to be provided by DWQ)
I
11. DESIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool 65,000 ft2
45,464 ft2
SAIDA ratio 2.94 (unitless)
Area PROVIDED, permanent pool, Apenpool 45,520 ft` OK
Area, bottom of 1Oft vegetated shelf, Abot sW f 31,150 ft2
Area, sediment cleanout, top elevation (bottom of pond), Abo, Pond 18,658 ft`
Volumes
Volume, temporary pool
Volume, permanent pool, Vvemyoa 110,000 ft3
196,088 ft3 OK
Volume, forebay (sum of forebays if more than one forebay) 39,218 ft3
Forebay % of permanent pool volume 20.0% % OK
SAIDA Table Data
Design TSS removal 85 %
Coastal SAIDA Table Used? n (Y or N)
Mountain/Piedmont SAIDA Table Used? y (Y or N)
SAIDA ratio 2.94 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) y (Y or N)
Volume, permanent pool, VZ,-
P, 196,088 ft,
-
Area provided, permanent pool, Ape-j)W 45,520 ft2
Average depth calculated 4.30 ft OK
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) 4.0 ft Insufficient. Check calculation.
Calculation option 2 used? (See Figure 10-2b) n (Y or N)
Area provided, permanent pool, Aperm_pool 45,520 ft`
Area, bottom of 1Oft vegetated shelf, Abot shelf 31,150 ft`
Area, sediment cleanout, top elevation (bottom of pond). Abo,_po„ d 18,658 ft2
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment) 6.00 ft
Average depth calculated ft
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft) ft
Drawdown Calculations
Drawdown through orifice? y (Y or N)
Diameter of orifice (if circular) 4.00 in
Area of orifice (if-non-circular) in2
Coefficient of discharge (CD) 0.60 (unitless)
Driving head (Ho) 0.67 ft
Drawdown through weir? (Y or N)
Weir type (unitless)
Coefficient of discharge (C„.) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 1.49 ft3/sec
Post-development 1-yr, 24-hr peak flow 3.66 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.34 ft3/sec
Storage volume drawdown time 3.70 days OK, draws down in 2-5 days.
Additional Information
Vegetated side slopes 3 :1 OK
Vegetated shelf slope
Vegetated shelf width 10 :1
10.0 ft OK
OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3 :1
Trash rack for overflow & orifice? y (Y or N) OK
Freeboard provided 1.0 ft OK
Vegetated filter provided? y (Y or N) OK
Recorded drainage easement provided? (Y or N)
Capures all runoff at ultimate build-out? y (Y or N) OK
Drain mechanism for maintenance or emergencies is: Sluice Gate is provided in Riser Outlet Structure

Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & It. Design Summary, Page 2 of 2
g X ? 6jANI Pi4 I N SEZx /v. 3, q of DwQ 1917 M#N4*1 RavNA ,¢v6. L1EPlh' LbwN
V N6 R REST l7, S "

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POND DESIGN: POND A
rona uata:
TSS Removal % = 85 %
Drainage area = 35.5 ac.
Impervious area = 30.1 ac.
% Impervious = 85 %
Averaqe Depth Calculation:
df,,: Average depth of'ueirinatient pool to use in the S:9 DA tables (ft)
Optic,on J: ? f
Option 2: d, 2 A A _ ?, +A& 1)ept1t
2 ?
k rF+m_fxew' i AAv_.44r(f
VVre:
¦ d.., _ Average xalaftit pool depth (ft)
• : * wt -
:surface area at bottom of shelf, including foxebay (ft-)
• , --5=face area at peiukinwt pool lexrel, mducluig forebay
(f t-1)
¦ ?.. ?, =5irface area at the bottom of the pond (ft-) (exchides the
sedivzent cleanout depth)
• th = Distance behveen the bottom of the shelf and the ri
bottom (ft) (excludes the sedinwtnt eleanout depth)
VPERMANENT POOL =
APERMANENT POOL
ABOT SHELF =
ABOT_POND
DEPTH =
I
1
da„ (Option 1)*=
day (Option 2)*=
196,088.00 ttV
45,520.00 ft`
31,150.00 ft`
13,906.00 ft`
5.50 ft
4.31 ft
4.40 ft
Note: NC regulations establish T as the minimum

a
1
Average Depth= 4 ft.
Note: Do not include forebays
Check:
OK
OK
Round da, from above down to nearest 0.5'
Enter tables 10 (based on region and %TSS) of NCDENR Stormwater BMP Manual and interpolate using
% impervious of pond DA
)A = 0.0294
REQUIRED = 45,463.57 ft2 Check:
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
S.A. PROVIDED =
Rv = 0.05 + 0.91,
Rv = 0:81309859
V = 3630*RD*Rv*A
RD = 1
= lU4I/?3?5
PROVIDED= F110,000.00
must draw down in 2 to 5 days
Size 4 " Diameter
note: A = Drainage area
RD = Design Rainfall Depth (1")
Q = Cd*A*4(2*g*h) note: Cd = Coefficient of Discharge. Typical Value is 0.6
A = Cross-Sect. Area of flow at orifice entrance (ftz)
Cd = 0.6 g = acceleration of gravity (32.2 ft/s`)
Area = 00 sq ft. Max. h =From centroid of the orifice area
Max. h 2.00 ft. to water surface (grate elevation - orifice elevation)
Driving h = 0.67 ft. Driving h = Max. h/3
Q at Driving H = 0,34 cfs
Approximate drawdown time =
Ii0,00uo cu.ft. x second/ 0.34 cuft x day/1440 min x min/60 sec = 3.7 ' davs
45,520.00 ftz OK
Watershed Model SchematigydraflowHydrographsExtension forAutoCAD®Civil 3D®2010 by Autodesk, Inc. v9.25
1
i

C:j
1
1
i
i
a
1

Project: Pond A.gpw I Tuesday, Feb 22, 2011
Legend
Hyd. ri in Descriotion
1 SCS Runoff POND A DA
2 Reservoir POND A
1 2
Hyd rog ra p h Return Period Rq rafloawPyarograpns Extension for AutoCAD®Civil 3130 2010 by Autodesk, Inc. v9.25
1
Hyd.
No Hydrograph
t
e Inflow
h
d Peak Outflow (cfs) H dro ra h
y p
. yp
(origin) y
(s)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr Description
1
2 SCS Runoff
Reservoir ----
1 97.85
0.485 121.40
2.306 ------
-----
----- 181.22
43.54 ------
------- --
---- 270.22
218.86 POND A DA
POND A
Proj. file: Pond A.gpw Tuesday, Feb 22, 2011
3
H yd rog ra p h Summary Re polSy?raflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25

1
1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
Description
1 SCS Runoff 97.85 2 722 285,563 ---- ---- ---- POND A DA
2 Reservoir 0.485 2 1452 82,129 1 354.50 269,729 POND A
Pond A.gpw Return Period: 1 Year Tuesday, Feb 22, 2011
4
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2010 by Autodesk, Inc. v9.25 Tuesday, Feb 22, 2011
Hyd. No. 1
POND A DA
Hydrograph type = SCS Runoff Peak discharge = 97.85 cfs
Storm frequency = 1 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 285,563 cuft
Drainage area = 35.500 ac Curve number = 94*
Basin Slope = 1.1 % Hydraulic length = 1760 ft
Tc method = KIRPICH Time of conc. (Tc) = 14.07 min
Total precip. = 2.92 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
` Composite (Area/CN) _ [(30.100 x 98) + (5.400 x 74)] / 35.500
Q (cfs) POND A DA
Hyd. No. 1 -- 1 Year
' 100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26 0.00
Hyd No. 1 Time (hrs)
Hydrograph Report
Tuesday, Feb 22, 2011
Hydraflow Hydrographs Extension for AutoCAD® Civil 3130 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
POND A
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 1 -POND A DA Max. Elevation
Reservoir name = POND A Max. Storage
= 0.485 cfs
= 24.20 hrs
= 82,129 cuft
= 354.50 ft
= 269,729 cuft
5
Storage Indication method used.
i
Q (cfs) POND A
Hyd. No. 2 -- 1 Year
100.00
90.00
80.00
1 70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0 10 20 30 40 50 60 70 80 90
-- Hyd No. 2 Hyd No. 1 I I I f 1 I Total storage used = 269,729 cuft
1
Q (cfs)
100.00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
-1 0.00
100
Time (hrs)
9
H yd rog ra p h Summary Re p olSy?raflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
L
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 SCS Runoff 181.22 2 722 548,707 --- -- --- POND A DA
2 Reservoir 43.54 2 738 341,008 1 355.70 334,199 POND A
Pond A.gpw Return Period: 10 Year Tuesday, Feb 22, 2011
Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
POND A DA
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 35.500 ac Curve number
Basin Slope = 1.1 % Hydraulic length
Tc method = KIRPICH Time of conc. (Tc)
Total precip. = 5.06 in Distribution
Storm duration = 24 hrs Shape factor

* Composite (Area/CN) _ [(30.100 x 98) + (5.400 x 14)'135,510
POND A DA
Q (cfs)
Hyd. No. 1 -- 10 Year
Tuesday, Feb 22, 2011
= 181.22 cfs
= 12.03 hrs
= 548,707 cult
= 94*
= 1760 ft
= 14.07 min
= Type II
= 484
L IU.VU
180.00
1150.00
120.00
90.00
60.00

30.00

0.00
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 00
?• ti o is 1u 12 14 16
- Hyd No. 1
18 20 22 24
26
Time (hrs)
Hydrograph Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
POND A
Tuesday, Feb 22, 2011
Hydrograph type = Reservoir Peak discharge = 43.54 cfs
Storm frequency = 10 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 341,008 cuft
Inflow hyd. No. = 1 - POND A DA Max. Elevation = 355.70 ft
Reservoir name = POND A Max. Storage = 334,199 cuft
Storage Indication method used.
POND A
Q (cfs) Hyd. No. 2 -- 10 Year
Q (cfs)
210.00
180.00
150.00
120.00
90.00
60.00
30.00
0 4 8 12 16 20 24 28 32 36 40 44 48 0.00
Hyd No. 2 Hyd No. 1 i ! ' ! 1 Total storage used = 334,199 cuft Time (hrs)
Hydraflow Rainfall Report
12
I Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25
i
1
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 647.9395 40.8000 1.3304 - ---
2 74.0559 13.3000 0.8788 ------
3 79.6638 13.1000 0.8896 -------
5 83.5112 14.8000 0.8514 ---
10 105.7041 16.8000 0.8710 -----
25 118.9252 17.6000 0.8582 -------
50 137.0265 18.6000 0.8630 -------
100 157.1769 19.6000 0.8692 -----
Tuesday, Feb 22, 2011
File name: RALEIGH-DURHAM.IDF
Intensity B / (Tc D) E

Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.00 3.48 3.07 2.74 2.47 2.24 2.05 1.88 1.73 1.61 1.50 1.40
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
3 6.06 4.88 4.10 3.54 3.12 2.80 2.54 2.33 2.15 1.99 1.86 1.75
5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc =time in minutes. Values may exceed 60.
Preci file name' G•\STD\LNR\H d fl D to

ra ow ata UUMI.
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour 2.92 3.52 0.00 0.00 5.06 0.00 0.00 7.38
SCS 6-Hr 2.10 2.52 0.00 0.00 3.63 0.00 0.00 5.51
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pond Report 6
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Feb 22
2011
Pond No. 1 - POND A ,
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 346.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Co ntour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 346.50 18,658 0 0
0.50 347.00 20,284 9,736 9,736
1.50 348.00 23,614 21,949 31,685
2.50 349.00
3.50 350.00 27,048
30,586 25,331
28,817 57,016
85
833
4.50 351.00 34,228 32,407 ,
118,240
5.50 352.00 37,974 36,101 154,341
6.50 353.00 45,520 41,747 196
088
7.50 354.00 50,245 47,883 ,
243,970
8.50 355.00 53,416 51,831 295,801
9.50 356.00 56,580 54,998 350,799
10.50 357.00 59,772 58,176 408,975
1 11.50 358.00 63,020 61,396 470,371
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 36.00 4.00 0.00 0.00 Crest Len (ft) = 16.00 40.00 0.00 0.00
Span (in) = 36.00 4.00 0.00 0.00 Crest El. (ft) = 355.00 355.50 0.00 0.00
No. Barrels = 10 10 0 0 Weir Coeff. = 3.330.00 3.33 3.33 3.33
Invert El. (ft) = 346.50 353.00 0.00 0.00 Weir Type = 1 Ciplti
Length (ft) = 155.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
' N-Value = .013 .013 .013 n/a
Orifice Coeff. 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Contour)
Multi-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 / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 346.50 0.00 0.00 0.00 0.00 --- -- --- --- 0
000
0.05 974 346.55 0.00 0.00 --- --- 0.00 0.00 -- -- .
--- -- 0
000
0.10 1,947 346.60
0.15 2,921 346.65 0.00
0.00 0.00 _-
0.00 - 0.00
0.00 0.00
0.00 - .
-- N= 0.000
0
000
0.20 3,894 346.70 0.00 0.00 0.00 0.00 -- .
-- 0
000
0.25 4,868 346.75 0.00 0.00 --- -- 0.00 0.00 -- - .
- -- 0
000
0.30 5,841 346.80 0.00 0.00 --- --- 0.00 0.00 --- -- .
- --- 0
000
0.35 6,815 346.85 0.00 0.00 0.00 0.00 - .
---
- 0
000
0.40 7,788 346.90 0.00 0.00 0.00 -
0.00 ` ^
.
0
000
0.45 8,762 346.95 0.00 0.00 --- --- 0.00 0.00 --- - .
- 0
000
-
0.50 9,736 347.00 0.00 0.00 -- --- 0.00 0.00 -- -- .
--
0
000
0.60 11,930 347.10
0.70 14,125 347.20 0.00
0.00 0.00 _
0.00 - 0.00
0
00 0.00 -
0
00 -- .
-- 0.000

0
80 16
320 3
7 . . --
0.000
.
,
4
.30 0.00 0.00 0.00 0.00 --- --
-
0
000
0.90 18,515 347.40 0.00 0.00 -- -- 0.00 0.00 - --- .
-
-
0
000
1.00 20,710 347.50 0.00 0.00 -- - 0.00 0.00 -- -- .
--
0
000
1.10 22,905 347.60 0.00 0.00 --- 0
00 0
00
- .

1.20 25,100 347.70
0.00
0.00 .
-__
0
00 -
.
-
0
00 - --- --
- 0.000

1.30 27,295 347.80
0.00
0.00 -- .
- 0
00 .
0
00 - -
0.000

1.40 29,490 347.90
0.00
0.00 -- .
--- 0
00 .
0
00 --- -- 0.000
- -

1.50 31,685 348.00
0.00
0.00 .
0
00 .
0
00 -- 0.000

1.60 34,218 348.10
0.00
0.00 .
0
00 .
0
00 0.000

1.70 36,751 348.20
0.00
0.00 .
--- 0
00 .
0
00 -- 0.000

1.80 39,284 348.30
0.00
0.00 --- .
0
00 .
0
00 --- -- --- 0.000

1.90 41,817 348.40
2.00 44,350 348.50
0.00
0.00
0.00 ---
0.00 .
-- 0.00
0.00 .
0.00 ---
0.00
-- --- 0.000
-- -- 0.000
-
0
000
2.10 46,883 348.60 0.00 ---
0.00 --
0
00 --
0
00 _- -
--
.

2.20 49,416 348.70
0.00
0.00 --- .
0
00 .
0
00 -
0.000

2.30 51,949 348.80
0.00
0.00 -- .
--- 0
00 .
-
0
00 -- - --- -- 0.000
. . -- - --- 0.000
Continues on next page...
7
POND A
Stage / Storage I Discharge Table

Stage Storage Elevation Clv A Clv 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
2.40
2.50 54,482
57,016 348.90
349.00 0.00
0.00 0.00
0.00 -- -- 0.00
0.00 0.00
0.00 --_ -- N_ -- 0.000
0
000
2.60 59,897 349.10 0.00 0.00 0.00 0.00 .
0
000
2.70 62,779 349.20 0.00 0.00 -- --- 0.00 0.00 -- -- -- .
--- 0
000
2.80 65,661 349.30 0.00 0.00 --- --- 0.00 0.00 -- -- --- .
--- 0
000
' 2.90 68,542 349.40 0.00 0.00 0.00 0.00 -- .
--- 0
000
3.00 71,424 349.50 0.00 0.00 --- N_ 0.00 0.00 --- --- - .
0
000
3.10 74,306 349.60 0.00 0.00 -- -- 0.00 0.00 - -- -- .
--- 0
000
3.20 77,187 349.70 0.00 0.00 -- --- 0.00 0.00 -- --- --- .
--- 0
000
3.30 80,069 349.80 0.00 0.00 0.00 0.00 --- --- - .
0
000
3.40 82,951 349.90 0.00 0.00 Y - 0.00 0.00 ? y-
.
0
000
3.50 85,833 350.00 0.00 0.00 0.00 0.00 --- -- --- .
-- 0
000
3.60 89,073 350.10 0.00 0.00 -- --- 0.00 0.00 --- --- -- .
-- 0
000
3.70
3.80 92,314
95,555 350.20
350.30 0.00
0.00 0.00
0.00 --- 0.00
0.00 0.00
0.00 -- - - .
- 0.000
0
000
3.90 98,795 350.40 0.00 0.00 0.00 0.00 --- .
-- 0
000
4.00 102,036 350.50 0.00 0.00 --- -- 0.00 0.00 --- - -- .
-- 0
000
4.10 105,277 350.60 0.00 0.00 -- --- 0.00 0.00 -- - -- .
--- 0
000
4.20 108,517 350.70 0.00 0.00 --- 0.00 0.00 - .
0
000
4.30 111,758 350.80 0.00 0.00 --- 0.00 0.00 --- __
_ A_
.
0
000
4.40 114,999 350.90 0.00 0.00 --- -- 0.00 0.00 --- -- -- .
--- 0
000
4.50 118,240 351.00 0.00 0.00 -- --- 0.00 0.00 - - --- .
--- 0
000
4.60
4.70 121,850
125,460 351.10
351.20 0.00
0.00 0.00
0.00 - -- 0.00
0.00 0.00
0
00 --- --- - .
0.000

4.80
129,070
351.30
0.00
0.00
0.00 .
0.00
- 0.000
-- 0
000
4.90 132,680 351.40 0.00 0.00 - --- 0.00 0.00 --- - -- .
-- 0
000
5.00 136,290 351.50 0.00 0.00 - --- 0.00 0.00 - --- --- .
- 0
000
5.10 139,900 351.60 0.00 0.00 -_ - 0.00 0.00 -
- .
- 0
000
5.20 143,510 351.70 0.00 0.00 0.00 0.00 =
- - _
.
0
000
5.30 147,120 351.80 0.00 0.00 -- -- 0.00 0.00 --- --- -- .
0
000
5.40 150,730 351.90 0.00 0.00 -- -- 0.00 0.00 --- --- -- .
- 0
000
5.50 154,341 352.00 0.00 0.00 ---
-- 0.00 0.00 - .
0
000
5.60 158,515 352.10 0.00 0.00 _ 0.00 0.00 __
- _=
.
0
000
5.70 162,690 352.20 0.00 0.00 --- 0.00 0.00 --- --- -- .
--- 0
000
5.80 166,865 352.30 0.00 0.00 --- -- 0.00 0.00 --- --- - .
-- 0
000
5.90
6.00 171,4
175,21214 352.40
352.50 0.00
0.00 0.00
0.00 = - -- 0.00
0.00 0.00
0.00 --- ?_ __ .
- 0.000
0
000
6.10 179,389 352.60 0.00 0.00 0.00 0.00 --- - .
0
000
6.20 183,563 352.70 0.00 0.00 -- - 0.00 0.00 -- --- -- .
0
000
6.30 187,738 352.80 0.00 0.00 - -- 0.00 0.00 -- - - .
0
000
6.40 191,913 352.90 0.00. 0.00 0
00 0
00 -- .

6.50
196,088
353.00
0.00
0.00 Y - .
0
00 .
0
00 -
--- 0.000

6.60
200,876
353.10
0.03 is
0.02 is
- --- .
0.00 .
0.00
--- --- -- 0.000
0
024
6.70 205,664 353.20 0.08 is 0.08 is -- --- 0.00 0.00 -- -- - .
-- 0
083
6.80
6.90 210,452
215,241 353.30
353.40 0.15 is
0.20 is 0.15 is
0.20 is - - 0.00
0
00 0.00
0
00 -_ ___ -- .
--- 0.155

7
00
220
029
353 . . 0.203
. , .50 0.26 is 0.24 is 0.00 0.00 --- -- - --- 0
243
7.10 224,817 353.60 0.29 is 0.28 is -- 0.00 0.00 --- ___ ___ .
_ 0
277
7.20 229,605 353.70 0.33 is 0.31 is - -- 0.00 0.00 --- --- --- .
-- 0
307
7.30 234,394 353.80 0.33 is 0.33 is --- 0.00 0.00 -- .
-
0
334
7.40 239,182 353.90 0.37 is 0.36 is Y 0.00 0.00 -
__ --
.
0
360
7.50 243,970 354.00 0.41 is 0.38 is - --- 0.00 0.00 -- - -- .
-
0
384
7.60 249,153 354.10 0.41 is 0.41 is --- -- 0.00 0.00 -- --- -- .
0
406
7.70 254,336 354.20 0.45 is 0.43 is - 0
00 0
00 .

7.80
259,519
354.30
0.45 is
0.45 is - .
0
00 .
0
00 --- -
?- A_ 0.427

7.90
264,702
354.40
0.50 is
0.47 is
--- -- .
0
00 .
0
00 -
--- 0.447

8.00
269,885
354.50
0.50 is
0.49 is
-- .
0
00 .
0
00 - ---
---
-
0.467

8.10
8.20
275,068
280,251
354.60
354.70
0.50 is
0.55 is
0.50 is
0.52 is
--- -- .
0.00
0
00 .
0.00
0
00 ---
--- - --- 0.485
- 0.503

8.30
285,434
354.80
0.55 is
0.54 is .
0
00 .
0
00 --- - -- --- 0.520

8.40
290,618
354.90
0.55 is
0.55 is
-- - .
0
00 .
0
00
--- 0.537

8.50
295,801
355.00
0.61 is
0.57 is
- -- .
0
00 .
0
00 ---
-- 0.553
-

8.60
301,300
355.10
2.30 is
0.58 is .
1
69 .
0
00 --- 0.569
'
8.70
306,800
355.20
5.49 is
0.60 is --- - .
4
77 .
0
00 --- y- --- --- 2.269

8.80
312,300
355.30
9.37 is
0.61 is
-- --- .
8
76 .
0
00
-- 5.365

8.90
317,800
355.40
14.21 is
0.63 is
--- --- .
13
48 .
0
00 --
--
-
9.369

9.00
9.10
323,300
328,799
355.50
355.60
19.74 is
25.43 is
0.64 is
0.66 is
-- .
18.84
24
76 .
0.00
4
21 -
- = =- --- 14.11
--- 19.48

9.20
334,299
355.70
31.88 is
0.67 is .
31
21 .
11
92
-- 29.63

9.30
339,799
355.80
38.89 is
0.68 is
--- - .
38
13 .
21
89 ---
--- 43.79
. . --- - -- 60.70
Continues on next page...

1

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1
POND A
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Civ C
ft cult ft cfs cfs cfs
9.40 345,299 355.90 46.19 1s 0.69 is --
9.50 350,799 356.00 53.99 is 0.71 is --
9.60 356,616 356.10 62.19 is 0.72 is ---
9.70 362,434 356.20 70.77 is 0.73 is ---
9.80 368,251 356.30 79.68 is 0.71 is ---
9.90 374,069 356.40 88.79 is 0.53 is ---
10.00 379,887 356.50 92.65 is 0.44 is --
10.10 385,704 356.60 94.51 is 0.40 is -
10.20 391,522 356.70 95.99 is 0.36 is --
10.30 397,339 356.80 97.25 is 0.33 is --
10.40 403,157 356.90 98.35 is 0.31 is --
10.50 408,975 357.00 99.34 is 0.29 is ---
10.60 415,114 357.10 100.26 is 0.27 is ---
10.70 421,254 357.20 101.11 is 0.26 is ---
10.80 427,393 357.30 101.91 is 0.24 is --
10.90 433,533 357.40 102.67 is 0.23 is --
11.00 439,673 357.50 103.40 is 0.22 is -
11.10 445,812 357.60 104.10 is 0.21 is ---
11.20 451,952 357.70 104.77 is 0.20 is ---
11.30 458,091 357.80 105.43 is 0.19 is --
11.40 464,231 357.90 106.07 is 0.18 is -
11.50 470,371 358.00 106.70 is 0.17 is ---
...End
PrfRsr Wr A Wr B Wr C
cfs cfs cfs cfs
--- 45.50 33.70 ---
53.28 47.09 ---
--- 61.47 61.91 ---
70.04 78.01 --
- 78.97 95.31 --
--- 88.26 113.73 ---
--- 92.21s 133.21 ---
--- 94.12s 153.68 ---
--- 95.63s 175.11 ---
-- 96.91 s 197.44 --
--- 98.03s 220.66 -
--- 99.05s 244.70 ---
--- 99.98s 269.58 ---
100.85s s 295.24 --
- 101.66s 321.68 -
--- 102.44s 348.85 ---
--- 103.17s 376.76 ---
--- 103.88s 405.36 --
- 104.57s 434.66 --
- 105.24s 464.63 -
--- 105.88s 495.26 ---
--- 106.52s 526.52 ---
8
Wr D Exfil User Total
cfs cfs cfs cfs
-- --- -- 79.89
--- --- -- 101.08
- --- -- 124.10
- --- --- 148.78
--- --- --- 174.99
-- -- -- 202.52
--- - - 225.85
-- --- -- 248.19
- -- -- 271.10
-- - - 294.69
--- -- -- 319.00
--- --- --- 344.04
--- --- --- 369.83
- --- --- 396.35
- -- --- 423.58
--- --- --- 451.52
--- - -- 480.14
-- -- - 509.45
--- -- --- 539.43
- --- --- 570.06
--- --- - 601.33
-- - --- 633.21
1
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T I I '0 I I N I N Cl)
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a
I Permit No.
(to be provided by DWQ)

APA
NCDENR

1
1
1

Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume

STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
>°All, Alb a
OF W Amy
oa ??
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Ritchie Bros Auction Site
Contact person John Prorock
Phone number 919-854-1282
Date 2/1612011
Drainage area number Pond B
II. DESIGN INFORMATION
Site Characteristics
Drainage area 690,426 ft2
Impervious area, post-development 613,760 ft2
% impervious 88.90 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 48,909 ft3 OK
Volume provided 50,000 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
y (Y or N)
2.9 in
0.35 (unitless)
0.88 (unitless)
0.12 in/hr OK
0.67 ft3/sec
1.67 ft3/sec
1.00 ft3/sec
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
354.00 fmsl
352.00 fmsl
fmsl
352.50 fmsl
351.50 fmsl Data not needed for calculation option #1, but OK if provided.
346.00 fmsl
345.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
(Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev 8-9/17/09 Parts L & II. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
' lI. Df SIGN INFORMATION
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool 28,000 ft2
21,196 ft2
SAIDA ratio 3.07 (unitless)
Area PROVIDED, permanent pool, Aperm_pwl 21,300 ft2 OK
Area, bottom of 1Oft vegetated shelf, Amt elf 14,400 ft2
' Area, sediment cleanout, top elevation (bottom of pond), Abolpnd 7,954 ft`
Volumes
Volume, temporary pool
Volume, permanent pool, Vpem,-pW 50,000 ft3
87,686 ft3 OK
Volume, forebay (sum of forebays if more than one forebay) 17,537 ft3
Forebay % of permanent pool volume 20.0% % OK
SAIDA Table Data
Design TSS removal 85 %
Coastal SAIDA Table Used? n (Y or N)
Mountain/Piedmont SAIDA Table Used? y (Y or N)
' SA/DA ratio 3.07 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) y (Y or N)
Volume, permanent pool, Vp-
Pw 87,686 ft'
' -
Area provided, permanent pool, Ap,.-Pc l 21,300 ft2
Average depth calculated 4.12 ft OK
Average depth used in SAIDA, d,,, (Round to nearest 0.5ft) 4.0 ft OK
Calculation option 2 used? (See Figure 10-2b) n (Y or N)
' Area provided, permanent pool, Ape mil 21,300 ft2
Area, bottom of 1 Oft vegetated shelf, Abo, ,heir 14,400 ft`
Area, sediment cleanout, top elevation (bottom of pond), Ab,t-,,d
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) 7,954 ft2
5.50 It
Average depth calculated It
Average depth used in SAIDA, d.„ (Round to nearest 0.5ft) It
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Cc)
Driving head (Ha)
Drawdown through weir?
Weir type
Coefficient of discharge (Cw)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
y (Y or N)
3.00 in
in'
0.60 (unitless)
0.67 ft
(Y or N)
(unitless)
(unitless)
ft
ft
0.67 ft3/sec
1.67 ft3/sec
0.19 ft3/sec
3.00 days
OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3-:1
y (Y or N) OK
1.0 ft OK
y (Y or N) OK
(Y or N)
y (Y or N) OK
Sluice Gate is provided in Riser Outlet Structure
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & It. Design Summary, Page 2 of 2
POND DESIGN: POND B
TSS Removal % _
Drainage area =
Impervious area =
% Impervious =
ac.
ac.
d,,,: Average depth of permanent pool to use in the SAIDA. tables (ft ?
C) Haan I fir,. _ t I' CMJ jh1N
ApW,b)Pt,. ,gnft,r
? n rket Ah-n tw.,,t F r y*.v_ .-tart I .?
Option 2: d/ ,, 0.25x ? 1 + - ? + _ ?
' Where.
day, _ Average j en n&ienxt pool cLteptla (ft)
Stufa a area at bottom of shelf, mcludir% foi-ebay (ft=)
trra+s_ ?,-x
• .1 =m ace area at per uuiet1t pool level, inclttdiatc,aT oreba
(ft' )
=Surface area at the bottom of the poled (ft) (excludes the
sedin -Lt cleanout depth)
' i?a ptir = Distance behveeai the bottom of the shelf and the potid;
bottom (ft) (excludes the sediuift-it cleanout depth)
' VPERMANENT POOL =
APERMANENT POOL
' ABOT SHELF
ABOT POND
DEPTH =
da„ (Option 1)*=
da„ (Option 2)*=
NC
Average Depth=
4.12 ft
4A5 Ift
establish 3' as the minimum
4 ft.
Note: Do not include forebays
Check:
OK
OK
Round da„from above down to nearest 0.5'
Enter tables 10 (based on region and %TSS) of NCDENR Stormwater BMP Manual and interpolate using
% impervious of pond DA
SA/DA = 0.03068
S.A. REQUIRED = 21,182.27 J ftz Check.
PROVIDED =
Rv=0.05+5,9'i
Rv = 0 55006 60
V = 3630*R?,,"Rv A
RD = 1 ,
PROVIDED -
must draw down in 2 to 5 days
Size 31" Diameter
= Cd*A*4(2*g*h)
Cd = 0.6
Area = 04sq.ft.
Max. h 2.00 ft.
Driving h = 0.67 ft.
ft2
note: A = Drainage area
RD = Design Rainfall Depth (1")
note: Cd = Coefficient of Discharge. Typical Value is 0.6
A = Cross-Sect. Area of flow at orifice entrance (ft)
g = acceleration of gravity (32.2 ft/s`)
Max. h = From centroid of the orifice area
to water surface (grate elevation - orifice elevation)
Driving h = Max. h/3
Q at Driving H = cfs
--. .r
Approximate drawdown time =
50,000.00 cu.ft. x second/0.19 cuft x day/1440 min x min/60 sec =
3.0
Watershed Model SchematiqYdrafiowliydrographsExtension forAutoCAD®Civil 3D®2010byAu_ t- desk, Inc. v9.25
1 2
Hydrograph Return Period ReCa
y ra ow ydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No Hydrograph
e
t Inflow
h
d(s) Peak Ou tflow (cfs ) H dro ra h
y p
. yp y Description
' (origin) 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr
1 SCS Runoff --- 44.47 54.92 ----- ----- 82.48 ---- -_ 125.40 POND B DA
' 2 Reservoir 1 0.220 0.320 ------ ---- 10.69 -- ----- 100.42 POND B

1

1
1
1
1
Proj. file: Pond B.gpw
I Tuesday, Feb 22, 2011
Hydrograph Summary Re polSy?raflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25

1
1
1
1
1
1
1
1
1
1
i
1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 SCS Runoff 44.47 2 722 131,384 -- ---- ---- POND B DA
2 Reservoir 0.220 2 1452 30,257 1 352.99 124,964 POND B
Pond B.gpw Return Period: 1 Year Tuesday, Feb 22, 2011
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
POND B DA
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 15.850 ac Curve number
' Basin Slope = 0.8% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 2.89 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, Feb 22, 2011
= 44.47 cfs
= 12.03 hrs
= 131,384 cuft
= 95
= 1605 ft
= 14.70 min
= Type II
= 484
I
POND B DA
Q (cfs) Hyd. No. 1 -- 1 Year
50.00
40.00
30.00
20.00
' 10.00
0.00
4
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 2 4 6 8 10 12 14 16 18 20 22 24
-- Hyd No. 1
-i 0.00
26
Time (hrs)
I Hydrograph Report
5
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
POND B
Hydrograph type = Reservoir Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 1 - POND B DA Max. Elevation
Reservoir name = POND B Max. Storage

Storage Indication method used.

POND B
Q (cfs) Hyd. No. 2 -- 1 Year

Tuesday, Feb 22, 2011
= 0.220 cfs
= 24.20 hrs
= 30,257 cuft
= 352.99 ft
= 124,964 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 10 20 30 40 50 60 70 80 90 100
Time
'
Hyd No. 2 Hyd No. 1 ! 1 1 1 1 1 Total storage used = 124,964 cuft (hrs)
9
H yd ro g ra p h Summary Re polSy?raflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
Description
1 SCS Runoff 82.48 2 722 252,924 -- ------ ----- POND B DA
2 Reservoir 10.69 2 748 149,065 1 354.33 163,560 POND B

r
i
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I
Pond B.gpw Return Period: 10 Year Tuesday, Feb 22, 2011
Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
POND B DA
Tuesday, Feb 22, 2011
Hydrograph type = SCS Runoff Peak discharge = 82.48 cfs
Storm frequency = 10 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 252,924 cuft
Drainage area = 15.850 ac Curve number = 95
Basin Slope = 0.8% Hydraulic length = 1605 ft
Tc method = User Time of conc. (Tc) = 14.70 min
Total precip. = 5.09 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
POND B DA
Q (cfs) Q cfs
Hyd. No. 1 -- 10 Year ( )
90.00
90.00
80.00
80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00
40.00
30.00
30.00
20.00
20.00
10.00
10.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
r
Hydrograph Report
11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
1 POND B
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 1 -POND B DA Max. Elevation
Reservoir name = POND B Max. Storage
Tuesday, Feb 22, 2011
= 10.69 cfs
= 12.47 hrs
= 149,065 cuft
= 354.33 ft
= 163,560 cuft
Storage Indication method used.
M
Q (cfs) POND B
Q (cfs
Hyd. No. 2 -- 10 Year )
90.00
90.00
80.00
80.00
70.00 70.00
60.00 60.00
50.00 50.00
40.00
40.00
30.00
30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 8 16 24 32 40 48 56 64 72 80 88
Time (hrs)
Hyd No. 2 Hyd No. 1 1 1 1 1 Total storage used = 163,560 cuft
Hydraflow Rainfall Report
12
I Hydraflow Hydrographs Extension for AutoCAD® Civil 3136 2010 by Autodesk, Inc. v9.25

Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 647.9395 40.8000 1.3304 -----
2 74.0559 13.3000 0.8788 --------
3 79.6638 13.1000 0.8896 ------
5 83.5112 14.8000 0.8514 - ----
10 105.7041 16.8000 0.8710 ----
25 118.9252 17.6000 0.8582 -------
50 137.0265 18.6000 0.8630 -------
100 157.1769 19.6000 0.8692 -----
Tuesday, Feb 22, 2011
File name: RALEIGH-DURHAM.IDF
I I
Intensity = B / (Tc + D)"E
r
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.00 3.48 3.07 2.74 2.47 2.24 2.05 1.88 1.73 1.61 1.50 1.40
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
3 6.06 4.88 4.10 3.54 3.12 2.80 2.54 2.33 2.15 1.99 1.86 1.75
5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc = time in minutes. Values may exceed 60.
P fl

1
i
1
reci . i e name. Sd1111e. c
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour 2.89 3.49 0.00 0.00 5.09 0.00 0.00 7.61
SCS 6-Hr 2.07 2.49 0.00 0.00 3.60 0.00 0.00 5.42
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pond Report
6
Hydraflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Feb 22, 2011
Pond No. 1 - POND B
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 345.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 345.00 7,954 0 0
0.50 345.50 8,683 4,159 4,159
1.50 346.50 10,219 9,451 13,610
2.50 347.50 11,859 11,039 24,649
3.50 348.50 13,603 12,731 37,380
4.50 349.50 15,451 14,527 51,907
5.50 350.50 17,403 16,427 68,334
6.50 351.50 21,300 19,352 87,686
7.50 352.50 26,368 23,834 111,520
8.50 353.50 28,477 27,423 138,942
9.50 354.50 30,598 29,538 168,480
10.50 355.50 32,776 31,687 200,167
11.50 356.50 35,010 33,893 234,060
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 3.00 0.00 0.00 Crest Len (ft) = 16.00 40.00 0.00 0.00
Span (in) = 24.00 3.00 0.00 0.00 Crest El. (ft) = 354.00 354.50 0.00 0.00
No. Barrels = 10 10 0 0 Weir Coeff. = 3.330.00 3.33 3.33 3.33
Invert El. (ft) = 345.00 352.00 0.00 0.00 Weir Type = 1 Ciplti ---
Length (ft) = 90.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Contour)
Multi-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 I Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 345.00 0.00 0.00 -- -- 0.00 0.00 --- --- -- -- 0
000
0.05 416 345.05 0.00 0.00 --- -- 0.00 0.00 -- - --- -- .
0
000
0.10 832 345.10 0.00 0.00 --- -- 0.00 0.00 -- -- -- -- .
0.000
0.15 1,248 345.15 0.00 0.00 -- -- 0.00 0.00 - - -- --- 0
000
0.20 1,664 345.20 0.00 0.00 --- --- 0.00 0.00 .
0
000
0.25 2,080 345.25 0.00 0.00 --- --- 0.00 0.00 - --- --- -- .
0
000
0.30 2,496 345.30 0.00 0.00 -- --- 0.00 0.00 --- --- --- --- .
0
000
0.35 2,911 345.35 0.00 0.00 -- --- 0.00 0.00 --- -- --- --- .
0
000
0.40 3,327 345.40 0.00 0.00 -- - 0.00 0.00 --- - --- - .
0
000
0.45 3,743 345.45 0.00 0.00 --- -- 0.00 0.00 --- -- -- -- .
0
000
0.50 4,159 345.50 0.00 0.00 --- --- 0.00 0.00 -- -- - -- .
0
000
0.60 5,104 345.60 0.00 0.00 --- -- 0.00 0.00 - -- -- --- .
0
000
0.70 6,049 345.70 0.00 0.00 -- -- 0.00 0.00 --- --- --- - .
0
000
0.80 6,995 345.80 0.00 0.00 -- --- 0.00 0.00 --- --- --- --- .
0
000
0.90 7,940 345.90 0.00 0.00 --- -- 0.00 0.00 -- - -- --- .
0
000
1.00 8,885 346.00 0.00 0.00 --- -- 0.00 0.00 -- -- -- --- .
0
000
1.10 9,830 346.10 0.00 0.00 --- -- 0.00 0.00 -- -- - --- .
0
000
1.20 10,775 346.20 0.00 0.00 --- --- 0.00 0.00 --- --- -- -- .
0
000
1.30 11,720 346.30 0.00 0.00 -- -- 0.00 0.00 --- --- --- -- .
0
000
1.40 12,665 346.40 0.00 0.00 --- --- 0.00 0.00 --- --- --- .
0
000
1.50 13,610 346.50 0.00 0.00 --- -- 0.00 0.00 --- -- -- - .
0
000
1.60 14,714 346.60 0.00 0.00 --- -- 0.00 0.00 -- -- --- --- .
0
000
1.70 15,818 346.70 0.00 0.00 -- --- 0.00 0.00 --- - --- --- .
0
000
1.80 16,922 346.80 0.00 0.00 --- --- 0.00 0.00 --- --- .
0
000
1.90 18,026 346.90 0.00 0.00 --- --- 0.00 0.00 --- --- -- -- .
0
000
2.00 19,130 347.00 0.00 0.00 -- --- 0.00 0.00 - --- --- --- .
0
000
2.10 20,234 347.10 0.00 0.00 --- -- 0.00 0.00 --- --- -- --- .
0
000
2.20 21,338 347.20 0.00 0.00 --- -- 0.00 0.00 --- --- - --- .
0
000
2.30 22,441 347.30 0.00 0.00 --- -- 0.00 0.00 --- --- - --- .
0.000
Continues on next page...
i
POND B
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv 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
2.40 23,545 347.40 0.00 0.00 --- 0.00 0.00 - --_ --- -- 0.000
2.50 24,649 347.50 0.00 0.00 0.00 0.00 N 0.000
2.60 25,922 347.60 0.00 0.00 0.00 0.00 0.000
2.70 27,195 347.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
2.80 28,469 347.80 0.00 0.00 --- --- 0.00 0.00 --- --- -- -- 0
000
2.90 29,742 347.90 0.00 0.00 -- --- 0.00 0.00 --- .
--- - -- 0.000
3.00 31,015 348.00 0.00 0.00 - --- 0.00 0.00 --- --- -- --- 0.000
3.10 32,288 348.10 0.00 0.00 --- -- 0.00 0.00 --- --- - - 0.000
3.20 33,561 348.20 0.00 0.00 -- --- 0.00 0.00 --- --- --- -- 0.000
3.30 34,834 348.30 0.00 0.00 - 0.00 0.00 -
0.000
3.40 36,107 348.40 0.00 0.00 0.00 0.00 - _ ___ -
0.000
3.50 37,380 348.50 0.00 0.00 0.00 0.00 -- -- - 0.000
3.60 38,833 348.60 0.00 0.00 --- --- 0.00 0.00 -- --- --- - 0.000
3.70
3.80 40,286
41,738 348.70
348.80 0.00
0.00 0.00
0.00 __ 0.00
0.00 0.00
0.00 - A- W 0.000
0.000
3.90 43,191 348.90 0.00 0.00 -- 0.00 0.00 0.000
4.00 44,644 349.00 0.00 0.00 --- --- 0.00 0.00 -- - -- -- 0.000
4.10 46,096 349.10 0.00 0.00 --- -- 0.00 0.00 - --- -- - 0.000
4.20 47,549 349.20 0.00 0.00 --- 0.00 0.00 - 0.000
4.30 49,002 349.30 0.00 0.00 - 0.00 0.00 __ 0.000
4.40 50,455 349.40 0.00 0.00 --- -- 0.00 0.00 - -- -- -- 0.000
4.50 51,907 349.50 0.00 0.00 -- -- 0.00 0.00 --- --- -- --- 0.000
4.60 53,550 349.60 0.00 0.00 - 0.00 0.00 - 0.000
4.70 55,193 349.70 0.00 0.00 0.00 0.00 ^ 0.000
4.80 56,835 349.80 0.00 0.00 --- 0.00 0.00 0.000
4.90 58,478 349.90 0.00 0.00 --- --- 0.00 0.00 -- -- - --- 0.000
5.00
5.10 60,121
61,763 350.00
350.10 0.00
0.00 0.00
0.00 -- --- 0.00
0.00 0.00
0.00 ___ 0.000
___ __.
- 0.000
5.20 63,406 350.20 0.00 0.00 __ __ 0.00 0.00 __ -
0.000
5.30 65,049 350.30 0.00 0.00 --- --- 0.00 0.00 - - --- -- 0.000
5.40 66,692 350.40 0.00 0.00 --- --- 0.00 0.00 --- --- -- --- 0.000
5.50 68,334 350.50 0.00 0.00 _-- -- 0.00 0.00 -- -
0.000
5.60 70,269 350.60 0.00 0.00 0.00 0.00 -
-
0.000
5.70 72,205 350.70 0.00 0.00 0.00 0.00 ---
0.000
5.80 74,140 350.80 0.00 0.00 -- --- 0.00 0.00 -- --- -- 0.000
5.90
6.00 76,075
78,010 350.90
351.00 0.00
0.00 0.00
0.00 -- -- 0.00
0.00 0.00
0.00 --
--- --- --- -- 0.000
_._
-
0.000
6.10 79,945 351.10 0.00 0.00 0.00 0.00 _
y_
0.000
6.20 81,880 351.20 0.00 0.00 --- -- 0.00 0.00 --- --- -- --- 0.000
6.30 83,815 351.30 0.00 0.00 --- --- 0.00 0.00 --- --- -- -- 0
000
6.40 85,751 351.40 0.00 0.00 -
- 0.00 0.00 --- .
___ ___
- 0.000
6.50 87,686 351.50 0.00 0.00 y
-- 0.00 0.00 --
0.000
6.60 90,069 351.60 0.00 0.00 - --- 0.00 0.00 -- --- -- --- 0.000
6.70 92,453 351.70 0.00 0.00 -- -- 0.00 0.00 --- - -- --- 0.000
6.80 94,836 351.80 0.00 0.00 - --- 0.00 0.00 0.000
6.90 97,219 351.90 0.00 0.00 - 0.00 0.00 0.000
7.00 99,603 352.00 0.00 oc 0.00 is 0.00 0.00 0.000
7.10 101,986 352.10 0.02 is 0.02 is -- --- 0.00 0.00 -- --- --- - 0.020
7.20
7.30 104,370
106,753 352.20
352.30 0.06 is
0.11 is 0.06 is
0.10 is 0.00
0.00 0.00
0.00 --- --- --- 0.064
0.099
7.40 109,136 352.40 0.13 is 0.12 is 0.00 0.00 0.124
7.50 111,520 352.50 0.15 is 0.14 is -- -- 0.00 0.00 --- --- --- - 0.145
7.60 114,262 352.60 0.16 is 0.16 is -- -- 0.00 0.00 -- -- --- --- 0.163
7.70 117,004 352.70 0.18 is 0.18 is 0.00 0.00 0.179
7.80 119,747 352.80 0.20 is 0.19 is = 0.00 0.00 0.194
7.90 122,489 352.90 0.22 is 0.21 is --- 0.00 0.00 -- -- -- - 0.208
8.00 125,231 353.00 0.22 is 0.22 is -- --- 0.00 0.00 --- -- -- --- 0.221
8.10
8.20 127,973
130,716 353.10
353.20 0.24 is
0.25 is 0.23 is
0.25 is ? _- 0.00
0.00 0.00
0.00 --- - - --- 0.233
0
245
8.30 133,458 353.30 0.27 is 0.26 is 0.00 0.00 .
0.256
8.40 136,200 353.40 0.27 is 0.27 is - --- 0.00 0.00 --- -- --- --- 0.267
8.50 138,942 353.50 0.29 is 0.28 is --- -- 0.00 0.00 --- - -- --- 0
277
8.60 141,896 353.60 0.29 is 0.29 is --_ 0.00 0.00 --- .
0
287
8.70 144,850 353.70 0.30 is 0.30 is N_ 0.00 0.00 .
0
297
8.80 147,804 353.80 0.32 is 0.31 is -- -- 0.00 0.00 --- .
--- - -- 0
306
8.90 150,757 353.90 0.32 is 0.31 is --- --- 0.00 0.00 -- .
--- -- -- 0.315
9.00
9.10 153,711
156,665 354.00
354.10 0.32 is
2.08 is 0.32 is
0.33 is --- --- 0.00
1.69 0.00
0.00 --- =-
0.324
2
018
9.20 159,619 354.20 5.16 is 0.34 is 4.77 0.00 .
---
5.107
9.30 162,572 354.30 9.11 is 0.35 is --- -- 8.76 0.00 --- -- -- -- 9.105
Continues on next page
8
POND B
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C
ft cult ft cfs cfs cfs
9.40 165,526 354.40 13.84 is 0.36 is --
9.50 168,480 354.50 19.20 oc 0.36 is -
9.60 171,649 354.60 25.13 is 0.37 is ---
9.70 174,817 354.70 31.58 is 0.38 is ---
9.80 177,986 354.80 38.49 is 0.36 is --
9.90 181,155 354.90 43.38 is 0.19 is --
10.00 184,323 355.00 44.19 is 0.16 is --
10.10 187,492 355.10 44.75 is 0.14 is -
10.20 190,661 355.20 45.20 is 0.12 is --
10.30 193,829 355.30 45.59 is 0.11 is -
10.40 196,998 355.40 45.94 is 0.10 is --
10.50 200,167 355.50 46.26 is 0.09 is --
10.60 203,556 355.60 46.56 is 0.08 is -
10.70 206,945 355.70 46.85 is 0.08 is --
10.80 210,335 355.80 47.13 is 0.07 is --
10.90 213,724 355.90 47.40 is 0.07 is ---
11.00 217,113 356.00 47.67 is 0.06 is ---
11.10 220,503 356.10 47.93 is 0.06 is ---
11.20 223,892 356.20 48.18 is 0.05 is --
11.30 227,281 356.30 48.43 is 0.05 is ---
11.40 230,670 356.40 48.68 is 0.05 is ---
11.50 234,060 356.50 48.92 is 0.05 is ---
PrfRsr Wr A Wr B Wr C
cfs cfs cfs cfs
-- 13.48 0.00 --
- 18.84 0.00 ---
- 24.76 4.21 -
- 31.20 11.91 --
- 38.13 21.89 --
- 43.19s 33.70 ---
44.02s s 47.10 ---
44.60s s 61.91 ---
45.07s s 78.02 --
- 45.47s 95.32 --
-- 45.84s 113.74 ---
-- 46.16s 133.20 --
- 46.47s 153.67 ---
46.77s s 175.10 ---
47.06s s 197.44 --
47.32s s 220.65 ---
--- 47.59s 244.71 ---
-- 47.86s 269.59 --
--- 48.12s 295.25 --
-- 48.35s 321.68 --
-- 48.59s 348.86 ---
48.85s s 376.75 --
Wr D Exfil User Total
cfs cfs cfs cfs
--- --- - 13.84
-- -- --- 19.20
29.35
43.50
- - -- --- 60.37
--- -- -- 77.08
-- -- --- 91.28
- -- -- 106.65
- -- --- 123.21
-- -- -- 140.90
- -- -- 159.67
--- --- --- 179.45
- - - --- 200.23
-- -- -- 221.94
--- -- --- 244.57
--- --- -- 268.04
-- -- --- 292.36
--- --- -- 317.50
--- -- -- 343.43
-- --- 370.08
--- --- --- 397.50
-- -- --- 425.64
..End
1
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Permit No.
(to be provided by DWQ)
O?O? W a TF9pG
&T
NC©ENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 1/1) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Ritchie Bros Auction Site
Contact person John Prorock
Phone number 919-854-1282
Date 2/16/2011
Drainage area number Pond C
IL DESIGN INFORMATION
Site Characteristics
Drainage area 1,895,296 ft2
Impervious area, post-development 1,507,176 ft2
% impervious 79.52 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required 120,935 ft3 OK
Volume provided 125,000 ft3
OK, volume provided is equal to or in excess of volume required.
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
ft3
ft3
ft3
ft3
ft3
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
y (Y or N)
2.9 in
0.35 (unitless)
0.83 (unitless)
0.12 in/hr OK
1.83 ft3/sec
4.33 ft3/sec
2.50 ft3/sec
355.00 fmsl
353.00 fmsl
fmsl
353.50 fmsl
352.50 fmsl Data not needed for calculation option #1, but OK if provided.
347.00 fmsl
346.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
n (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2

t

Permit No.
(to be provided by DWQ)
II. INFORMATION
Surface Areas
Area, temporary pool 64,000 ft'
Area REQUIRED, permanent pool 48,899 ft'
SAIDA ratio 2.58 (unitless)
Area PROVIDED, permanent pool, Aperr„_pw 52,950 ft` OK
Area, bottom of 1 Oft vegetated shelf, Abo, a,a, 38,080 ft'
Area, sediment cleanout, top elevation (bottom of pond), k,-pond 30,124 ft`
Volumes
Volume, temporary pool 125,000 ft3
Volume, permanent pool, Vp._P , 259,482 ft3
Volume, forebay (sum of forebays if more than one forebay) 51,896 ft3
Forebay % of permanent pool volume 20.0% %
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vper,,,_P,
Area provided, permanent pool, A,,._p,
Average depth calculated
Average depth used in SAIDA, d,,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ace-_pW
Area, bottom of 1Oft vegetated shelf, Abot s,eff
Area, sediment cleanout, top elevation (bottom of pond), k,_d
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d., (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (Cw)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
AM Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is:
Form SW401-Wet Detention Basin-Rev.8-9/17/09

85 %
n (Y or N)
y (Y or N)
2.58 (unitless)
y (Y or N)
259,482 ft'
52,950 W
4.90 ft
4.5 ft
n (Y or N)
52,950 ft`
38,080 ft
30,124 ft3
5.50 ft
ft
ft
y (Y or N)
4.00 in
in2
0.60 (unitless)
0.67 ft
(Y or N)
(unitless)
(unitless)
ft
ft
1.83 ft3/sec
4.33 ft3/sec
0.34 ft3/sec
4.20 days
3 :1
10 :1
10.0 ft
3 :1
3.0 :1
OK
OK
OK
Insufficient. Check calculation.
OK, draws down in 2-5 days.
OK
OK
OK
OK
OK
y (Y or N) OK
1.0 ft OK
y (Y or N) OK
(Y or N)
y (Y or N) OK
Sluice Gate is provided in Riser Outlet Structure
Pans I. & H. Design Summary, Page 2 of 2
1
1
t
1
1
1
1
TSS Removal % _
Drainage area =
Impervious area =
% Impervious =
POND C
85 %
43.51 ac.
34.6 Jac.
80 %
tl ,. Average depth of per ruwnt pool to use in the &VDA tables {l})
r WM _ ¢h ,d
C)I]t1?717 ? ; ran,
A p,Y,,. _ JAN,?
A (I
cif are+,_ wrt F A+.,4_ jaawrf .1 1.)cafitOr ;
Option ?: c1 ?,, (). Sx l +
_ A t=
d. = Average remument pool depth (ft)
At,4 ,,wf Surface area at bottom of steelf, includirig forebav, (ft'-)
:,? r ,,. + =Sut ace area at ern exit pool level, mcluduls f6relmy
(fey)
• Am.,_p j =Surface aiea at the bottom of the pored (W) (exchides file
seditnertt clearwut depth)
¦ Depth = DistaiLce beh? t the botton-L of the shelf and the pond
5ottmn (ft) (excludes the sediment cleartout depth)
VPERMANENT POOL = 259,482.00 ft'
APERMANENTPOOL - 52,950.00 ft`
ABOT SHELF - 38,080.00 ft`
ABOT_POND - 24,544.00 ft` Note: Do not include forebays-
DEPTH = 5.50 ft
Check:
day (Option 1)*= 4:90 ft OK
day (Option 2)*= 4:95 ft OK
*Note: NC regulations establish T as the minimum avg, depth
I_qiirfnr-a Aran Qnnnirn rren4?•
Average Depth= 4.5 ft. Round da„from above down to nearest 0.5'
Enter tables 10 (based on region and %TSS) of NCDENR Stormwater BMP Manual and interpolate using
% impervious of pond DA
SA/DA = 0.0258
S.A. REQUIRED = 48,898.63 ftz Check:
1
1
1
1
1
1
1
1
1
1
1
1
1
i
1
1
1
1
PROVIDED = 52,950.00
alculation
Rv = 0.05 + 0.9*11a
Rv = 0.76569754
V = 3630*RD*Rv*A
RD = I I I„
120,93527 ft3
PROVIDED =F125,00&00 ft°
Drawdown Pipe Check:
WQV must draw down in 2 to 5 days
Orifice Size 41" Diameter
Orifice Equation:
Q = CdWA (2*g*h)
Cd = 0.6
Area = 0.087 sq.ft.
Max. h 2.00 ft.
Driving h = 0.67 ft.
Q at Driving H = 03 4 cfs
Approximate drawdown time =
125,000.00 cuft x second/0.34 cuft x da
OK
note: A = Drainage area
RD = Design Rainfall Depth (1")
note: Cd =Coefficient of Discharge. Typical Value is 0.6
A = Cross-Sect. Area of flow at orifice entrance (ftz)
g = acceleration of gravity (32.2 ft/s`)
Max. h = From centroid of the orifice area
to water surface (grate elevation - orifice elevation)
Driving h = Max. h/3
440 min x min/60 sec = 4.2 days
17
1

1

1
1
1
i_]

I
r

LJI

11
Watershed Model SchematigydraflowHydrographsExtension for AutoCAD>rlb
DOCivil 3D®2010 by Autodesk. Inc. v9.25
1 2
Hydrograph Return Period RyggaPydrographsExtension forAutoCAD®Civil 3D®2010byAutodesk,Inc.v9.25

1
1

1
1
1
1

r
1
1

Hyd.
No Hydrograph
t
e Inflow
h
d Peak Outflow (cfs) Hydrograph
. yp
(origin) y
(s)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr Description
1
2 SCS Runoff
Reservoir -----
1 83.58
0.504 104.99
3.108 ---
---- -----
---- 161.59
62.82 ------
-- -----
----- 249.55
216.13 POND C DA
POND C
Proj. file: Pond C.gpw Tuesday, Feb 22, 2011
3
Hydrograph Summary Re port raflow Hydrographs Extension for AutoCAD® Civil 3D@2010 by Autodesk, Inc. v9.25

1
1
r
t
t

Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
Description
1 SCS Runoff 83.58 2 730 339,417 -- ------ ---- POND C DA
2 Reservoir 0.504 2 1464 94,337 1 354.61 323,082 POND C
Pond C.gpw Return Period: 1 Year Tuesday, Feb 22, 2011
1 Hydrograph Report
4
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
POND C DA
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 1 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 43.510 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 2.89 in Distribution
Storm duration = 24 hrs Shape factor

POND C DA
Q (cfs)
Hyd. No. 1 -- 1 Year
Tuesday, Feb 22, 2011
= 83.58 cfs
= 12.17 hrs
= 339,417 cuft
= 93
= Oft
= 27.00 min
= Type II
= 484
uU.VU
80.00
70.00

60.00

50.00

40.00

30.00

20.00

10.00

0.00
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
- n nn
^? '* l u 12 14 16
- Hyd No. 1
18 20 22 24
26
Time (hrs)
Hydro9raph Report
Hydraflow Hydrographs Extension for AutoCADQD Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
POND C
5
Tuesday, Feb 22, 2011
Hydrograph type = Reservoir Peak discharge = 0.504 cfs
Storm frequency = 1 yrs Time to peak = 24.40 hrs
Time interval = 2 min Hyd. volume = 94,337 cuft
Inflow hyd. No. = 1 -POND C DA Max. Elevation = 354.61 ft
Reservoir name = POND C Max. Storage = 323,082 cult

Storage Indication method used.
POND C
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
0 10 %J.VV
20 30 40 50 60 70 80 90 100
- Hyd No. 2 Hyd No. 1 ! 1 1 ! I Total storage used = 323,082 cuft Time (hrs)
9
Hydrograph Summary Repo At
y raflow Hydrographs Extension for AutoCADO Civil 3D® 2010 by Autodesk, Inc. v9.25

1
1
1
1
1
1
1
1
1
1
1
1
1
1
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
Peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
Description
1 SCS Runoff 161.59 2 730 676,985 ----- -- ----- POND C DA
2 Reservoir 62.82 2 752 425,246 1 355.81 399,228 POND C
Pond C.gpw Return Period: 10 Year Tuesday, Feb 22, 2011

HYd rograph Report

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 1
POND C DA
Hydrograph type = SCS Runoff Peak discharge
¦ Storm frequency = 10 yrs Time to peak
! Time interval = 2 min Hyd. volume
Drainage area = 43.510 ac Curve number
Basin Slope = 0.0% Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 5.09 in Distribution
Storm duration = 24 hrs Shape factor

POND C DA
Q (cfs)
Hyd. No. 1 -- 10 Year

10
Tuesday, Feb 22, 2011
= 161.59 cfs
= 12.17 hrs
= 676,985 cuft
= 93
= Oft
= 27.00 min
= Type II
= 484
16U.UU
160.00

140.00

120.00

100.00

80.00

'
60.00

40
00
.
' 20.00

0.00
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
- 0 00
4 4 n 6 10 12 14 16
Hyd No. 1
18 20 22 24
26
Time (hrs)

HYd rograph Report

Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25
Hyd. No. 2
POND C
Hydrograph type = Reservoir Peak discharge
Storm frequency = 10 yrs Time to peak
Time interval = 2 min Hyd. volume
Inflow hyd. No. = 1 - POND C DA Max. Elevation
Reservoir name = POND C Max. Storage

Storage Indication method used.

POND C
Q (cfs) Hyd. No. 2 -- 10 Year

11
Tuesday, Feb 22, 2011
= 62.82 cfs
= 12.53 hrs
= 425,246 cuft
= 355.81 ft
= 399,228 cuft
Q (cfs)
180.00
'--- - 160.00
140.00 140.00
120.00 120.00
100.00 100.00
80.00
80.00
60.00
60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Hyd No. 1 1 I 1 11 1 Total storage used = 399,228 cuft Time (hrs)
r Hydraflow Rainfall Report
12
1 Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2010 by Autodesk, Inc. v9.25 Tuesday, Feb 22, 2011
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 647.9395 40.8000 1.3304
2 74.0559 13.3000 0.8788 ----
3 79.6638 13.1000 0.8896
5 83.5112 14.8000 0.8514
10 105.7041 16.8000 0.8710 -------
25 118.9252 17.6000 0.8582 -----
50 137.0265 18.6000 0.8630 - - -
100 157.1769 19.6000 0.8692
File name: RALEIGH-DURHAM.IDF
Intensity = B / (Tc + D)"E
Return
Period Intensity Values (in/hr)
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 4.00 3.48 3.07 2.74 2.47 2.24 2.05 1.88 1.73 1.61 1.50 1.40
2 5.76 4.65 3.92 3.40 3.01 2.70 2.45 2.25 2.08 1.93 1.81 1.70
3 6.06 4.88 4.10 3.54 3.12 2.80 2.54 2.33 2.15 1.99 1.86 1.75
5 6.57 5.43 4.64 4.07 3.63 3.28 3.00 2.76 2.57 2.40 2.25 2.12
10 7.22 6.03 5.19 4.57 4.09 3.71 3.40 3.13 2.91 2.72 2.56 2.41
25 8.19 6.90 5.98 5.29 4.75 4.32 3.97 3.67 3.41 3.20 3.01 2.84
50 8.95 7.59 6.60 5.86 5.27 4.80 4.41 4.08 3.81 3.57 3.36 3.17
100 9.71 8.27 7.22 6.42 5.79 5.28 4.86 4.50 4.20 3.93 3.70 3.50
Tc = time in minutes. Values may exceed 60.
Preci.file name: Sam ie. c
Rainfall Precipitation Table (in)
Storm
Distribution
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
SCS 24-hour 2.89 3.49 0.00 0.00 5.09 0.00 0.00 7.61
SCS 6-Hr 2.07 2.49 0.00 0.00 3.60 0.00 0.00 5.42
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Pond Report 6
Hydraflow Hydrographs Extension for AutoCAD5 Civil 31315 2010 by Autodesk, Inc. v9.25
Pond No. 1 - POND C Tuesday, Feb 22, 2011
Pond Data
Contours -User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 347 .00 ft
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 347.00 Contour area (sgft)
30,124 Incr. Storage (cult)
0 Total storage (cuft)
0
0.50 347.50 31,495 15,405 15,405
1.50 348.50 34,315 32,905 48,310
2.50 349.50 37,239 35,777 84,087
3.50 350.50 40,267 38,753 122,840
4.50 351.50 43,399 41,833 164,673
5.50 352.50 46,635 45,017 209,690
6.50 353.50
7.50 354.50 52,950
60,812 49,793
56,881 259,482
316,363
8.50 355.50 64,061 62,437 378,800
9.50 356.50 67,290 65,676 444,475
10.50 357.50 70,575 68,933 513
408
,
Culvert / Orifi
St
t
ce
ruc
ures Weir Structures
[A] [B] [C] [PrfRSr] [A] [B] [C] [D]
Rise (in) = 36.00 4.00 0.00 0.00 Crest Len (ft) = 16.00 40.00 0.00 0.00
Span (in) = 36.00 4.00 0.00 0.00 Crest El. (ft) = 355.00 355.50 0.00 0.00
No. Barrels = 10
Invert El. (ft) = 347.00 10
353.00 0 0
0.00 0.00 Weir Coeff.
Weir Type = 3.330.00 3.33
= 1 Ciplti 3.33
-- 3.33
--
Length (ft) = 63.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
' Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0 (by Contour)
Multi-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 / Discharge Table .
Stage Storage Elevation CIv A Clv 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
' 0.00 0 347.00 0.00 0.00 -- --- 0.00 0.00 - --- --- --- 0
000
0.05 1,540 347.05 0.00 0.00 -- -- 0.00 0.00 - -- .
- -- 0
000
0.10 3,081 347.10 0.00 0.00 --- --- 0.00 0.00 --- - .
-- -- 0
000
0.15 4,621 347.15 0.00 0.00 --- -
0.00 0.00 - .
0
000
0.20 6,162 347.20 0.00 0.00 -
0.00 -
0.00 __ µ
.
0
000
0.25 7,702 347.25 0.00 0.00 0.00 0.00 .
--- -- 0
000
0.30 9,243 347.30 0.00 0.00 -- -- 0.00 0.00 --- - .
-- - 0
000
0.35 10,783 347.35 0.00 0.00 -- -- 0.00 0.00 .
0
000
0.40 12,324 347.40 0.00 0.00 _-- -
0.00 0.00 _-- --- .
--- 0
000
0.45 13,864 347.45 0.00 0.00 _
0.00 0.00 .
_
0
000
0.50 15,405 347.50 0.00 0.00 - - 0.00 0.00 -- --- .
-- --- 0
000
0.60 18,695 347.60 0.00 0.00 --- -- 0.00 0.00 --- --- .
-- --- 0
000
0.70 21,986 347.70 0.00 0.00 __. - 0.00 _
0.00 .
--_ --- 0
000
0.80 25,276 347.80 0.00 0.00 _
0.00 A
0.00 .
0
000
0.90 28,567 347.90 0.00 0.00 --- --- 0.00 0.00 -- --- .
-- -- 0
000
1.00 31,857 348.00 0.00 0.00 --- --- 0.00 0.00 --- --- .
-- -- 0
000
1.10 35,148 348.10
1.20 38,438 348.20 0.00
0.00 0.00 ---
0.00 -_ 0.00
0.00 0.00 ---
0.00 -- .
N
- 0.000
0

1.30 41,729 348.30
0.00
0.00
0.00
0.00
-- =
.000
--- 0
000
1.40 45,019 348.40 0.00 0.00 --- -- 0.00 0.00 --- - .
-- --- 0
000
1.50 48,310 348.50 0.00 0.00 --- --- 0.00 0.00 -- --- .
-- 0
000
1.60 51,887 348.60 0.00 0.00 - 0
00 00 --_
0 .

1.70 55,465 348.70
0.00 Y
0.00 _
.
0
00 .
0
00 ___ ___ _- 0.000

1.80 59,043 348.80
0.00
0.00 --- .
-- 0
00 .
0
00 --- 0.000

1.90 62,621 348.90
0.00
0.00 -- .
--- 0
00 .
0
00 --- --- --- -- 0.000

2.00 66,198 349.00
2.10 69,776 349.10
0.00
0.00
0.00 ?=
0.00 .
--- 0.00
0
00 .
0.00 ___
0
00 --- --- --- 0.000
___ -_ 0.000

2
20 73
354 34 . . 0.000
.
,
9.20 0.00 0.00 0.00 0.00 --- -- 0
000
2.30 76,931 349.30 0.00 0.00 --- --- 0
00 0
00 --- .

2.40 80,509 349.40
0.00
0.00 -- .
--- 0
00 .
0
00 --- ---
-
-- 0.000

' . . --- ---
0.000
Continues on next page...

II
u

1

1
1

1
1
1
L
7
POND C
Stage 1 Storage / Discharge Table
Stage Storage Elevation Clv A Clv 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
2.50 84,087 349.50 0.00 0.00 --- --- 0.00 0.00 --- -- -- -- 0.000
2.60 87,962 349.60 0.00 0.00 --- -- 0.00 0.00 --- -- --- -- 0.000
2.70 91,837 349.70 0.00 0.00 --- - 0.00 0.00 --- -- --- 0.000
2.80 95,713 349.80 0.00 0.00 - -- 0.00 0.00 --- -- --- -- 0.000
2.90 99,588 349.90 0.00 0.00 - - 0.00 0.00 --- -- -- --- 0.000
3.00 103,463 350.00 0.00 0.00 -- -- 0.00 0.00 -- -- -- -- 0.000
3.10 107,339 350.10 0.00 0.00 --- --- 0.00 0.00 -- -- -- --- 0.000
3.20 111,214 350.20 0.00 0.00 --- - 0.00 0.00 -- -- - -- 0.000
3.30 115,089 350.30 0.00 0.00 --- -- 0.00 0.00 -- --- --- --- 0.000
3.40 118,964 350.40 0.00 0.00 -- --- 0.00 0.00 -- --- --- --- 0.000
3.50 122,840 350.50 0.00 0.00 --- -- 0.00 0.00 --- --- - -- 0.000
3.60 127,023 350.60 0.00 0.00 --- - 0.00 0.00 -- --- -- 0.000
3.70 131,206 350.70 0.00 0.00 -- --- 0.00 0.00 --- -- --- -- 0.000
3.80 135,390 350.80 0.00 0.00 -- -- 0.00 0.00 --- -- --- - 0.000
3.90 139,573 350.90 0.00 0.00 --- -- 0.00 0.00 --- - - -- 0.000
4.00 143,756 351.00 0.00 0.00 --- -- 0.00 0.00 --- -- -- --- 0.000
4.10 147,940 351.10 0.00 0.00 --- - 0.00 0.00 -- --- -- -- 0.000
4.20 152,123 351.20 0.00 0.00 --- -- 0.00 0.00 -- -- --- -- 0.000
4.30 156,306 351.30 0.00 0.00 --- -- 0.00 0.00 -- -- -- -- 0.000
4.40 160,489 351.40 0.00 0.00 --- -- 0.00 0.00 -- -- --- --- 0.000
4.50 164,673 351.50 0.00 0.00 --- -- 0.00 0.00 - --- --- -- 0.000
4.60 169,175 351.60 0.00 0.00 --- -- 0.00 0.00 --- -- --- -- 0.000
4.70 173,676 351.70 0.00 0.00 --- --- 0.00 0.00 --- --- --- --- 0.000
4.80 178,178 351.80 0.00 0.00 --- -- 0.00 0.00 --- --- --- -- 0.000
4.90 182,680 351.90 0.00 0.00 --- -- 0.00 0.00 --- -- --- -- 0.000
5.00 187,181 352.00 0.00 0.00 --- -- 0.00 0.00 -- -- -- -- 0.000
5.10 191,683 352.10 0.00 0.00 --- -- 0.00 0.00 -- -- -- --- 0.000
5.20 196,185 352.20 0.00 0.00 --- -- 0.00 0.00 -- -- --- -- 0.000
5.30 200,686 352.30 0.00 0.00 --- -- 0.00 0.00 --- -- --- -- 0.000
5.40 205,188 352.40 0.00 0.00 --- -- 0.00 0.00 --- -- -- --- 0.000
5.50 209,690 352.50 0.00 0.00 --- -- 0.00 0.00 --- -- --- --- 0.000
5.60 214,669 352.60 0.00 0.00 --- -- 0.00 0.00 --- --- -- -- 0.000
5.70 219,648 352.70 0.00 0.00 --- --- 0.00 0.00 --- --- -- --- 0.000
5.80 224,628 352.80 0.00 0.00 --- --- 0.00 0.00 --- -- --- --- 0.000
5.90 229,607 352.90 0.00 0.00 --- -- 0.00 0.00 --- --- --- -- 0.000
6.00 234,586 353.00 0.00 oc 0.00 is --- --- 0.00 0.00 --- --- --- --- 0.000
6.10 239,565 353.10 0.03 is 0.02 is --- --- 0.00 0.00 --- -- -- - 0.024
6.20 244,545 353.20 0.08 is 0.08 is --- -- 0.00 0.00 --- -- - -- 0.083
6.30 249,524 353.30 0.15 is 0.15 is --- --- 0.00 0.00 --- --- -- -- 0.155
6.40 254,503 353.40 0.20 is 0.20 is --- -- 0.00 0.00 --- -- - - 0.203
6.50 259,482 353.50 0.26 is 0.24 is --- -- 0.00 0.00 --- --- - --- 0.243
6.60 265,170 353.60 0.29 is 0.28 is -- --- 0.00 0.00 --- --- - ___ 0,277
6.70 270,858 353.70 0.33 is 0.31 is -- -- 0.00 0.00 -- --- -- -- 0.307
6.80 276,547 353.80 0.33 is 0.33 is - --- 0.00 0.00 --- -- --- - 0.334
6.90 282,235 353.90 0.37 is 0.36 is -- -- 0.00 0.00 -- --- -- -- 0.360
7.00 287,923 354.00 0.41 is 0.38 is -- -- 0.00 0.00 --- --- -- - 0.384
7.10 293,611 354.10 0.41 is 0.41 is -- - 0.00 0.00 -- -- - - 0.406
7.20 299,299 354.20 0.45 is 0.43 is -- -- 0.00 0.00 -- -- - - 0.427
7.30 304,987 354.30 0.45 is 0.45 is - -- 0.00 0.00 - --- --- -- 0.447
7.40 310,675 354.40 0.50 is 0.47 is --- - 0.00 0.00 -- --- --- - 0.467
7.50 316,363 354.50 0.50 is 0.49 is --- --- 0.00 0.00 --- --- -- --- 0.485
7.60 322,607 354.60 0.50 is 0.50 is --- - 0.00 0.00 --- -- -- -- 0.503
7.70 328,851 354.70 0.55 is 0.52 is --- --- 0.00 0.00 -- -- --- --- 0.520
7.80 335,094 354.80 0.55 is 0.54 is --- --- 0.00 0.00 --- -- -- -- 0.537
7.90 341,338 354.90 0.55 is 0.55 is --- -- 0.00 0.00 --- - --- -- 0.553
8.00 347,582 355.00 0.61 is 0.57 is --- -- 0.00 0.00 --- --- -- -- 0.569
8.10 353,825 355.10 2.30 is 0.58 is --- --- 1.69 0.00 --- --- 2.270
8.20 360,069 355.20 5.49 is 0.60 is -- - 4.77 0.00 --- --- --- --- 5.366
8.30 366,313 355.30 9.37 is 0.61 is - - 8.76 0.00 --- _-_ 9,371
8.40 372,556 355.40 14.21 is 0.63 is --- --- 13.48 0.00 --- --- - --- 14.11
8.50 378,800 355.50 19.74 is 0.64 is --- -- 18.84 0.00 --- --- -- -- 19
48
8.60 385,367 355.60 25.46 oc 0.66 is -- -- 24.76 4.21 -- .
-- -- -- 29
63
8.70 391,935 355.70 31.94 oc 0.67 is --- --- 31.20 11.91 --- .
-- -- -- 43
79
8.80 398,502 355.80 38.81 oc 0.68 is --- --- 38.13 21.89 --- .
-- -- --- 60
70
8.90 405,070 355.90 46.19 oc 0.69 is --- --- 45.49 33.70 --- .
--- ___ --- 79.89
9.00 411,638 356.00 53.99 oc 0.71 is --- --- 53.28 47.10 --- --- - --- 101
09
9.10 418,205 356.10 62.19 is 0.72 is --- --- 61.47 61.91 --- .
-- -- --- 124
10
9.20 424,773 356.20 70.77 is 0.73 is --- -- 70.04 78.02 -- .
--- --- - 148
79
9.30 431,340 356.30 79.62 is 0.64 is -- -- 78.98 95.32 --- .
--- --- - 174
94
9.40 437,908 356.40 87.68 is 0.47 is --- --- 87.20s 113.74 --- .
--- --- -- 201.42
Continues on next page...
8
POND C
Stage / Storage / Discharge Table
Stage
ft Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs Cfs cfs
9.50 444,475 356.50 90.14 is 0.42 is --- -- 89
73s 133
20 ---

9.60
451,369
356.60
91.89 is
0.38 is - -
-- 91
50s .
153
67 - -- --- 223.34

9.70
458,262
356.70
93.31 is
0.35 is - .
- 92
96s .
--
175
10 -- -- 245.56

9.80
465,155
356.80
94.53 is
0.32 is --- .
-- 94
20s .
197
44 -
-
- 268.40

9.90
472,048
356.90
95.61 is
0.30 is -- .
-- 95
31 s .
220
65 --- --- 291.96

10.00
478,942
357.00
96.60 is
0.28 is --- .
- 96
32s .
244
71 -- -- 316.26

10.10
485,835
357.10

97.51 is

0.26 is --- .

--- 97
24s .

269
59 --

-
- 341.31

10.20
492,728
357.20
98.36 is
0.25 is -- .
-- 98
11 s .
295
25 --- -- 367.09

10.30
499,621
357.30
99.17 is
0.23 is --- .
-- 98
93s .
321
68 -- -
- - 393.61

10.40
506,515
357.40
99.93 is
0.22 is -- .
--- 99
71 s .
348
86 --
- 420.85

10.50
513,408
357.50
100.66 is
0.21 is - .
- 100
45s .
376
75 --- 448.79
. . - - - 477.40
...End
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ARCADIS
1
1
1
1
1
1
1

1
1
1

1

1. Storm Drainage
Calculations
1.2 - Level Spreader
Supplements and High Flow
Bypass Calculations
1
1
AG"A"
ENR
i HCD
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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LS- VFS FkR FbOD A
O? F_W.ATF9 G
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STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
L PROJECT INFORMATION
Project name
Contact name
Phone number
Date
Drainage area number Ritchie Bros Auction Site
John Prorock
919-854-1282
February 22, 2011
Pond A
H. DESIGN INFORMATION
The purpose of the LS-VFS Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS-VFS from A BMP
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area ft2 Do not complete this section of the form.
Impervious surface area ft2 Do not complete this section of the form.
Percent impervious % Do not complete this section of the form.
Rational C coefficient Do not complete this section of the form.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the form.
Time of concentration min Do not complete this section of the form.
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the form.
Peak flow from the 10-yr storm cfs Do not complete this section of the form.
Design storm 10-year storm
Maximum amount of flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP Wet detention pond
Peak discharge from the BMP during the design storm 43.54 cfs
Peak discharge from the BMP during the 10-year storm 43.54 cfs
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS 10 cfs
Is a flow bypass system going to be used? y (Y or N)
Explanation of any "Other" responses above
LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
/Q X ,/
Level spreader is too short to handle the flow. l Gi
= 19p, /-PAR
Form SW401 - LS-VFS - 29Nov2010 - Rev.8
0 sq ft No forebay is required.
in
in
10 ftlcfs
ft
100 ft

page 1 of 3
1

1
F

1

1
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
30 ft
352.00 fmsl
351.30 fmsl
2.33 %
n (Y or N) OK
n (Y or N)
y (Y or N)
y (Y or N) Please provide plan details of flow splitter & supporting calcs.
Z.uu tt
5.00 ft
17.00 ft
1.78 ft
1.22 ft
2.20 ft/sec
Pick one: D, P R a f
n (Y or N)
y (Y or N)
W
t *? -N
1
1
1
1
1
1
1
1
1
1
1111. REQUIRED ITEMS CHECKLIST '
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Form SW401 - LS-VFS - 29Nov2010 - Rev.8
Initials Page or plan sheet number and any notes:
page 2 of 3
FoR AU_ L$_O ; B
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
' High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
' Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
' 5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
' 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
1
1
' Form SW401 - LS-VFS - 29Nov2010 - Rev.8
1'TP Sc'jM- -
IITP

UT?

page 3 of 3
Channel Report
' Hydraflow Express Extension for AutoCADO Civil 3138 2009 by Autodesk, Inc.
High Flow Byp ass Channel A
'
Trapezoidal

' Bottom Width (ft)
Side Slopes (z:1) = 5.00
= 2.00, 2.00
Total Depth (ft) = 3.00
Invert Elev (ft)
Slope (%) = 351.00
= 0.85
N-Value = 0.069
' Calculations
Compute by: Known Q
Known Q (cfs) = 33.54 (tag,! Y G r /0 Gfs?

'
Elev (ft)
Section
' 355.00
354.00
1353.00
' 352.00
351.00
' 350.00
0 2 4 6 8 10
Tuesday, Feb 22 2011
Highlighted
Depth (ft) = 1.78
Q (cfs) = 33.54
Area (sqft) = 15.24
Velocity (ft/s) = 2.20
Wetted Perim (ft) = 12.96
Crit Depth, Yc (ft) = 0.98
Top Width (ft) = 12.12
EGL (ft) = 1.86
12 14 16 18 20
Depth (ft)
4.00
3.00
2.00
1.00
0.00
-1.00
22
Reach (ft)
1

1
1
r

1
1

L15 - yfs ?o? f'Q?aD 8
1
> t LJtI JI )l y
NCDENR G Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
L PROJECT INFORMATION
Project name Ritchie Bros Auction Site
Contact name John Prorock
Phone number 919-854-1282
Date February 22, 2011
Drainage area number Pond B
IL DESIGN INFORMATION
The purpose of the LS-VFS Pollutant removal: 40% TSS, 30% TN, 35% TP
Stormwater enters LS-VFS from A BMP
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above
N Stormwater Enters the LS-VFS from the Drainage Area
Drainage area ftz Do not complete this section of the form.
Impervious surface area ft2 Do not complete this section of the form.
Percent impervious % Do not complete this section of the form.
Rational C coefficient Do not complete this section of the form.
Peak flow from the 1 in/hr storm cfs Do not complete this section of the form.
Time of concentration min Do not complete this section of the form.
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the form.
Peak flow from the 10-yr storm cfs Do not complete this section of the form.
Design storm Pick one:
Maximum amount of flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
1
1
1
If Stormwater Enters the LS-VFS from a UP
Type of BMP Wet detention pond
Peak discharge from the BMP during the design storm 10.69 cfs
Peak discharge from the BMP during the 10-year storm 10.69 cfs
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS 10 cfs
Is a flow bypass system going to be used? y (Y or
Explanation of any "Other" responses above
LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
0 sq ft No forebay is required.
in
in
10 ft/cfs
ft
100 It
Level spreader is too short to handle the flow.
J/
IoG?3XIo?
!G
too I LvNr
Form SW401 - LS-VFS - 29Nov2010 - Rev.8
page 1 of 3

1
0

I'
IL

F
L

Width of VFS 30 ft
Elevation at downslope base of level lip 349.70 fmsl
Elevation at the end of the VFS that is farthest from the LS 349.20 fmsl
Slope (from level lip to the end of the VFS) 1.67 %
Are any draws present in the VFS? n (Y or N) OK
Is there a collector swale at the end of the VFS? n (Y or N)
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
y (Y or N)
y (Y or N) Please provide plan details of flow splitter & supporting calcs.
/.UV It
2.00 ft
8.00 ft
0.25 ft
1.25 ft
1.10 ft/sec

Pick one: ?p
P'lP Rr?
n (Y or N)
y (Y or N)
1 B
- SEE POND /? LS-VFS
Jill. REQUIRED ITEO1S CHECKLIST

n
1
1
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Initials
Form SW401 - LS-VFS - 29Nov2o10 - Rev.8 page 2 of 3
W
' 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
' High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
' Level lip,
Upslope channel, and
Downslope filter fabric.
' 4. Plan details of the flow splitting device and supporting calculations (if applicable).
' 5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
1
1
1
1
1
1
1
1
' Form SW401 - LS-VFS - 29Nov2010 - Rev.8
page 3 of 3
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc.
High Flow Byp ass Channel B

Trapezoidal

' Bottom Width (ft)
Side Slopes (z:1) = 2.00
= 2.00, 2.00
Total Depth (ft) = 1.50

' Invert Elev (ft)
Slope (%) = 349.50
= 2.50
N-Value = 0.069
Calculations
Compute by: Known Q

? Known Q (cfs) = 0.69
J
1
'
Elev (ft)
Section

Tuesday, Feb 22 2011
Highlighted
Depth (ft) = 0.25
Q (cfs) = 0.690
Area (sqft) = 0.63
Velocity (ft/s) = 1.10
Wetted Perim (ft) = 3.12
Crit Depth, Yc (ft) = 0.15
Top Width (ft) = 3.00
EGL (ft) = 0.27
I .3OL.UU
1351.50
1
351.00
350.50
1350.00
349.50
' 349.00
0 1 2 3 4 5 6 7 8 9 10
' Reach (ft)
Depth (ft)
2.50
2.00
1.50
1.00
0.50
0.00
-0.50
l S - Vfs Foe PvNp G

Y
NCDENR
STORMWATER MANAGEMENT PERMIT APP LICATION FORM
' 401 CER TIFICATION APPLICATION FORM
LEVEL SPREADER - VEGE TATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, in itialed, and submitted.
'PR
E
L
OJ
CT INFORMATION
Project name Ritchie Bros Auction Site
Contact name John Prorock
' Phone number 919-854-1282
Date February 23, 2011
Drainage area number Pond C
'

IL DESIGN INFORMATION
The purpose of the LS-VFS Pollutant removal: 40% TSS, 30% TN, 35% TP
' Stormwater enters LS-VFS from A BMP
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
' Explanation of any "Other" responses above

If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area ft2 Do not complete this section of the form.
' Impervious surface area ft2 Do not complete this section of the form.
Percent impervious % Do not complete this section of the form.

' Rational C coefficient
Peak flow from the 1 in/hr storm
cfs Do not complete this section of the form.
Do not complete this section of the form.
Time of concentration min Do not complete this section of the form.
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the form.
' Peak flow from the 10-yr storm cfs Do not complete this section of the form.
Design storm Pick one:
Maximum amount of flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N) Do not complete this section of the form.
Explanation of any "Other" responses above
If Stormwater Enters the LS-VFS from a BMP
Type of BMP Wet detention pond
Peak discharge from the BMP during the design storm 62.82 cfs
' Peak discharge from the BMP during the 10-year storm 62.82 cfs
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS 10 cfs
Is a flow bypass system going to be used? y (Y or N)
Explanation of any "Other" responses above

' LS-VFS Design
Forebay surface area 0 sq ft No forebay is required.
Depth of forebay at stormwater entry point in
' Depth of forebay at stormwater exit point in
Feet of level lip needed per cfs 10 ft/cfs
Computed minimum length of the level lip needed ft
' Length of level lip provided 100 ft Level spreader is too short to handle the flow.
L->
Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 1 of 3

1 Width of VFS
Elevation at downslope base of level lip
1 Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
1 Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
1 B
W
y (flow depth for 10-year storm)
1 freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
' Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
1

1

1
30 ft
343.00 fmsl
342.00 fmsl
3.33 %
n (Y or N) OK
n (Y or N)
y (Y or N)
y (Y or N) Please provide plan details of flow splitter & supporting talcs.
2.00 ft
5.00 ft
17.00 ft
1.83 ft
1.17 ft
62.82 ft/sec
Pick one: DU
n (Y or N)
y (Y or N)
W
III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result in
a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Initials Page or plan sheet number and any notes:
i
i
I
1 Form SW401 - LS-VFS - 29Nov2010 - Rev.8 page 2 of 3

1
1
1
1
1
1
1
1
1
1
1
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable)
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Form SW401 - LS-VFS - 29Nov2010 - Rev.8
page 3 of 3
Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2010 by Autodesk, Inc.
High Flow Bypass Channel C
'
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 2.00, 2.00
Total Depth (ft) = 3.00

' Invert Elev (ft)
Slope (%) = 342.50
= 1.88
N-Value = 0.069
' Calculations
Compute by: Known Q
' Known Q (cfs) = 52.82

'
Elev (ft)
Section
' 346.00
345.00
1344.00
343.00
342.00
341.00
0 2 4 6 8 10
Thursday, Feb 24 2011
Highlighted
Depth (ft) = 1.83
Q (cfs) = 52.82
Area (sqft) = 15.85
Velocity (ft/s) = 3.33
Wetted Perim (ft) = 13.18
Crit Depth, Yc (ft) = 1.27
Top Width (ft) = 12.32
EGL (ft) = 2.00
12 14 16 18 20
Depth (ft)
3.50
2.50
1.50
0.50
-0.50
-1.50
22
Reach (ft)