20071436 Ver 1_Stormwater Info_20080619

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C NSlt ftTIG ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE EtdV RONIMENTAL SER"Vi ES
P.O. Box 7966
Rocky Mount, North Carolina 27804
Telephone [phone]
Fax [phone]
e-mail:
Web: Appianengineers.com
LETTER OF TRANSMITTAL
DATE: June 18, 2008 APPIAN JOB NO.: 07-081
TO:
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650 01 - 11+3
to Y 2,
1.Ze31X011F
Holden Ridge Subdivision
GENTLEMEN: We are sending you ® herewith ? under separate cover:
SUBMITTAL FOR: CODE
FOR APPROVAL 1 ?
FOR YOUR USE 2
AS REQUESTED 3
BID TAB DISTRIBUTION 4 ?
APPROVED PERMITS 5 ?
ACTION COD E
APPROVED A ?
APPROVED AS NOTED B ?
NOT APPROVED C ?
REVISE AND RESUBMIT D ?
PLEASE SIGN AND RETURN E ?
D R @ I R a -
JUN 1 a
DE7df:
WETLANDS' i .
PRINT
COPIES DRAWING NUMBER
(REVISION NO. OR DATE) DESCRIPTION CODE
1 Set of Calculations as requested
r--% r= l
z? rp n In 17 ME
REMARKS: Y L5 k-%9 n Li V
Dear Beverly, JUN 1 9 2008
Attached is the set of caculations (unbound) as requested. Thank youl
DENR - WATER QuAU 1f
WETLANDS AND STORMWATER SRAM `r
Sent by: First Class Mail
UPS Next Day / AM ?
UPS Next 2nd Day ?
Federal Express ?
Faxed ?
Hand Delivered ?
Pick Up ?
ff enclosures received are not as listed above, kindly nobly at once.
Thank vmL-
(P •I/ r4*),
Date
Received By Date
cc: File
On-%43U u2

SirE Caceuca rIonrs
FOR
HOLDEN RIDGE SUBDIVISION
SECT/ON I
Town of Snow Hi!/
Green County
June 10, 2008
ACE JN: 07-081
Appian Consulting Engineers, PA
PO Box 7966
Rocky Mount, NC 27804
[phone]
[phone] (Fax)
"IG
JUN 1 s zoos
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
SEAL
029958
-

HOLDEN RIDGE SUBDIVISION - SECTION 1
SITE CALCULATIONS
T A B L E O F C O N T E N T S
Description
• Site Summary
• Runoff Calculations
• Runoff Routing at Ex. Catch Basin
• Storm Sewer Pipe Calculations
• Level Spreader Calculations
• Outlet Protection Calculations
Appendix
• USGS Quadrangle Map of Site
• Soils Map of Site
• Runoff Map
SITE ,SUMMARY
Site Summary - Hoiden Ridge Subdivision
INTRODUCTION
Page 1
Holden Ridge Subdivision is an existing subdivision that was started by in the
1970's by its original owner. The subdivision was never finished, but the road
was partially constructed and stripped of topsoil and compacted. The road
ditches were also constructed. The current owner has taken over the subdivision
and has finished the design work and is in the middle of finishing the construction
of the project. The existing stream was determined to be jurisdictional near the
bottom of the subdivision and was mistakenly disturbed during the construction
process. A NOV was written on the project with the attached site changes to the
plans as part of the response to the NOV.
Existing Development:
Before the NOV, the site was mostly finished with the water line installed, the
electric lines installed, all the stormwater pipes installed for the site. The road
was mainly graded and waiting for stone and pavement to be placed. The road
is currently paved with asphalt. The subdivision is complete, except for the
changes proposed with the attached plans and restoring the disturbed riparian
buffer areas.
The existing buffered stream contained a 92 LF existing 24" pipe that was
installed back in the 1970's with the cul-de-sac placed over the pipe. The new
development shortened the cul-de-sac and the pipes replaced with mixture of 24"
CPP that converts into a 30" CPP. In addition, due to the grades, in lieu of
extending the road ditch to the existing stream, a new pipe system was installed
that consisted of two 15" CPP pipes that collected the road ditch flows that
connects together on a "Y" and ties into a 3'x3' catch basin. The inflow pipe
turns from a 15" to a 24" at the "Y" before entering the catch basin. There is an
existing 24" leaving the catch basin and connects using a "Y" to the replaced
pipes along the stream.
SITE INFORMATION
Erosion Control:
An existing erosion control plan and permit is in existence. The additional
modifications to the plans are not outside of the existing area of disturbance.
FloodplainMatershed:
The site is not located in any floodplain or floodway per FEMA map 370110
36780 J, dated January 2, 2004.
The site is not located within a watershed for the Town of Snow Hill or Green
County.
Appian Consulting Engineers, PA
Site Summary - Holden Ridge Subdivision
Nutrient Management:
Page 2
The site is not subject to nutrient management reduction as it is not located in a
Phase II community or part of the 15 municipalities of the Neuse Buffer
regulations.
Peak Stormwater Runoff.
The local municipality does not have any stormwater regulations. The site
contains less than 24% of impervious, therefore, does not all under the State
Stormwater program.
The peak calculation for this project has been calculated for the Q1 storm using
the rational method. All runoff calculations provided in this calculation workbook
is based on the Q1 storm, unless otherwise noted. The peak for the Q1 storm is
as follows:
Total Tract (A): 13.24 Ac.
Rainfall Intensity (i): 5.29 in/hr (from the NOAA website)
Time of Conc. <5 Min. (use 5 Min.)
Runoff Coef (C): 0.3 (for grass); 0.95 (for pavement)
Composite Coef (Cc): 0.3
Using the rational method (Q = C*i*A) and the numbers above yields:
Q,pre = 21.01 cfs
The postdevelopment changes the runoff coefficient for the site as the runoff
coefficient is slightly increased as follows:
C = 0.39 (this is a composite runoff coefficient for the developed area)
Therefore,
Q,post = 27.32 cfs
Postdevelopment runoff exceeds the predevelopment runoff by 6.31 cfs for the
Q 1 storm.
BMP Design:
A proposed 60 LF level spreader is proposed to be constructed on the non-
buildable lot at the southeastern section of the subdivision, outside of the existing
Neuse Buffered stream. The level spreader is designed to handle the 1-inch
rainfall with all other flow to be bypassed thru the existing 24" CPP. The level
Appian Consulting Engineers, PA
Site Summary - Holden Ridge Subdivision
Page 3
spreader design is per NCDENR Stormwater BMP Manual, latest edition. The
design calculations and sheets are attached for review.
Water:
The subdivision is connected to the 3" waterline along Greeneridge Road and is
owned by South Greene Water Corporation.
Sewer:
All lots will be designed with individual onsite septic systems.
Traffic:
No traffic study is required.
SUMMARY
With the modifications made to the site as described in this calculation book and
the attached plans will bring this project back into compliance with NCDENR
regulations.
Appian Consulting Engineers, PA

RUNOFF CAL CULA TONS
RUNOFF COMPUTATIONS
PROJECT: Holden Ridge Subdivision ACE JN: 07-081
DATE: June 10, 2008
SHEET: 1 of 1
Anrlrlr
0 0 o a
d??iLln
CONSULTING ENGINEERS, PA
Qvu,MUNICIPAL&ST u um ENGINEERS
TC PIPE UPPER
TO LOWER A FA BASINS C I Qn EQn
Pre. Vs. Post Flow for Entire Site
5 Site drainage 13.24 - Entire Subdivision 0.3 5.29 21.01 ---
5 Post Development 13.24 - Entire Subdivision 0.39 5.29 27.32 ---

Description of Area Area C
Grass 11.49 0.3
Impervious 1.75 0.95
Composite 13.24 0.39

Drainage to Level Spreader (Based on Q10 Storm)
<5 Road Ditch 1 0.85 -- Drainage Area 1-1 0.51 7.97 3.46 ---
<5 Road Ditch 2 0.85 - Drainage Area 1-2 0.51 7.97 3.46 ---
--- Total to Ex. CB --- 1.70 Drainage Area 1 - -- --- 6.92

Description of Area Area C
Grass 1.14 0.3
Road/Pavement 0.56 0.95
Composite 1.70 0.51

ACE E-3
Precipitation Frequency Data Server
Page 1 of 4
POINT PRECIPITATION
);} FREQUENCY ESTIMATES 3
FROM NOAA ATLAS 14
North Carolina 35.445 N 77.713 W 98 feet
from "Precipitation-Frequency Atlas of the Lklited States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Tue Jun 3 2008
Confidence Limits J1 Seasonality Location MaPs ( Other Info. '` GIS data Maps Help Docs U.S. Map
I 1 P
Precipitation Intensity Estimates (in/hr)

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?1 5.29 4.22 3.52 1 1.50 0.88 .63 0.38 0.22 .13 .07 0.04 0.03 0.02 0.02 0.01 0.01
2.4 0.01
6.17 4.93 4.13 2.85 1.79 1 A6 .75 0.45 0.26 .16 .09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
0 7.04 5.64 4.76 3.38 2.17 1.31 0.93 ® 0.33 020 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.97 6.37 7 3.89 2.53 1.56 1.12 .67 0.40 .24 0.14 0.08 0.05 0.04 0.03 0.02 0.02
5.3 0.01
25 8.95 7.13 6.02 4.46 2.97 1.87 1.36 0.82 0.49 .30 0.17 O- 09 0.06 0.05 0.03 0.02 0.02 0.02
50 9.77 7.78 6.56 4.94 3.35 2.16 1.58 ® .57 .35 .20 .11 .07 0.05 0.03 0.03 0.02 0.02
100 10.54 8.37 7.05 5.40 3.72 2.44 1.82 1.10 0.66 .41 0.23 .12 0.08 0.06 0.04 0.03 0.02 0.02
200 11.28 8.94 7.52 5.85 4.11 2.75 2.07 1.26 .76 .48 0.27 0.14 0.09 0.07 0.04 0.03 0.03 0.02
500 12.19 9.64 8.09 6.44 4.62 3.19 2.43 1.49 0.91 0.58 .32 0.17 0.10 0.08 0.05 0.04 0.03 0.02
1000 13.03 10.26 8.58 6.95 5.07 3.58 2.77 1.70 1.05 0.67 0.37 0.19 0.12 0.09 0.05 0.04 0.03 0.03
* These precipitation frequency estimates are based on a parlial cl ration sans. ARI is the Average Recurrence Interval.
Please refer to the docw qr for more information NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
(Ay airs) [:5in Min mm [n: m mom mm hr hF I
r I 11 11 hr 11 hr n day day a y 11 a$y a y a y a y
' l 1 5.80 4.63 3.86 2.64 1.65 0.98 0.70 0.42 0.24 0.14 0.08 0.05 0.03 .02 0.02 0 01 0.01 0.01
6.74 5.39 4.52 3.12 1.96 1.16 0.83 .50 29 .17 0.10 0.05 0.04 .03 0.02 0.02 O1 0.01

6.1
0 7.69 6 5.20 3.69 237 1.44 1.03 .62 0.36 0.22 .13 0.07 0
.05 0.04 0.02 0.02 0.02 0.01
10 8.70 6.95 5.87 425 2.77 1.71 1.24 .74 0.44 026 .15 0.08 0.05 0.04 0.03 0.02 0.02 0.02
25 9.77 7.78 6.58 4.87 324 2.05 1.50 0.91 0.54 33 0.19 0.10 0.07 0.05 0.03 0.03 0.02 0.02
50 10.66 EKE .16 5.39 3.65 2.36 1.74 1.06 .63 .39 0.22 0.12 0.07 0.06 0.04 0.03 .02 0.02
100 11.48 9.13 7.69 5.89 4.05 2.67 2.00 121 .73 .45 25 4. B Y 69 0.06 .04 0.03 0.03 0.02
200 1231 9.76 821 6.39 4.48 3.01 2.28 139 0.84 0.53 0.29 0.15 0.10 0.07 0.05 0.03 0.03 0.02
500 13.33 10.54 8.84 7.04 5.05 3.49 2.68 1.64 1.00 0.65 .36 0.18 0.11 0.08 0.05 0.04 0.03 0.03
1000 14.28 11.24 9.41 7.62 5.56 3.94 3.06 1.88 l .l S 0.75 .42 0.21 0.13 0.10 0.06 0.04 0.03 0.03
uvi'-, Wine nllP?a at JVIO l.Ui1nR.'iR.C lCng RUWV'XUv VFF1U1Z)-M LA Ul'' srrarareoquanm yawes Fora given tequency are greater man.
These precipitation frequency estunates ore based on a partial duration series. ARI is the Average Recurrence interval.
Please refer to the for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
(I * Lower bound of the 90% confidence interval (I
Precipitation Intensity Estimates (in/hrl
--IF20 45
- F2-4 (y alts) min min mum min 11 min Zo
hr [?][ hr hr hr [;?Q a y 11 day day der a y
1 1 46LJS(SI 21 Il( lU I1.3/JVi sc iUL S IULJUL2U III 2 JJO-04 IMaE 0.01 0.01 0.01 0.01
0 5.64 4. S l 3.78 E1] I 1.64 ® .68 .41 24 .14 0.08 0.05 0.03 0.03 0.02 0.01 0.01 0.01
6.44 5.15 435 3.09 1.98 1.19 .85 0.51 0.30 0.18 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 726 5.80 4.90 3.55 2.31 1.41 1.01 0.61 0.36 0.22 .13 O07 0.05 0.04 0.02 0.02 0.02 0.01
http://dipper.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=idf&units=us& series=pd&statename=NORTH... 6/3/2008
Precipitation Frequency Data Server
25 8.11 116 115 114 112 1.69 1.22 110.74 110 110 110 110 110 110 0.03 0.02 0.02 0.02
50 8.82 7.02 5.93 4.46 3.02 1.93 1.41 .85 0.51 0.32 .18 .10 0.06 0.05 0.03 0.02 0.02 0.02
100 9.46 7.52 6.33 4.85 3.34 2.18 1.61 0.97 0.58 0.37 021 0.11 0.07 0.05 0.03 0.03 0.02 0.02
200 10.07 7.97 6.71 5.22 3.66 2.44 1.82 1.10 ® 0.42 .24 0.12 0.08 0.06 0.04 0.03 0.02 0.02 -1 -1
500 10.78 8.53 7.16 5.69 4.08 2.80 2.11 1.29 0.78 0.50 028 0.14 0.09 0.07 0.04 0.03 0.03 0.02
1000 11.41 8.99 7.52 6.09 4.45 3.11 2.38 1.45 0.88 0.57 031 0.16 0.10 0.08 0.05 0.03 0.03 0.02
*The lower bound of the confid m interval at 90% conklerm level is the value which 5% of the simulalod quantile values for a given frequency are less than.
" These precipitation frequency estimates are tamed on a partial duration mabma series. ARI is the Average Recurrence Interval.
Please refer to the for more information. NOTE: Formatting prevents estimates near zero to appear as zero-
I Text version of tables I
Partial duration based Point IDF Curves - Version: 3
35.445 N 77.713 u 98 ft
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Average Recurrence Interval
(years)
2-year -µ- 100-year -
25-year Y? 1000-Dear --s--
Maps -
Page 2 of 4
http://dipper. nws.noaa.gov/cgi-bin/hdsclbuil dout.perl?type=i df&units=us&series=pd& statename=NORTH... 6/3/2008
Precipitation Frequency Data Server Page 3 of 4
0
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170" W 11 o'-w 1 o8-w 90-W Ro"'W 70`°W
58 13 These maps were produced using a drect map request from the
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C1 Please read for more information.
oit ti i f l LEGEND
Loc"' on State - Connector
•`'?" ^' 1 58 County Stream
o Indian Resv Military Area
ert Lake/Pond(Ocean National Park
z -- Street Other Park
-? - Expressway City
258 `' - H i ghway Z- C$unty 6 8 m i
Scale 1:228583
*averatse--try scale dupe on aart?torgresoution
77 . R-W 77.7"W 77.6-W
Other Maps/Photographs -
View USG S_ di_?,Rkil orthophtaWfluadranglc (_?_3OQ) 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 Ifor more
information.
Watershed/Stream Flow Information -
F n i ±iu -`' 3 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 Nation €t Climatic- Data Center's (NCD Q station search engine, locate other climate stations within:
+/-30 minutes ! +1-1 degree OR of this location (35.445/-77.713). Digital ASCII data can be obtained directly from N CD(.
Hydrometeorological Design Studies Center
MC/NOAMNational Weather Service
http: //dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=pd& statename=NORTH... 6/3/2008
Precipitation Frequency Data Server
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Questions?: '
Page 4 of 4
http://dipper.nws.noaa.gov/cgi-binlhdsclbuildout.perl?type=idf&units=us&series=pd&statename=NORTH... 6/3/2008
Precipitation Frequency Data Server
POINT PRECIPITATION'`
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 35.445 N 77.713 W 98 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: Tue Jun 3 2008
Confidence Limits Seasonality ij Location Maps 11 Other Info. 1 GIS data Maps Help Docs
I? .
Frequency Estimates

??
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( !

1(t

t
0
M O _
_._ 7110 ?A ?2C Ed ?2 i' ?-? ?i?" ti? ?1r -1
(years) 1111r? n!a ?A l11I1! - l?:i! i?;ii
ii t1.li i? ti tai 1.?t t?.IF_
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
AItI** 5 10 15 30 60 120 F3] 6 24
1
48
4
7
W
W
30
45
(yars) min min min mut mm min hr r 1 1 hr 1 1 hr day day day day day
?1 0.48 0.77 0.96 1.32 1.65 1.96 2.10 2.51 2.94 3.37 3.88 4.36 5.10 5.79 7.84 9.70 12.14 14.53
0 0.56 0.90 1.13 1.56 1.96 2.33 2.50 3.00 3.51 .09 .70 5.26 .15 6.95 9.35 11.52 14.36 17.13
0 0.64 1.03 1.30 1.85 2.37 2.87 3.10 3.71 4.38 5.28 6.03 F 7.72 8.60 11.38 13.83 17.03 20.06
10 0.72 1.16 1.47 2.12 2.77 3.42 3.71 4.46 5.28 632 7.17 7.85 9.02 9.96 13.04 15.68 19.19 22.39
25 0.81 1.30 1.64 2.44 3.24 4.10 4.50 5.42 .47 7.89 8.90 9.59 10.92 11.94 15.41 18.26 22.20 25.53
50 0.89 1.41 1.79 2.70 3.65 4.72 524 6.33 7.58 929 10.43 11.12 12.54 13.64 17.38 20.33 24.61 27.98
100 0.96 1.52 1.92 2.94 4.05 5.35 6.00 727 8.78 10.87 12.18 12.81 14.32 15.46 19.49 22.51 27.11 30.50
200 1.03 1.63 2.05 3.19 .48 6.03 .84 831 10.11 12.68 14.16 14.69 16.25 17.43 21.75 24.79 F297313 305
500 1.11 1.76 E213 .52 5.05 6.98 8.05 9.82 12.05 15.52 17.22 17.57 19.13 20.35 25.02 27.95 3335 36.51
1000 1.19 1.87 235 3.81 5.56 7.87 9.20 11.26 13.90 18.01 19.95 20.11 21.58 22.83 27.72 30.50 3627 39.21
*The upperbound of the confidence interval at 90% confidencelevel is the value which 5% of the stimulated quantite values for a given frequency are greaterthan.
** These precipitation frequency estimates are based on a partial duration series. ARl is the Average Recurrence Interval.
Please refer to the c for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Freauencv Estimates (inches) 11
7 10 20 30 45 60
-1 ARI"* 5 15 60 120 3 6 12 24 48 Fday]Fday
(years) Min nun M min min I hr hr hr 11 hr d
a da day day day
?1 0.40 0.64 0.80 1.10 1.37 1.60 1.71 2.04 2.39 2.83 3.27 3.72 4381F-6-31F 80 8.52 10.75 13.00
1 10.47 0.75 0.95 131 1.64 1.93 2.06 2.46 2.87
1 -1 3.43 3.96 4.49 5.27 .02 8.11 1012 12.71 15.33
I 10.54 0.86 1.09 1.54 1.98 238 2.54 3.04 3.57 4.42 S - 5.67 6.61 7.45 9.86 12.14 15.06 17.93
10 0.60 0.97 1.22 1.77 2.31 2.82 3.04 3.63 4.29 528 .02 6.67 7.70 8.61 1128 13.73 16.94 19.96
Page I of 4
U.S. Map
http://dipper.nws.noaa.gov/cgi-binlhdsclbuildout.pert?type=pf&units=us&seri es=pd&statename=NORTH+... 6/3/2008
* These precipitation frequency estimates are based on a partial duration series. ARI is ft Average Recurrence Interval.
Please refer to the d(-,c utner,t t!on for more information. NOTE: Formattirg faces estimates clear zero to appear as zero.
Precipitation Frequency Data Server
25 0.68 1.08 1.37 2.02 2.69 3.37 3.67 4.41 524 6.54 7.41 8.09 926 10.25 13.26 15.91 19.50 22.69
50 0.73 1.17 1.48 2.23 3.02 3.KR 25 5.11 6.11 7.62 8.61 9.28 10.53 11.60 14.85 17.62 21.49 24.77
100 0.79 1.25 1.58 2.42 3.34 4.36 4.83 5.83 7.00 8.81 9.90 10.55 11.87 12.99 16.48 19.33 23.49 26.80
200 0.84 1.33 1.68 2.61 3.66 4.88 5.46 6.61 7.97 10.10 11.31 11.93 1330 14.47 18.17 21.07 25.49 28.78
500 0.90 2 1.79 2.85 F46-81F 59 6.35 7.70 935 12.01 13.37 13
1.4 .90 15.29 16.52 20.48 2337 28.16 31.37
1000 0.95 1.50 1.88 3.04 4.45 622 7.15 8.69 IO.62 13.63 15.10 15.52 16.90 18.16 22.30 25.14 30.19 33.27
*The lower bound of the confidence interval at 90% confidence level is the value which 5% d the senulaled quantile values for a given frequency are less than.
These precipitation frequency estimates are based on a partial duration ma)uma series. ARl is the Average Recurrence Interval.
Please refer to the for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
I Text version of tables I
J pf2 JunO9:37A93.png
Page 2 of 4
http://dipper.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statename=NORTH+... 6/3/2008
Precipitation Frequency Data Server
x] pf uno9:37:493.png
Maps -
z
Z
z
_z
Location
19o-W 118-- 1 oo"W 90 "W Rd" w 70 W
These maps were produced using a direct map request from the
_S
Tiger "slat Se- ._
Please read for more information.
Page 3 of 4
http:Udipper.nws.noaa.gov/cgi-bin/hdsc/buii dout.peri?type=pf&units=us&series=pd&statename=NORTH+... 6/3/2008
Page 4 of 4
LEGEND
- State - Connector
County Stream
? Indian Resv Military Area
-? LakelPondlOcean National Park
Street Other Park
Expressway City
Highway o z County 8 mi
6
Scale 1:228583 p
n 1
11
16
8
u
i
*average--true scale d o
mmo
nitor
esol
t
on
z
Z
Ir.
C
Other Maps/Photographs -
77
77.7"W
77_R-W
Vieii L S-GS digital orthiophoto -quadrangle (DO i covering this location from TcrraServer, 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 St _ for more
information.
Watershed/Stream Flow Information -
Find the ?b aicrshcd for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on datafrom a variety of sources, but largely NCDC. Tire 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 I3 to CeteE r s ( CDC station search engine, locate other climate stations within:
+1-30 minutes OR +1-1 degree 'of this location (35.445/-77.713). 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
[phone]
Questions?: 1-L.?_ )S'

http://dipper.nws.noaa.govlcgi-bin/hdsclbuildout.perl?type=pf&units=us&series=pd&statename=NORTH+... 6/3/2008
precipitation Frequency Data Server
RUNOFF ROUTING A T EX,
CA TCH BA SIN
1S 3S
Road Drainag Predevelopment
A CB
4P
Ex. Catch Basin
SUbCat' iReach pond' Link I Drainage Diagram for Holdenl
------= Prepared by Appian Consulting Engineers, PA 6113/2008
??' HydroCAM 8.00 stn 003967 0 2006 HydroCAD Software Solutions LLC
Holden1 Type 1124-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 2
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Road Drainage Runoff Area=1.700 ac Runoff Depth=1.43"
Flow Length=700' Slope=0.0310 T Tc=1.6 min CN=82 Runoff=4.72 cfs 0.203 of
Subcatchment 3S: Predevelopment Runoff Area=1.700 ac Runoff Depth=1.24"
Flow Length=700' Slope=0.0310 '/' Tc=1.6 min CN=79 Runoff=4.09 cfs 0.176 of
Pond 4P: Ex. Catch Basin Peak Elev=85.63' Inflow--4.72 cfs 0.203 of
Primary=1.47 cfs 0.160 of Secondary=325 cfs 0.043 of Outflow=4.72 cfs 0.203 of
Total Runoff Area = 3.400 ac Runoff Volume = 0.379 of Average Runoff Depth =1.34"
82.94% Pervious Area = 2.820 ac 17.06% Impervious Area = 0.580 ac
Holden1 Type 1124-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 3
HydroCADO 8.00 s/n 003967 O 2006 HydroCAD Software Solutions LLC 6/13/2008
Subcatchment 1S: Road Drainage
Runoff = 4.72 cfs @ 11.91 hrs, Volume= 0.203 af, Depth= 1.43"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr 24 hr Rainfall=3.07"
Area (ac) CN Description
1.120 74 >75% Grass cover, Good, HSG C
0.580 98 Paved roads w/curbs & sewers
1.700 82 Weighted Average
1.120 Pervious Area
0.580 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 700 0.0310 7.35 176.48 Channel Flow, Road Ditch
Area= 24.0 sf Perim= 24.6' r- 0.98'
n= 0.035 Earth, dense weeds
Subcatchment 4S: Road Drainage
k
1'.Runoff
Type II 24-hr 1 yr 24 hr
Rainfall=3.07
Runoff Area=1.700 ac
_Runoff Volume=0.203 of
Runoff Depth=1.43"
Flow Length=700'
Slope=0.0310 '/'
Tc=1.6 min
CN=82
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Holden1
Type ll 24-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 4
HydroCAD® 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Subcatchment IS: Road Drainage
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.09 0.00 0.00
5.00 0.19 0.00 0.00
7.50 0.34 0.00 0.00
10.00 0.56 0.01 0.02
12.50 2.26 0.82 0.34
15.00 2.62 1.09 0.12
17.50 2.80 1.22 0.08
20.00 2.92 1.32 0.05
22.50 3.02 1.39 0.05
25.00 3.07 1.43 0.00
27.50 3.07 1.43 0.00
30.00 3.07 1.43 0.00
32.50 3.07 1.43 0.00
35.00 3.07 1.43 0.00
37.50 3.07 1.43 0.00
40.00 3.07 1.43 0.00
42.50 3.07 1.43 0.00
45.00 3.07 1.43 0.00
47.50 3.07 1.43 0.00
50.00 3.07 1.43 0.00
52.50 3.07 1.43 0.00
55.00 3.07 1.43 0.00
57.50 3.07 1.43 0.00
60.00 3.07 1.43 0.00
62.50 3.07 1.43 0.00
65.00 3.07 1.43 0.00
67.50 3.07 1.43 0.00
70.00 3.07 1.43 0.00
72.50 3.07 1.43 0.00
75.00 3.07 1.43 0.00
77.50 3.07 1.43 0.00
80.00 3.07 1.43 0.00
82.50 3.07 1.43 0.00
85.00 3.07 1.43 0.00
87.50 3.07 1.43 0.00
90.00 3.07 1.43 0.00
92.50 3.07 1.43 0.00
95.00 3.07 1.43 0.00
97.50 3.07 1.43 0.00
100.00 3.07 1.43 0.00
102.50 3.07 1.43 0.00
105.00 3.07 1.43 0.00
107.50 3.07 1.43 0.00
110.00 3.07 1.43 0.00
112.50 3.07 1.43 0.00
115.00 3.07 1.43 0.00
117.50 3.07 1.43 0.00
120.00 3.07 1.43 0.00
Holden1 Type J! 24-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 5
HydroCAD® 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Subcatchment 3S: Predevelopment
Runoff = 4.09 cfs @ 11.92 hrs, Volume= 0.176 af, Depth= 1.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1 yr 24 hr Rainfall=3.07"
Area (ac) CN Description
1.120 74 >75% Grass cover, Good, HSG C
0.580 89 Gravel roads, HSG C
1.700 79 Weighted Average
1.700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (f /sec) (cfs)
1.6 700 0.0310 7.35 176.48 Channel Flow, Road Ditch
Area= 24.0 sf Perim= 24.6' r- 0.98'
n= 0.035 Earth, dense weeds
Subcatchment 3S: Predevelopment

4.09 cfs
4 Type 1124-hr 1 yr 24 hr
Rainfall=3.07"
I Runoff Area=1.700 ac
3 Runoff Volume=0.176 of
! f Runoff Depth=1.24"
2 Flow Length=700'
Slope=0.0310 '/'
Tc=1.6 min
E
' CN=79
1?? Runofi
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Holden1
Type 1124-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 6
HydroCAD® 8.00 s/n 003967 m 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Subcatchment 3S: Predevelopment
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.09 0.00 0.00
5.00 0.19 0.00 0.00
7.50 0.34 0.00 0.00
10.00 0.56 0.00 0.00
12.50 2.26 0.68 0.31
15.00 2.62 0.92 0.11
17.50 2.80 1.04 0.07
20.00 2.92 1.13 0.05
22.50 3.02 1.20 0.05
25.00 3.07 1.24 0.00
27.50 3.07 1.24 0.00
30.00 3.07 1.24 0.00
32.50 3.07 1.24 0.00
35.00 3.07 1.24 0.00
37.50 3.07 1.24 0.00
40.00 3.07 1.24 0.00
42.50 3.07 1.24 0.00
45.00 3.07 1.24 0.00
47.50 3.07 1.24 0.00
50.00 3.07 1.24 0.00
52.50 3.07 1.24 0.00
55.00 3.07 1.24 0.00
57.50 3.07 1.24 0.00
60.00 3.07 1.24 0.00
62.50 3.07 1.24 0.00
65.00 3.07 1.24 0.00
67.50 3.07 1.24 0.00
70.00 3.07 1.24 0.00
72.50 3.07 1.24 0.00
75.00 3.07 1.24 0.00
77.50 3.07 1.24 0.00
80.00 3.07 1.24 0.00
82.50 3.07 1.24 0.00
85.00 3.07 1.24 0.00
87.50 3.07 1.24 0.00
90.00 3.07 1.24 0.00
92.50 3.07 1.24 0.00
95.00 3.07 1.24 0.00
97.50 3.07 1.24 0.00
100.00 3.07 1.24 0.00
102.50 3.07 1.24 0.00
105.00 3.07 1.24 0.00
107.50 3.07 124 0.00
110.00 3.07 1.24 0.00
112.50 3.07 1.24 0.00
115.00 3.07 1.24 0.00
117.50 3.07 1.24 0.00
120.00 3.07 1.24 0.00
Holdenl Type 1124-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 7
HydroCAM 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Pond 413: Ex. Catch Basin
Inflow Area = 1.700 ac, Inflow Depth= 1.43" for 1 yr 24 hr event
Inflow = 4.72 cfs @ 11.91 hrs, Volume= 0.203 of
Outflow = 4.72 cfs @ 11.91 hrs, Volume= 0.203 af, Atten= 0%, Lag= 0.0 min
Primary = 1.47 cfs @ 11.92 hrs, Volume= 0.160 of
Secondary = 3.25 cfs @ 11.91 hrs, Volume= 0.043 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 85.63'@ 11.92 hrs
Device Routing Invert Outlet Devices
#1 Secondary 84.27' 24.0" x 112.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 77.00' S= 0.0649? Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 85.12' 3.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Primary 84.53' 8.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=1.45 cfs @ 11.92 hrs HW=85.61' (Free Discharge)
't--3=Orifice/Grate (Orifice Controls 1.45 cfs @ 4.16 fps)
Secondary OutFlow Max=3.09 cfs @ 11.91 hrs HW=85.61' (Free Discharge)
t-1 =Culvert (Passes 3.09 cfs of 8.83 cfs potential flow)
't2=Broad-Crested Rectangular Weir (Weir Controls 3.09 cfs @ 2.10 fps)
Pond 413: Ex. Catch Basin

5
4
q 3
u
3
0
LL
2
Inflow
ouutow
_? Primary
0 Secondary
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Holden1 Type // 24-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 8
HydroCADO 8.00 stn 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Pond 4P: Ex. Catch Basin
Time Inflow Elevation Outflow Primary Secondary
(hours) (cfs) (feet) (cfs) (cfs) (cfs)
0.00 0.00 84.27 0.00 0.00 0.00
2.50 0.00 84.27 0.00 0.00 0.00
5.00 0.00 84.27 0.00 0.00 0.00
7.50 0.00 84.27 0.00 0.00 0.00
10.00 0.02 84.60 0.02 0.02 0.00
12.50 0.34 84.86 0.34 0.34 0.00
15.00 0.12 84.72 0.12 0.12 0.00
17.50 0.08 84.68 0.08 0.08 0.00
20.00 0.05 84.65 0.05 0.05 0.00
22.50 0.05 84.65 0.05 0.05 0.00
25.00 0.00 84.53 0.00 0.00 0.00
27.50 0.00 84.53 0.00 0.00 0.00
30.00 0.00 84.53 0.00 0.00 0.00
32.50 0.00 84.53 0.00 0.00 0.00
35.00 0.00 84.53 0.00 0.00 0.00
37.50 0.00 84.53 0.00 0.00 0.00
40.00 0.00 84.53 0.00 0.00 0.00
42.50 0.00 84.53 0.00 0.00 0.00
45.00 0.00 84.53 0.00 0.00 0.00
47.50 0.00 84.53 0.00 0.00 0.00
50.00 0.00 84.53 0.00 0.00 0.00
52.50 0.00 84.53 0.00 0.00 0.00
55.00 0.00 84.53 0.00 0.00 0.00
57.50 0.00 84.53 0.00 0.00 0.00
60.00 0.00 84.53 0.00 0.00 0.00
62.50 0.00 84.53 0.00 0.00 0.00
65.00 0.00 84.53 0.00 0.00 0.00
67.50 0.00 84.53 0.00 0.00 0.00
70.00 0.00 84.53 0.00 0.00 0.00
72.50 0.00 84.53 0.00 0.00 0.00
75.00 0.00 84.53 0.00 0.00 0.00
77.50 0.00 84.53 0.00 0.00 0.00
80.00 0.00 84.53 0.00 0.00 0.00
82.50 0.00 84.53 0.00 0.00 0.00
85.00 0.00 84.53 0.00 0.00 0.00
87.50 0.00 84.53 0.00 0.00 0.00
90.00 0.00 84.53 0.00 0.00 0.00
92.50 0.00 84.53 0.00 0.00 0.00
95.00 0.00 84.53 0.00 0.00 0.00
97.50 0.00 84.53 0.00 0.00 0.00
100.00 0.00 84.53 0.00 0.00 0.00
102.50 0.00 84.53 0.00 0.00 0.00
105.00 0.00 84.53 0.00 0.00 0.00
107.50 0.00 84.53 0.00 0.00 0.00
110.00 0.00 84.53 0.00 0.00 0.00
112.50 0.00 84.53 0.00 0.00 0.00
115.00 0.00 84.53 0.00 0.00 0.00
117.50 0.00 84.53 0.00 0.00 0.00
120.00 0.00 84.53 0.00 0.00 0.00
Holden1 Type 1124-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 9
HydroCAD® 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Stage-Discharge for Pond 4P: Ex. Catch Basin
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
84.27 0.00 0.00 0.00
84.29 0.00 0.00 0.00
84.31 0.00 0.00 0.00
84.33 0.00 0.00 0.00
84.35 0.00 0.00 0.00
84.37 0.00 0.00 0.00
84.39 0.00 0.00 0.00
84.41 0.00 0.00 0.00
84.43 0.00 0.00 0.00
84.45 0.00 0.00 0.00
84.47 0.00 0.00 0.00
84.49 0.00 0.00 0.00
84.51 0.00 0.00 0.00
84.53 0.00 0.00 0.00
84.55 0.00 0.00 0.00
84.57 0.01 0.01 0.00
84.59 0.01 0.01 0.00
84.61 0.02 0.02 0.00
84.63 0.04 0.04 0.00
84.65 0.05 0.05 0.00
84.67 0.07 0.07 0.00
84.69 0.09 0.09 0.00
84.71 0.11 0.11 0.00
84.73 0.13 0.13 0.00
84.75 0.16 0.16 0.00
84.77 0.19 0.19 0.00
84.79 0.22 0.22 0.00
84.81 0.25 0.25 0.00
84.83 0.28 0.28 0.00
84.85 0.32 0.32 0.00
84.87 0.36 0.36 0.00
84.89 0.39 0.39 0.00
84.91 0.43 0.43 0.00
84.93 0.47 0.47 0.00
84.95 0.51 0.51 0.00
84.97 0.55 0.55 0.00
84.99 0.59 0.59 0.00
85.01 0.63 0.63 0.00
85.03 0.68 0.68 0.00
85.05 0.72 0.72 0.00
85.07 0.76 0.76 0.00
85.09 0.80 0.80 0.00
85.11 0.84 0.84 0.00
85.13 0.88 0.87 0.01
85.15 0.95 0.91 0.04
85.17 1.03 0.94 0.09
85.19 1.12 0.96 0.16
85.21 1.22 0.99 0.23
85.23 1.32 1.02 0.31
85.25 1.44 1.05 0.39
85.27 1.56 1.07 0.49
85.29 1.69 1.10 0.59
85.31 1.82 1.12 0.70
85.33 1.96 1.15 0.81
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
85.35 2.11 1.17 0.93
85.37 2.26 1.20 1.06
85.39 2.42 1.22 1.20
85.41 2.58 1.24 1.34
85.43 2.75 1.27 1.48
85.45 2.92 1.29 1.64
85.47 3.10 1.31 1.80
85.49 3.29 1.33 1.96
85.51 3.48 1.35 2.13
85.53 3.68 1.37 2.31
85.55 3.88 1.39 2.49
85.57 4.09 1.41 2.68
85.59 4.31 1.43 2.88
85.61 4.53 1.45 3.08
85.63 4.76 1.47 3.29
85.65 4.99 1.49 3.50
85.67 5.23 1.51 3.72
85.69 5.47 1.53 3.95
85.71 5.72 1.55 4.18
85.73 5.98 1.56 4.42
85.75 6.25 1.58 4.67
85.77 6.53 1.60 4.93
85.79 6.81 1.62 5.19
85.81 7.10 1.64 5.47
85.83 7.40 1.65 5.75
85.85 7.70 1.67 6.03
85.87 8.01 1.69 6.32
85.89 8.33 1.70 6.62
85.91 8.65 1.72 6.93
85.93 8.96 1.74 7.22
85.95 9.24 1.75 7.49
85.97 9.54 1.77 7.77
85.99 9.83 1.78 8.05
86.01 10.13 1.80 8.33
86.03 10.44 1.82 8.62
86.05 10.74 1.83 8.91
86.07 11.05 1.85 9.21
86.09 11.37 1.86 9.51
86.11 11.68 1.88 9.81
86.13 12.00 1.89 10.11
86.15 12.32 1.91 10.41
86.17 12.64 1.92 10.72
86.19 12.96 1.94 11.02
86.21 13.28 1.95 11.33
86.23 13.61 1.96 11.65
86.25 13.94 1.98 11.96
86.27 14.28 1.99 12.28
Holdenl Type 1124-hr 1 yr 24 hr Rainfall=3.07"
Prepared by Appian Consulting Engineers, PA Page 10
HydroCAD® 8.00 s/n 003967 m 2006 HydroCAD Software Solutions LLC 6/13/2008
Elevation Storage
(feet) (cubic-feet)
84.27 0
84.28 0
84.29 0
84.30 0
84.31 0
84.32 0
84.33 0
84.34 0
84.35 0
84.36 0
84.37 0
84.38 0
84.39 0
84.40 0
84.41 0
84.42 0
84.43 0
84.44 0
84.45 0
84.46 0
84.47 0
84.48 0
84.49 0
84.50 0
84.51 0
84.52 0
84.53 0
84.54 0
84.55 0
84.56 0
84.57 0
84.58 0
84.59 0
84.60 0
84.61 0
84.62 0
84.63 0
84.64 0
84.65 0
84.66 0
84.67 0
84.68 0
84.69 0
84.70 0
84.71 0
84.72 0
84.73 0
84.74 0
84.75 0
84.76 0
84.77 0
84.78 0
84.79 0
84.80 0
Stage-Area-Storage for Pond 4P: Ex. Catch Basin
Elevation Storage
(feet) (cubic-feet)
84.81 0
84.82 0
84.83 0
84.84 0
84.85 0
84.86 0
84.87 0
84.88 0
84.89 0
84.90 0
84.91 0
84.92 0
84.93 0
84.94 0
84.95 0
84.96 0
84.97 0
84.98 0
84.99 0
85.00 0
85.01 0
85.02 0
85.03 0
85.04 0
85.05 0
85.06 0
85.07 0
85.08 0
85.09 0
85.10 0
85.11 0
85.12 0
85.13 0
85.14 0
85.15 0
85.16 0
85.17 0
85.18 0
85.19 0
85.20 0
85.21 0
85.22 0
85.23 0
85.24 0
85.25 0
85.26 0
85.27 0
85.28 0
85.29 0
85.30 0
85.31 0
85.32 0
85.33 0
85.34 0
Elevation Storage
(feet) (cubic-feet)
85.35 0
85.36 0
85.37 0
85.38 0
85.39 0
85.40 0
85.41 0
85.42 0
85.43 0
85.44 0
85.45 0
85.46 0
85.47 0
85.48 0
85.49 0
85.50 0
85.51 0
85.52 0
85.53 0
85.54 0
85.55 0
85.56 0
85.57 0
85.58 0
85.59 0
85.60 0
85.61 0
85.62 0
85.63 0
85.64 0
85.65 0
85.66 0
85.67 0
85.68 0
85.69 0
85.70 0
85.71 0
85.72 0
85.73 0
85.74 0
85.75 0
85.76 0
85.77 0
85.78 0
85.79 0
85.80 0
85.81 0
85.82 0
85.83 0
85.84 0
85.85 0
85.86 0
85.87 0
85.88 0
Elevation Storage
(feet) (cubic-feet)
85.89 0
85.90 0
85.91 0
85.92 0
85.93 0
85.94 0
85.95 0
85.96 0
85.97 0
85.98 0
85.99 0
86.00 0
86.01 0
86.02 0
86.03 0
86.04 0
86.05 0
86.06 0
86.07 0
86.08 0
86.09 0
86.10 0
86.11 0
86.12 0
86.13 0
86.14 0
86.15 0
86.16 0
86.17 0
86.18 0
86.19 0
86.20 0
86.21 0
86.22 0
86.23 0
86.24 0
86.25 0
86.26 0
86.27 0
Holden1 Type II 24-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 11
HydroCADO 8.00 stn 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Road Drainage Runoff Area=1.700 ac Runoff Depth=0.28"
Flow Length=700' Slope=0.0310 7 Tc=1.6 min CN=82 Runoff-0.89 cfs 0.040 of
Subcatchment 3S: Predevelopment Runoff Area=1.700 ac Runoff Depth=0.21"
Flow Length=700' Slope=0.0310 '/' Tc=1.6 min CN=79 Runoff-0.60 cfs 0.029 of
Pond 4P: Ex. Catch Basin Peak Elev=85.14' Inflow=0.89 cfs 0.040 of
Primary=0.89 cfs 0.040 of Secondary=0.00 cfs 0.000 of Outflow=0.89 cfs 0.040 of
Total Runoff Area = 3.400 ac Runoff Volume = 0.069 of Average Runoff Depth = 0.24"
82.944A Pervious Area = 2.820 ac 17.06% Impervious Area = 0.580 ac
Holden1 Type II 24-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 12
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Subcatchment 1S: Road Drainage
Runoff = 0.89 cfs @ 11.93 hrs, Volume= 0.040 af, Depth= 0.28"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.38"
Area (ac) CN Description
1.120 74 >75% Grass cover, Good, HSG C
0.580 98 Paved roads w/curbs & sewers
1.700 82 Weighted Average
1.120 Pervious Area
0.580 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 700 0.0310 7.35 176.48 Channel Flow, Road Ditch
Area= 24.0 sf Perim= 24.6' r- 0.98'
n= 0.035 Earth, dense weeds
Subcatchment 1S: Road Drainage
0.95 6.89 cfs :Runoff
0.90.85 Type 1124-hr 1=Inch
0s Rainfall=1.38"
0.75
0.7-
Runoff Area=1.700_ac--
os Runoff Volume=0.040 of

0.55' - -
Runoff Depth=0.28"
0.5
045
- _
t
Flow Length=700'_
0.35 _ Slope=0.0310..
0.3 - Tc=1.6 min
0.25
0-2
CN=82
0.15
0.1-

01
0.05
> ..
7 -_
,. - - -
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)
Holden1 Type II 24-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 13
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Subcatchment IS: Road Drainage
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.04 0.00 0.00
5.00 0.09 0.00 0.00
7.50 0.15 0.00 0.00
10.00 0.25 0.00 0.00
12.50 1.01 0.12 0.08
15.00 1.18 0.19 0.03
17.50 1.26 0.22 0.02
20.00 1.31 0.25 0.02
22.50 1.36 0.27 0.01
25.00 1.38 0.28 0.00
27.50 1.38 0.28 0.00
30.00 1.38 0.28 0.00
32.50 1.38 0.28 0.00
35.00 1.38 0.28 0.00
37.50 1.38 0.28 0.00
40.00 1.38 0.28 0.00
42.50 1.38 0.28 0.00
45.00 1.38 0.28 0.00
47.50 1.38 0.28 0.00
50.00 1.38 0.28 0.00
52.50 1.38 0.28 0.00
55.00 1.38 0.28 0.00
57.50 1.38 0.28 0.00
60.00 1.38 0.28 0.00
62.50 1.38 0.28 0.00
65.00 1.38 0.28 0.00
67.50 1.38 0.28 0.00
70.00 1.38 0.28 0.00
72.50 1.38 0.28 0.00
75.00 1.38 0.28 0.00
77.50 1.38 0.28 0.00
80.00 1.38 0.28 0.00
82.50 1.38 0.28 0.00
85.00 1.38 0.28 0.00
87.50 1.38 0.28 0.00
90.00 1.38 0.28 0.00
92.50 1.38 0.28 0.00
95.00 1.38 0.28 0.00
97.50 1.38 0.28 0.00
100.00 1.38 0.28 0.00
102.50 1.38 0.28 0.00
105.00 1.38 0.28 0.00
107.50 1.38 0.28 0.00
110.00 1.38 0.28 0.00
112.50 1.38 0.28 0.00
115.00 1.38 0.28 0.00
117.50 1.38 0.28 0.00
120.00 1.38 0.28 0.00
Holden1 Type 1124-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 14
HydroCAD® 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Subcatchment 3S: Predevelopment
Runoff = 0.60 cfs @ 11.94 hrs, Volume= 0.029 af, Depth= 0.21"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Inch Rainfall=1.38"
Area (ac) CN Description
1.120 74 >75% Grass cover, Good, HSG C
0.580 89 Gravel roads, HSG C
1.700 79 Weighted Average
1.700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 700 0.0310 7.35 176.48 Channel Flow, Road Ditch
Area= 24.0 sf Perim= 24.6' r= 0.98'
n= 0.035 Earth, dense weeds
Subcatchment 3S: Predevelopment
f?`;If C" rr iP
0.65
0.60 cfs :
os
Type II 24-hr 1-Inch
0.55 - - Rainfall=1.38"
0.5
Runoff Area=1.700-ac
0.45 -
Runoff Volume=0
029 of
0.4
.
0.35 Runoff Depth=0.21
LL 0.3 Flow Length=700'
0.25 Slope=0.0310 '/'
0.2 Tc=1.6 min
0.15 CN=79

0.1 J
0.05

° --,?--?---?-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
s RunofF
Holden1
Type 1124-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 15
HydroCAD® 8.00 sin 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Subcatchment 3S: Predevelopment
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.04 0.00 0.00
5.00 0.09 0.00 0.00
7.50 0.15 0.00 0.00
10.00 0.25 0.00 0.00
12.50 1.01 0.07 0.06
15.00 1.18 0.13 0.03
17.50 1.26 0.16 0.02
20.00 1.31 0.18 0.01
22.50 1.36 0.20 0.01
25.00 1.38 0.21 0.00
27.50 1.38 0.21 0.00
30.00 1.38 0.21 0.00
32.50 1.38 0.21 0.00
35.00 1.38 0.21 0.00
37.50 1.38 0.21 0.00
40.00 1.38 0.21 0.00
42.50 1.38 0.21 0.00
45.00 1.38 0.21 0.00
47.50 1.38 0.21 0.00
50.00 1.38 0.21 0.00
52.50 1.38 0.21 0.00
55.00 1.38 0.21 0.00
57.50 1.38 0.21 0.00
60.00 1.38 0.21 0.00
62.50 1.38 0.21 0.00
65.00 1.38 0.21 0.00
67.50 1.38 0.21 0.00
70.00 1.38 0.21 0.00
72.50 1.38 0.21 0.00
75.00 1.38 0.21 0.00
77.50 1.38 0.21 0.00
80.00 1.38 0.21 0.00
82.50 1.38 0.21 0.00
85.00 1.38 0.21 0.00
87.50 1.38 0.21 0.00
90.00 1.38 0.21 0.00
92.50 1.38 0.21 0.00
95.00 1.38 0.21 0.00
97.50 1.38 0.21 0.00
100.00 1.38 0.21 0.00
102.50 1.38 0.21 0.00
105.00 1.38 0.21 0.00
107.50 1.38 0.21 0.00
110.00 1.38 0.21 0.00
112.50 1.38 0.21 0.00
115.00 1.38 0.21 0.00
117.50 1.38 0.21 0.00
120.00 1.38 0.21 0.00
Holden1 Type 1124-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 16
HydroCADO 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Pond 4P: Ex. Catch Basin
Inflow Area = 1.700 ac, Inflow Depth = 0.28" for 1-Inch event
Inflow = 0.89 cfs @ 11.93 hr-s, Volume= 0.040 of
Outflow = 0.89 cfs @ 11.93 hrs, Volume= 0.040 af, Atten= 0%, Lag= 0.0 min
Primary = 0.89 cfs @ 11.93 hrs, Volume= 0.040 of
Secondary = 0.00 cfs @ 11.95 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 85.14'@ 11.93 hrs
Device Routing Invert Outlet Devices
#1 Secondary 84.27' 24.0" x 112.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 77.00' S= 0.0649T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 85.12' 3.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Primary 84.53' 8.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.83 cfs @ 11.93 hrs HW=85.11' (Free Discharge)
t-3=Orifice/Grate (Orifice Controls 0.83 cfs @ 2.59 fps)
Secondary OutFlow Max=0.00 cfs @ 11.95 hrs HW=85.12' (Free Discharge)
t-1=Culvert (Passes 0.00 cfs of 3.99 cfs potential flow)
t-2=Broad-Crested Rectangular Weir (Weir Controls 0.00 cfs @ 0.04 fps)
Pond 4P: Ex. Catch Basin
0.85
0.8
0.75
0.7
0.65
0.6
0.55
3 0.5
c 0.45
LL
0.35
0.3
0.89 cfs
0.89 cfs Inflow Area=1.700 ac
Peak Elev=85.14'
0.2 1"?>
0.15
0.1-
0.05 ; 0.00 cfs
0
0 5 10 15
20 25 30 35 40 45 50 55 60 65 70 75 W M 90 95 100 105 110 115 120
Time (hours)
Inflow
outflow
Primary
M-, Secondary
Holden1
Type ll 24-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 17
HydroCADO 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Pond 4P: Ex. Catch Basin
Time Inflow Elevation Outflow Primary Secondary
(hours) (cfs) (feet) (cfs) (cfs) (cfs)
0.00 0.00 84.27 0.00 0.00 0.00
2.50 0.00 84.27 0.00 0.00 0.00
5.00 0.00 84.27 0.00 0.00 0.00
7.50 0.00 84.27 0.00 0.00 0.00
10.00 0.00 84.27 0.00 0.00 0.00
12.50 0.08 84.68 0.08 0.08 0.00
15.00 0.03 84.62 0.03 0.03 0.00
17.50 0.02 84.61 0.02 0.02 0.00
20.00 0.02 84.59 0.02 0.02 0.00
22.50 0.01 84.59 0.01 0.01 0.00
25.00 0.00 84.53 0.00 0.00 0.00
27.50 0.00 84.53 0.00 0.00 0.00
30.00 0.00 84.53 0.00 0.00 0.00
32.50 0.00 84.53 0.00 0.00 0.00
35.00 0.00 84.53 0.00 0.00 0.00
37.50 0.00 84.53 0.00 0.00 0.00
40.00 0.00 84.53 0.00 0.00 0.00
42.50 0.00 84.53 0.00 0.00 0.00
45.00 0.00 84.53 0.00 0.00 0.00
47.50 0.00 84.53 0.00 0.00 0.00
50.00 0.00 84.53 0.00 0.00 0.00
52.50 0.00 84.53 0.00 0.00 0.00
55.00 0.00 84.53 0.00 0.00 0.00
57.50 0.00 84.53 0.00 0.00 0.00
60.00 0.00 84.53 0.00 0.00 0.00
62.50 0.00 84.53 0.00 0.00 0.00
65.00 0.00 84.53 0.00 0.00 0.00
67.50 0.00 84.53 0.00 0.00 0.00
70.00 0.00 84.53 0.00 0.00 0.00
72.50 0.00 84.53 0.00 0.00 0.00
75.00 0.00 84.53 0.00 0.00 0.00
77.50 0.00 84.53 0.00 0.00 0.00
80.00 0.00 84.53 0.00 0.00 0.00
82.50 0.00 84.53 0.00 0.00 0.00
85.00 0.00 84.53 0.00 0.00 0.00
87.50 0.00 84.53 0.00 0.00 0.00
90.00 0.00 84.53 0.00 0.00 0.00
92.50 0.00 84.53 0.00 0.00 0.00
95.00 0.00 84.53 0.00 0.00 0.00
97.50 0.00 84.53 0.00 0.00 0.00
100.00 0.00 84.53 0.00 0.00 0.00
102.50 0.00 84.53 0.00 0.00 0.00
105.00 0.00 84.53 0.00 0.00 0.00
107.50 0.00 84.53 0.00 0.00 0.00
110.00 0.00 84.53 0.00 0.00 0.00
112.50 0.00 84.53 0.00 0.00 0.00
115.00 0.00 84.53 0.00 0.00 0.00
117.50 0.00 84.53 0.00 0.00 0.00
120.00 0.00 84.53 0.00 0.00 0.00
Holden1 Type 1124-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 18
HydroCAD® 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Stage-Discharge for Pond 4P: Ex. Catch Basin
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
84.27 0.00 0.00 0.00
84.29 0.00 0.00 0.00
84.31 0.00 0.00 0.00
84.33 0.00 0.00 0.00
84.35 0.00 0.00 0.00
84.37 0.00 0.00 0.00
84.39 0.00 0.00 0.00
84.41 0.00 0.00 0.00
84.43 0.00 0.00 0.00
84.45 0.00 0.00 0.00
84.47 0.00 0.00 0.00
84.49 0.00 0.00 0.00
84.51 0.00 0.00 0.00
84.53 0.00 0.00 0.00
84.55 0.00 0.00 0.00
84.57 0.01 0.01 0.00
84.59 0.01 0.01 0.00
84.61 0.02 0.02 0.00
84.63 0.04 0.04 0.00
84.65 0.05 0.05 0.00
84.67 0.07 0.07 0.00
84.69 0.09 0.09 0.00
84.71 0.11 0.11 0.00
84.73 0.13 0.13 0.00
84.75 0.16 0.16 0.00
84.77 0.19 0.19 0.00
84.79 0.22 0.22 0.00
84.81 0.25 0.25 0.00
84.83 0.28 0.28 0.00
84.85 0.32 0.32 0.00
84.87 0.36 0.36 0.00
84.89 0.39 0.39 0.00
84.91 0.43 0.43 0.00
84.93 0.47 0.47 0.00
84.95 0.51 0.51 0.00
84.97 0.55 0.55 0.00
84.99 0.59 0.59 0.00
85.01 0.63 0.63 0.00
85.03 0.68 0.68 0.00
85.05 0.72 0.72 0.00
85.07 0.76 0.76 0.00
85.09 0.80 0.80 0.00
85.11 0.84 0.84 0.00
85.13 0.88 0.87 0.01
85.15 0.95 0.91 0.04
85.17 1.03 0.94 0.09
85.19 1.12 0.96 0.16
85.21 1.22 0.99 0.23
85.23 1.32 1.02 0.31
85.25 1.44 1.05 0.39
85.27 1.56 1.07 0.49
85.29 1.69 1.10 0.59
85.31 1.82 1.12 .0.70
85.33 1.96 1.15 0.81
Elevation Discharge Primary Secondary
(feet) (cfs) (cis) (cis)
85.35 2.11 1.17 0.93
85.37 2.26 1.20 1.06
85.39 2.42 1.22 1.20
85.41 2.58 1.24 1.34
85.43 2.75 1.27 1.48
85.45 2.92 1.29 1.64
85.47 3.10 1.31 1.80
85.49 3.29 1.33 1.96
85.51 3.48 1.35 2.13
85.53 3.68 1.37 2.31
85.55 3.88 1.39 2.49
85.57 4.09 1.41 2.68
85.59 4.31 1.43 2.88
85.61 4.53 1.45 3.08
85.63 4.76 1.47 3.29
85.65 4.99 1.49 3.50
85.67 5.23 1.51 3.72
85.69 5.47 1.53 3.95
85.71 5.72 1.55 4.18
85.73 5.98 1.56 4.42
85.75 6.25 1.58 4.67
85.77 6.53 1.60 4.93
85.79 6.81 1.62 5.19
85.81 7.10 1.64 5.47
85.83 7.40 1.65 5.75
85.85 7.70 1.67 6.03
85.87 8.01 1.69 6.32
85.89 8.33 1.70 6.62
85.91 8.65 1.72 6.93
85.93 8.96 1.74 7.22
85.95 9.24 1.75 7.49
85.97 9.54 1.77 7.77
85.99 9.83 1.78 8.05
86.01 10.13 1.80 8.33
86.03 10.44 1.82 8.62
86.05 10.74 1.83 8.91
86.07 11.05 1.85 9.21
86.09 11.37 1.86 9.51
86.11 11.68 1.88 9.81
86.13 12.00 1.89 10.11
86.15 12.32 1.91 10.41
86.17 12.64 1.92 10.72
86.19 12.96 1.94 11.02
86.21 13.28 1.95 11.33
86.23 13.61 1.96 11.65
86.25 13.94 1.98 11.96
86.27 14.28 1.99 12.28
Holden1
Type 1124-hr 1-Inch Rainfall=1.38"
Prepared by Appian Consulting Engineers, PA Page 19
HydroCAD® 8.00 sin 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Stage-Area-Storage for Pond 4P: Ex. Catch Basin
Elevation Storage
(feet) (cubic-feet)
84.27 0
84.28 0
84.29 0
84.30 0
84.31 0
84.32 0
84.33 0
84.34 0
84.35 0
84.36 0
84.37 0
84.38 0
84.39 0
84.40 0
84.41 0
84.42 0
84.43 0
84.44 0
84.45 0
84.46 0
84.47 0
84.48 0
84.49 0
84.50 0
84.51 0
84.52 0
84.53 0
84.54 0
84.55 0
84.56 0
84.57 0
84.58 0
84.59 0
84.60 0
84.61 0
84.62 0
84.63 0
84.64 0
84.65 0
84.66 0
84.67 0
84.68 0
84.69 0
84.70 0
84.71 0
84.72 0
84.73 0
84.74 0
84.75 0
84.76 0
84.77 0
84.78 0
84.79 0
84.80 0
Elevation Storage
(feet) (cubic-feet)
84.81 0
84.82 0
84.83 0
84.84 0
84.85 0
84.86 0
84.87 0
84.88 0
84.89 0
84.90 0
84.91 0
84.92 0
84.93 0
84.94 0
84.95 0
84.96 0
84.97 0
84.98 0
84.99 0
85.00 0
85.01 0
85.02 0
85.03 0
85.04 0
85.05 0
85.06 0
85.07 0
85.08 0
85.09 0
85.10 0
85.11 0
85.12 0
85.13 0
85.14 0
85.15 0
85.16 0
85.17 0
85.18 0
85.19 0
85.20 0
85.21 0
85.22 0
85.23 0
85.24 0
85.25 0
85.26 0
85.27 0
85.28 0
85.29 0
85.30 0
85.31 0
85.32 0
85.33 0
85.34 0
Elevation Storage
(feet) (cubic-feet)
85.35 0
85.36 0
85.37 0
85.38 0
85.39 0
85.40 0
85.41 0
85.42 0
85.43 0
85.44 0
85.45 0
85.46 0
85.47 0
85.48 0
85.49 0
85.50 0
85.51 0
85.52 0
85.53 0
85.54 0
85.55 0
85.56 0
85.57 0
85.58 0
85.59 0
85.60 0
85.61 0
85.62 0
85.63 0
85.64 0
85.65 0
85.66 0
85.67 0
85.68 0
85.69 0
85.70 0
85.71 0
85.72 0
85.73 0
85.74 0
85.75 0
85.76 0
85.77 0
85.78 0
85.79 0
85.80 0
85.81 0
85.82 0
85.83 0
85.84 0
85.85 0
85.86 0
85.87 0
85.88 0
Elevation Storage
(feet) (cubic-feet)
85.89 0
85.90 0
85.91 0
85.92 0
85.93 0
85.94 0
85.95 0
85.96 0
85.97 0
85.98 0
85.99 0
86.00 0
86.01 0
86.02 0
86.03 0
86.04 0
86.05 0
86.06 0
86.07 0
86.08 0
86.09 0
86.10 0
86.11 0
86.12 0
86.13 0
86.14 0
86.15 0
86.16 0
86.17 0
86.18 0
86.19 0
86.20 0
86.21 0
86.22 0
86.23 0
86.24 0
86.25 0
86.26 0
86.27 0
Holden9 Type 11 24-hr 10 yr 24 hr Rainfall=5.77'
Prepared by Appian Consulting Engineers, PA Page 20
HydroCADO 8.00 stn 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment 1S: Road Drainage Runoff Area=1.700 ac Runoff Depth=3.78"
Flow Length=700' Slope=0.0310'P Tc=1.6 min CN=82 Runoff=12.03 cfs 0.535 of
Subcatchment 3S: Predevelopment Runoff Area=1.700 ac Runoff Depth=3.47"
Flow Length=700' Slope=0.0310 7 Tc=1.6 min CN=79 Runoff-11.22 cfs 0.492 of
Pond 4P: Ex. Catch Basin Peak Elev=86.13' Inflow=12.03 cfs 0.535 of
Primary=1.89 cfs 0.354 of Secondary=10.14 cfs 0.181 of Outflow=12.03 cfs 0.535 of
Total Runoff Area = 3.400 ac Runoff Volume =1.027 of Average Runoff Depth = 3.63"
82.94% Pervious Area = 2.820 ac 17.06% Impervious Area = 0.580 ac
Holdenl Type 1124-hr 10 yr 24 hr Rainfa11=5.77"
Prepared by Appian Consulting Engineers, PA Page 21
HydroCAD® 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Subcatchment 1S: Road Drainage
Runoff = 12.03 cfs @ 11.91 hrs, Volume= 0.535 af, Depth= 3.78"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr 24 hr Rainfall=5.77"
Area (ac) CN Description
1.120 74 >75% Grass cover, Good, HSG C
0.580 98 Paved roads w/curbs & sewers
1.700 82 Weighted Average
1.120 Pervious Area
0.580 Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 700 0.0310 7.35 176.48 Channel Flow, Road Ditch
Area= 24.0 sf Perim= 24.6- r= 0.98'
n= 0.035 Earth, dense weeds
Subcatchment 1S: Road Drainage
I Runoff
Type II 24-hr 10 yr 24 hr
Rainfall=5.77"-
Runoff Area=1.700 ac
Runoff Volume=0.535 of
Runoff Depth=3.78"
Flow Length=700'
Slope=0.0310 '/'
Tc=1.6 min
CN=82
2
o
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Holden1
Type 11 24-hr 10 yr 24 hr Rainfall=5.77'
Prepared by Appian Consulting Engineers, PA Page 22
HydroCAD® 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Subcatchment 1 S: Road Drainage
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.16 0.00 0.00
5.00 0.36 0.00 0.00
7.50 0.63 0.02 0.03
10.00 1.04 0.13 0.15
12.50 4.24 2.41 0.79
15.00 4.92 3.01 0.27
17.50 5.26 3.31 0.17
20.00 5.49 3.52 0.12
22.50 5.67 3.69 0.11
25.00 5.77 3.78 0.00
27.50 5.77 3.78 0.00
30.00 5.77 3.78 0.00
32.50 5.77 3.78 0.00
35.00 5.77 3.78 0.00
37.50 5.77 3.78 0.00
40.00 5.77 3.78 0.00
42.50 5.77 3.78 0.00
45.00 5.77 3.78 0.00
47.50 5.77 3.78 0.00
50.00 5.77 3.78 0.00
52.50 5.77 3.78 0.00
55.00 5.77 3.78 0.00
57.50 5.77 3.78 0.00
60.00 5.77 3.78 0.00
62.50 5.77 3.78 0.00
65.00 5.77 3.78 0.00
67.50 5.77 3.78 0.00
70.00 5.77 3.78 0.00
72.50 5.77 3.78 0.00
75.00 5.77 3.78 0.00
77.50 5.77 3.78 0.00
80.00 5.77 3.78 0.00
82.50 5.77 3.78 0.00
85.00 5.77 3.78 0.00
87.50 5.77 3.78 0.00
90.00 5.77 3.78 0.00
92.50 5.77 3.78 0.00
95.00 5.77 3.78 0.00
97.50 5.77 3.78 0.00
100.00 5.77 3.78 0.00
102.50 5.77 3.78 0.00
105.00 5.77 3.78 0.00
107.50 5.77 3.78 0.00
110.00 5.77 3.78 0.00
112.50 5.77 3.78 0.00
115.00 5.77 3.78 0.00
117.50 5.77 3.78 0.00
120.00 5.77 3.78 0.00
Holden1 Type ll 24-hr 10 yr 24 hr Rainfall=5.77"
Prepared by Appian Consulting Engineers, PA Page 23
HydroCAD® 8.00 s/n 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Subcatchment 3S: Predevelopment
Runoff = 11.22 cfs @ 11.91 hrs, Volume= 0.492 af, Depth= 3.47"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10 yr 24 hr Rainfall=5.77"
Area (ac) CN Description
1.120 74 >75% Grass cover, Good, HSG C
0.580 89 Gravel roads, HSG C
1.700 79 Weighted Average
1.700 Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
1.6 700 0.0310 7.35 176.48 Channel Flow, Road Ditch
Area= 24.0 sf Perim= 24.6' r= 0.98'
n= 0.035 Earth, dense weeds
Subcatchment 3S: Predevelopment
H',fdrorraPh
12- 11.2 2 cfs

11 ' Type II 24-hr 10 yr 24 hr
10 Rainfall=5.77"
9 Runoff Area=1
700 ac
.
$ Runoff Volume=0.492 of
7 Runoff Depth=3.47"
6
LL Flow Length=700'
5 Slope=0.0310 '/'
4
Tc=1.6 min
3 CN=79-

2 i

01
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
!,u Runoff
Holden1 Type 11 24-hr 10 yr 24 hr Rainfall=5.77'
Prepared by Appian Consulting Engineers, PA Page 24
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Subcatchment 3S: Predevelopment
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.16 0.00 0.00
5.00 0.36 0.00 0.00
7.50 0.63 0.00 0.01
10.00 1.04 0.08 0.12
12.50 4.24 2.16 0.76
15.00 4.92 2.74 0.26
17.50 5.26 3.03 0.17
20.00 5.49 3.23 0.11
22.50 5.67 3.39 0.10
25.00 5.77 3.47 0.00
27.50 5.77 3.47 0.00
30.00 5.77 3.47 0.00
32.50 5.77 3.47 0.00
35.00 5.77 3.47 0.00
37.50 5.77 3.47 0.00
40.00 5.77 3.47 0.00
42.50 5.77 3.47 0.00
45.00 5.77 3.47 0.00
47.50 5.77 3.47 0.00
50.00 5.77 3.47 0.00
52.50 5.77 3.47 0.00
55.00 5.77 3.47 0.00
57.50 5.77 3.47 0.00
60.00 5.77 3.47 0.00
62.50 5.77 3.47 0.00
65.00 5.77 3.47 0.00
67.50 5.77 3.47 0.00
70.00 5.77 3.47 0.00
72.50 5.77 3.47 0.00
75.00 5.77 3.47 0.00
77.50 5.77 3.47 0.00
80.00 5.77 3.47 0.00
82.50 5.77 3.47 0.00
85.00 5.77 3.47 0.00
87.50 5.77 3.47 0.00
90.00 5.77 3.47 0.00
92.50 5.77 3.47 0.00
95.00 5.77 3.47 0.00
97.50 5.77 3.47 0.00
100.00 5.77 3.47 0.00
102.50 5.77 3.47 0.00
105.00 5.77 3.47 0.00
107.50 5.77 3.47 0.00
110.00 5.77 3.47 0.00
112.50 5.77 3.47 0.00
115.00 5.77 3.47 0.00
117.50 5.77 3.47 0.00
120.00 5.77 3.47 0.00
Holdenl Type 1124-hr 10 yr 24 hr Rainfall=5.77"
Prepared by Appian Consulting Engineers, PA Page 25
HydroCAM 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Pond 4P: Ex. Catch Basin
Inflow Area = 1.700 ac, Inflow Depth= 3.78" for 10 yr 24 hr event
Inflow = 12.03 cfs @ 11.91 hrs, Volume= 0.535 of
Outflow = 12.03 cfs @ 11.91 hrs, Volume= 0.535 af, Atten= 0%, Lag= 0.0 min
Primary = 1.89 cfs @ 11.91 hrs, Volume= 0.354 of
Secondary = 10.14 cfs @ 11.91 hrs, Volume= 0.181 of
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 86.13'@ 11.91 hrs
Device Routing Invert Outlet Devices
#1 Secondary 84.27' 24.0" x 112.0' long Culvert CPP, square edge headwall, Ke= 0.500
Outlet Invert= 77.00' S= 0.0649T Cc= 0.900
n= 0.013 Corrugated PE, smooth interior
#2 Device 1 85.12' 3.0' long x ON breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Primary 84.53' 8.0" Vert. Orifice/Grate C= 0.600
Primary OutFlow Max-- 1.88 cfs @ 11.91 hrs HW=86.11' (Free Discharge)
t-3=Orifice/Grate (Orifice Controls 1.88 cfs @ 5.38 fps)
Secondary OutFlow Max=9.83 cfs @ 11.91 hrs HW=86.11' (Free Discharge)
t--1 =Culvert (Passes 9.83 cfs of 13.98 cfs potential flow)
L2=Broad-Crested Rectangular Weir (Weir Controls 9.83 cfs @ 3.30 fps)
Pond 4P: Ex. Catch Basin
Hyde g,rapr,
Inflow
Outflow
Primary
0 Secondary
1
1
w
u
3
0
U.
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)
Holden1 Type 1124-hr 10 yr24 hr RainfaN=5.77`
Prepared by Appian Consulting Engineers, PA Page 26
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Hydrograph for Pond 4P: Ex. Catch Basin
Time Inflow Elevation Outflow Primary Secondary
(hours) (cfs) (feet) (cfs) (cfs) (cfs)
0.00 0.00 84.27 0.00 0.00 0.00
2.50 0.00 84.27 0.00 0.00 0.00
5.00 0.00 84.27 0.00 0.00 0.00
7.50 0.03 84.62 0.03 0.03 0.00
10.00 0.15 84.74 0.15 0.15 0.00
12.50 0.79 85.09 0.79 0.79 0.00
15.00 0.27 84.82 0.27 0.27 0.00
17.50 0.17 84.76 0.17 0.17 0.00
20.00 0.12 84.72 0.12 0.12 0.00
22.50 0.11 84.71 0.11 0.11 0.00
25.00 0.00 84.53 0.00 0.00 0.00
27.50 0.00 84.53 0.00 0.00 0.00
30.00 0.00 84.53 0.00 0.00 0.00
32.50 0.00 84.53 0.00 0.00 0.00
35.00 0.00 84.53 0.00 0.00 0.00
37.50 0.00 84.53 0.00 0.00 0.00
40.00 0.00 84.53 0.00 0.00 0.00
42.50 0.00 84.53 0.00 0.00 0.00
45.00 0.00 84.53 0.00 0.00 0.00
47.50 0.00 84.53 0.00 0.00 0.00
50.00 0.00 84.53 0.00 0.00 0.00
52.50 0.00 84.53 0.00 0.00 0.00
55.00 0.00 84.53 0.00 0.00 0.00
57.50 0.00 84.53 0.00 0.00 0.00
60.00 0.00 84.53 0.00 0.00 0.00
62.50 0.00 84.53 0.00 0.00 0.00
65.00 0.00 84.53 0.00 0.00 0.00
67.50 0.00 84.53 0.00 0.00 0.00
70.00 0.00 84.53 0.00 0.00 0.00
72.50 0.00 84.53 0.00 0.00 0.00
75.00 0.00 84.53 0.00 0.00 0.00
77.50 0.00 84.53 0.00 0.00 0.00
80.00 0.00 84.53 0.00 0.00 0.00
82.50 0.00 84.53 0.00 0.00 0.00
85.00 0.00 84.53 0.00 0.00 0.00
87.50 0.00 84.53 0.00 0.00 0.00
90.00 0.00 84.53 0.00 0.00 0.00
92.50 0.00 84.53 0.00 0.00 0.00
95.00 0.00 84.53 0.00 0.00 0.00
97.50 0.00 84.53 0.00 0.00 0.00
100.00 0.00 84.53 0.00 0.00 0.00
102.50 0.00 84.53 0.00 0.00 0.00
105.00 0.00 84.53 0.00 0.00 0.00
107.50 0.00 84.53 0.00 0.00 0.00
110.00 0.00 84.53 0.00 0.00 0.00
112.50 0.00 84.53 0.00 0.00 0.00
115.00 0.00 84.53 0.00 0.00 0.00
117.50 0.00 84.53 0.00 0.00 0.00
120.00 0.00 84.53 0.00 0.00 0.00
Holden1 Type II 24-hr 10 yr 24 hr Rainfall=5.77'
Prepared by Appian Consulting Engineers, PA Page 27
HydroCAD® 8.00 s/n 003967 ® 2006 HydroCAD Software Solutions LLC 6/13/2008
Stage-Discharge for Pond 4P: Ex. Catch Basin
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
84.27 0.00 0.00 0.00
84.29 0.00 0.00 0.00
84.31 0.00 0.00 0.00
84.33 0.00 0.00 0.00
84.35 0.00 0.00 0.00
84.37 0.00 0.00 0.00
84.39 0.00 0.00 0.00
84.41 0.00 0.00 0.00
84.43 0.00 0.00 0.00
84.45 0.00 0.00 0.00
84.47 0.00 0.00 0.00
84.49 0.00 0.00 0.00
84.51 0.00 0.00 0.00
84.53 0.00 0.00 0.00
84.55 0.00 0.00 0.00
84.57 0.01 0.01 0.00
84.59 0.01 0.01 0.00
84.61 0.02 0.02 0.00
84.63 0.04 0.04 0.00
84.65 0.05 0.05 0.00
84.67 0.07 0.07 0.00
84.69 0.09 0.09 0.00
84.71 0.11 0.11 0.00
84.73 0.13 0.13 0.00
.84.75 0.16 0.16 0.00
84.77 0.19 0.19 0.00
84.79 0.22 0.22 0.00
84.81 0.25 0.25 0.00
84.83 0.28 0.28 0.00
84.85 0.32 0.32 0.00
84.87 0.36 0.36 0.00
84.89 0.39 0.39 0.00
84.91 0.43 0.43 0.00
84.93 0.47 0.47 0.00
84.95 0.51 0.51 0.00
84.97 0.55 0.55 0.00
84.99 0.59 0.59 0.00
85.01 0.63 0.63 0.00
85.03 0.68 0.68 0.00
85.05 0.72 0.72 0.00
85.07 0.76 0.76 0.00
85.09 0.80 0.80 0.00
85.11 0.84 0.84 0.00
85.13 0.88 0.87 0.01
85.15 0.95 0.91 0.04
85.17 1.03 0.94 0.09
85.19 1.12 0.96 0.16
85.21 1.22 0.99 0.23
85.23 1.32 1.02 0.31
85.25 1.44 1.05 0.39
85.27 1.56 1.07 0.49
85.29 1.69 1.10 0.59
85.31 1.82 1.12 0.70
85.33 1.96 1.15 0.81
Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs)
85.35 2.11 1.17 0.93
85.37 2.26 1.20 1.06
85.39 2.42 1.22 1.20
85.41 2.58 1.24 1.34
85.43 2.75 1.27 1.48
85.45 2.92 1.29 1.64
85.47 3.10 1.31 1.80
85.49 3.29 1.33 1.96
85.51 3.48 1.35 2.13
85.53 3.68 1.37 2.31
85.55 3.88 1.39 2.49
85.57 4.09 1.41 2.68
85.59 4.31 1.43 2.88
85.61 4.53 1.45 3.08
85.63 4.76 1.47 3.29
85.65 4.99 1.49 3.50
85.67 5.23 1.51 3.72
85.69 5.47 1.53 3.95
85.71 5.72 1.55 4.18
85.73 5.98 1.56 4.42
85.75 6.25 1.58 4.67
85.77 6.53 1.60 4.93
85.79 6.81 1.62 5.19
85.81 7.10 1.64 5.47
85.83 7.40 1.65 5.75
85.85 7.70 1.67 6.03
85.87 8.01 1.69 6.32
85.89 8.33 1.70 6.62
85.91 8.65 1.72 6.93
85.93 8.96 1.74 7.22
85.95 9.24 1.75 7.49
85.97 9.54 1.77 7.77
85.99 9.83 1.78 8.05
86.01 10.13 1.80 8.33
86.03 10.44 1.82 8.62
86.05 10.74 1.83 8.91
86.07 11.05 1.85 9.21
86.09 11.37 1.86 9.51
86.11 11.68 1.88 9.81
86.13 12.00 1.89 10.11
86.15 12.32 1.91 10.41
86.17 12.64 1.92 10.72
86.19 12.96 1.94 11.02
86.21 13.28 1.95 11.33
86.23 13.61 1.96 11.65
86.25 13.94 1.98 11.96
86.27 14.28 1.99 12.28
Holden1 Type I/ 24-hr 10 yr 24 hr Rainfall=5.77'
Prepared by Appian Consulting Engineers, PA Page 28
HydroCAD® 8.00 sin 003967 © 2006 HydroCAD Software Solutions LLC 6/13/2008
Elevation Storage
(feet) (cubic-feet)
84.27 0
84.28 0
84.29 0
84.30 0
84.31 0
84.32 0
84.33 0
84.34 0
84.35 0
84.36 0
84.37 0
84.38 0
84.39 0
84.40 0
84.41 0
84.42 0
84.43 0
84.44 0
84.45 0
84.46 0
84.47 0
84.48 0
84.49 0
84.50 0
84.51 0
84.52 0
84.53 0
84.54 0
84.55 0
84.56 0
84.57 0
84.58 0
84.59 0
84.60 0
84.61 0
84.62 0
84.63 0
84.64 0
84.65 0
84.66 0
84.67 0
84.68 0
84.69 0
84.70 0
84.71 0
84.72 0
84.73 0
84.74 0
84.75 0
84.76 0
84.77 0
84.78 0
84.79 0
84.80 0
Stage-Area-Storage for Pond 4P: Ex. Catch Basin
Elevation Storage
(feet) (cubic-feet)
84.81 0
84.82 0
84.83 0
84.84 0
84.85 0
84.86 0
84.87 0
84.88 0
84.89 0
84.90 0
84.91 0
84.92 0
84.93 0
84.94 0
84.95 0
84.96 0
84.97 0
84.98 0
84.99 0
85.00 0
85.01 0
85.02 0
85.03 0
85.04 0
85.05 0
85.06 0
85.07 0
85.08 0
85.09 0
85.10 0
85.11 0
85.12 0
85.13 0
85.14 0
85.15 0
85.16 0
85.17 0
85.18 0
85.19 0
85.20 0
85.21 0
85.22 0
85.23 0
85.24 0
85.25 0
85.26 0
85.27 0
85.28 0
85.29 0
85.30 0
85.31 0
85.32 0
85.33 0
85.34 0
Elevation Storage
(feet) (cubic-feet)
85.35 0
85.36 0
85.37 0
85.38 0
85.39 0
85.40 0
85.41 0
85.42 0
85.43 0
85.44 0
85.45 0
85.46 0
85.47 0
85.48 0
85.49 0
85.50 0
85.51 0
85.52 0
85.53 0
85.54 0
85.55 0
85.56 0
85.57 0
85.58 0
85.59 0
85.60 0
85.61 0
85.62 0
85.63 0
85.64 0
85.65 0
85.66 0
85.67 0
85.68 0
85.69 0
85.70 0
85.71 0
85.72 0
85.73 0
85.74 0
85.75 0
85.76 0
85.77 0
85.78 0
85.79 0
85.80 0
85.81 0
85.82 0
85.83 0
85.84 0
85.85 0
85.86 0
85.87 0
85.88 0
Elevation Storage
(feet) (cubic-feet)
85.89 0
85.90 0
85.91 0
85.92 0
85.93 0
85.94 0
85.95 0
85.96 0
85.97 0
85.98 0
85.99 0
86.00 0
86.01 0
86.02 0
86.03 0
86.04 0
86.05 0
86.06 0
86.07 0
86.08 0
86.09 0
86.10 0
86.11 0
86.12 0
86.13 0
86.14 0
86.15 0
86.16 0
86.17 0
86.18 0
86.19 0
86.20 0
86.21 0
86.22 0
86.23 0
86.24 0
86.25 0
86.26 0
86.27 0
0:=
STORM SEWER PIPE
CAL CULA TIONS
Culvert Calculator Report
8" CPP (Q10 flow)
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 87.00 ft
Computed Headwater Elevation 86.12 ft
Inlet Control HW Elev 86.12 ft
Outlet Control HW Elev 85.87 ft Headwater Depth/ Height
Discharge
Tailwater Elevation
Control Type 2.39
1.88 cfs
83.75 ft
Inlet Control

Grades
Upstream Invert
Length 84.53 ft
62.00 ft Downstream Invert
Constructed Slope 83.00 ft
0.024677 ft/ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream CompositePressureSlS2
WA
WA
7.73 ft/s Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 0.44 ft
0.44 ft
0.62 ft
0.012405 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections Circular
PVC
8 inch
1 Mannings Coefficient
Span
Rise 0.010
0.67 ft
0.67 ft

Outlet Control Properties
Outlet Control HW Elev
Ke 85.87 ft
0.50 Upstream Velocity Head
Entrance Loss 0.48 ft
0.24 It

Inlet Control Properties
Inlet Control HW Elev
Inlet Type
K
M
C
Y 86.12 ft
Square edge w/headwall
0.00980
2.00000
0.03980
0.67000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form Submerged
0.3 ft2
1
1
1
Project Engineer: Bobby L. Joyner, PE
untitled.cvm Appian Consulting Engineers CulvertMaster v1.0
06/13/08 12:39:50 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
LEVEL SPREADER
CAL CULA TONS
OF W ATFR
??w 02 09
,r
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET))
L :PROJECT INFORMATION
Project name Holden Ridge Subdivision
Contact name Peter Sokalski, PE
Phone number [phone]
Date June 3, 2008
Drainage area number
IL 'DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP NIA
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 1 0-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cis
Answer "Y" to one of the following:
74,052.00 fe
24,235.00 ff
32.73 %
0.52
0.88 cfs
1.60 min
7.97 in/hr
7.05 cis
n (Y or N)
n (Y or N)
n (Y or N)
y (Y or N)
Please complete filter strip characterization below.
It
3.00 ft
50.00 ft
53.00 ft
83.15 fmsl
80.00 fmsl
5.94 % OK
n (Y or N) OK
280.00 sq ft OK
62 ft/cfs
Length based on the 1 in/hr storm? y (Y or N)
Length based on the 10-yr storm? n (Y or N)
Length based on the BMP discharge rate? n (Y or N)
Design flow 0.88 cis
Is a bypass device provided? y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
Y
Peak velocity in the channel during the 10-yr storm
Channel lining material
60.00 ft Level spreader length OK.
n (Y or N)
n (Y or N)
Y (Y or N)
ft
24.00 ft
ft
24.00 ft
cfs
Ex. 24" CPP
W
-------------
M

t
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and It. Design Summary, page 2 of 2

OUTLET PROTECTION
CAL CULA TONS
OUTLET PROTECTION CALCULATIONS outlet ID: t of 8" CPP (For
Project: olden Ridge Subdivisio
Date: 6113/2008 Designer. ms
Q fo = 1.88 cis
V= 7.73 fps
d o = 8 inches
La = 8 feet
d so = 0.2 feet
d5o Stone Size (in) NCDOT Class
Gravel Rip Rap 1 Class A 2-6"
2 Class B 6 to 15"
Rock Rip Rap 6 Class 1 9 to 12"
9 Class It 15 to 18"
12
15
18
21
24
dmax = d50 x 1.5
dmax = stone size for outlet prot ection
depth = dmax x 1.5
2 feet
t
6 inches
Place Class A
Over Filter Fabric
Depth = 6
ian Consulting Engineers, P.A.
Box 7966, Rocky Mount, NC 27803
Rip Rap
inches
Tel: [phone] / Fax: [phone]
Ernail: [e-mail] i i ! 11 1
6/13/200812:45 PM Outlet Protection for Holden Ridge.xls
-, t ?? _ ?? P ??` },• _k `? -fit ?
+
r?
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i
1 t t ? t rr -

R:?v. 12 93
APPENDIX
------ - -----
USGS QUADRANGLE MAP FOR
HOLDEN RIDGE SUBDIVISION
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