HomeMy WebLinkAbout20080427 Ver 1_More Info Received_20080916Friq
September 12, 2008
BLUE RIDGE ENGINEERING PLLC
529 Main Street
North Wilkesboro, NC 28059
Ian McMillan
NCDENR - Division of Water Quality
1650 Mail Service Center
Wetlands/401 Certification Unit
Raleigh, NC 27699
Reference: 0.32 Acres Isolated Wetlands
Near U.S. Hwy 421
Wilkesboro, NC
Dear Ian,
Phone: (33G) 838-2500
Fax: (33G) 838-4179
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SEP 1 6 2008
DENR -'MATER QUA:lfly
WETLANDS AND STORMWATER BRANCH
As requested by Steve Tedder of the NCDENR Division of Water Quality, enclosed is the revised Stormwater
Management Plan (SMP) and supporting calculations for the 1.94 acre Gateway Avenue property located west
of Wilkesboro, NC.
Including:
1. Required Items Checklist
2. Operation and Maintenance Agreement
3. Revised cross sectional view of the BMP
4. Vegetative shelf planting plan
5. Construction sequence
The SMP is designed to remove 90 percent TSS from the stormwater generated by this project. All BMPs were
designed in accordance with the most recent version of the NC Division of Water Quality BMP manual.
Please review at your earliest convenience and let me know if any additional information is required. You can
reach me on my mobile phone anytime at 336-927-7666.
Sincerely,
d,0,5,-
JC. Swaim
Biologist, Blue Ridge Engineering
copy: Roger Smithey, Member
Neil Shepherd, Blue Ridge Engineering
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
? does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
? does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.3 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair.
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 7 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 4 feet in the forebay, the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
0 Permanent Pool Elevation 1110
Sediment Removal . 1106 APeanen Pool
- - - - - - - - - - - - - - - ume Sediment Removal Elevation 1103 lume
--
Bottom Elevatio 1105 in. -------------------------------------------- L-vili,
ement Bottom Elevation 1102 Storage Sedimer
Storage
FOREBAY MAIN POND
Form SW401-Wet Detention Basin O&M-Rev.3 Page 3 of 4
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Wilkes Development Company-Proposed Retail Facility on 1.94 Acre Lot
BMP drainage area number:
Print name:Roger Smithey
Title:Member
Address:356 Smitheys Country Lane, Millers Creek, NC 28651
Phone:
Signature:f6 'J?•
Date: c{ ??
C
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, o-m-erc.. C a Notary Public for the State of
I?orb?, C-o-v,oV-\c,-- , County of do hereby certify that
owe r 17 `r,e.? personally appeared before me this
day of ?,k rr? , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
.............
c Notary
public -W
y
SEAL
My commission expires ,?O a I ?o \ 3
Form SW401-Wet Detention Basin O&M-Rev.3 Page 4 of 4
STORMWATER SYSTEM
ANALYSIS AND REPORT
Project: 1.94 Acres
Gateway Avenue
Reddies River Township, Wilkes County, NC
Prepared for: Wilkes Development Company, LLC
529 Main Street
North Wilkesboro, NC 28659
Date Revised: September 12, 2008
Prepared by: , F"
BLUE RIDGE
ENGINEERING PLLC
529 Main Street
North Wilkesboro, NC 28659
(336) 838-2500
(336) 838-4179 fax
s p P 1 6 2008
GENR -10) Ek QUALfI"Y
111, LANDS AND S70RM,ATER BRANCH
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Introduction
The proposed commercial retail project is situated north of U.S. Highway 421 west of Wilkesboro, in Wilkes
County, NC. Access to the site is provided by Gateway Avenue, a private street. The site includes
approximately 1.94 acres. The property is currently vacant. The property is zoned for commercial
development. The project is located in a Class IV watershed. The project involves the proposed disturbance
of 0.32 acres of wetlands. There are currently no local stormwater detention ordinances applicable to this
site. The site drains to an un-named tributary to the Yadkin River which is classified as a Class WS-IV water
by NCDENR with Stream Index #12-(34).
To mitigate impacts to water quality, a stormwater detention pond is proposed and has been designed in
accordance with the NCDWQ Stormwater BMP Manual. Rainfall data was taken from Point Precipitation
Frequency Estimates from NOAA Atlas 14. Stormwater run-off was calculated utilizing Hydraflow
Hydrographs 2009 software and the SCS Standard storm.
1
Pre-Developed Conditions
The current use of the property within the project limits is vacant land. The last use was agricultural grazing.
Scattered wooded areas are also present on the site. The prevalent soils on site are Pacolet-Rion according to
the Wilkes County Soil Survey. These soil types have a Hydrologic Soil Group (HSG) classification of "B". The
site drains to the southeast corner of the property where stormwater enters an existing drainage pipe.
Stormwater run-off from the north also flows into the existing drainage pipe. Existing conditions are summarized
below.
Pre-Developed Conditions
Drainage Area #: #1
Subject Area, (acres): 1.94
Impervious Area, (acres): 0
HSG Soil Group: B
SCS Curve Number: 69
Time of Concentration, (min): 2.8
1-yr Peak Flow, (cfs): 2.365
2-yr Peak Flow, (cfs): 3.793
5-yr Peak Flow, (cfs): 6.242
Post-Developed Conditions
' The post-developed conditions will consist of a commercial retail building, and associated streets, drives,
' parking, landscaping, and detention pond. In the post-developed condition studied in this report, impervious
surface areas are equal to 70% of the land area. The off-site run-off is considered to be maintained in existing
storm drainage piping and not allowed to flow onto the subject site. Post-developed conditions are summarized
' below using the same methodology as for the pre-developed conditions.
k
Post-Developed Conditions
Drainage Area #: #1
Subject Area, (acres): 1.94
Impervious Area, (acres): 1.35
SCS Curve Number: 87
Time of Concentration, (min): 2.3
1-yr Peak Flow, (cfs): 6.27
2-yr Peak Flow, (cfs): 8.22
5-yr Peak Flow, (cfs): 11.24
1
Post-Developed Storm Water Release Rates
As previously stated, development of this type increases the volume and rate of runoff from the pre-developed
conditions. This increase must be mitigated so as not to cause a negative impact to the downstream conditions.
The detention system was designed utilizing orifices to control and reduce the post-developed 1-yr, 2-yr, and
5-yr flows to below pre-developed rates.
Drainage Area #1
A new detention pond with outlet control structure will be installed in the southeastern portion of the site and
utilized to store and release stormwater such that the rate of release does not exceed pre-developed conditions.
Drainage Area #1 1-yr 2-yr 5-yr
Detention Storage, (cf): 8,827 9,630 10,443
Pre-developed Peak Flow, (cfs): 2.365 3.793 6.242
Post-Developed Peak Release, (cfs): 0.055 0.349 4.035
The resulting release rates for the 1-yr, 2-yr, and 5-yr storm events, shown above, are lower than the pre-
developed rates.
Storm Drainage Piping
Storm drainage piping has been designed utilizing HyrdaFlow Storm Sewers 2009 software which computes
peak flows using the Rational Method. Hydraulic capacity of storm drain piping is designed to convey the flow
from a calculated 10-yr storm event. Less frequent, higher volume storms may surcharge the piping system,
but should recede quickly due to the capacity of the detention systems and corresponding lower hydraulic
elevation at the pond and underground storage.
Conclusions
This drainage report examines all known and reasonable conditions for this site. Based on this design, a net
reduction in storm water run-off release rates will occur for the 1-yr, 2-yr and 5-yr calculated storm events. No
detention will occur on any paved areas for the 1-yr, 2-yr and 5-yr calculated storm events. The detention pond
has been designed to remove 90% total suspended solids in accordance with the NCDWQ Stormwater BMP
Manual, instead of the 85% TSS removal requirement. This additional storage was added to compensate for the
lack of a filter strip due to the outflow discharging to a watercourse. Therefore, it is our opinion that this plan
provides sufficient mitigation to address the impacts to stormwater run-off for development of this property.
AR'
I NCDENR
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 III) must be printed, filled out and submitted along with all of the required information.
O?OF WATF9pG
o
1. PROJECT INFORMATION
Project name Wilkes Development Company-Proposed Retail Facility on 1.94 Acre Lot
Contact person Jon C. Swaim
Phone number 336-838-2500
Date 9/12/2008
Drainage area number 1
II. DESIGN INFORMATION
Site Characteristics
Drainage area 84,506.00 ftz
Impervious area 59,154.00 ftz
% impervious 70.00 %
Design rainfall depth 1.00 in
Storage Volume: Non-SR Waters
Minimum volume required
Volume provided
Storage Volume: SR Waters
1-yr, 24-hr runoff depth
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity:)-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
Basin Elevations
Basin bottom elevation
Sediment cleanout elevation
Bottom of shelf elevation
Permanent pool elevation
SHWT elevation
Top of shelf elevation
Temporary pool elevation
Form SW401-Wet Detention Basin-Rev.4
5,328.00 ft3
11,730.00 ft3
in
ft3
ft3
ft3
ft3
16.56 in
69.00 (unitless)
87.00 (unitless)
2.96 in/hr
2.37 ft3/sec
6.27 ft3/sec
3.90 ft3/sec
1,102.00 ft
1,103.00 ft
1,109.50 ft
1,110.00 ft
1,106.00 ft
1,110.50 ft
1,111.15 ft
Permit No.
(to be provided by DWQ)
Parts i. & II. Design Summary, Page 1 of 2
' Permit No.
(to be provided by DWQ)
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IIL_DESIGN INFORMATION
Volume and Surface Area Calculations
SA/DA ratio 3.70 (unitless)
Surface area at the bottom of shelf 1,305.00 ft2
Volume at the bottom of shelf 8,483.00 ft3
Permanent pool, surface area required 3,126.00 ft2
Permanent pool, surface area provided 3,220.00 ft2 OK
Permanent pool volume 11,730.00 ft3
Average depth for SA/DA tables 3.64 ft OK
Surface area at the top of shelf 4,188.00 ft2
Volume at the top of shelf 13,824.00 ft3
Forebay volume 2,392.00 ft3
Forebay % of permanent pool volume 20.39 % OK
Temporary pool, surface area provided 5,016.00 -ft'
Drawdown Calculations
Treatment volume drawdown time 2.51 days OK
Treatment volume discharge rate 0.03 ft3/s
Pre-development 1-yr, 24-hr discharge 2.37 ft3/s OK
Post-development 1-yr, 24-hr discharge 0.34 ft3/s OK
Additional Information
Diameter of orifice 1.25 in
Design TSS removal 90 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.00 :1 OK
Length to width ratio 3.00 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.30 ft OK
Vegetated filter provided? N (Y or N) Design must be based on 90% TSS removal
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies PUMP OUT
Form SW401-Wet Detention Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2
Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
' Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
tli ' CS 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
05 ? 9. A copy of the deed restrictions (if required).
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 fol lowing 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
' I itial
? Sheet No.
?
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),
-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.
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' -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
- Filter strip.
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'
3. Section view of the dry detention basin (1
= 20
or larger) shoving:
-Side slopes, 3;1 or lower,
-Pretreatment and treatment areas, and
' -Inlet and outlet structures.
d ?5 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.
C? 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for Forebay,
to 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.
JCS 1-6?
7. The supporting calculations.
1
0. 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 SW411-Wet Detention Basin-Rev.4 Part III. Required Items Checklist, Page 1 of 1
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Precipitation Frequency Data Server Page 1 of 4
POINT PRECIPITATION `"
FREQUENCY ESTIMATES
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FROM NOAA ATLAS 14 1
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North Carolina 36.1511 N 81.1983 W 1197 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: Mon Jul 7 2008
nce Limits Location Maps Other Info. GIS data Maps Help Docs U.S.
n Intensity Estimates
AEP*
(1-in-
Y)
5 min 10
min 15
mtn 30
min 60
min 120
min
3_hr
6 hr
12 hr
24 hr
48 hr 4
day day 7
10
day
20
day
30
day
45
day
60
day
4.64 3.71 3.11 2.15 1.35 1 -1 0.79 0.57 0.36 0.22 0.14 0.08 0.05 0.03 0.02 0.02 0.01 0.01 0.01
0 5.83 4.67 3.94
2.80 1.79 1.06 0.76 0.48 0.30 0.19 0.11 0.06 0.04 0.03 0.02
-1 -1
0.02 0.01
0.01
10 6.63 5.30 4.47 3.24 2.11 1.26 0.91 0.56 0.35 0.22 0.13 0.07 0.05 0.04 0.02 0.02 0.01 0.01
25 7.61 6.06 5.12 3.79 2.53 1.53 1.10 0.68 0.41 0.27 0.16 0.09 0.05 0.04 0.03 0.02 0.02 0.01
5 8.32 6.62 5.59 4.21 2.85 1.74 1.26 0.78 0.47 0.30 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
100 9.04 7.18 6.05 4.63 3.19 1.97 1.43 0.88 0.52 0.34 0.20 0.11 0.07 0.05 0.03 0.02 0.02
1
0.02
200 9.76 7.74 6.51 5.07 3.55 2.22 1.62 0.99 0.58 0.38 0.22 0.12 0.07 0.05 0.03 0.03 0.02 0.02
500 10.73 8.49 7.12 5.67 4.06 2.58 1.89 1.14 0.65 0.43 0.25 0.13 0.08 0.06 0.04 0.03 0.02 0.02
1000 11.51 9.06
7.58 6.14 4.48 2.88 2.11 1.27 0.72 7 0.27 0.14 0.09 0.06 0.04
0.4
0.03 0.02
0.02
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
0
AEP** 5 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 :da y :da y
(1-in- min min min min min min hr hr hr hr hr day day day day day Y)
0 5.06 4.05 3.39 2.34 1.47 0.86 0.62 0.39 0.24 0.15 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
0 6.36 5.09 4.30 3.05 1.96 1.16 0.84 0.52 0.32 0.20 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
5.7
10 7.24 9 4.88 3.53 2.30 1.37 0.99 0.62 0.38 0.24 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01
25 8.33 6.64 5.61 4.16 2.77 1.67 1.21 0.75 0.45 0.29 0.17 0.09 0.06 0.04 0.03 0.02 0.02 0.02
50 9.16 7.29 6.15 4.63 3.14 1.92 1.40 0.86 0.51 0.33 0.19 0.10 0.06 0.05 0.03 0.02 0.02 0.02
100 10.03 7.97 6.72 5.14 3.54 2.19 1.60 0.97 0.57 0.37 0.21 0.12 0.07 0.05 0.03 0.02 0.02 0.02
200 10.96 8.68 7.30 5.69 3.99 2.49 1.83 1.11 0.64 0.41 0.1
0.24 3 0.08 0.06 0.04 0.03 0.02 0.02
500 12.23 9.67 E16 .45 4.63 2.94 2.17 1.30 0.73 0.47 0.27 0.15 0.09 0.06 0.04 0.03 0.02 0.02
1000 13.28 10.46 8.75 7.09 5.17 3.33 2.47 1.47 0.81 0.52 0.30 0.16 0.09 0.07 0.04 0.03 0.02 0.02
http://dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=am&state... 7/7/2008
' These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
i fie upper bound or ine confidence interval at au% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
" These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Precipitation Frequency Data Server
Page 2 of 4
L? 5.35 114 3.61 2.57 1.65 0.97 0.70 0.44 0.27 0.17 0.10 0.06 110 110 110 0.02 0.01 0.01
10 6.06 4.84 4.08 2.96 1.93 1.14 70821E] 0.32 0.20 0.07
0.12 0.04 0.03 0.02 0.02 0.01 0.01
25 6.87 5.47 4.63 3.43 2.28 1.37 0.99 0.62 0.38 0.24 0.14 0.08 0.05 0.04 0.02 0.02 0.02 0.01
50 7.42 5.91 4.99 3.76 2.55 1.54 1.12 0.70 0.42 0.27 0.16 0.09 0.05 0.04 0.03
100 7.96 6.32 5.33 4.08 2.81 1.72 1.25 0.77 0.46 0.30 0.18 0.10 0.06 0.05 0.03
200 8.46 6.71 5.64 4.39 3.08 1.90 1.38 0.85 0.51 0.34 0.19 0.11 0.07 0.05 0.03
500 9.06 7.17 6.01 4.78 3.43 2.15 1.57 0.96 0.56 0.38 0.22 0.12 0.07 0.05 0.03
1000 9.51 7.49 6.27 5.07 3.70 2.35 1.72 1.05 0.61 0.42 0.24 0.13 0.08 0.06 0.04
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
"These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
L Text version of tables J
Annual Maxima based Point IDF Curves - Version: 3
36.1511 N 81.1983 W 1197 ft
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http://dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.peri?type=idf&units=us&series=am&state... 7/7/2008
Precipitation Frequency Data Server Page 3 of 4
17
Other Maps/Photographs -
_z
z
_z
z
_z
70 W
These maps were produced using a direct map request from the
U.S. Census Bureau Mapping and Cartographic Resources
Tiger Map Server.
Please read disclaimer for more information.
LEGEND
- State - Connector
- County 8?! Stream
C- Indian Resv Military Area
LakelPond/Ocean National Park
- Street 71,17, Other Park
Expressway City
- Highway 0 -- County 6 .8 mi
Scale 1:228583 2 1
*average--true scale depends on monitor$ esolution
View USGS digital orthophoto_quadrangle (DOQ) covering this location from TerraServer; USGS Aerial Photograph may
also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain relief
and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a map.
Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
' Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations
used in this study,
please refer to our documentation.
' Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
http://dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=am&state... 7/7/2008
1
1
1
1
1
1
1
1
1
1
1
III
Precipitation Frequency Data Server
Page 4 of 4
+/-30 minutes ...OR... +/-1 degree of this location (36.1511/-81.1983). Digital ASCII data can be obtained
directly from NCDC.
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
(301) 713-1669
Questions?: HDSC.Questions@noaa.gov
Disclaimer
http://dipper.nws.noaa. gov/cgi-binlhdsc/buildout.perl?type=idf&units=us&series=am&state... 7/7/2008
I Precipitation Frequency Data Server Page 1 of 4
F
1
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1
1
1
POINT PRECIPITATION
FREQUENCY ESTIMATES
4
FROM NOAA ATLAS 14
%It 51 V
North Carolina 36.15 N 81.2 W 1197 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: Thu Jan 3 2008
Confidence Limits Seasonality Location Maps Other info. GIS data Maps Help
Precipitation Frequency Estimates (inches)
ARI* ?5 10 1- 30 60 120 F
r 12 24 Nhr [day] 4 ?7 10 20 30 45 60
hr hr hr day day day day day day
(years) mm mm mm m?n mm mm r
F1 0.35 0.56 0.71 0.97 1.21 1.41 1.53 1.93 2.44 2.96 3.55 4.03 4.62 5.30 7.09 8.80 11.14 13.26
0 0.42 0.67 0.84 1.17 1.46 1.72 1.86 2.34 2.94 3.59 4.29 4.85 5.54 6.33 8.39 10.36 13.02 15.46
0 0.50 0.80 1.01 1.43 1.83 2.17 2.35 2.93 3.66 4.56 5.41 6.03 6.76 7.61 9.92 11.97 14.77 17.39
10 0.56 0.89 1.13 1.64 2.13 2.54 2.75 3.42 4.23 5.33 6.28 6.95 7.71 8.59 11.11 13.17 16.08 18.85
0.64 1.29 1.91 2.54 3.07 3.324.105.016.39 7.49 8.21 8.99 9.88 12.69 14.71 17.74 20.70
25 1.01
-1 50 0.70 1.11 1.40 2.111F2 86 3.50 3.80 4.67 5.64 7.25 8.45 9.22 9.99 10.88 13.92 15.87 18.98 22.07
100 0.76 1.20 1.52 2.33 3.20 3.96 4.31 5.28 6.29 8.15 9.45 10.25 11.00 11.88 15.16 17.00 20.18 23.38
200 0.82 1.30 1.64 2.54 3.57 4.46 4.87 5.93 6.96 9.08 10.50 11.31 12.03 12.88 16.40 18.10 21.33 24.64
500 0.90 1.42 1.79 2.84 4.08 5.18 5.69 6.86 7.91 10.38 11.94 12.77 13.43 14.23 18.07 19.53 22.81 26.25
1000 0.96 1.52 1.90 3.08 4.50 5.78 6.38 7.64 8.69 11.41 13.08 13.92 14.52 15.30 19.34 20.60 23.91 27.44
Text version of table ` These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequencv Estimates (inches) 11
ARI** Fl 10 15 - 10 60 120 F
6 12 24 [!r 8 4 7 10 20 30 45 60
F r hr hr day F ay day 11 day 11 day day day
(years) in min min min min min r
0.39 0.62 0.77 1.05 T32 1.54 1.68 2.10 2.65 3.24 3.87 4.38 4.99 5.68 7.53 9.28 11.68 13.89
0 0.46 0.73 0.92 1.27 1.60 1.87 2.04 2.55 3.20 3.92 4.68 7 5.98 6.77 8.91 10.93 13.66 16.21
5.2
0 0.54 0.87 1.10 1.56 2.00 2.37 2.58 3.21 598 4.99 5.89 6.55 7.29 8.15 10.53 12.61 15.50 18.23
10 0.61 0.97 1.23 1.78 2.32 2.77 3.01 3.73 4.60 5.82 6.84 7.55 8.31 9.19 11.79 13.89 16.86 19.76
25 0.70 1.11 1.41 2.09 2.78 3.35 3.66 4.50 5.46 6.98 8.17 8.93 9.70 10.58 13.47 15.51 18.62 21.72
50 0.77 1.22 1.54 2.33 3.15 3.85 4.22 5.15 6.17 7.93 9.23 10.03 10.79 11.66 14.80 16.75 19.95 23.17
100 0.84 1.33 1.69 2.58 3.56 4.39 4.83 5.86 6.92 8.93 10.34 1717F1 89 12.75 16.15 17.96 21.22 24.58
200 0.92 1.45 1.83 2.85 4.00 5.00 5.51 6.64 7.71 9.97 11.51 12.36 13.04 13.85 17.51 19.16 22.47 25.94
500 1.02 1.62 2.04 3.24 4.65 5.90 6.56 Elk 8611.44 13.14 13.99 14.61 15.36 19.36 20.72 24.10 27.70
1000 1.11 1.75 2.20 3.56 5.19 6.69 7.46 8.82 9.81 12.63 14.47 15.30 15.86 16.58 20.80 21.92 25.32 29.01
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
" I hese precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
- ]F ["], ARI** 5 10 15 30 60 120 3 [?F
2 24
48 10 20 30 45 60 11 (years) min min min min min min r hr [hr [?2Q day 11 day 11 day 11 day 11 day
I D
1 http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statena... 1/3/2008
Precipitation Frequency Data Server
Page 2 of 4
I? 0.33 0.52 0.65 0.89 L 1 1 1.29 1.41 1.78 2.25 2.72 3.27 3.72 4.32 4.98 6.69 8.35 10.62 12.65
0.39 0.62 0.78 1.07 1.35 1.57 1.71 2.15 2.72 3.29 3.95 4.48 5.17 5.93 7.92 9.83 12.41 14.76
0 0.46 0.73 0.92 1.31 1.68 1.99 2.15 2.69 3.37 4.17 4.96 5.56 6.30 7.13 9.35 11.35 14.07 16.60
10 0.51 0.81 1.03 1.50 1.95 2.31 2.49 3.12 3.88 4.86 5.74 6.39 7.17 8.04 10.44 12.47 15.30 17.98
25 0.57 0.92 1.16 1.72 2.29 2.75 2.98 3.71 4.56 5.80 6.82 7.53 8.33 9.22 F
1 13- 90 16.84
19.72
1
0.6 00
50 2 0.99 1.25 1.89 2.56 3.103.374.185.086.54 7.66 8.41 9.22 10.12 13.00 14.96 18.00 21.
100 0.67 L06 1.34 2.05 2.82 3.46 3.76 4.65F5 60 7.32 8.52 9.32 10.12 11.02 14.11 15.98 19.09 22.20
200 0.71 1.12 1.42 2.20 3.09 3.82 4.17 5.14 6.12 8.10 9.39 10.24 11.02 11.90 15.19 16.96 20.12F23 35
500 0.76 1.20 1.51 2.40 3.44 4.33 4.73 5.79 6.82 9.17 10.59 11.45 12.20 13.07 16.62 18.23 21.43 24.78
1000 0.80 1.25 1.57 2.55 3.72 4.72 5.19 6.31 7.36 10.03 11.51 12.40 13.11 13.98 17.70 19.16 22.39 25.85
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
" These precipitation frequency estimates are based on a partial duration _maxima _series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Partial duration based Point Precipitation Frequency Estimates Version: 3
36.15 H 81.2 W 1197 ft
28
27 ? i
26 = - -
25 - -
24
23 4- 1
_
22 -
^ 21
c
20
19 -
s 1$
i' 17 -- -I-?-,
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4 --
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-- - - 1 f
3 -T
1
0
1 2 3 4 5 6 7 8 910 20 30 40 50 80 100 140 200 300 500 700 1000
Average Recurrence Interval (years)
Thu Jan 03 16:19:43 2008
Duration
5-min 48-hr 30-dara -
-
t-
a
ii-min -? 12-hr --f--
.ta?a +
h, I t,
"-»- 24-hr --B- ?v, - dara -e-
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statena... 1/3/2008
Precipitation Frequency Data Server
Page 3 of 4
Partial duration based Point Precipitation Frequency Estimates Version: 3
36.15 N 81.2 W 1197 ft
28
27
26
25
24
23
22
21
20
s 19
++ 18
m 17
a 16
15
0 14
13
4. 12
i 11
g 10
9
0 8
L 7
a 6
5
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0
C C C C C C E L L L L L L L L L a T T 7' T 7 7 DIN D? 7I
9 e i z z r. t s z t s s N M R M M M A N M W
e s E m 1 1 1 1 1 1 1 1 1 . a . a . a a 0 . a .a a . 0
1 1 1 I N Cl) y w I N ao v . ao
V1 m V) m 0 m .. .-' N M 't M Y7 h m Vi m m 17 m
-» - M D m Duration N M v `o
Thu Jan 03 16:19:43 2008
Maps -
z
z
_z
a
z
_z
c
1
70 W
These maps were produced using a direct map request from the
U.S. Census Bureau Mapping and Cartographic Resources
Tiger Map Server.
Average Recurrence Interval
(wears)
1 -?-
100 -
I C1 -`13-- 500 -
25 1000 -a-
http://hdsc.nws.noaa.gov/cgi-bin/hdsclbuildout.perl?type=pf&units=us&series=pd&statena... 1/3/2008
Precipitation Frequency Data Server
Other Maps/Photographs -
Please read disclaimer for more information.
LEGEND
Page 4 of 4
- State - Connector
- County ,. Stream
F- Indian Resv Military Area
Lake/Pond/Ocean National Park
- Street Other Park
Expressway City
- Highway 0 = County 6 s mi
Scale 1:228583 11
s
u
io
e
n
?
*auerage--true scale d
pen itor
resol
t
n
s o
mon
View USES digital orthophoto quadrangl_e_( OQ) covering this location from TerraServer; USGS Aerial Photograph
may also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities
of a map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the
stations used in this study,
please refer to our documentation.
Using the National Climatic Data Center's_(NCDC) station search engine, locate other climate stations within:
+/-30 minutes OR +/-1 degree of this location (36.15/-81.2). Digital ASCII data can be obtained
directly from NCDC.
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
' Silver Spring, MD 20910
(301) 713-1669
Questions?: I1 DSC.Questions(a)noaa.go_v
Disclaimer
http://hdse.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statena.
1/3/2008
North Carolina Waterbodies Listed by County
Note: Waterbodies are listed in more than one county if they cross county lines.
Report Date: 07/05/08
Records Found: 195
Search Parameters:
County: Wilkes
Class: %
SpDes: %
Name: %
Index#: %
Name of Stream Description Curr. Class Date Basin Stream Index #
Wilkes Count y
YADKIN RIVER From source to mouth C;Tr 04/15/63 Yadkin 12-(1)
in W. Kerr Scott
Reservoir at Elevation
1030
YADKIN RIVER (W. From a point 3.2 mile WS-IV,B;Tr 04/01/99 Yadkin 12-(27.5)
Kerr Scott downstream of Stony
Reservoir below Fork to W. Kerr Scott
Elevation 1030) Dam
YADKIN RIVER (W. From mouth in W. Kerr B;Tr 04/01/99 Yadkin 12-(27)
Kerr Scott Scott Reservoir at
Reservoir below Elevation 1030 (1.4
Elevation 1030) mile downstream of
Stony Fork) to a point
3.2 mile downstream of
Stony Fork
YADKIN RIVER From W. Kerr Scott Dam WS-IV 08/03/92 Yadkin 12-(34)
to a point 0.4 mile
upstream of Tucker
Hole Creek
YADKIN RIVER From a point 0.4 mile WS-IV;CA 08/03/92 Yadkin 12-(36.5)
upstream of Tucker
Hole Creek to Moravian
Creek (Town of
Wilkesboro water
supply intake)
YADKIN RIVER From Moravian Creek to C 04/06/55 Yadkin 12-(38)
a point 1.0 mile
upstream of Roaring
River
YADKIN RIVER From a point 1.0 mile WS-V 08/01/98 Yadkin 12-(45)
upstream of Roaring
River to a point 0.2
mile upstream of the
mouth of Big Bugaboo
Creek
YADKIN RIVER From a point 0.2 mile WS-IV 08/01/98 Yadkin 12-(47.5)
upstream of Big
Bugaboo Creek to a
point 0.9 mile
upstream of mouth of
Elkin Creek (River)
South Yadkin From source to a point WS-II;HQW 08/03/92 Yadkin 12-108-(1)
River 0.6 mile upstream of
Alexander County SR
1456
Page I of 10
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' Chapter 2 Estimating Runoff Teclydcal Release fib
Urban 1(ydrolosy for small watesbsds
' Table 2-2a Runoff curve numbers for urban areas V
Curve numbers for
Cover description --hydrologic soil group
Average percent
' Cover type and hydrologic condition impervious area V A B
Fully developed urban areas (regetstton established) C D
Open space (lawns, part, golf courses, c ometeri s, etc.) a':
Poor condition (grass cover < 5096) _ ..............»........................ 68 79
Fair condition (grass cover 50% to 769 .................................. 49 69
Good condition (graze cover > 7596) ......................................... 39 61
Impervious areas: 86
79
74 89
84
.80
Paved parking lots, roofs, driveways, etc.
' (excluding right-of-way) ............................................................. 98 98
Streets and roads: 96 98
Paved; curbs and storm sewers (excluding
' rightof-way) ................................................................................ 98 98
Paved; open ditches (including right-of-way) .......................... 83 89
Gravel (including righWf way) ................................................. 76 86
Dirt (including de"f--way) ...................................................... 72 82
Western desert urban areas: 98
92
89
87 98
93
91
89
?• Natural desert landscaping (pervious areas only) N ..................... 63 77
Artificial desert landscaping (impervious weed barrier,
desert shrub with 1- to 24nch sand or gravel mulch
and basin borders)
...................................................................... 98 98
Urban districts: 86
8 88
6
' Commercial and business ................................................................. 86 89 92
Industrial ............................................................................................. 72 81 88
Residential districts by average lot size: 94
91 95
93
U8 acre or less (town houses) .......................................................... 66 77 85
1/4 acre ................................................................................................ 38 61 75
U3 acre ................................................................................................ 30 57 72
U2 acre ................................................................................................ 26 54 70
1 acre ................................................................................................... 20 51 68
2 acres .................................................................................................. 12 46 66 90
83
81
80
79
77 92
87
86
85
84
82
' Devrkping urban area
Newly graded areas
(pervious areas only, no vegetation) W....._ 77 86 91 94
' Idle lands (CWs are determined using cover types
slmilar to those in table 2-2c).
I Average runoff condition, and 4.0.25.
n The average percent bnpeevbuu areashown wa used to develop the enrnpos to CMs. Other amuw4Aims we a foaoww brpavious nos are
directly connected to the drainage system, bnpervious areas have a CN o(9% and pervious near we considered equivalent to open space in
sood hydrolosic condition. CWs for other combinations of conditions may be computed using figure 2-3 or 2.4.
n CWs shown an equivalent to those of pasture. Composite CN's may be computed for other combinations of open space
cover type.
' c Composite CMs for nauard desert lamdscopbng should be computed usl% figures 2-3 or 2-4 booed on the Impervious area pereerdoge
(CN . W and the pervious area CN. The pervious urea CNY are assumed egndvalent to desert shrub In poor hydrologic condition.
n Composite CWs to we for" de sip of temporary nneasnaes dmitns sridbngand construction should be competed wing figs e"or
band on the degree of development (Impervious area percentage) and the Ofs for the newly graded pervious area.
M
(210•Yl-TM,second Ed.,June 1986) 2 6
1
NCDENR Stormwater BMF Manual Chapter Revised 09LU-07
Table 3-4
Hydrologic soil groups for soil types found in North Carolina (Malcom, 1989)
Alasa A Dragoon D/C Louisa B Ridgeland C
Alamance B Dunbar D/B Louisburg B Rimini C
Albany C/A Duplin C/B Lucy A Roanoke D
Altavista C/B Durham B Lumbee D/C Rosman B
Americus A Dykes B Lynchburg C/B Rumford B
Appling B Edneyville B Lynn Haven D/C Ruston B
Ashe B Elbert D Madison B Ruttege D/B
Augusta C Elioak B Magnolia B Saluda C/B
Avery B Eainboro B Manadde C/B Scranton D/B
Aycock B Enon C Manteo D Seneca C/B
Barclay C Eustis A Marlboro B Starr B
Barth C Exum C/B Masada B State B
Bayboro D/C FacevWe B Maxton B Suncook A
Berrie C/B Fannin B Mayodan B Surry B
Bibb D/B Fletcher B McColl D/C Talladega C
Bladen D/C Puquay B Mecklenburg C Tal epoosa C
Blaney a Georgeville B Meggett D/C Tate B
Banton A Gilmd C Molena A Tatum B
Bowie B Goldsboro C/B Musella B Thurmont B
Braddock B Goldston C Myatt D/C Toccom B
Bradley B Granville B Nahum C/B Toiskwt C/B
Nudywine B Grover B Nason C Torhuna C/A
Brevard B Guin A Nixonton B Toxaway D
Bucks B Gwirurett B Norfolk B Transylvania B
Buncombe A HartseW B Ochiockonee B Troup A
Burton B Hatboro D/C Ocilla C/B Tuckerman D/C
Byars D Hayesville B Olustee D/C Tusquitee B
Cahabs B Haywood B Onslow B Unison B
Cape Fear D/B Helena C Orange D Vance C
Caroline C Herndon B Orangeburg B Varina C
Cartecay C Hiwasaee B Vaucluse C
Caaula C Hoffman C B Wadesboro B
Cecil B Hulett B us A Wagram A
Chandler B Hyde D/C Pamlico D/C Wahee D/C
Chastain D Invershiel C Pantego D/C Wake D
Chester B Iredell D Pmquotank D/B Watauga B
Chesterfield B luka C Pelham D/C Wedowee B
Chew-ads C Izagora C Pander D
hipe C/A Johnston D/B Pam C/B
Clifton B John C/B P6rkston C
Codurus C Kalma B Plummer D/B
Colfax C Kenansville A Pocalla A
Comus B Kershaw A Pocomwke D/B
Congaree B Kinston D/C Pomello C/A
Cowart C Lakeland A Ponxer D/C
Coxville D/C Leaf D/C ftim B
Craven C Lenoir D/B Portsmouth D/C
Davidson B Iron C/B Rabun B
Deanco C Liddell D/C Rains D/B
Dorovan D Lloyd B Ramsey D
Dothan B Lockhart B Ranger C
Stormwater Management and Calculations 3.6 - July 2007
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lWatershed Model Schematic 1
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
1 2
Fri
3®
I
Legend
Hyd. Origin Description
1 SCS Runoff Pre-Developed Flow
2 SCS Runoff Post-Developed Storm
3 Reservoir Post-Developed Release
4 Reservoir Spillway
Project: 4024 HYDROFLOW.gpw Monday, Sep 15, 2008
Hydraflow Table of Contents
4024 HYDROFLOW.gpw
1 Hydraflow Hydrographs Extension for AutoCAD® Civil 3DO 2009 by Autodesk, Inc. v6.066 Monday, Sep 15, 2008
Watershed Model Schematic ................................................................................... 1
'
HYdro9raph Return Period Recap ........................................................................... 2
' 1 -Year
Summary Report ....................................................................................................................... 3
' Hydrograph Reports ................................................................................................................. 4
Hydrograph No. 1, SCS Runoff, Pre-Developed Flow ............................................................ 4
TR-55 Tc Worksheet ......................................................................................................... 5
' Hydrograph No. 2, SCS Runoff, Post-Developed Storm ........................................................ 6
TR-55 Tc Worksheet ......................................................................................................... 7
Hydrograph No. 3, Reservoir, Post-Developed Release ........................................................ 8
' Pond Report - POND #1 .................................................................................................... 9
Hydrograph No. 4, Reservoir, Spillway ................................................................................. 10
Pond Report - SPILLWAY ............................................................................................... 11
2 -Year
Summary Report ..................................................................................................................... 12
' Hydrograph Reports ............................................................................................................... 13
Hydrograph No. 1, SCS Runoff, Pre-Developed Flow .......................................................... 13
Hydrograph No. 2, SCS Runoff, Post-Developed Storm ...................................................... 14
' Hydrograph No. 3, Reservoir, Post-Developed Release ...................................................... 15
Hydrograph No. 4, Reservoir, Spillway ................................................................................. 16
' 5 - Year
Summary Report ..................................................................................................................... 17
Hydrograph Reports ............................................................................................................... 18
' Hydrograph No. 1, SCS Runoff, Pre-Developed Flow .......................................................... 18
Hydrograph No. 2, SCS Runoff, Post-Developed Storm ...................................................... 19
Hydrograph No. 3, Reservoir, Post-Developed Release ...................................................... 20
' Hydrograph No. 4, Reservoir, Spillway ................................................................................. 21
OF Report ............................................................................................................... 22
r
1
1
Hydrograph Return Period R?,q
y ra Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
No. type Hyd(s) description
(origin) 1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr
1 SCS Runoff ------ 2.365 3.793 ------- 6.242 ------- ------- ------- ------- Pre-Developed Flow
2 SCS Runoff ------ 6.267 8.217 ------- 11.24 ------- ------- ------- ------- Post-Developed Storm
3 Reservoir 2 0.055 0.349 ------- 4.035 ------- ------- ------- ------- Post-Developed Release
4 Reservoir 2 0.056 0.230 ------- 2.328 ------- ------- ------- ------- Spillway
Proj. file: 4024 HYDROFLOW.gpw Monday, Sep 15, 2008
Hyd rog ra p h Summary Re po rtydraflow Hydrographs Extension for AutoCAD@ Civil 3D® 2009 by Autodesk, Inc. v6.066
C
C
1
C
11
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 2.365 1 716 4,281 ------ ------ ------ Pre-Developed Flow
2 SCS Runoff 6.267 1 715 11,251 ------ ------ ------ Post-Developed Storm
3 Reservoir 0.055 1 1358 6,575 2 1111.86 8,827 Post-Developed Release
4 Reservoir 0.056 1 1338 400 2 1112.25 10,862 Spillway
4024 HYDROFLOW.gpw Return Period: 1 Year Monday, Sep 15, 2008
Hydrograph Report
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-Developed Flow
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.940 ac
Basin Slope = 4.5%
' Tc method = TR55
Total precip. = 2.96 in
Storm duration = 24 hrs
4
Monday, Sep 15, 2008
Peak discharge = 2.365 cfs
Time to peak = 11.93 hrs
Hyd. volume = 4,281 cuft
Curve number = 69*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.80 min
Distribution = Type II
Shape factor = 484
" Composite (Area/CN) _ [(1.910 x 69)] / 1.940
' Pre-Developed Flow
Q (cfs) Hyd. No. 1 -- 1 Year
' 3.00
2.00
' 1.00
' 0.00
Q (cfs)
3.00
2.00
1.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
' Hyd No. 1 Time (hrs)
TR55 Tc Worksheet
41
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-Developed Flow
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
' Flow length (ft) = 300.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.59 0.00 0.00
Land slope (%) = 4.00 0.00 0.00
'
Travel Time (min) = 2.09 + 0.00 + 0.00 = 2.09
' Shallow Concentrated Flow
Flow length (ft) = 100.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
' Surface description = Unpaved Paved Paved
Average velocity (ft/s) = 2.28 0.00 0.00
' Travel Time (min) = 0.73 + 0.00 + 0.00 = 0.73
Channel Flow
' X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
' Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
'
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
' Total Travel Time, Tc ............................................................... ............... 2.80 min
1
Hydrograph Report
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
' Post-Developed Storm
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
1 Time interval = 1 min
Drainage area = 1.940 ac
Basin Slope = 0.0%
' Tc method = TR55
Total precip. = 2.96 in
' Storm duration = 24 hrs
* Composite (Area/CN) = [(1.350 x 95) + (0.590 x 69)] / 1.940
' Post-Developed Storm
Q (cfs) Hyd. No. 2 -- 1 Year
' 7.00
' 6.00
' 5.00
4.00
3.00
' 2.00
' 1.00
' 0.00
6
Monday, Sep 15, 2008
Peak discharge = 6.267 cfs
Time to peak
Hyd. volume
Curve number
Hydraulic length
Time of conc. (Tc)
Distribution
Shape factor
11.92 hrs
11,251 cuft
87*
0 ft
2.30 min
Type II
484
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
' - Hyd No. 2
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
__' 0.00
20.0
Time (hrs)
TR55 Tc Worksheet
7
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
' Post-Developed Storm
Description A B C Totals
Sheet Flow
Manning's n-value = 0.011 0.011 0.011
' Flow length (ft) = 100.0 0.0 0.0
Two-year 24-hr precip. (in) = 3.59 0.00 0.00
Land slope (%) = 2.00 0.00 0.00
'
Travel Time (min) = 1.14 + 0.00 + 0.00 = 1.14
' Shallow Concentrated Flow
Flow length (ft) = 200.00 0.00 0.00
Watercourse slope (%) = 2.00 0.00 0.00
Surface description = Paved Paved Paved
Average velocity (ft/s) = 2.87 0.00 0.00
' Travel Time (min) = 1.16 + 0.00 + 0.00 = 1.16
Channel Flow
X sectional flow area (sqft) = 0.00 0.00 0.00
Wetted perimeter (ft) = 0.00 0.00 0.00
Channel slope (%) = 0.00 0.00 0.00
' Manning's n-value = 0.015 0.015 0.015
Velocity (ft/s) = 0.00 0.00 0.00
Flow length (ft) = 0.0 0.0 0.0
Travel Time (min) = 0.00 + 0.00 + 0.00 = 0.00
Total Travel Time, Tc ............... ................................................ ............... 2.30 min
Hydrograph Report 8
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066 Monday, Sep 15, 2008
Hyd. No. 3
Post-Developed Release
Hydrograph type = Reservoir Peak discharge = 0.055 cfs
Storm frequency = 1 yrs Time to peak = 22.63 hrs
Time interval = 1 min Hyd. volume = 6,575 cuft
Inflow hyd. No. = 2 - Post-Developed Storm Max. Elevation = 1111.86 ft
' Reservoir name = POND #1 Max. Storage = 8,827 cuft
Storage Indication method used.
Post-Developed Release
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs
-7 nf% ---
0 5 10 15 20 25 30 35 40 45 50 v Vv
' Time (hr:
Hyd No. 3 Hyd No. 2 L' Total storage used = 8,827 tuft
' Pond Report 9
Hydraflow Hydrographs Extension for AutoCAD@ Civil 3DO 2009 by Autodesk, Inc. v6.066 Monday, Sep 15, 2008
Pond No. 1 - POND #1
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 1110.00 ft
' St
/ St
T
bl
age
orage
a
e
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
' 0.00 1110.00 3,22 0 0 0
0.50 1110.50 4,18 8 1,852 1,852
3.00 1113.00 6,09 7 12,856 14,708
' Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
' Rise (in) = 18.00 1.25 Inacti ve 0.00 Crest Len (ft) = 14.00 0.00 0.00 0.00
Span (in) = 18.00 1.25 0.00 0.00 Crest El. (ft) = 1112.00 0.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 1106.00 1110.00 0.00 0.00 Weir Type = Rect --- --- ---
' Length (ft) = 10.00 0.25 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 5.00 1.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a Yes Yes 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 cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 1110.00 0.00 0.00 ___ ___
___ 0.00 _ _-_ 0.000
' 0.05 185 1110.05 15.34 is 0.00 is __
0.00 ___ ___ 0.003
0.10 370 1110.10 15.34 is 0.01 is --- --- 0.00 --- --- --- --- --- 0.009
0.15 556 1110.15 15.34 is 0.01 is --- --- 0.00 --- --- --- --- --- 0.013
' 0.20 741 1110.20
0.25 926 1110.25 15.34 is
15.34 is 0.02 is -__
0.02 is -
0.00 --- --
0.00 ___ --- 0.016
0.018
0.30 1,111 1110.30 15.34 is 0.02 is --
0.00 - --- 0.020
0.35 1,296 1110.35 15.34 is 0.02 is --- --- 0.00 --- --- --- --- --- 0.022
0.40 1,482 1110.40 15.34 is 0.02 is --- --- 0.00 --- --- --- --- --- 0.024
0.45 1,667 1110.45 15.34 is 0.03 is __ ___
___ 0.00 ___ ___ _-_ 0.026
' 0.50 1,852 1110.50 15.34 is _
0.03 is __
0.00 0.027
0.75 3,138 1110.75 15.34 is 0.03 is --- --- 0.00 --- --- --- --- --- 0.034
1.00 4,423 1111.00 15.34 is 0.04 is --- --- 0.00 --- --- --- --- --- 0.040
' 1.25 5,709 1111.25
1.50 6,995 1111.50 15.34 is
15.34 is 0.04 is ---
0.05 is --- 0.00 -_- __-
0.00 ___ --- _-- 0.045
0.049
1.75 8,280 1111.75 15.34 is 0.05 is 0.00 0.053
2.00 9,566 1112.00 15.34 is 0.06 is --- --- 0.00 --- --- --- --- --- 0.057
2.25 10,851 1112.25 15.34 is 0.06 is --- --- 5.83 --- --- --- --- --- 5.888
2.50 12,137 1112.50 16.54 is 0.06 is __ _
___ 16.48 ___ ___ ___ 16.54
' 2.75 13,423 1112.75 20.50 is _
0.02 is __
20.48s - _ 20.50
3.00 14,708 1113.00 21.12 is 0.01 is --- --- 21.10s --- --- --- --- --- 21.12
1
1
1
Hydrograph Report
10
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
' Spillway
Hydrograph type = Reservoir
Storm frequency = 1 yrs
' Time interval = 1 min
Inflow hyd. No. = 2 - Post-Developed Storm
' Reservoir name = SPILLWAY
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Sep 15, 2008
= 0.056 cfs
= 22.30 hrs
= 400 cuft
= 1112.25 ft
= 10,862 cuft
Storage Indication method used.
Spillway
Q (cfs) Hyd. No. 4 -- 1 Year
6
00
.
5
00
.
4
00
.
3.00
2.00
'
1.00
'
0.00
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
U 2 4 6 8 10 12 14 16 18 20 22
' Hyd No. 4 - Hyd No. 2 Total storage used = 10,862 cuft
24
26
Time (hrs)
' Pond Report 11
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 200 9 by Autodesk, Inc. v6.066 Monday, Sep 15, 2008
Pond No. 2 - SPILLWAY
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 1110.00 ft
' St
/ St
T
l
age
orage
ab
e
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
' 0.00 1110.00 3,220 0 0
0.50 1110.50 4,188 1,852 1,852
3.00 1113.00 6,097 12,856 14,708
Culvert / Orifice Structures Weir Structures
[A] [Bl [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) Inactive Inactive Inactive 0.00 Crest Len (ft) = 16.00 0.00 0.00 0.00
' Span (in) = 18.00 1.25 16.00 0.00 Crest El. (ft) = 1112.25 0.00 0.00 0.00
No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 1110.00
Length (ft) = 30.00 1110.00
0.25 1111.25 0.00
0.25 0.00 Weir Type
Multi-Stage = Rect ---
= No No --- ---
No No
Slope (%) = 3.00 1.00 1.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culve rt/Orifice outflows are analyzed u nder 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 Exfii User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 1110.00 0.00 0.00 0.00 ___ 0.00 ___ __ _
___ -__ 0.000
' 0.05 185 1110.05 0.00 0.00 0.00 0.00 _ __ 0.000
0.10 370 1110.10 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
0.15 556 1110.15 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
' 0.20 741 1110.20
0.25 926 1110.25 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 - 0.000
0.000
0.30 1,111 1110.30 0.00 0.00 0.00 --- 0.00 --- --- --- --- -- 0.000
0.35 1,296 1110.35 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
0.40 1,482 1110.40 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
0.45 1,667 1110.45 0.00 0.00 0.00 ___ 0.00 __ ___ ___ -__
__ 0.000
' 0.50 1,852 1110.50 0.00 0.00 0.00 0.00 = _ 0.000
0.75 3,138 1110.75 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
1.00 4,423 1111.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
' 1.25 5,709 1111.25
1.50 6,995 1111.50 0.00
0.00 0.00
0.00 0.00
0.00 0.00
0.00 --- -_- _-_ --- 0.000
0
000
1.75 8,280 1111.75 0.00 0.00 0.00 --- 0.00 --- .
0.000
2.00 9,566 1112.00 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
2.25 10,851 1112.25 0.00 0.00 0.00 --- 0.00 --- --- --- --- --- 0.000
2.50 12,137 1112.50 0.00 0.00 0.00 --- 6.66 ___ __ _
- 6.660
' 2.75 13,423 1112.75 0.00 0.00 0.00 18.84 _ __
___ __ 18
84
3.00 14,708 1113.00 0.00 0.00 0.00 --- 34.61 --- --- --- --- --- .
34.61
H drogra h Summary Re 12
or?
y - Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
1
1
1
1
1
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 3.793 1 716 6,657 ------ ------ ------ Pre-Developed Flow
2 SCS Runoff 8.217 1 715 14,944 ------ ------ ------ Post-Developed Storm
3 Reservoir 0.349 1 781 9,707 2 1112.01 9,630 Post-Developed Release
4
i Reservoir 0.230 1 832 4,092 2 1112.26 10,896 Spillway
4024 HYDROFLOW.gpw Return Period: 2 Year '
'
'
Monday, Sep 15, 2008
Hydrograph Report 13
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
' Pre-Developed Flow
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
Time interval = 1 min
Drainage area = 1.940 ac
Basin Slope = 4.5%
' Tc method = TR55
Total precip. = 3.59 In
' Storm duration = 24 hrs
Monday, Sep 15, 2008
Peak discharge = 3.793 cfs
Time to peak = 11.93 hrs
Hyd. volume = 6,657 cuft
Curve number = 69*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.80 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(1.910 x 69)] / 1.940
' Pre-Developed Flow
Q (cfs) Hyd. No. 1 -- 2 Year
' 4.00
' 3.00
' 2.00
' 1.00
' 0.00
Q (cfs)
4.00
3.00
2.00
1.00
?!!!IIII
0 2 4 6 8 10 12 14 16 18 20 22 24
' - Hyd No. 1
1
-L- 0.00
26
Time (hrs)
Hydrograph Report 14
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
' Post-Developed Storm
Hydrograph type = SCS Runoff
Storm frequency = 2 yrs
' Time interval = 1 min
Drainage area = 1.940 ac
Basin Slope = 0.0%
' Tc method = TR55
Total precip. = 3.59 in
' Storm duration = 24 hrs
Monday, Sep 15, 2008
Peak discharge = 8.217 cfs
Time to peak = 11.92 hrs
Hyd. volume = 14,944 cuft
Curve number = 87*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.30 min
Distribution = Type II
Shape factor = 484
* Composite (Area1CN) _ [(1.350 x 95) + (0.590 x 69)] / 1.940
' Post-Developed Storm
Q (cfs) Hyd. No. 2 -- 2 Year
10.00
8.00
' 6.00
' 4.00
2.00
t
' 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0
' Hyd No. 2
Q (cfs)
10.00
8.00
6.00
4.00
2.00
_ 0.00
20.0
Time (hrs)
Hydrograph Report 15
Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 3
' Post-Developed Re lease
Hydrograph type = Reservoir
Storm frequency = 2 yrs
' Time interval = 1 min
Inflow hyd. No. = 2 - Post-Developed Storm
Reservoir name = POND #1
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Sep 15, 2008
= 0.349 cfs
= 13.02 hrs
= 9,707 cuft
= 1112.01 ft
= 9,630 cuft
Storage Indication method used.
' Post-Developed Release
Q (cfs) Hyd. No. 3 -- 2 Year
? ? n nn
0 5 10 15 20 25 30 35 40
' Hyd No. 3 - Hyd No. 2 "' ID 1 ; Il Total storage used = 9,630 cuft
Q (cfs;
10.00
8.00
6.00
4.00
2.00
0.00
45 50
Time (hr!
Hydrograph Report
16
' Hydraflow Hydrographs Extension for AUtoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
' Spillway
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Post-Developed Storm
' Reservoir name = SPILLWAY
Peak discharge
Time to peak
Hyd. volume
Max. Elevation
Max. Storage
Monday, Sep 15, 2008
= 0.230 cfs
= 13.87 hrs
= 4,092 tuft
= 1112.26 ft
= 10,896 cuft
Storage Indication method used.
Q (cfs) Spillway
Hyd. No. 4 -- 2 Year
' I u.uu
8
00
.
6
00
.
1
4
00
' .
2
00
.
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22
Hyd No. 4 - Hyd No. 2T'_rL l Total storage used = 10,896 cuft
24
26
Time (hrs)
Hydrograph Summary Repo 17
rt
ydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
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 6.242 1 716 10,854 ------ ------ ------ Pre-Developed Flow
2 SCS Runoff 11.24 1 715 20,828 ------ ------ ------ Post-Developed Storm
3 Reservoir 4.035 1 720 15,589 2 1112.18 10,443 Post-Developed Release
4 Reservoir 2.328 1 722 9,977 2 1112.34 11,301 Spillway
4024 HYDROFLOW.gpw Return Period: 5 Year Monday, Sep 15, 2008
Hydrograph Report 18
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 1
Pre-Developed Flow
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
' Time interval = 1 min
Drainage area = 1.940 ac
Basin Slope = 4.5%
' Tc method = TR55
Total precip. = 4.56 In
Storm duration = 24 hrs
Monday, Sep 15, 2008
Peak discharge = 6.242 cfs
Time to peak = 11.93 hrs
Hyd. volume = 10,854 cuft
Curve number = 69*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.80 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) = [(1.910 x 69)] / 1.940
Pre-Developed Flow
Q (cfs) Hyd. No. 1 -- 5 Year
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
¦ "."" 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Hydrograph Report
19
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 2
' Post-Developed Storm
Hydrograph type = SCS Runoff
Storm frequency = 5 yrs
Time interval = 1 min
Drainage area = 1.940 ac
' Basin Slope
Tc method = 0.0%
= TR55
Total precip. = 4.56 in
Storm duration = 24 hrs
Monday, Sep 15, 2008
Peak discharge = 11.24 cfs
Time to peak = 11.92 hrs
Hyd. volume = 20,828 cuft
Curve number = 87*
Hydraulic length = 0 ft
Time of conc. (Tc) = 2.30 min
Distribution = Type II
Shape factor = 484
Composite (Area/CN) = [(1.350 x 95) + (0.590 x 69)] / 1.940
' Post-Developed Storm
Q (cfs) Hyd. No. 2 -- 5 Year
4 n nn
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
. U.uv ' _ 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time (hrs)
h R
H
t
d 20
epor
y
rograp
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. v6.066 Monday, Sep 15, 2008
HYd. No. 3
' Post-Developed Release
Hydrograph type = Reservoir Peak discharge = 4.035 cfs
Storm frequency = 5 yrs Time to peak = 12.00 hrs
' Time interval = 1 min Hyd. volume = 15,589 cuft
Inflow hyd. No. = 2 - Post-Developed Storm Max. Elevation = 1112.18 ft
' Reservoir name = POND #1 Max. Storage = 10,443 cuft
Storage Indication method used.
Post-Developed Release
Q (cfs)
Hyd. No. 3 5 Year Q (cfs:
0 5 10 15 20 25 30 35 40 45 50
' Time (hr:
Hyd No. 3 - Hyd No. 2 71 Total storage used = 10,443 cuft
t
Hydrograph Report
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D® 2009 by Autodesk, Inc. v6.066
Hyd. No. 4
' Spillway
Hydrograph type = Reservoir Peak discharge
Storm frequency = 5 yrs Time to peak
' Time interval = 1 min Hyd. volume
Inflow hyd. No. = 2 - Post-Developed Storm Max. Elevation
Reservoir name = SPILLWAY Max. Storage
21
Monday, Sep 15, 2008
= 2.328 cfs
= 12.03 hrs
= 9,977 cuft
= 1112.34 ft
= 11,301 cuft
Storage Indication method used.
' Spillway
Q (cfs) Hyd. No. 4 -- 5 Year
' IL.VU
10
00
.
1
8.00
6
00
' .
'
4
00
.
2.00
'
' n nn
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
n nn
0 2 4 6 8 10 12 14 16 18 20 22
' Hyd No. 4 -Hyd No. 2 i.'.. T .1.' Total storage used = 11,301 cult
1
26
Time (hrs)
24
Hydraflow Rainfall Report 22
' Hydraflow Hydrographs Extension for AutoCAD® Civil 3D@ 2009 by Autodesk, Inc. v6.066 Monday, Sep 15, 2008
1
1
1
1
1
Return
Period Intensity-Duration-Frequency Equation Coefficients (FHA)
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 69.8703 13.1000 0.8658 --------
3 0.0000 0.0000 0.0000 --------
5 79.2597 14.6000 0.8369 --------
10 88.2351 15.5000 0.8279 --------
25 102.6072 16.5000 0.8217 --------
50 114.8193 17.2000 0.8199 --------
100 127.1596 17.8000 0.8186 --------
File name: SampleFHA.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 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2 5.69 4.61 3.89 3.38 2.99 2.69 2.44 2.24 2.07 1.93 1.81 1.70
3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5 6.57 5.43 4.65 4.08 3.65 3.30 3.02 2.79 2.59 2.42 2.27 2.15
10 7.24 6.04 5.21 4.59 4.12 3.74 3.43 3.17 2.95 2.77 2.60 2.46
25 8.25 6.95 6.03 5.34 4.80 4.38 4.02 3.73 3.48 3.26 3.07 2.91
50 9.04 7.65 6.66 5.92 5.34 4.87 4.49 4.16 3.88 3.65 3.44 3.25
100 9.83 8.36 7.30 6.50 5.87 5.36 4.94 4.59 4.29 4.03 3.80 3.60
Tc = time in minutes. Values may exceed 60.
D-in 81o n • nKIM IK!r' J CTnonA ..
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 2.96 3.59 1.00 4.56 5.33 6.39 6.80 8.15
SCS 6-Hr 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 6.50 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 6.00 0.00