20100899 Ver 1_More Info Received_20110321

BURTON
?. ENGINEERING
ASSOCIATES
CIVIL ENGINEERS
LAND PLANNERS
Mr. Joseph Gyamfi
401 Oversight/Express Review Program
1650 Mail Service Center
Raleigh, NC 27699-1650
RE: Clearwater Paper Company
Project Shark
DWQ EXP No. 10-0899
Dear Mr. Gyamfi:
526-001
1() -b8gq
The following revision is proposed based on your review of the sand filter design by letter dated
February 9, 2011. We have changed the design to a stormwater wetland. The perm. pool
elevation has been maintained to within 6 inches of the seasonal high water table.
Please find attached revised plan sheets, calculations & NCDENR Wetland Suplement Forms.
Please feel free to call if any questions.
Sincerely
)t)?e 17)1??
Glenn Morris
Project Manager
o 11,1tik 2 1 2011
DENR - WATER QUALITY
WETLANDS AND STORMWATER BRANCH
# 5950 Fairview Road Suite 100 # Charlotte, NC 28210 # 704 553-8881
A ?
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
February 9, 2011
Attn: Mr. William C. Smith, CEO
Red Rock CLW, LLC
1901 Main Street, Suite 1150
Columbia, SC 29201
DWQ EXP No. 10-0899
Cleveland County
Subject Property: Project Shark - Cleveland County Industrial Site (Clearwater Paper)
REQUEST FOR MORE INFORMATION (Stormwater Management Plan)
Dear Mr. Smith:
On January 13, 2011, the 40I/Wetlands Permitting Unit of the Division of Water Quality (DWQ) received additional
information regarding your stormwater management plan (SMP) for the subject project in Cleveland County. Please
provide the following information so that we may continue to review your project and prevent return of your
application as required by 15A NCAC 211.0506:
Additional Information Requested:
1. Sand Filter: The location of the Seasonal High Water Table (SHWT) elevation with respect to the sand filter is a
major concern. One of the major design elements required by the DWQ BUT Manual (Chapter 11) is that the
SHWT must be 2 feet below the bottom of the sand filter. If this requirement cannot be met at the site, please
provide an alternative BMP such as a constructed wetland.
On the other hand, as discussed with your engineer, you may extend the liner to 6" above the SHWT and include
a comprehensive drainage plan that will constantly drain the water around the sand filter device (lower the water
table). If this option is selected, please provide a detail specification of the liner on the plans (including material
type, thickness and permeability) along with supporting drainage calculations to ensure that the water table is kept
well below the bottom of the device. You must also understand that, if permitted under this option, you will be
required to have a backup plan to replace the sand filter device with anoother BMP in the event of failure.
Please respond within 30 days of the date of this letter by sending two (2) copies of the above information and any
revisions in writing. This letter only addresses the application review and does not authorize any impacts to wetlands,
waters or protected buffers. Thank you for your attention to this matter. If you have any questions or wish to discuss
these matters further please do not hesitate to call me or Joseph Gyamfi at 919-807-6246.
Sincerely,
-/ a .
Ian McMillan, Acting Supervisor
401 Oversight/Express Review Program
IJM/jg
401 OversighUExpress Review Permitting Unit One
1650 Mail Service Center, Raleigh, North Carolina 27699-1650 NorthCarohna
Location: 512 N. Salisbury St, 9t^ Floor, Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone] ;Vatuallrf
Internet: http://portal.ncdenr.org/web/Wq/swp/ws/401
An Equal Opportunity 1 Affirmative Action Employer
_Aj7A
WroENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
o?oF w a rERO?
> y
p
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.

Project name
Contact name
Phone number
Date
Drainage area number
IfDESIGNINFORMATION
Site Characteristics
Drainage area )1105.1 52 g ftz 3.8 'Q'L
Impervious area I SZ 142Z ft2 3.64 Ac-
Percent impervious $O %
Design rainfall depth 1 1 inch
Peak Flow Calculations VIA
1-yr, 24-hr rainfall depth in
1-yr, 24-hr intensity in/hr
Pre-development 1-yr, 24-hr runoff ft3/sec
Po-+-development 1-yr, 24-hr runoff ft3/sec
F st 1-yr, 24-hr peak control ft3/sec
Storage Volume: Non-SA Waters
Minimum required volume ft3
Volume provided (temporary pool volume) ft3
? ? / 752
Storage Volume: SA Waters Parameters
N???
1.5' runoff volume ft3
Pre-development 1-yr, 24-hr runoff volume -ft,
Post-development 1-yr, 24-hr runoff volume ft3
Minimum volume required ft3
Volume provided ft3
Outlet Design
Depth of temporary pool/ponding depth (DRantJ in
Drawdown time days
Diameter of orifice D in
Coefficient of discharge (CD) used in orifice diameter /
(unitless)
calculation 0,69
Driving head (Ho) used in the orifice diameter calculation 0153 ft
Form SW401-Wetland-Rev.6-11116/09 Parts I and II. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
Surface Area of Entire Wetland 10, 2A Z A,
Shallow Land 20 &34 ft2
The shallow land percentage is: 2(0 %
Shallow Water 4,5w ftz
The shallow water percentage is: 44 %
Deep Pool
Forebay portion of deep pool (pretreatment) Z,03$ ftz
The forebay surface area percentage is: Z Q %
Non-forebay portion of deep pool J ftz
The non-forebay deep pool surface area percentage is: %
Total of wetland zone areas 0.00 ft2
Add or subtract the following area from the zones 0.00 ftz
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top) 84.5 ft amsl
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top) 444 ft amsl
Shallow Water bottom JJj : , Cj ft amsl
Most shallow point of deep pool's bottom 64 2, 5 ft amsl
Deepest point of deep pool's bottom 841 ft amsl
Design must meet one of the following two options:
This design meets Option #1,
" ?/ (Y or N)
Top of PPE is within 6
of SHWT, If yes: 1
SHWT (Seasonally High Water Table) !644,5 ft amsl
This design meets Option #2, N (Y or N)
Wetland has liner with permeability < 0.01 in/hr, If ves:
Depth of topsoil above impermeable liner in
Topographic Zone Depths
Temporary Pool
Shallow Land 2 0.00 in
Permanent Pool
Shallow Water 0.00 in
Deep Pool (shallowest) C$ 0.00 in
Deep Pool (deepest) ??(p 0.00 in
Planting Plan
Are cattails included in the planting plan? ?J (Y or N)
Number of Plants recommended in Shallow Water Area:
Herbaceous Wcubic-inch container) I X125 0
Number of Plants recommended in Shallow Land Area:
Herbaceous Wcubic-inch container), OR 0
Shrubs (1 gallon or larger), OR - 0
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch) ! 3 0 and
Number of Plants provided in Shallow Water Area:
Herbaceous Wcubic-inch container) 1 125
Number of Plants provided in Shallow Land Area:
Herbaceous (4'cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and 13
Grass-like Herbaceous (4+ cubic-inch) 528
OK GC>Yir)) &-/A
0 5727

Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 2 of 3
Additional Information
Can the design volume be contained?
Does project drain to SA waters? If yes,
at is the length of the vegetated filter?
Aj . calculations for supporting the design volume provided in the
application?
Is BMP sized to handle all runoff from ultimate build-out?
Is the BMP located in a recorded drainage easement with a
recorded access easement to a public Riqht of Way (ROW)?
The length to width ratio is:
Approximate wetland length
Approximate wetland width
Approximate surface area using length and width provided
Will the wetland be stabilized within 14 days of construction?
(Y or N)
(Y or N)
]?J ft
(Y or N)
(Y or N)
(Y or N)
-7
212 ft
Jr ft
2, Zy(o 0.00 ftz
(Y or N)
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 3
r
Wetland NCDENR 2007
STORM'WATER, WETLAND D€?^?GA1; - - 85% Total Suspended Solids Updated per NCDENR 2007 BMP Manual 8 June 2009
40% Total Nitrogen
40% Total Phosphate
SURFACE AREA REQ'D
Drainage Area = 3.80 ac Perm. pool elevation should be
within 6" +/- of the SHWT
% Impervious = 80.00 % (Seasonal High Water Table)
DETERMINE 1"STORM VOLUME
0
USE SIMPLE METHOD Rv=0.05+0.009(1)
Rv=,!3y},7.Y°;,;ye IN/IN
P= 1 IN
VOLUME REQ'D=}321i!' , 3F
0 i 1:0..... FT
SURFACE AREA REQ'D= SF
SURFACE AREA PROV'D=t(u10,242._ SF
VOLUME PROV'D= :CF
VOLUME OF PERM POOL PROV'D =, 4.1 1 .,;F
FORE-BAY SIZE
PRE-BAY VOL=20 % OF PERM POOL VOLUME
PRE-BAY VOL REQ'D= 810 CF
PRE-BAYVOLPROV'D=??'
ACTUAL PERCENTAGE USED=
F''•;3t1.o°5
INTERNAL FEATURES
Area Req'd Area Provided
Deep Water ( 18"-36") 1,0?Icsf 2038 20%
(10%)
Non-Forebay (5-10%
)
1 024 sf
1,070 10%
Shallow Water Low Marsh (Y-6"
)
(40%) 4,07 sf 4,500 44%
Shallow Land High Marsh (0 -12" Above Perm Pool )
(30-40%) y Oor sf 2,634 26%
Upland (Up to 4' above Shallow Land)
doesn't count towards Re 't sf
10;2 10,242 100%
ORIFICE SIZING ORIFICE CALCULATIONS
orifice formula Q=cA(2gh)A.5 w/ c=.6
2DAYDRAWDOWN Qz= 0.06 cfs
DIA(in) 100 Driving Head H/3
5 DAY DRAWDOWN= Q5= 0.02 cfs Inv = 844 See Figure 3-3 NCDENR BMP Manual
(cfs)
FROM ORIFICE CALC'S: USE i 1,i$. IN DIA ORIFICE Elev Q
Top 1" Stor = )
Approx Draw Down Time = 3.5 days Perm. Pool =
Head = 0.33
Avg Q = 0.03 cfs
3/17/2011
P:0WGWB-001 Clear *rRaedwey\Celi;s1526-001WetardNCDENRWgwim.,d, 10f2
a
Wetland NCDENR 2007
BOUYANCY CALCULATIONS
Top of Col Water = 846.20
Bottom of Col Water = 838.71
Width of Box = 4.50 ft (Outside Dims)
Length of Box = 5.00 ft (Outside Dims)
BF= VOLstruct x densityH20
10516 Ibs
WTstr= 8,082 Ibs
WT CONC=145-62.4(lb/sf)=82.6
SF= 1.2
WT OF ANCH. REQ'D= 4,537lbs
VOL OF ANCH REQ'D= 54.9 cf
ANCHOR DIMS= L= 3.5 ft
W= 4 ft
Thickness Reqd= 3.924 ft
47.1 in
EMERGENCY DRAWDOWN ORIFICE CALCULATIONS
orifice formula Q=cA(2gh)A.5 w/ c=.6
DIA (in) ? n4
Inv= '. 838.71'
(cfs)
FROM ORIFICE CALC'S: USE 3.0 IN DIA ORIFICE Fl-v Q
Perm. Pool= 34400
Approx Draw Down Time = 6.2 hours Inv 838.11:'
0.26 days Head = 1.76
Avg Q = 0.18 cfs
3/17/2011
PADWG15 01Claa av Roa y\Caks\52&001We0andNCDENRWgcimjds 2of2
Pond Volume
3/17/2011
Water Quality Pond Volumes
includes Preba Pre Bay Volume Lin ked to Worksheet: PreBay
Elev Perm Pool = 844
V
l
P
P
l= 0
093
c
ft
.
o erm
oo .
a
-

Include 1.0 FT for Sediment Storage

y

Main Pond PreBay Total
Contour Area Area Avg. Area Inc. Volume Cum. Volume Cum. Volume Cum. Volume
Elev s ac (ac) I (ac-ft) ac-ft ac-ft ac-ft
842.5 680 0.016 0.000 0
843.5 4510 0.104 0.060 0.060 0.000 0 0.000
844 9000 0.207 0.155 0.078 0.078 0.015 0.093
845 13262 0.304 0.256 0.256 0.334 0.035 0.369

PADWG\526-001 Clearwater Roadway\Calcs\526-001WetlandNCDENRWgcalcs.xls
Prebay
F OREBAY VOLUME CALCULATIONS

Contour Area Avg. Area Inc. Volume Cum. Volume

843 0.023 0.020 0.020 0.035
844 0.029 0.026 0.026 0.061

Elev ac ac ac-ft ac-ft
840 0.013 0.000 0.000 0.000
841 0.013 0.013 0.000 0.000

842
0.017
0.015
0.015
0.015 Include 1.0 FT for Sediment Storage
P:\DWG\526-001 Clearwater ROadway\Calcs\526-OOtWeUandNCDENRWgcalcs.xls Page 1
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CLIENT
Red Rock Developments JOB #
08-6659-B BORING #
C-1 -A SHEET
1 OF 1
ECR
PROJECT NAME ARCHITECT-ENGINEER LLp
Project Shark -Final Geotechnicol Exploration CA1201_1N^
SITE LOCATION -0- CALIBRATED PENETROMETER
TONS3FT.Z
Shelby, North Carolina 1 2
4 5+
PLASTIC WATER LIQUID
LIMIT % CONTENT LIMIT 7.
X ---------6-----------

z DESCRIPTION OF MATERIAL ENGLISH UNITS
ROCK QUALITY DESIGNATION & RECOVERY

F
zz a F
A
BOTTOM OF CASING &- LOSS OF CIRCULATION 100% z
° ROD%- - - REC
20%-40%-60%80%-100%
n. w w w ? a
a a a a c SURFACE ELEVATION 853 3 ® STANDARD PENETRATION
Stows/FT

a
a .
v
i co 10 20 30 40 50+
0 "
Topsoil Depth 12
AUGER PROBE - No Samples Taken
850
5-
PARTIALLY WEATHERED ROCK - 0
I SS 3 (50/3) 03
- Sampled as Tannish Brown,
Moist, Silty Medium Coarse
SAND, (PWR)
S 84

2 SS 18 14
RESIDUAL - Dense, Brownish (?z-2b-zB) :48
10 Orange, Wet, Silty Coarse SAND, 50
(SM) (50/0)
D
:
AUGER REFUSAL @ 10.5'
goo
15-
-835
20
830
25
825
30 - -

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU THE TRANSITION MAY BE GRADUAL
2WL WS OR ® BORING STARTED 05/10/10
®WL(BCR) VWL(ACR) 8.4' BORING COMPLETED 05/10/1 0 CAVE IN DEPTH 0 8.8'
OWL RIG D50T FOREMAN HPC DRILLING METHOD HSA
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508-013Wetland
Prepared by {enter your company name here) Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 1
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
3.800 98 92 (97.8) Urban commercial, 80% imp, HSG B (7S)
3.800 TOTAL AREA
508-013Wetiand
Prepared by {enter your company name here) Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 2
Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Goup Numbers
0.000 HSG A
3.800 HSG B 7S
0.000 HSG C
0.000 HSG D
0.000 Other
3.800 TOTAL AREA
508-013Wetiand Type 1124-hr 1 Inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 3
Time span=0.00-48.00 hrs, dt=0.01 hrs, 4801 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment7S: Street Runoff Area=3.800 ac 80.00% Impervious Runoff Depth=0.79"
Tc=5.0 min CN=98 Runoff=5.13 cfs 0.250 of
Pond 5P: Wetland Peak Elev=844.72' Storage=7,918 cf Inflow=5.13 cfs 0.250 of
Outflow=0.08 cfs 0.202 of
Total Runoff Area = 3.800 ac Runoff Volume = 0.250 of Average Runoff Depth = 0.79"
20.00% Pervious = 0.760 ac 80.00% Impervious = 3.040 ac
508-013Wetiand Type II 24-hr 1 Inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 4
Summary for Subcatchment 7S: Street
Runoff = 5.13 cfs @ 11.96 hrs, Volume= 0.250 af, Depth= 0.79"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
'type II 24-hr 1 Inch Rainfall=1.00"
Area (ac) CN Description
k 3.800 98 92 (97.8) Urban commercial, 80% imp, HSG B
0.760 20.00% Pervious Area
3.040 80.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Street
Hydrograph
w
3
0
U.
I I I I I I I I I 1 I I I I I I I 1 I I I I I
I 1
I I I I 5.13 Cf$ I I I 1 I I I I I I I I 1 I I I
I I I I I
-_I I
I I I I I I I I I I I I I I I I I I I I I I I I 1 I TI yI[24-hr 1 Inch
I I I I I 1
I I I I I I I I I I I I 1 I I I I I I I
ROir?foll=1.001
I I I I I I I I I I I I
Runoff Area=3.800 ac
I I I I I I I I I I I I I I I I I I I I I I
Ru;nOff ;VQIOmO=0.250 ?f
I I I I I I I I I I I I I
Runoff Depth-0.79"
I I I
I I I 1 I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I
1 I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I 1 I I I I I I I
1 I I I I I I I I I I I I I I I I I I I I I
1 I I I I I I I I I I I I I I I I I I I I I
I I I I 1 I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I 1 I I I I I I
1 I I I 1 I I I I 1 I I I I I I I I I I I I I
1 I I I I I I I I I I 1 I I I I I I I I I I I
I I I I I I I I 1 I I I I I I I I I I I I I
-Runoff
0 2 4 8 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
508-013Wetland Type// 24-hr 1 Inch Rainfall=1.00"
Prepared by {enter your company name here) Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 7S: Street
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.01 0.00 0.00
1.00 0.01 0.00 0.00
1.50 0.02 0.00 0.00
2.00 0.02 0.00 0.00
2.50 0.03 0.00 0.00
3.00 0.03 0.00 0.00
3.50 0.04 0.00 0.00
4.00 0.05 0.00 0.00
4.50 0.06 0.00 0.01
5.00 0.06 0.00 0.01
5.50 0.07 0.00 0.02
6.00 0.08 0.01 0.02
6.50 0.09 0.01 0.02
7.00 0.10 0.01 0.03
7.50 0.11 0.02 0.03
8.00 0.12 0.02 0.04
8.50 0.13 0.03 0.05
9.00 0.15 0.04 0.07
9.50 0.16 0.05 0.07
10.00 0.18 0.06 0.10
10.50 0.20 0.07 0.13
11.00 0.24 0.09 0.19
11.50 0.28 0.13 0.34
12.00 0.66 0.47 4.28
12.50 0.73 0.54 0.38
13.00 0.77 0.57 0.24
13.50 0.80 0.60 0.18
14.00 0.82 0.62 0.14
14.50 0.84 0.63 0.12
15.00 0.85 0.65 0.11
15.50 0.87 0.66 0.10
16.00 0.88 0.68 0.09
16.50 0.89 0.69 0.08
17.00 0.90 0.70 0.08
17.50 0.91 0.71 0.07
18.00 0.92 0.71 0.07
18.50 0.93 0.72 0.06
19.00 0.94 0.73 0.06
19.50 0.95 0.74 0.05
20.00 0.95 0.74 0.05
20.50 0.96 0.75 0.05
21.00 0.96 0.76 0.05
21.50 0.97 0.76 0.05
22.00 0.98 0.77 0.04
22.50 0.98 0.77 0.04
23.00 0.99 0.78 0.04
23.50 0.99 0.79 0.04
24.00 1.00 0.79 0.04
24.50 1.00 0.79 0.00
25.00 1.00 0.79 0.00
25.50 1.00 0.79 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
26.00 1.00 0.79 0.00
26.50 1.00 0.79 0.00
27.00 1.00 0.79 0.00
27.50 1.00 0.79 0.00
28.00 1.00 0.79 0.00
28.50 1.00 0.79 0.00
29.00 1.00 0.79 0.00
29.50 1.00 0.79 0.00
30.00 1.00 0.79 0.00
30.50 1.00 0.79 0.00
31.00 1.00 0.79 0.00
31.50 1.00 0.79 0.00
32.00 1.00 0.79 0.00
32.50 1.00 0.79 0.00
33.00 1.00 0.79 0.00
33.50 1.00 0.79 0.00
34.00 1.00 0.79 0.00
34.50 1.00 0.79 0.00
35.00 1.00 0.79 0.00
35.50 1.00 0.79 0.00
36.00 1.00 0.79 0.00
36.50 1.00 0.79 0.00
37.00 1.00 0.79 0.00
37.50 1.00 0.79 0.00
38.00 1.00 0.79 0.00
38.50 1.00 0.79 0.00
39.00 1.00 0.79 0.00
39.50 1.00 0.79 0.00
40.00 1.00 0.79 0.00
40.50 1.00 0.79 0.00
41.00 1.00 0.79 0.00
41.50 1.00 0.79 0.00
42.00 1.00 0.79 0.00
42.50 1.00 0.79 0.00
43.00 1.00 0.79 0.00
43.50 1.00 0.79 0.00
44.00 1.00 0.79 0.00
44.50 1.00 0.79 0.00
45.00 1.00 0.79 0.00
45.50 1.00 0.79 0.00
46.00 1.00 0.79 0.00
46.50 1.00 0.79 0.00
47.00 1.00 0.79 0.00
47.50 1.00 0.79 0.00
48.00 1.00 0.79 0.00
508-013Wetland Type// 24-hr 1 Inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 6
Summary for Pond 5P: Wetland
Inflow Area = 3.800 ac, 80.00% Impervious, Inflow Depth = 0.79" for 1 Inch event
Inflow = 5.13 cfs @ 11.96 hrs, Volume= 0.250 of
Outflow = 0.08 cfs @ 16.17 hrs, Volume= 0.202 af, Atten= 98%, Lag= 253.0 min
Primary = 0.08 cfs @ 16.17 hrs, Volume= 0.202 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 844.72'@ 16.17 hrs Surf.Area= 11,719 sf Storage= 7,918 cf
Plug-Flow detention time=935.0 min calculated for 0.202 of (80% of inflow)
Center-of-Mass det. time= 855.9 min ( 1,639.5 - 783.7 )
Volume Invert Avail.Storage Storage Description
#1 844.00' 24,411 cf Custom Stage Data (Prismatic)_isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
844.00 10,242 0 0
845.00 12,290 11,266 11,266
846.00 14,000 13,145 24,411
Device Routing Invert Outlet Devices
#1 Primary 838.71' 30.0" Round .71 L= 32.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 838.55' S=0.0050'/' Cc= 0.900 n=0.012
#2 Device 1 844.00' 2.0" Vert. Orifice/Grate 1" Drawdown C= 0.600
#3 Device 1 845.00' 11.0' long x 0.67' rise Sharp-Crested Rectangular Weir
2 End Contraction(s) 4.0' Crest Height
Primary OutFlow Max=0.08 cfs @ 16.17 hrs HW=844.72' (Free Discharge)
t1=.71 (Passes 0.08 cfs of 62.63 cfs potential flow)
?2=Orifice/G rate 1" Drawdown (Orifice Controls 0.08 cfs @ 3.85 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
508-013Wetland Type 1124-hr 1 Inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 7
Pond 5P: Wetland
Hydrograph
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0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
Inflow
Primary
508-013Wetland Type 1124-hr 1 Inch Rainfall=1.00"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 8
Hydrograph for Pond 5P: Wetland
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 844.00 0.00
1.00 0.00 0 844.00 0.00
2.00 0.00 0 844.00 0.00
3.00 0.00 0 844.00 0.00
4.00 0.00 2 844.00 0.00
5.00 0.01 27 844.00 0.00
6.00 0.02 81 844.01 0.00
7.00 0.03 167 844.02 0.00
8.00 0.04 288 844.03 0.00
9.00 0.07 468 844.05 0.00
10.00 0.10 726 844.07 0.01
11.00 0.19 1,173 844.11 0.02
12.00 4.28 5,422 844.50 0.07
13.00 0.24 7,346 844.67 0.08
14.00 0.14 7,710 844.70 0.08
15.00 0.11 7,861 844.72 0.08
16.00 0.09 7,917 844.72 0.08
17.00 0.08 7,907 844.72 0.08
18.00 0.07 7,864 844.72 0.08
19.00 0.06 7,789 844.71 0.08
20.00 0.05 7,684 844.70 0.08
21.00 0.05 7,558 844.69 0.08
22.00 0.04 7,429 844.68 0.08
23.00 0.04 7,296 844.67 0.08
24.00 0.04 7,159 844.66 0.08
25.00 0.00 6,887 844.63 0.08
26.00 0.00 6,610 844.61 0.08
27.00 0.00 6,339 844.58 0.07
28.00 0.00 6,075 844.56 0.07
29.00 0.00 5,816 844.54 0.07
30.00 0.00 5,564 844.52 0.07
31.00 0.00 5,318 844.49 0.07
32.00 0.00 5,079 844.47 0.07
33.00 0.00 4,846 844.45 0.06
34.00 0.00 4,619 844.43 0.06
35.00 0.00 4,399 844.41 0.06
36.00 0.00 4,186 844.39 0.06
37.00 0.00 3,978 844.37 0.06
38.00 0.00 3,778 844.36 0.05
39.00 0.00 3,583 844.34 0.05
40.00 0.00 3,396 844.32 0.05
41.00 0.00 3,214 844.30 0.05
42.00 0.00 3,040 844.29 0.05
43.00 0.00 2,872 844.27 0.05
44.00 0.00 2,711 844.26 0.04
45.00 0.00 2,556 844.24 0.04
46.00 0.00 2,408 844.23 0.04
47.00 0.00 2,267 844.22 0.04
48.00 0.00 2,132 844.20 0.04
508-013Wetland Type 11 24-hr 10 Year 24 Hour Rainfall=4.92"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 1
Summary for Subcatchment 7S: Street
Runoff = 25.73 cfs @ 11.96 hrs, Volume= 1.270 af, Depth= 4.01"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 10 Year 24 Hour Rainfall=4.92"
Area (ac) CN Description
3.800 92 Urban commercial, 80% imp, HSG B
0.760 20.00% Pervious Area
3.040 80.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Street
Hydrograph
w
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F--Runoff
U 4 w 0 0 Iu 114 -14 lb 18 Zu ZZ Z4 2b 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
508-013Wetiand Type // 24-hr 10 Year 24 Hour Rainfall=4.92"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 2
Hydrograph for Subcatchment 7S: Street
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.05 0.00 0.00
1.50 0.08 0.00 0.00
2.00 0.11 0.00 0.00
2.50 0.14 0.00 0.00
3.00 0.17 0.00 0.00
3.50 0.20 0.00 0.01
4.00 0.24 0.00 0.03
4.50 0.27 0.01 0.05
5.00 0.31 0.02 0.07
5.50 0.35 0.03 0.10
6.00 0.39 0.04 0.12
6.50 0.44 0.06 0.14
7.00 0.49 0.08 0.17
7.50 0.54 0.11 0.20
8.00 0.59 0.13 0.22
8.50 0.65 0.17 0.29
9.00 0.72 0.21 0.36
9.50 0.80 0.26 0.40
10.00 0.89 0.32 0.51
10.50 1.00 0.41 0.69
11.00 1.16 0.52 1.00
11.50 1.39 0.71 1.74
12.00 3.26 2.41 21.41
12.50 3.62 2.75 1.89
13.00 3.80 2.92 1.18
13.50 3.93 3.05 0.89
14.00 4.03 3.15 0.70
14.50 4.12 3.23 0.62
15.00 4.20 3.31 0.56
15.50 4.27 3.38 0.49
16.00 4.33 3.44 0.43
16.50 4.38 3.49 0.40
17.00 4.44 3.54 0.38
17.50 4.49 3.59 0.36
18.00 4.53 3.63 0.33
18.50 4.57 3.67 0.31
19.00 4.61 3.71 0.29
19.50 4.65 3.75 0.27
20.00 4.68 3.78 0.24
20.50 4.72 3.81 0.23
21.00 4.75 3.84 0.23
21.50 4.78 3.87 0.23
22.00 4.81 3.90 0.22
22.50 4.84 3.93 0.22
23.00 4.86 3.96 0.21
23.50 4.89 3.98 0.21
24.00 4.92 4.01 0.20
24.50 4.92 4.01 0.00
25.00 4.92 4.01 0.00
25.50 4.92 4.01 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
26.00 4.92 4.01 0.00
26.50 4.92 4.01 0.00
27.00 4.92 4.01 0.00
27.50 4.92 4.01 0.00
28.00 4.92 4.01 0.00
28.50 4.92 4.01 0.00
29.00 4.92 4.01 0.00
29.50 4.92 4.01 0.00
30.00 4.92 4.01 0.00
30.50 4.92 4.01 0.00
31.00 4.92 4.01 0.00
31.50 4.92 4.01 0.00
32.00 4.92 4.01 0.00
32.50 4.92 4.01 0.00
33.00 4.92 4.01 0.00
33.50 4.92 4.01 0.00
34.00 4.92 4.01 0.00
34.50 4.92 4.01 0.00
35.00 4.92 4.01 0.00
35.50 4.92 4.01 0.00
36.00 4.92 4.01 0.00
36.50 4.92 4.01 0.00
37.00 4.92 4.01 0.00
37.50 4.92 4.01 0.00
38.00 4.92 4.01 0.00
38.50 4.92 4.01 0.00
39.00 4.92 4.01 0.00
39.50 4.92 4.01 0.00
40.00 4.92 4.01 0.00
40.50 4.92 4.01 0.00
41.00 4.92 4.01 0.00
41.50 4.92 4.01 0.00
42.00 4.92 4.01 0.00
42.50 4.92 4.01 0.00
43.00 4.92 4.01 0.00
43.50 4.92 4.01 0.00
44.00 4.92 4.01 0.00
44.50 4.92 4.01 0.00
45.00 4.92 4.01 0.00
45.50 4.92 4.01 0.00
46.00 4.92 4.01 0.00
46.50 4.92 4.01 0.00
47.00 4.92 4.01 0.00
47.50 4.92 4.01 0.00
48.00 4.92 4.01 0.00
508-013Wetland Type 1124-hr 10 Year 24 Hour Rainfall=4.92"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 3
Summary for Pond 5P: Wetland
Inflow Area = 3.800 ac, 80.00% Impervious, Inflow Depth = 4.01" for 10 Year 24 Hour event
Inflow = 25.73 cfs @ 11.96 hrs, Volume= 1.270 of
Outflow = 19.71 cfs @ 12.01 hrs, Volume= 1.168 af, Atten= 23%, Lag= 3.1 min
Primary = 19.71 cfs @ 12.01 hrs, Volume= 1.168 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 845.66'@ 12.01 hrs Surf.Area= 13,424 sf Storage= 19,794 cf
Plug-Flow detention time=273.0 min calculated for 1.168 of (92% of inflow)
Center-of-Mass det. time= 229.9 min ( 1,008.9 - 779.0 )
Volume Invert Avail.Storage Storage Description
#1 844.00' 24,411 cf Custom Stage Data (Prismatic)_isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
_ (feet) (sq-ft) (cubic-feet) (cubic-feet)
844.00 10,242 0 0
845.00 12,290 11,266 11,266
846.00 14,000 13,145 24,411
Device Routing Invert Outlet Devices
#1 Primary 838.71' 30.0" Round .71 L= 32.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 838.55' S=0.0050'/' Cc= 0.900 n=0.012
#2 Device 1 844.00' 2.0" Vert. Orifice/Grate 1" Drawdown C= 0.600
#3 Device 1 845.00' 11.0' long x 0.67' rise Sharp-Crested Rectangular Weir
2 End Contraction(s) 4.0' Crest Height
Primary OutFlow Max=19.71 cfs @ 12.01 hrs HW=845.66' (Free Discharge)
L1=.71 (Passes 19.71 cfs of 70.20 cfs potential flow)
12=Orifice/Grate 1" Drawdown (Orifice Controls 0.13 cfs @ 6.05 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 19.57 cfs @ 2.72 fps)
508-013Wetiand Type // 24-hr 10 Year 24 Hour Rainfall=4.92"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 4
Pond 5P: Wetland
Hydrograph
w
v
3
0
U.
28 --1---1---1---1---1--7 ---I--t--t --r--r--r--1---I---I---I---I---I--'1--Y--Y--r--r --
I I I I I I I I I I I I I I I I I I I 1
1 25.73 9S7,
_ I 7 7 - 1 I
-- -- - - - r r
--r--r--r--I--?-- --T--7--r--r--r--r--r r I- -I---I- ?--------
I I I 1 I I ?I"Q I IQ I 1
24
22 __I__ J__ J___I___I__
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a K EI6v?=845, R,
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18 _ _ r _ _ r _ _
9 4
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I I I I I I I I I I I I I I I I I I I I 1 I
14 I I I
-------------------------
I I I I I I I I I I I I I I I I I I I I t I
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12 --------------'-- -----'--I--L--L--L------------------- -- ------ '-- I
I I I I I I I I I I I I I I I I I i I I I I
10 ___I___I__J__
1 I I I I I I I 1 I I I I I I I I I I I I I
1
8 __1___1___1___1__7__ ___i___i___I___i__y__t__t__r__r__
I I I I I I I I I I I I I I I I I 1 I I 1 I
1 I
6 --I---I---I---I--1-- -7--T--T--r--r--r--I---I---I---I---I---I--1--7--7--r--r--
I I I I I I I I I I I I I I I I I I I I I I
4 I I I
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2-
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I I I
I I I I I I I I I I I I I I I I I I I I I 1
Inflow
Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
508-013Wetland Type 11 24-hr 10 Year 24 Hour Rainfall=4.92"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 5
Hydrograph for Pond 5P:.Wetland
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 844.00 0.00
1.00 0.00 0 844.00 0.00
2.00 0.00 0 844.00 0.00
3.00 0.00 0 844.00 0.00
4.00 0.03 48 844.00 0.00
5.00 0.07 232 844.02 0.00
6.00 0.12 566 844.05 0.01
7.00 0.17 1,051 844.10 0.02
8.00 0.22 1,673 844.16 0.03
9.00 0.36 2,577 844.25 0.04
10.00 0.51 3,892 844.37 0.06
11.00 1.00 6,240 844.58 0.07
12.00 21.41 19,765 845.66 19.62
13.00 1.18 12,622 845.11 1.42
14.00 0.70 12,145 845.07 0.79
15.00 0.56 11,966 845.06 0.59
16.00 0.43 11,837 845.05 0.47
17.00 0.38 11,761 845.04 0.39
18.00 0.33 11,705 845.04 0.35
19.00 0.29 11,645 845.03 0.30
20.00 0.24 11,585 845.03 0.26
21.00 0.23 11,553 845.02 0.23
22.00 0.22 11,540 845.02 0.22
23.00 0.21 11,528 845.02 0.22
24.00 0.20 11,516 845.02 0.21
25.00 0.00 11,104 844.99 0.10
26.00 0.00 10,747 844.96 0.10
27.00 0.00 10,397 844.93 0.10
28.00 0.00 10,052 844.90 0.09
29.00 0.00 9,713 844.87 0.09
30.00 0.00 9,380 844.84 0.09
31.00 0.00 9,053 844.82 0.09
32.00 0.00 8,732 844.79 0.09
33.00 0.00 8,417 844.76 0.09
34.00 0.00 8,109 844.74 0.08
35.00 0.00 7,806 844.71 0.08
36.00 0.00 7,509 844.69 0.08
37.00 0.00 7,219 844.66 0.08
38.00 0.00 6,934 844.64 0.08
39.00 0.00 6,656 844.61 0.08
40.00 0.00 6,384 844.59 0.07
41.00 0.00 6,118 844.57 0.07
42.00 0.00 5,859 844.54 0.07
43.00 0.00 5,606 844.52 0.07
44.00 0.00 5,359 844.50 0.07
45.00 0.00 5,119 844.48 0.07
46.00 0.00 4,885 844.46 0.06
47.00 0.00 4,657 844.44 0.06
48.00 0.00 4,436 844.42 0.06
508-013Wetland Type 1124-hr 10 Year 24 Hour Rainfall=4.92"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 6
Stage-Discharge for Pond 5P: Wetland
Elevation Primary
(feet) (cfs)
844.00 0.00
844.01 0.00
844.02 0.00
844.03 0.00
844.04 0.00
844.05 0.00
844.06 0.01
844.07 0.01
844.08 0.01
844.09 0.01
844.10 0.01
844.11 0.02
844.12 0.02
844.13 0.02
844.14 0.02
844.15 0.03
844.16 0.03
844.17 0.03
844.18 0.03
844.19 0.03
844.20 0.04
844.21 0.04
844.22 0.04
844.23 0.04
844.24 0.04
844.25 0.04
844.26 0.04
844.27 0.05
844.28 0.05
844.29 0.05
844.30 0.05
844.31 0.05
844.32 0.05
844.33 0.05
844.34 0.05
844.35 0.05
844.36 0.06
844.37 0.06
844.38 0.06
844.39 0.06
844.40 0.06
844.41 0.06
844.42 0.06
844.43 0.06
844.44 0.06
844.45 0.06
844.46 0.06
844.47 0.07
844.48 0.07
844.49 0.07
844.50 0.07
844.51 0.07
Elevation Primary
(feet) (cfs)
844.52 0.07
844.53 0.07
844.54 0.07
844.55 0.07
844.56 0.07
844.57 0.07
844.58 0.07
844.59 0.07
844.60 0.08
844.61 0.08
844.62 0.08
844.63 0.08
844.64 0.08
844.65 0.08
844.66 0.08
844.67 0.08
844.68 0.08
844.69 0.08
844.70 0.08
844.71 0.08
844.72 0.08
844.73 0.08
844.74 0.09
844.75 0.09
844.76 0.09
844.77 0.09
844.78 0.09
844.79 0.09
844.80 0.09
844.81 0.09
844.82 0.09
844.83 0.09
844.84 0.09
844.85 0.09
844.86 0.09
844.87 0.09
844.88 0.09
844.89 0.09
844.90 0.09
844.91 0.10
844.92 0.10
844.93 0.10
844.94 0.10
844.95 0.10
844.96 0.10
844.97 0.10
844.98 0.10
844.99 0.10
845.00 0.10
845.01 0.14
845.02 0.20
845.03 0.29
Elevation Primary
(feet) (cfs)
845.04 0.39
845.05 0.51
845.06 0.63
845.07 0.77
845.08 0.92
845.09 1.08
845.10 1.24
845.11 1.42
845.12 1.60
845.13 1.80
845.14 2.00
845.15 2.20
845.16 2.42
845.17 2.64
845.18 2.86
845.19 3.10
845.20 3.34
845.21 3.58
845.22 3.83
845.23 4.09
845.24 4.35
845.25 4.62
845.26 4.90
845.27 5.18
845.28 5.46
845.29 5.75
845.30 6.05
845.31 6.35
845.32 6.65
845.33 6.96
845.34 7.28
845.35 7.60
845.36 7.92
845.37 8.25
845.38 8.58
845.39 8.92
845.40 9.26
845.41 9.61
845.42 9.96
845.43 10.32
845.44 10.68
845.45 11.04
845.46 11.41
845.47 11.78
845.48 12.16
845.49 12.54
845.50 12.92
845.51 13.31
845.52 13.70
845.53 14.09
845.54 14.49
845.55 14.90
Elevation Primary
(feet) (cfs)
845.56 15.30
845.57 15.71
845.58 16.13
845.59 16.55
845.60 16.97
845.61 17.39
845.62 17.82
845.63 18.25
845.64 18.69
845.65 19.13
845.66 19.57
845.67 20.02
845.68 20.43
845.69 20.83
845.70 21.20
845.71 21.56
845.72 21.91
845.73 22.26
845.74 22.59
845.75 22.92
845.76 23.24
845.77 23.56
845.78 23.87
845.79 24.18
845.80 24.48
845.81 24.77
845.82 25.07
845.83 25.36
845.84 25.64
845.85 25.92
845.86 26.20
845.87 26.48
845.88 26.75
845.89 27.02
845.90 27.29
845.91 27.55
845.92 27.81
845.93 28.07
845.94 28.33
845.95 28.58
845.96 28.83
845.97 29.08
845.98 29.33
845.99 29.58
846.00 29.82
508-013Wetland Type 11 24-hr 50 Year 24 Hour Rainfall=6.58"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 7S: Street
Runoff = 35.36 cfs @ 11.96 hrs, Volume= 1.786 af, Depth= 5.64"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Type II 24-hr 50 Year 24 Hour Rainfall=6.58"
Area (ac) CN Description
3.800 92 Urban commercial, 80% imp, HSG B
0.760 20.00% Pervious Area
3.040 80.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 7S: Street
Hydrograph
w
0
LL
{ --? --I---I---I---I---I---I---I---I--'?-- I-- I'- I --1--? --L--? --L--? --I---I---'---I---
I 1 I
' --I --I---I---I-- 35.36 Cfs I---'--'--'--'--'--'--' --' --' --I---' --'---I---I---I---
I I I I I I I I I I I
- ---------I-- ---------I-- -- -- -'Tyke )[Z41?r?0-Yepr ?411opr-
I I I I I I I I I I I I
-I---------------------------------
---------------- -------------------
- I I I I I I
----- ;--------- ;-- -------------------- -- --; -qu4of_f AA ea=S,80;o-?-c -
{ --r--r--r--I---r- ---I---r--I---1 -- I - - I - - r -- r -- -r -- r--r--I---r7----I-rr--
4 _I __I___I___I__ ,__,T Vol T_ o^K _`.?a ^' ='??'I?li.,?6*L_
-r-----------I-- --?----?--------T -- r - r- r
I I -I _I,\I rrlf Veptl,?V-6 „_
I I I I I 1 I I I I I I I I I I I 1 I.
--r-_r__r__r__r I-_
c= .0 min_
--r--r--I---I---I-- -7--t--t----------------- I---- -I- -1/--
I I I I I 1 I I I I I I I I I I I I I _ _'C tY--9? -
- ' r - - h - 'I- - -I- - -I- - - - ti - - y - - y - - y - - y - - y - - t - - t - - t - - t - - * - - F" - ' I' ' 'I- I
I 1 I I I 1
--r--I---r--I---I-- ---I---I--7--y--7--7--t--r--r--r--r--r--r--I---r--I---I---
I I I I I I I I I I I I I I I I I I I I I I
--t'--I---I---I---I-- ---I--y--y--y--'I--y--t--t --r--t --r--r --r --I---I---I---I---
I I I I I 1 I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I 1 I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I 1 1 I I I
-Runoff
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
508-013Wetland Type // 24-hr 50 Year 24 Hour Rainfall=6.58"
Prepared by {enter your company name here) Printed 3/18/2011
HydroCADO 9.00 s/n 03513 © 2009 HydroCAD Software Solutions LLC Page 8
Hydrograph for Subcatchment 7S: Street
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
0.50 0.03 0.00 0.00
1.00 0.07 0.00 0.00
1.50 0.11 0.00 0.00
2.00 0.14 0.00 0.00
2.50 0.19 0.00 0.00
3.00 0.23 0.00 0.03
3.50 0.27 0.01 0.06
4.00 0.32 0.02 0.09
4.50 0.36 0.03 0.12
5.00 0.41 0.05 0.15
5.50 0.47 0.07 0.18
6.00 0.53 0.10 0.22
6.50 0.59 0.13 0.25
7.00 0.65 0.17 0.29
7.50 0.72 0.21 0.32
8.00 0.79 0.26 0.36
8.50 0.87 0.31 0.45
9.00 0.97 0.38 0.57
9.50 1.07 0.46 0.61
10.00 1.19 0.55 0.77
10.50 1.34 0.67 1.03
11.00 1.55 0.84 1.47
11.50 1.86 1.11 2.49
12.00 4.36 3.47 29.33
12.50 4.84 3.93 2.57
13.00 5.08 4.17 1.60
13.50 5.26 4.34 1.21
14.00 5.40 4.48 0.95
14.50 5.51 4.59 0.84
15.00 5.62 4.69 0.76
15.50 5.71 4.78 0.67
16.00 5.79 4.86 0.58
16.50 5.86 4.94 0.54
17.00 5.93 5.00 0.51
17.50 6.00 5.07 0.48
18.00 6.06 5.13 0.45
18.50 6.12 5.18 0.42
19.00 6.17 5.24 0.39
19.50 6.22 5.29 0.36
20.00 6.26 5.33 0.33
20.50 6.31 5.37 0.32
21.00 6.35 5.41 0.31
21.50 6.39 5.45 0.31
22.00 6.43 5.49 0.30
22.50 6.47 5.53 0.29
23.00 6.51 5.57 0.29
23.50 6.54 5.60 0.28
24.00 6.58 5.64 0.27
24.50 6.58 5.64 0.00
25.00 6.58 5.64 0.00
25.50 6.58 5.64 0.00
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
26.00 6.58 5.64 0.00
26.50 6.58 5.64 0.00
27.00 6.58 5.64 0.00
27.50 6.58 5.64 0.00
28.00 6.58 5.64 0.00
28.50 6.58 5.64 0.00
29.00 6.58 5.64 0.00
29.50 6.58 5.64 0.00
30.00 6.58 5.64 0.00
30.50 6.58 5.64 0.00
31.00 6.58 5.64 0.00
31.50 6.58 5.64 0.00
32.00 6.58 5.64 0.00
32.50 6.58 5.64 0.00
33.00 6.58 5.64 0.00
33.50 6.58 5.64 0.00
34.00 6.58 5.64 0.00
34.50 6.58 5.64 0.00
35.00 6.58 5.64 0.00
35.50 6.58 5.64 0.00
36.00 6.58 5.64 0.00
36.50 6.58 5.64 0.00
37.00 6.58 5.64 0.00
37.50 6.58 5.64 0.00
38.00 6.58 5.64 0.00
38.50 6.58 5.64 0.00
39.00 6.58 5.64 0.00
39.50 6.58 5.64 0.00
40.00 6.58 5.64 0.00
40.50 6.58 5.64 0.00
41.00 6.58 5.64 0.00
41.50 6.58 5.64 0.00
42.00 6.58 5.64 0.00
42.50 6.58 5.64 0.00
43.00 6.58 5.64 0.00
43.50 6.58 5.64 0.00
44.00 6.58 5.64 0.00
44.50 6.58 5.64 0.00
45.00 6.58 5.64 0.00
45.50 6.58 5.64 0.00
46.00 6.58 5.64 0.00
46.50 6.58 5.64 0.00
47.00 6.58 5.64 0.00
47.50 6.58 5.64 0.00
48.00 6.58 5.64 0.00
508-013Wetiand Type 1124-hr 50 Year 24 Hour Rainfall=6.58"
Prepared by {enter your company name here} Printed 3/18/2011
HvdroCAD® 9.00 s/n 03513 © 2009 HvdroCAD Software Solutions LLC Page 9
Summary for Pond 5P: Wetland
Inflow Area = 3.800 ac, 80.00% Impervious, Inflow Depth = 5.64" for 50 Year 24 Hour event
Inflow = 35.36 cfs @ 11.96 hrs, Volume= 1.786 of
Outflow = 26.83 cfs @ 12.01 hrs, Volume= 1.684 af, Atten= 24%, Lag= 3.2 min
Primary = 26.83 cfs @ 12.01 hrs, Volume= 1.684 of
Routing by Stor-Ind method, Time Span= 0.00-48.00 hrs, dt= 0.01 hrs
Peak Elev= 845.88'@ 12.01 hrs Surf.Area= 13,800 sf Storage= 22,786 cf
Plug-Flow detention time=205.6 min calculated for 1.684 of (94% of inflow)
Center-of-Mass det. time= 172.4 min ( 942.4 - 770.0 )
Volume Invert Avail.Storage Storage Description
#1 844.00' 24,411 cf Custom Stage Data (Prismatic?isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
844.00 10,242 0 0
845.00 12,290 11,266 11,266
846.00 14,000 13,145 24,411
Device Routing Invert Outlet Devices
#1 Primary 838.71' 30.0" Round .71 L= 32.0' RCP, groove end projecting, Ke= 0.200
Outlet Invert= 838.55' S=0.0050'/' Cc= 0.900 n=0.012
#2 Device 1 844.00' 2.0" Vert. Orifice/Grate 1" Drawdown C= 0.600
#3 Device 1 845.00' 11.0' long x 0.67' rise Sharp-Crested Rectangular Weir
2 End Contraction(s) 4.0' Crest Height
Primary OutFlow Max=26.83 cfs @ 12.01 hrs HW=845.88' (Free Discharge)
t1=31 (Passes 26.83 cfs of 71.86 cfs potential flow)
?2=Orifice/Grate 1" Drawdown (Orifice Controls 0.14 cfs @ 6.46 fps)
3=Sharp-Crested Rectangular Weir(Orifice Controls 26.69 cfs @ 3.67 fps)
508-013Wetland
Type 1124-hr 50 Year 24 Hour Rainfall=6.58"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCADO 9 .00 s/n 03513 n 2009 HydroCAD Software Solutions LLC Page 10
Pond 5P: Wetland
N
w
Hydrograph
38 --'------'---'---------1--'--i--L--' --'------'------'-----'------'--'-
I I I I I I I i
36 -----'------ '-- 35.36CfS ---' --'---'---------'------'-----------' ---' -----'---
I I I I I i I I I I I I I I I I I I I I I I
_1___I_ I___I I_-_I__ I I -_
32 - 34 --? --,-- I I --,-- -- ,-- I I - I - I I r ?(-?W I 1 -
30 --I-_I--------- I-- --1------i--1--I--I-
- - - - - -- --- - -- - -
I I I I i , I I I I I I ? 1
26.83 Cf5
28 -----,- ---i-- - --r-- --I------0a-- --
I I 1 I I I I I I I I I I I I I I I I I I I
26
I I I I I I I I I I I I ;? I/??I ? I ^I
24 --i --r--1---I-- -- ----T--T--r--r--r--r--D1"aE--? L/ --
I I I I I I I I I I I 1 I I I I I I I I I I
22
I I I I I I I I I I I I I I I i I I I I 1 I
20 --r-----I---r- -- ----T----r--r--r--r--r--1---1---1---1--?--T--1--r--r--
I I I I I I 1
18 --r--r--1---I---1-- --7--r--r--r--r--r--r--r-=1---r--1---I---?--t--t--r--r--
I I I I I I I I I I I I I I I I I I I I I I
16 -'I---I---I------I-- --y t--t--r--r--r--------I---------I-- --t--t--r--r--
I I I
14 --I---I---I---I--7-- --7--t -------- r--r --I---I---I-------1--7--Y--t--r --r--
I I I i I I I I
12 --I---I---I---I---I-- -------- t - - t - - t --r--I---I---I---I---I---I--7--t--t--r--t--
I I I I I I I I I I I I I I I I I I I I I I
10 --I---1---I---I'--1-- -- ------
81 I I I I I I I I I 1 I I 1 I I I I I I I I
_--4__+__4__}__}__+__ 4__}__}__
I I I I I I I I I I I I I I I I I I I I I I I
I ?__{__1__1
6
I I I I I I I I I I I I I I I I I I I I I I
4 --1---1---'---1---1-- - --;--;-- -- ----1---t---1---1---1---1------;-- --?--
I I I I I I I I I I I I I I I i I I I I I I I
2 -_1-__1___1___1___1_ _ L__L__
- Inflow
Primary
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48
Time (hours)
508-013Wetland Type 11 24-hr 50 Year 24 Hour Rainfall=6.58"
Prepared by {enter your company name here} Printed 3/18/2011
HydroCAD® 9.00 s/n 03513 @2009 HydroCAD Software Solutions LLC Page 11
Hydrograph for Pond 5P: Wetland
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
0.00 0.00 0 844.00 0.00
1.00 0.00 0 844.00 0.00
2.00 0.00 0 844.00 0.00
3.00 0.03 33 844.00 0.00
4.00 0.09 248 844.02 0.00
5.00 0.15 663 844.06 0.01
6.00 0.22 1,280 844.12 0.02
7.00 0.29 2,089 844.20 0.04
8.00 0.36 3,104 844.29 0.05
9.00 0.57 4,548 844.43 0.06
10.00 0.77 6,587 844.61 0.08
11.00 1.47 10,106 844.90 0.10
12.00 29.33 22,742 845.88 26.75
13.00 1.60 12,927 845.13 1.88
14.00 0.95 12,363 845.09 1.06
15.00 0.76 12,149 845.07 0.80
16.00 0.58 11,999 845.06 0.63
17.00 0.51 11,903 845.05 0.53
18.00 0.45 11,839 845.05 0.47
19.00 0.39 11,776 845.04 0.41
20.00 0.33 11,705 845.04 0.35
21.00 0.31 11,662 845.03 0.32
22.00 0.30 11,644 845.03 0.30
23.00 0.29 11,628 845.03 0.29
24.00 0.27 11,612 845.03 0.28
25.00 0.00 11,144 844.99 0.10
26.00 0.00 10,787 844.96 0.10
27.00 0.00 10,435 844.93 0.10
28.00 0.00 10,090 844.90 0.10
29.00 0.00 9,750 844.88 0.09
30.00 0.00 9,417 844.85 0.09
31.00 0.00 9,089 844.82 0.09
32.00 0.00 8,768 844.79 0.09
33.00 0.00 8,452 844.77 0.09
34.00 0.00 8,142 844.74 0.09
35.00 0.00 7,839 844.71 0.08
36.00 0.00 7,542 844.69 0.08
37.00 0.00 7,251 844.66 0.08
38.00 0.00 6,965 844.64 0.08
39.00 0.00 6,687 844.62 0.08
40.00 0.00 6,414 844.59 0.07
41.00 0.00 6,148 844.57 0.07
42.00 0.00 5,887 844.55 0.07
43.00 0.00 5,634 844.52 0.07
44.00 0.00 5,386 844.50 0.07
45.00 0.00 5,145 844.48 0.07
46.00 0.00 4,910 844.46 0.06
47.00 0.00 4,682 844.44 0.06
48.00 0.00 4,460 844.42 0.06
508-013Wetland Type 11 24-hr 50 Year 24 Hour Rainfall=6.58"
Prepared by {enter your company name here} Printed 3/1812011
HydroCAD® 9.00 s/n 03513 © 2009 H droCAD Software Solutions LLC Page 12
Stage-Discharge for Pond 5P: Wetland
Elevation Primary
(feet) (cfs)
844.00 0.00
844.01 0.00
844.02 0.00
844.03 0.00
844.04 0.00
844.05 0.00
844.06 0.01
844.07 0.01
844.08 0.01
844.09 0.01
844.10 0.01
844.11 0.02
844.12 0.02
844.13 0.02
844.14 0.02
844.15 0.03
844.16 0.03
844.17 0.03
844.18 0.03
844.19 0.03
844.20 0.04
844.21 0.04
844.22 0.04
844.23 0.04
844.24 0.04
844.25 0.04
844.26 0.04
844.27 0.05
844.28 0.05
844.29 0.05
844.30 0.05
844.31 0.05
844.32 0.05
844.33 0.05
844.34 0.05
844.35 0.05
844.36 0.06
844.37 0.06
844.38 0.06
844.39 0.06
844.40 0.06
844.41 0.06
844.42 0.06
844.43 0.06
844.44 0.06
844.45 0.06
844.46 0.06
844.47 0.07
844.48 0.07
844.49 0.07
844.50 0.07
844.51 0.07
Elevation Primary
(feet) (cfs)
844.52 0.07
844.53 0.07
844.54 0.07
844.55 0.07
844.56 0.07
844.57 0.07
844.58 0.07
844.59 0.07
844.60 0.08
844.61 0.08
844.62 0.08
844.63 0.08
844.64 0.08
844.65 0.08
844.66 0.08
844.67 0.08
844.68 0.08
844.69 0.08
844.70 0.08
844.71 0.08
844.72 0.08
844.73 0.08
844.74 0.09
844.75 0.09
844.76 0.09
844.77 0.09
844.78 0.09
844.79 0.09
844.80 0.09
844.81 0.09
844.82 0.09
844.83 0.09
844.84 0.09
844.85 0.09
844.86 0.09
844.87 0.09
844.88 0.09
844.89 0.09
844.90 0.09
844.91 0.10
844.92 0.10
844.93 0.10
844.94 0.10
844.95 0.10
844.96 0.10
844.97 0.10
844.98 0.10
844.99 0.10
845.00 0.10
845.01 0.14
845.02 0.20
845.03 0.29
Elevation Primary
(feet) (cfs)
845.04 0.39
845.05 0.51
845.06 0.63
845.07 0.77
845.08 0.92
845.09 1.08
845.10 1.24
845.11 1.42
845.12 1.60
845.13 1.80
845.14 2.00
845.15 2.20
845.16 2.42
845.17 2.64
845.18 2.86
845.19 3.10
845.20 3.34
845.21 3.58
845.22 3.83
845.23 4.09
845.24 4.35
845.25 4.62
845.26 4.90
845.27 5.18
845.28 5.46
845.29 5.75
845.30 6.05
845.31 6.35
845.32 6.65
845.33 6.96
845.34 7.28
845.35 7.60
845.36 7.92
845.37 8.25
845.38 8.58
845.39 8.92
845.40 9.26
845.41 9.61
845.42 9.96
845.43 10.32
845.44 10.68
845.45 11.04
845.46 11.41
845.47 11.78
845.48 12.16
845.49 12.54
845.50 12.92
845.51 13.31
845.52 13.70
845.53 14.09
845.54 14.49
845.55 14.90
Elevation Primary
(feet) (cfs)
845.56 15.30
845.57 15.71
845.58 16.13
845.59 16.55
845.60 16.97
845.61 17.39
845.62 17.82
845.63 18.25
845.64 18.69
845.65 19.13
845.66 19.57
845.67 20.02
845.68 20.43
845.69 20.83
845.70 21.20
845.71 21.56
845.72 21.91
845.73 22.26
845.74 22.59
845.75 22.92
845.76 23.24
845.77 23.56
845.78 23.87
845.79 24.18
845.80 24.48
845.81 24.77
845.82 25.07
845.83 25.36
845.84 25.64
845.85 25.92
845.86 26.20
845.87 26.48
845.88 26.75
845.89 27.02
845.90 27.29
845.91 27.55
845.92 27.81
845.93 28.07
845.94 28.33
845.95 28.58
845.96 28.83
845.97 29.08
845.98 29.33
845.99 29.58
846.00 29.82
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DITCH AC: SS H: ` fPS) (FPS) STABILIZATION NOl'E; THE UNN ED WATERWAY HAS BEEN DETERIIAINED'TO SE A JURISDICTIONAL
ST®RM D ifVAG CHART N0. AREA L R b D W SLOP N V STREAM PER-.THE IJSACOE: IT IS PERMITTED WITH CONDITIONS UNDER SECTION 4Q4 ' N V PERM. TEMP:.
RKWAY DATE: September 13, 2010 PROJECT: CLEARWATER PA (CLEAN WATER ACT, 33 USC 1.344)-NWP 39. SY REFERENCE, CONDITIONS OF THE STATE „ `
.REVISED: C.W. #2 3.3 14.7 3 3' 2 1,5 14 1.0 0.03 3.4 OF NORTH CAROLINA WATER QUALITY CERTIFICATION SECTION 4O1 ARE APPLICABLE. , 0.03 3.4 GRASS * JUTE NETTING i1
LOCATION. WASHBURN SWITCH ROAD, SHELBY, NORTH CAROLINA C.W. #3 4.4 19:2 3 3 6 1.5 15 1.4 0.03 3.7 0.03 3.7 GRASS.: * ,LUTE NETTING SEE SPECIFICATIONS 80014LET/C®NTRACT D000II~IENTS FOR PERMIT CONDITIONS.
STORM FREQUENCY, 10 YR. - C=0,80, i=7.43 JOB N0: 526-001
~ NI:ES&NOTED OTHERWISE, COMPUTED BY: JRD CHECKED BY: CTB .ALL PIPE SHALL BE CL III RCP U
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PIPE PERCENT LENGTH sizelN REMARKS STD. DETAIL * NOTE: DITCH LINERS TO BEINSTALLED-IMMEDIATELY AFTER THE:CH~ FROM- TO FFSIT ONSITE TOTAL FuruRE 10 yr. 25 yr. 'N vALUE UPSTREAM DOWNSTREAM FPS FT. TOTAL CAPACITY SLOPE 1 FEET- NC ES AFTER THE CHANNELS. ARE EXCAVATEQ / ~ ~ - " ~ ~ ® / , ~
67 147.8" 1,40 ~ 54 638.20 837:20 L IV RCP SUBMERGE 12' STD: #838.80 HW 202 HW 201
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H1~a02 48 (SUB) 10 (SUB) 10 Zs B 8 18 / ~o / ~ \ ~ \ \ ~
CB-111 SB-107 0,6 0.6 3.6 0.50. 18 18 850.98 850.38 CB-110 TC=855.73. ' CB-110 & 107 STA 15+64. STD. #640.01
CB-107 SB-106 0.6 3.8 22.6 0.50 36 30 842.68 842.50 CB-110 TC=855.73.. STD. #840.01
8-106 MH-1 3.8 22.6 0.54 54 30 842.50 842.21 SMH-106 RIM=849.Ot S
3:8 22.6 0.50 16 30 642,21 842,13 N!A SMH-105 RIM=648.Ot SMH-105 FES-104
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- 1:40 5,2 22.6 0.50 32 30 838.71 838.55 7.0 ST-103 GRT=645.00 3 SIDES = 845;Q0 STD. #840.04 ST-103 FES 101
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~ STEPS a FOREBAY ~t ~ 18 DEEP POOL. 2.0 (LD.) PVC z.
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~ 18 TO 36 ~ 18 TO 36 ®®®eu I N 5950 FAIRVIEW RD.
6 6 HAND WHEEL ACTIVATI ~1 842.5 1~ o 0 3 90 ELBOW KNIVE VALVE I EE I suITE 100 EL ACTIVATED ioi° ~ CHARLOTTE, NC 28210
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5 01106111 GDM NCDENR COMMENTS
° ANTI-SEEP o COLLARS (2 MIN.) MI 4 12/01/10 GDM C10 #1 REVISED PROFILE & STORM DRAINAGE As Built Date
COLLARS TO PROJECT 24 FROI PROJECT 24"FROM 3 11122110 JRD ISSUED FOR CONSTRUCTION
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D SHALLOW WATER SHALLOW LAN BW 13
t) 3 T0.6 DEPTH O T012 ASOVE WETLAND MAINTENANCE IS THE RESPONSIBILITY OF CLEVELAND COUNTY AND/OR IT'S DESIGNATED PROPERTY`'
MANAGEMENT ASSOCIATION. _ '
IMPORTANT MAINTENANCE PROCEDURES:
THE DRAINAGE AREA WILL BE CAREFULLY MANAGED TO REDUCE SEDIMENT LOAD TO THE WETLAND`

6 THE SEDIMENTATION CHAMBER OR FOREBAY WILL BE CLEANED OUT WHENEVER SEDIMENTbEPTH EXCEEDS SIX
1 INCHES
1
o . 5 . a THE WETLAND WILL BE INSPECTED QUARTERLY AND WITHIN 24 HOURS AFTER EVERY STORM EVENT GREATER THAN 1.0 INCHES: RECORDS OF OPERATION AND MAINTENANCE W21LL BE KEPT IN A KNOWN SET LOCATION-AND UUILL BE
S . . o aooDo • UMEC ° ° ° ° oo °pOp AVAILABLE UPON REQUEST.
1 o ' ca 'o° a°ao°pOU a° o~ ~j,e~ 0 0
, 7r;•': . Ca aaa•Ca~°G pappop~p ODp~~pO°0 .'S o ao . ° o0 ' ?PJL~°° ''•o ° tra°°a a° ao°~oo°~LIZA~a yao° . INSPECTION ACTIVITIES SHALL BE PERFORMED AS FOLLOWS:. ANY PROBLEMS THATAREfOUND SHALL BE REPAIRED ~
1 ° °pa0 ° oaa °Qp0°Qa °p°0 y0 °pQ°p0 0 c°°occ°poc°0o o °oo° oauooac° L CRASS.. . IMMEDIATLEY.
ti;.w • ' o°ooon°oaoo°aQOO°ooo°ao . °0oo0°oao°o°°°coo°°°° o
oo°oooc°pc o° q0 00 ooo°QOOOOOO°o° ~ °OU °°0 ° BMP ELEMENT: POTENTIAL PROBLEM: HOW I WILL REMEDIATE THE PROBLEM:
p • a da c°p°uopgoo 1.~'U~°°° U~ ® ENTIRE BMP TRASH DEBRIS PRESENT REMOVE-THE TRASHlDEBRIS
dd. dd °0 . `W J V'. PERIMETER OF WETLAND AREAS OF BARE SOIL ANDIOR REGRADE THE SOIL IF NECESSARY TO
d d ® o 0 0 0 0 0° o°° EROSIVE GULLIES HAVE FORMED REMOVE THE GULLY, AND THEN PLANT A
ca 0~ 0 000 00000000.0 . . GROUND COVER AND WATER UNTIL IT IS
d V .0000°000 d o O , d d d 4 ~~~~,0~~ X 0 0 0 ,0 ESTABLISHED. PROVIDE LIME AND A
. ~ ~ , . . d ~ ~ ~ 0 00 , ONE-TIME FERTILIZER APPLICATION.
. ~ ~ ~ • VEGETATION IS T00 SHORT OR T00 MAINTAIN VEGETATION AT AN I,
---Y""°~~ LONG. APPROPRIATE HEIGHT. .
dad ~ . ~ 4 d • dda ~ INLET DEVICE: PIPE OR SWALE THE PIPE IS CtOGGED. UNCLOG THEPIPE AND DISPOSE OF '
d d d - ddd .ANY SEDIMENT OFFSITE, '
d d d dy - THE PIPE IS CRAKED OR OTHERWISE REPLACE THE PIPE
FOREBAY c~ d d d dd dd d yy dd DAMAGED.
~ ® a°dda°dda°ddadda a d d d
. ddQ dd4 Odd d FOREBAY SEDIMENT HAS ACCUMULATED IN THE SEARCH FOR THE SOURCE OF THE
as dad ddd d ® _ Q d Odd .•dd a FOREBAY TO A DEPTH THAT INHIBITS SEDIMENT AND REMEDY THE PROBLEM iF
THE FQREBAY FROM FUNCTIONING. POSSIBLE. REMOVE THE SEDIMENT AND
1 STABILIZE OR DISPOSE OF IT IN A ~
1'° LOCATION WHERE IT WILL NOT CAUSE
O IMPACTS TO STREAMS OR THE BMP.
EROSION HAS OCCURED PROVIDE ADDITIONAL EROSION PROTECTI
SUCH AS REINFORCED TURF MATTING OR
1 RIP RAP IF NEEDED TO PREVENT FUTURE '
EROSION PROBLEMS
I
WEEDS ARE PRESENT REMOVE THE WEEDS, PREFERABLY BY t
:HAND. IF A HERBICIDE IS USED, WIPE IT ON
THE PLANS RATHER THAN SPRAYING.
1 p E:
DEEP POOL, SHALLOW WATER ALGAL GROWTH COVERS OVER 50%%% OF CONSULT A PROFESSIONAL TO AND SHALLOW WATER THE DEEP POOL AND SHALLOW WATER REMOVE AND CONTROL THE ALGAL
AREAS.. GROWTH.
CATTAILS, PHRAGMITES OR OTHER INVASIVE REMOVE INVASIVES BY PHYSICAL ~
PLANTS COVER 50% OF THE DEEP POOL AND REMOVAL OR BY WIPING THEM WITH.
SHALLOW WATER AREAS. A HERBICIDE (DO NOY SPRAY] -
1 CONSULT APROFESSIONAL. .S
L ING NOTES
® Q ~ a ® ~ 9. WETLAND. MUST BE STABILIZED UVITHiN 14 DAYS OF COI SHALLOW LAND REMAINS FLOODED MORE UNCLOG THE OUTLET DEVICE 14 DAYS OF CONSTRUCTION.. THAN 5 DAYS AFTER A STORM EVENT. IMMEDIATEEY.
® Q' OIL ® G 2. HYDROSEED WITH CENTIPEDE-GRASS & SCARIFY S SCARIFY SOIL (Y") FOR ALL SLOPES
DRAINING TO WETLAND. PLANTS ARE DEAD; DISEASED OF DYING: DETERMINE-THE SOURCE OF THE
P ~ ~ .PROBLEM:: SOILS, HYDROLOGY;
/ G yo 3. WETLAND GRAIN SHOULD BE OPENED FOR NO MORE TI )R NO MOFIE THAN 3 DAYS PRIOR TO DISEASE, ETC. REMEDAY THE
® Q ° PLANTING. PROBLEM AND REPLACE PLANTS. PROVIDE AONE-TIME FERTILIZER
J 4. CONTRAGTOR TO PROVIDE IRRIGATION UNTIL PLANTS ~ JNTIL PLANTS ARE ESTABLISHED. APPLICATION TO ESTABLISH THE
GROUND COVER IF NECESSARY.
n 5. PROP. WETLANDS SHALL BE FINE GRADEDWITH 12 OF ~ :DWITH 12"OF CLAY & 4"TOPSOIL SEDIMENRT HAS ACCUMULATED AND SEARCH FOR THE SOURCE OF THE
® APPLIED & FINE GRADED BY THE LANDSCAPE CONTRA( CAPE CONTRACTOR. (OVERALL REDUCED THE DEPTH TO 75% OF THE SEDIMENT AND REMEDY THE PROBLEM IF
GRADING BY THE SITE WORK CONTRACTOR}. _s ORj. ORIGINAL DESIGN DEPTH OF THE DEEP POSSIBLE: REMOVE THE SEDIMENT AND
6. TOPSOIL SHALL BE NATIVE ON-SITE TOPSOIL REMOVED SOIL REMOVED FROM THE POOLS. STABILIZE OR DISPOSE OF IT1N A
® ~ WETLANDD AREA. LANDSCAPE CONTRACTOR SHALL G CTOR SHALL COORDINATE WITH THE.. LOCATION WHERE IT WILL' NOT CAUSE
N ® ; ~ G. C. TO INSURE THAT EXISTING TOPSOIL IS GAREFULL L IS CAREFULLY REMOVED WITHOUT IMPACTS TO STREAMS OR THE BMP.' f
o INTERMIXING WITH CLAY SUBSOIL & PROPERLY STOGKI ~PERLY STOCKPILED FOR RE-USE. CONSULT A DAM SAFETY SPECIALIST TO
EMBANKMENT A TREE HAS STARTED TO GROW ON TO PREVENT FUTURE EROSION
7. TOPSOIL SHALL BE PLACED TO GOVER EXISTING CLAY J(ISTING CLAY SUBSOIL IMMEDIATELY THE EMBANKMENT.. PROBLEMS.
~ UPON COMPLETION OF GRADINGTO PREVENT SILTATI( v :VENT SILTATION OF POND WATER. AN ANNUAL INSPECTION BY APPRO. MAKE ALL. NEEDED REPAIRS.
N 8. WHERE NECESSARY, PIN PLANTS, DOWN UTILIZING 12" I UTILIZING 12"BENT WIRE PINS. PROFESSIONAL SHOWS THE EMBANKMENT MUSKRATS & BEAVERS::
a x SMITH & RICHARDSON Co.,1.800.426.0876} TO RREVEN'. T6j TO RREVENT FLOATING & AID IN NEEDS REPAIR
( ® ROOTING.
a EVIDENCE OF MUSKRAT OR CONSULT A PROFESSIONAL TO REMOVE
9. ALL PLANTED AREAS SHALL 6E KEPT MOIST & NOT ALLY so r ?IST & NOT ALLOWED TO DRY OUT: BEAVER ACTIVITY IS PRESENT. MUSKRATS & BEAVERS, x`
THIS MAINTENANCE SHALL BE CONTINUOUS UNTILPON o i )US UNTILPOND HAS FILLED TO 'EM" HAS STABILIZED:&PLANTS -
- r PERMANENT WATER LEVEL, POND "SYSTEM" HAS STABI ESTABLISHED ROOTED}. MICROPOOL SEDIMENT HAS ACCUMULATED TO A SEARCH FOR THE SOURCE OF THE
( o a ® L. DEPTH OF GREATER THAN SIX SEDIMENT AND REMEDY THE PROBLEM IF
~ 10. LANDSCAPE CONTRACTOR SHALL PROVIDE CONTINU01 IDE CONTINUOUS MAINTENANCE OF INCHES: POSSIBLE. REMOVE THE SEDIMENT AND
SYM. QTY. BOTANICAL NAME COMMON NAME. ROOTICONTAINER SPACING ALL WETLAND PLANTINGS UNTIL ESTABLISHED ROOTE M ( .ISHED (ROOTED], & SHALLREPLACE STABILIZE OR DISPOSE OF IT IN A
DEAD OR DYING PLANTS AS NECESSARY DURING THE 1 HALLOW WATER `DURING THE TWQYEAR WARRANTY LOCATION WHERE IT 1MLL NOT CAUSE IMPACTS TO STREAMS OR THE BMP,
~ PERIOD.
~ PLANTING REQUIREMENTS w R 225 JUNGUS fFFUSUS VAR. PYLAEI OR'SOLUTUS' SOFT RUSH- 4 CUBIC INCH PLUG 18" OJC - ° ' ACHEIVED IN THE WETLAND ZONES h
o S 11. IF A MINIMUM COVERAGE OF 70% IS NOT ACHEIVED IN 1 50 PER-200 SF OF ZONE AFTER THE SECOND GROWING SEASON, SUPPLEMENT ,SUPPLEMENTAL PLANTINGS OUTLET DEVICE CLOGGING HAS OCCURRED: CLEAN OUT THE OUTLET DEVICE..
= 50 x 4,500 SF / 200 SF =1,125 SHOULD' BE COMPLETED. COVERAGE OF 90% TO 95% I N pp 225 SAGITTARIA LATIFOLIA DUCK POTATO 4 CUBIC INCH PLUG 18 OIC = 90% TO 95% IS DESIRABLE. DISPOSE OF THE SEDIMENT OFFSITE.
PLANTING PROVIDED = 1,125 THE OUTLET DEVICE IS DAMAGED. REPAIR OR REPLACE THE OUTLET
12. NO PLANTINGS. ARE TO OCCUR WITHIN 10 FEET OF THE 0 FEET OF THE OUTLET STRUCTURE. DEVICE
' PICKEREL WEED 4 CUBIC INCH PLUG " c PW 225 PONTEDERIA CORDATA 18 0/C 0
13, LANDSCAPE CONTRACTOR TO PROVIDE ASBUILT LOCH' ON PLANS & STAKED IN THE FIELD. ASBUILT LOCATION PLANTING AREAS RECEIVING WATER EROSION OF OTHER SIGNS OF CONTACT THE NC DIVISION OF WATER DAMAGE HAVE OCCURRED AT THE QUALITY 4010VERSIGHT UNIT AT
LT 225 SAURUS CERNUUS LIZARD TAIL 4 CUBIC INCH PLUG 18 0IC "OUTLET, 919-733-1786.
14. CATTAILS ARE NOT T0: BE PLANTED.
~ SB 225 'SCIRPUS PUNGENS' SOFTSTEM BULRUSH 2" DIA x 5"PLUG 18" OIC
~ _ ~
SHALLOW LAND e" reeeer, T 5950 FAIRVIEW RD.
a 3 PLANTING REQUIREMENTS ° E 1 LNG suITE 100 ~ DOE se CHARL07TE, NC 28210 .roFOSS~oti.~2 e oa
c ' IRA' BLACK WILLOW 3 GAL CONT. a 40 GRASS LIKE PER 200 $F OF-ZONE BW 43 SALIX N G MIN E TALL. a~ S~A~ 9r a o00o IT (~o4j 553-$BS1
o _ _ - • . s . t 704 553-$860 FAX 's 12557 = ooo°oo°o CIVIL ENGINEERS (
40 x 2,634 SF 1200 SF = 527 a WG 132 'SCIRPUS CYPERINUS' WOOLGRASS 2" DIA x 5"PLUG 12" O1C : ~ °t LAND PLANNERS FIRM LICENSE #C-1157
3 PLANTING-PROVIDED = 528 s'' °s r CLE' i~AT~4 ~ Y
0 ® ~ ~ - PG 932 SACCHARUM BALDIMNII NARROW PLUMEGRASS 4 CUBIC INCH PLUG 12 OIC
1 TREE PER 200 SF OF ZONE ®`®rernru°; ~ ` Job No. File No. ` Scales /ro m ~'Q!4
=1 x 2,634 SF 1200 SF =13 a OS 132 _ 'CAREX TENERA' QUILL SEDGE 4 CUBIC INCH PLUG 12" OlC PLAN 1.. ~ 30' L di l [ii ~e C
'3` DI AAITIAIf1 DD(1VII1C11 a 43 _ I I
- IC SCALE rlildl:l. PROFILE Hor¢.
BG 132 'ANDROPOGON GLOMERATUS' BUSITYBEARDGRASS 4 CUBIC INCH PLUG 12" OIC
2 0 10 30 40 O Io so 6 03117111 GDM NCDENR COMMENTS Vert. S T DETAIL.S
NOTE: MOST AQUATIC PLANTS AVAILABLE FROM COASTAL PLAIN COSERVATION NINE= ° I 5 01106111 GDM NCDENR COMMENTS
N NURSERY, EDENTON N.C. CONTACT: ELLEN TOLODNEY
PHONE: [phone]. WEB SITE: www.coastalplainnursery.com. Bf FEET ) 3 11122/10 JRD ISSUED FOR CONSTRUCTION As Built 'Date Sheet: of
(SUBS) SHALL BE APPROVED BY ENGINEER OF RECORD) 1 imh ffi 20 R c tt, FORESITE _BEA GDM CTB 10/25/10 8
a No. Date BY Revision Surveyed by Designed by Drawn by Project:Engr Approved By Date