20090566 Ver 2_Stormwater Info_20101012

vM`KIM&caEE°
TO: NCDENR - DWQ
2321 Crabtree Boulevard
Raleigh, NC 27699
ATTENTION: Ms. Annette Lucas
oq- oScaCe V ?
LETTER OF TRANSMITTAL
DATE: October 12, 2010
PROJECT NO: 01517-0210 TASK NO:
RE: Caterpillar PDC- Test Area Phase 2A
TRANSMITTAL NO: PAGE 1 OF 1
WE ARE SENDING: ? Originals ® Prints ? Shop Drawings ? Samples
? Specifications ? Calculations ® Other
Quantity Drawing No. Rev Description Status
2 Set of Phase 2A plans -
2 Copies 401 Supplemental Narrative and Calculations
1 Set LS- VFS Supplements for Basin #2, #4 and #8
1 Set Operation & Maintenance Agreements for Extended Basins /
LS-VFS (Basin #2, #4, #8)

---9
OCT 14 2?iu
REMARKS: Annette, DENR - WATER QUAUTy
Please find the attached submittal for Phase 2A of the CAT Core eFAtrust
that you will find our submittal acceptable based on our recent discussions. Please feel free
to contact me should you have any questions or comments. Thanks again.
Cc: McKIM & CREED, PA
Signed
Grant Livengood, PE
401 SUPPLEMENTAL STORMWATER NA VE &
SUPPORTING CALCULATION l ?n#@
OCT 1 , t
ZQj?
CATERPILLAR

October 7, 2010
CATERPILLAR CORE PRODUCT DEVELOPMENT CENTER
TEST AREA - PHASE 2A
Clayton, Johnston County, North Carolina
k CAR
Prepared for:
CATERPILLAR, INC.
Prepared By:
McKim & Creed, PA
1730 Varsity Drive
Raleigh, North Carolina 27606
Phone: [phone]
Fax: [phone]
M&C Project No. 01517-0210
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V4 WO,

PROJECT DESCRIPITON
' The purpose of this project is to construct a product development center for Caterpillar, Inc. This
facility is designed to provide real-world product testing capability that will enable Caterpillar to
apply research to improve product performance, efficiency and safety.
' The first phase of the project was completed in early 2010 and included construction of the
infrastructure and access to a modular building facility and maintenance building that
accommodates approximately 170 employees. Additionally, 10 acres were approved to for
' construction of testing areas which were permitted with the understanding that they would be
permanently denuded areas. Along with cooperation from NCDENR-DLR, runoff from the site
would be directed into oversized sediment basins that were designed with consideration to the
' 25-year storm event.
The next phase of construction on the site is for Phase 2 of the testing area. Upon completion of
' the initial phases of this project, it was apparent that Caterpillar would need more capabilities in
their testing facilities. Therefore, new specific testing areas have been planned for previously
undisturbed areas of the site. This phase, 2A, will add to the existing Phase 1 test area by adding
' a `deadman j-hook' area. A demuck area will be added such that vehicles can be washed
down when leaving the testing facility. A 'field trench test area' and a track area will also be a
part of phase 2A.
SITE DESCRIPTION
' The existing site is a 245.5 acre tract (252.34 including NCDOT R/W) located in Clayton, North
Carolina. The northeastern boundary of the site is formed by an approximate 3,000' frontage
along the Neuse River. The entire site drains directly to the Neuse River (WS-V, NSW)
' The tract has elevations ranging from 320' MSL in the southwest portion of the site to 150' MSL
nearest to the Neuse River. The average slope over the site is around 4%, however several
localized areas have existing grades in excess of 20%.
SOILS
' According to the Johnston County Generalized Soil Survey, the majority of uplands within the site
are classified as Cecil sandy loam (Ce) and Pacolet loam (Pa). Interspersed within the uplands
are small pockets of Urdorthents loamy. Along the banks of the Neuse River are the frequently
flooded Wahadkee loam (Wt) and Chewacla loam (Ch). The following soil descriptions are
associated with the soils found on the site:
' CeB - Cecil sandy loam at 2 to 6% slopes
CeC - Cecil sandy loam at 6 to 10% slopes
' PaD - Pacolet loam at 10 to 151fo
PaE - Pacolet loam at 15 to 25%
' Ud - Urdorthents loamy
t Wt - Wahadkee loam frequently flooded
Ch - Chewacla loam frequently flooded
STORMWATER IMPROVEMENTS
All stormater runoff generated within the footprint of the previously approved testing area will
drain to existing and previously approved devices.
The majority of stormwater generated by the new demuck area will drain to the wet detention
pond approved and constructed during the initial phases of the project. The stormwater not
directed to the pond will flow offsite into natural conveyances.
Runoff generated by newly disturbed areas for Phase 2A will be directed into sediment basins
sized for the 25-year storm event according to the NCDENR Erosion control manual's basin sizing
requirements. As directed by DWQ, flow spreading and filter strip devices will be provided
upstream of each proposed permanent basin to provide diffuse flow, sediment and nutrient
removal before water enters the basins. Also, flow spreading and filtering devices will be
provided downstream of the basins to provide diffuse flow, sediment and nutrient removal
before water travels off-site and enters riparian buffers
Vegetated conveyances will be used where feasible within the site. Pipes will be used to get
water under roads and over large elevation changes.
CALCULATIONS
SEDIMENT BASINS
Permanent sediment basins were preliminarily sized based on NCDENR's minimum requirements
for sediment basins as described in section 6.61 of the Erosion and Sediment Control Planning
and Design Manual. For the purposes of this project, we have provided 435 square feet per cfs
of Q25 peak inflow and 1,800 cubic feet of storage per acre of disturbed area.
Once the surface area was established, the pond was modeled in the latest version of
HydroCAD to establish if any additional storage would be needed and for sizing requirements for
riser and barrel structures.
A skimmer will be installed and will act as the permanent drawdown device on the sediment
basins. Since a skimmer floats on top of the water, it is unaffected by the pressure head that a
typical low flow orifice would be, and therefore will always draw down at a constant rate. This
rate was calculated by the Faircloth skimmer sizing guidelines for their skimmers. For example, a
5-inch skimmer will draw down 32,832 cubic feet of water in 24 hours, which equates to a
constant rate of 0.38 cubic feet per second. Due to limitations in HydroCAD, this constant rate
was modeled as exfiltration, which provides a constant rate of drawdown regardless of the
depth of water in the basin.
Once this rate was determined and modeled, the riser for the basin was set at an elevation such
' that it should not be enacted for any single storm event up to the 10-year event. Therefore, in
most storm events, the skimmer will be the only drawdown device. All outflow from the skimmer
1
' will be directed into the forebays of proposed permanent level spreader/vegetated filter strip
devices.
' For storms greater than the 10-year event, a riprap lined bypass swale will discharge water from
the riser/barrel structures through the buffer and directly into the existing stream.
' Additionally, an emergency spillway has been provided in the event that it is needed, water will
not overtop the earth dam. Each permanent basin should hold the 100-year event without
enacting the spillway. However, it has been provided in the event of large back to back events.
¦
SCOUR HOLES
' Scour holes have been sized based on guidelines from Chapter 11 of the Connecticut
Department of Transportation's Drainage Manual. This method has been used and accepted
by NCDENR - DLR on previous projects.
¦ The typical application for these devices is at the outlet end of a culvert pipe. In several
instances on this project, scour holes are proposed at the ends of vegetative swales. In these
' scenarios, the flows traveling in the swales were compared to a pipe at approximately the some
rate. This then gave a minimum sizing guideline for the scour hole. For example, permanent
swale # 13 carries 5.60 cfs during a 10-year storm event. This flow is roughly equal to a 15-inch
pipe at 1.5% slope. Therefore, the minimum size that should be provided is 6-feet x 8-feet at 7.5-
inches of depth. In these cases, the scour holes have been well oversized as they were placed
to fit the proposed grading and to allow for a wider area in which to disperse flow upstream of
vegetative filter strips.
¦
LEVEL SPREADERS/VEGETATIVE FILTER STRIPS
¦ Level spreaders were sized based on the outflow from the skimmer basins. Since the outflow
from permanent basins is less than 1 cfs, the required length of the level spreader is only 10 feet.
' However, since these devices are designed to drain the 10-year event, it will take a longer
timeframe to drawdown than a typical 1-year storm. Therefore, each level spreader on the
downstream end of the permanent basins is 50-feet long to provide maximum benefit. Based on
' the requirement in Chapter 8 of the BMP manual, the filter strips are 30-feet wide.
Those filter strips located upstream of the permanent sediment basins were sized according to
site restrictions. The filter strips are as long and wide as would fit within the grading needs for the
¦ site.
Due to site constraints, underdrains have not been provided for the blind swale
MAINTENANCE
' Caterpillar will be responsible for permanent maintenance operations on the site. Specific
operation and maintenance schedules have been required for this project and are detailed in
the provided Operation and Maintenance Agreements.
¦
0
IMPERVIOUS CALCULATIONS
' Note: impervious areas in testing areas includes those areas that will be permanently denuded,
but considered impervious due to compaction from heavy traffic

n

IMPERVIOUS AREA BREAKD OWN
Area Description Total Impervious Area ac
Test Area - Phase 1
- Interior drives/loader ads/ho er charger area 4.89
- Future Gravel/Sand Areas 2.34
- Rear Drive to test area 0.41
Test Area - Phase 2A
- Interior Drives 2.19
- Oval Test Track (including future ravel areas 5.42
- Field Trench Test Area 1.21
- Deadman w/J-hook Area 0.41
- Field Trench Test Area 1.09
- Deadman `J-Hook" area 0.51
- Covered Test/Machine Storage area 0.28
- Demuck Area 1.15
NCDOT Road 1.06
Pre-Engineered Maintenance Building 0.09
Modular Units 0.73
Parkin area for modular units and future corporate building 5.70
Driveways to and around site 2.44
Future Corporate building 1.70
Total Impervious Acreage 31.62
Total Site Acreage (including NCDOT R/W 252.34
Total Impervious % 12.53%

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' SWALE CALCULATION
SUMMARY
1

' Worksheet for By pass Swale Sed Basin #2
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Solve For Normal Depth
' Input Data
Roughness Coefficient 0.069
' Channel Slope 0.04100 fUft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
' Bottom Width 2.00 ft
Discharge 7.14 ft3/s
' Rests
Normal Depth 0.69 ft
Flow Area 2.82 ftZ
' Wetted Perimeter 6.38 ft
Hydraulic Radius 0.44 ft
Top Width 6.15 ft
' Critical Depth 0.56 ft
Critical Slope 0.09996 ft/ft
' Velocity 2.53 ft/s
Velocity Head 0.10 ft
Specific Energy 0.79 ft
' Froude Number 0.66
Flow Type Subcritical
' GVF Input CiWtd
Downstream Depth 0.00 ft
Length 0.00 ft
' Number Of Steps 0
GVF Output
' Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
' Downstream Velocity Infinity fUs
Upstream Velocity Infinity ft/s
Normal Depth 0.69 ft
Critical Depth 0.56 ft
Channel Slope 0.04100 ft/ft
Bentley Systems, Inc. Haestad Methods SoBdktte¢FiiwMaster V8i (SELECTseries 1) [08.11.01.03]
' 10/7/2010 9:49:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

' Worksheet for Bypass Swale Sed Basin #2
GAAF Aw boo
' Critical Slope 0.09996 ftfft
1

1

Bentley Systems, Inc. Haestad Methods S013Aidf f6ft rMaster V8i (SELECTseries 1) [08.11.01.03]
' 10/7!2010 9:49:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

' Worksheet for By pass Swale Sed Basin #4
Project DesCdptibn
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Solve For Normal Depth

Roughness Coefficient 0.069
Channel Slope 0.02600 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 16.74 ft3/s
' Results
Normal Depth 1.04 ft
Flow Area 6.34 ftz
' Wetted Perimeter 9.56 ft
Hydraulic Radius 0.66 ft
Top Width 9.22 ft
Critical Depth 0.76 ft
Critical Slope 0.08931 ft/ft
' Velocity 2.64 ft/s
Velocity Head 0.11 ft
Specific Energy 1.15 ft
' Froude Number 0.56
Flow Type Subcritical
' GVF 'In
Downstream Depth 0.00 ft
Length 0.00 ft
' Number Of Steps 0
GVF Output Data
' Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
' Downstream Velocity Infinity ft /s
Upstream Velocity Infinity ft/s
' Normal Depth 1.04 ft
Critical Depth 0.76 ft
Channel Slope 0.02600 ft/ft
Bentley Systems, Inc. Haestad Methods SoMiidie¢dikoMaster V8i (SELECTseries 1) [08.11.01.03]
' 1017/2010 9:49:54 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

' Worksheet for Bypass Swale Sed Basin #4
OVF1 + i
' Critical Slope 0.08931 ft/ft
Ell

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Bentley Systems, Inc. Haestad Methods SoOdi lle4diMpMaster V81 (SELECTseries 1) [08.11.01.03]
' 10/712010 9:49:54 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

' Worksheet for By pass Swale Sed Basin #8
project best;ei t
' F
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Solve For Normal Depth
Input Data
Roughness Coefficient 0.069
' Channel Slope 0.02600 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
' Bottom Width 3.00 ft
Discharge 8.48 ft'/s
Results
Normal Depth 0.74 ft
Flow Area 3.86 ft2
' Wetted Perimeter 7.68 ft
Hydraulic Radius 0.50 ft
Top Width 7.44 ft
' Critical Depth 0.52 ft
Critical Slope 0.09849 ft/ft
' Velocity 2.20 ft/s
Velocity Head 0.07 ft
Specific Energy 0.81 ft
' Froude Number 0.54
Flow Type Subcritical
' '1/F input Data
Downstream Depth 0.00 ft
Length 0.00 ft
' Number Of Steps 0
GVF Output [Wa
' Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
' Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.74 ft
' Critical Depth 0.52 ft
Channel Slope 0.02600 ft/ft
Bentley Systems, Inc. Haestad Methods Soo*WA 4~Master V81(SELECTseries 1) [08.11.01.03]
' 1017/2010 9:50:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

' Worksheet for Bypass Swale Sed Basin #8
t?VF 4ctt ? . - ,
' Critical Slope 0.09849 fttft
1

Bentley Systems, Inc. Haestad Methods SoMd1dher3Fii6arMaster V8i (SELECTseries 1) [08.11.01.03]
' 10/7/2010 9:50:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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Sediment Basin Volume Calculations
Stage-Storage Data for Pond - Sediment Basin #2
Project Caterpillar Test Area - Phase 2A
Project No. 01517-0210
Date October 7, 2010

Contour ID
Stage
Area
[sq. ft.]
Area
[acres] Incremental
Area
[sq. ft.] Incremental
Area
[acres] Incremental
volume
[cu. ft] Incremental
volume
[acre-ft] Cumulative
volume
[cu. ft] Cumulative
volume
[acre-ft]
178 0 15,267.0 0.350 15,267.0 0.4 0.0 0.0 0.0 0.0
179 1 16,326.0 0.375 1,059.0 0.0 15,796.5 0.4 15,796.5 0.4
180 2 17,410.0 0.400 1,084.0 0.0 16,868.0 0.4 32,664.5 0.7
181 3 18,520.0 0.425 1,110.0 0.0 17,965.0 0.4 50,629.5 0.8
182 4 19,655.0 0.451 1,135.0 0.0 19,087.5 0.4 69,717.0 0.9
182.9 4.9 20,698.0 0.475 1,0430 0.0 18,158.9 0.4 87,875.9 0.9
183 5 25,362.0 0.582 4,664.0 0.1 2,303.0 0.1 90,178.9 0.5
184 6 28,103.0 0.645 2,741.0 0.1 26,732.5 0.6 116,911.4 0.7
185 7 30,390.0 0.698 2,287.0 0.1 29,246.5 0.7 146,157.9 1.3

2010.10.01.Basin Volumes.xls
' Permanent Basin #2 Page 1 of 1 Printed 10/7/2010 8:26 AM

Sediment Basin Volume Calculations
Stage-Storage Data for Pond - Sediment Basin #4
Project Caterpillar Test Area - Phase 2A
Project No. 01517-0210
Date October 7, 2010

Contour ID
Stage
Area
[sq. ft.]
Area
[acres] Incremental
Area
[sq. ft.] Incremental
Area
[acres] Incremental
volume
[cu. ft] Incremental
volume
[acre-ft] Cumulative
volume
[cu. ft] Cumulative
volume
[acre-ft]
157 0 14,627.0 0.336 14,627.0 0.3 0.0 0.0 0.0 0.0
158 1 15,694.0 0.360 1,067.0 0.0 15,160.5 0.3 15,160.5 0.3
159 2 16,786.0 0.385 1,092.0 0.0 16,240.0 0.4 31,400.5 0.7
160 3 17,903.0 0.411 1,117.0 0.0 17,344.5 0.4 48,745.0 0.8
161 4 19,045.0 0.437 1,142.0 0.0 18,474.0 0.4 67,219.0 0.8
162 5 20,212.0 0.464 1,167.0 0.0 19,628.5 0.5 86,847.5 0.9
162.1 51 20,389.0 0.468 177.0 0.0 2,030.0 0.0 88,877.5 0.5
163 6 21,405.0 0.491 1,016.0 0.0 18,807.3 0.4 107,684.9 0.5
164 7 23,731.0 0.545 2,326.0 01 22,568.0 0.5 130,252.9 0.9

2010.10.01.13asin Volumes.xls
' Permanent Basin #4 Page 1 of 1 Printed 10/7/2010 8:27 AM

Sediment Basin Volume Calculations
Stage-Storage Data for Pond - Sediment Basin #8
Project Caterpillar Test Area - Phase 2A
Project No. 01517-0210
Date October 7, 2010

Contour ID
Stage
Area
[sq. ft.]
Area
[acres] Incremental
Area
[sq. ft.] Incremental
Area
[acres] Incremental
volume
[cu. ft] Incremental
volume
[acre-ft] Cumulative
volume
[cu. ft] Cumulative
volume
[acre-ft]
177 0 5,518.0 0.127 5,518.0 01 0.0 0.0 0.0 0.0
178 1 6,166.0 0.142 648.0 0.0 5,842.0 0.1 5,842.0 0.1
179 2 6,839.0 0.157 673.0 0.0 6,502.5 0.1 12,344.5 0.3
180 3 7,536.0 0.173 697.0 0.0 7,187.5 0.2 19,532.0 03
181 4 8,260.0 0.190 724.0 0.0 7,898.0 0.2 27,430.0 0.3
182 5 9,008.0 0.207 748.0 0.0 8,634.0 0.2 36,064.0 0.4
183 6 9,781.0 0.225 773.0 0.0 9,394.5 0.2 45,458.5 0.4
184 7 10,580.0 0.243 799.0 0.0 10,180.5 0.2 55,639.0 0.4

2010.10.01.Basin Volumes.xls
Permanent Basin #8 Page 1 of 1 Printed 10/7/2010 8:27 AM

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Sed Basin Models Type 1124-hr 1-YEAR Rainfall=2.89"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCAD® 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 1S: Perm Basin #2 watershed
Runoff = 18.82 cfs @ 12.02 hrs, Volume= 1.035 af, Depth= 1.43"
1 Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=2.89"
' Area (ac) CN Description
8.710 84
8.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
1 (min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Penn Basin #2 watershed
' Hydrograph
21 - _ .Runoff
20 18.82 cfs
19
18 Type II 24-hr 1-YEAR
17 _ Rainfall=2.89"
1 16
15 Runoff Area=8.710 ac
14 -
13 Runoff Volume=1.035 of
1 12 Runoff Depth=1.43"
?. 11
0
' _ g Tc=10.0 min
LL
1 8 CN=84
7
6
1 5
4-
3
2
1 '
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 i 20 125 130 135 140
Time (hours)
i
1
1
1

Sed Basin Models Type 11 24-hr 1-YEAR Rainfall=2.89"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 9
Summary for Pond 2P: Permanent Basin #2
Inflow Area = 8.710 ac, 0.00% Impervious, Inflow Depth = 1.43" for 1-YEAR event
' Inflow 18.82 cfs @ 12.02 hrs, Volume= 1.035 of
Outflow 0.38 cfs @ 11.55 hrs, Volume= 1.035 af, Atten= 98%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
' Secondary = 0.38 cfs @ 11.55 hrs, Volume= 1.035 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 179.80'@ 17.78 hrs Surf.Area= 17,198 sf Storage= 29,276 cf
Plug-Flow detention time= 803.6 min calculated for 1.035 of (100% of inflow)
Center-of-Mass det. time= 803.8 min ( 1,638.6 - 834.8 )
Volume Invert Avail.Storage Storage Description
#1 178.00' 148,205 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
178.00 15,267 0 0
' 179.00 16,326 15,797 15,797
180.00 17,410 16,868 32,665
181.00 18,520 17,965 50,630
' 182.00 19,655 19,088 69,717
183.00 25,362 22,509 92,226
184.00 28,103 26,733 118,958
185.00 30,390 29,247 148,205
Device Routing Invert Outlet Devices
' #1 Primary 177.00' 18.0" Round Culvert L= 34.0' Ke= 0.500
Inlet/ Outlet Invert= 177.00'/ 176.50' S= 0.0147'P Cc= 0.900
n= 0.013
#2 Device 1 182.90' 36.0" W x 36.0" H Vert. Orifice/Grate C= 0.600
' #3 Secondary 178.00' 0.38 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=178.00' (Free Discharge)
L1=Culvert (Passes 0.00 cfs of 4.22 cfs potential flow)
L2=Orifice/Grate (Controls 0.00 cfs)
' Secondary OutFlow Max=0.38 cfs @ 11.55 hrs HW=178.08' (Free Discharge)
L3=Exfiltration (Exfiltration Controls 0.38 cfs)

Sed Basin Models Type 11 24-hr 1-YEAR Rainfall=2.89"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 10
I' Pond 2P: Permanent Basin #2
Hydrograph
® Inflow
'
18. 82 cfs `outflow
71 o ac
Inflow Area=8 ®Primary
21 .
- ? Secondary
2
0
k Elev=179
P
80'
ig- .
ea
18
17
- Storage=29,276 cf
16
15
I -- ---- ......
14
'
13

11
0 10

8 . .._...... . _ ........... .... ....... ....._..L..__

55
4
nnn
1 38 cfs r iJ ., i
' 0
a,Tr,>?°? ?. --
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Sed Basin Models Type// 24-hr 1-YEAR Rainfall=2.89"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 7
Summary for Subcatchment 3S: Perm Basin #4 watershed
Runoff = 17.24 cfs @ 12.02 hrs, Volume= 0.951 af, Depth= 1.23"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=2.89"
Area (ac) CN Description
9.280 81
9.280 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 3S: Perm Basin #4 watershed
19
18
17
16
15
14
13
12
p 11
1C
0 9
LL
Hydrograph
® Runoff
Type II' 24-hr 1-DEAR
Rainfall=2.89"
Runoff Area=9.280 ac
Runoff Volume=0.951 of
Runoff Depth=1.23"
II
- - ; -; - Tc=10.0 min
-.__ __-
- CN=81
1
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
Sed Basin Models Type// 24-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed Printed 10/7/2010
HydroCADO 9.10 sin 04927 C 2010 HydroCAD Software Solutions LLC Page 11
Summary for Pond 4P: Permanent Basin #4
Inflow Area = 9.280 ac, 0.00% Impervious, Inflow Depth = 1.23" for 1-YEAR event
Inflow = 17.24 cfs @ 12.02 hrs, Volume= 0.951 of
Outflow = 0.38 cfs @ 11.70 hrs, Volume= 0.951 af, Atten= 98%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.38 cfs @ 11.70 hrs, Volume= 0.951 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 158.69'@ 17.65 hrs Surf.Area= 16,444 sf Storage= 26,191 cf
Plug-Flow detention time= 735.7 min calculated for 0.951 of (100% of inflow)
Center-of-Mass det. time= 735.5 min ( 1,580.7 - 845.2 )
Volume Invert Avail Storage Storage Description
#1 157.00' 130,224 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Su rf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
157.00 14,627 0 0
158.00 15,694 15,161 15,161
159.00 16,786 16,240 31,401
160.00 17,903 17,345 48,745
161.00 19,045 18,474 67,219
162.00 20,212 19,629 86,848
163.00 21,405 20,809 107,656
164.00 23,731 22,568 130,224
Device Routing Invert Outlet Devices
#1 Primary 157.00' 18.0" Round Culvert L= 30.0' Ke= 0.500
Inlet/ Outlet Invert= 157.00'/ 156.50' S=0.0167'/' Cc= 0.900
n= 0.024
#2 Device 1 162.10' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 157.00' 0.38 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=157.00' (Free Discharge)
t-1=Culvert ( Controls 0.00 cis)
t-2=Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.38 cfs @ 11.70 hrs HW=157.08' (Free Discharge)
t-3=Exfiltration (Exfiltration Controls 0.38 cfs)
Sed Basin Models Type 1124-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed Printed 10/7/2010
HydroCAD8 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 12
Pond 4P: Permanent Basin #4
Hydrograph
Inflow
17.
17 24 ds Outflow
? Primary
Inflow Area=9.280 ac
19
1$. Ca Secondary
Peak Elev=158.69'
Storage=26,191 cf
1
15 5
14
13
12
10
a 9
LL 8
7-
6
5
1
0- -
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Sed Basin Models Type 1124-hr 1-YEAR Rainfall=2.89"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCADO 9 10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 8
' Summary for Subcatchment 5S: Perm Basin #8 watershed
Runoff = 7.06 cfs @ 12.02 hrs, Volume= 0.388 af, Depth= 1.36"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-YEAR Rainfall=2.89"
' Area (ac) CN Description
3.430 83
' 3.430 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 10.0 Direct Entry,
Subcatchment 5S: Perm Basin #8 watershed
' Hydrograph
® Runoff
7.06 cfs
' 7 Type 11 24-hr 1-YEAR
89"
Rainfall=2
6 .
Runoff Area=3.430 ac
5 Runoff Volume=0.388 of
'
Runoff Depth=1.36"
4
0
Tc=10.0 min
' U_
3 CN=83

1 2
1
t 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
11
11
11
I
11
Sed Basin Models Type 11 24-hr 1-YEAR Rainfall=2.89"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCADnrz Q 10 s/n 04927 n 2010 HydLOCAD Software Solutions LLC Page 13
Summary for Pond 6P: Permanent Basin #8
Inflow Area = 3.430 ac, 0.00% Impervious, Inflow Depth = 1.36" for 1-YEAR event
Inflow = 7.06 cfs @ 12.02 hrs, Volume= 0.388 of
Outflow = 0.11 cfs @ 11.50 hrs, Volume= 0.388 af, Atten= 98%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.11 cfs @ 11.50 hrs, Volume= 0.388 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 178.93'@ 19.72 hrs Surf.Area= 6,792 sf Storage= 11,869 cf
Plug-Flow detention time= 1,094.0 min calculated for 0.388 of (100% of inflow)
Center-of-Mass det. time= 1,093.8 min ( 1,932.1 - 838.3 )
Volume Invert Avail.Storage Storage Description
#1 177.00' 55,639 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Su rf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
177.00 5,518 0 0
178.00 6,166 5,842 5,842
179.00 6,839 6,503 12,345
180.00 7,536 7,188 19,532
181.00 8,260 7,898 27,430
182.00 9,008 8,634 36,064
183.00 9,781 9,395 45,459
184.00 10,580 10,181 55,639
Device Routing Invert Outlet Devices
#1 Primary 178.00' 15.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 178.00'/ 175.50' S= 0.08337' Cc= 0.900
n= 0.013
#2 Device 1 182.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 177.00' 0.11 cfs Exhitration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=177.00' (Free Discharge)
t-1=Culvert ( Controls 0.00 cfs)
L2=Orifice/Grate ( Controls 0.00 cfs)
I' Secondary OutFlow Max=0.11 cfs @ 11.50 hrs HW=177.07' (Free Discharge)
L3=Exfiltration (Exfiltration Controls 0.11 cfs)
11
11
n
11
1
Sed Basin Models Type// 24-hr 1-YEAR Rainfall=2.89"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCADO 9.10 s/n 04927 C 2010 HydroCAD Software Solutions LLC Page 14
' Pond 6P: Permanent Basin #8
Hydrograph
¦ Inflow
Outflow
® Primary
® Secondary
h
3
0
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Sed Basin Models Type// 24-hr 10-YEAR Rainfall=5.24"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 16
' Summary for Subcatchment 1S: Perm Basin #2 watershed
Runoff = 45.15 cfs @ 12.01 hrs, Volume= 2.534 af, Depth= 3.49"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=5.24"
' Area (ac) CN Description
8.710 84
8.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 10.0 Direct Entry,
Subcatchment 1S: Perm Basin #2 watershed
' Hydrograph
® Runoff
YJ. 1 J li1J
45 Type II 24-hr 10-YEAR
40 Rainfall=5.24"
1 35 Runoff Area=8.710 ac
30: Runoff Volume=2.534 of
' Runoff Depth=3.49"
0 25
Tc=10.0 min
' 2 CN=84
15
1 10
' 0 5 10 15 20 25 30 35 40 45 50
55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)
Sed Basin Models Type// 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 10/7/2010
HydroCAD89 10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 19
Summary for Pond 2P: Permanent Basin #2
Inflow Area = 8.710 ac, 0.00% Impervious, Inflow Depth = 3.49" for 10-YEAR event
Inflow = 45.15 cfs @ 12.01 hrs, Volume= 2.534 of
Outflow = 0.38 cfs @ 9.70 hrs, Volume= 2.534 af, Atten= 99%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.38 cfs @ 9.70 hrs, Volume= 2.534 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 182.86'@ 24.09 hrs Surf.Area= 24,559 sf Storage= 88,713 cf
Plug-Flow detention time= 2,111.3 min calculated for 2.533 of (100% of inflow)
Center-of-Mass det. time= 2,112.0 min ( 2,921.3 - 809.3)
Volume Invert Avail.Storage Storage Description
#1 178.00' 148,205 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Su rf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
178.00 15,267 0 0
179.00 16,326 15,797 15,797
180.00 17,410 16,868 32,665
181.00 18,520 17,965 50,630
182.00 19,655 19,088 69,717
183.00 25,362 22,509 92,226
184.00 28,103 26,733 118,958
185.00 30,390 29,247 148,205
Device Routing Invert Outlet Devices
#1 Primary 177.00' 18.0" Round Culvert L= 34.0' Ke= 0.500
Inlet / Outlet Invert= 177.00'/ 176.50' S= 0.01477' Cc= 0.900
n= 0.013
#2 Device 1 182.90' 36.0" W x 36.0" H Vert. Orifice/Grate C=0.600
#3 Secondary 178.00' 0.38 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=178.00' (Free Discharge)
t1=Culvert (Passes 0.00 cfs of 4.22 cfs potential flow)
t2=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.38 cfs @ 9.70 hrs HW=178.08' (Free Discharge)
t3=Exfiltration (Exfiltration Controls 0.38 cfs)
Sed Basin Models Type// 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 10/7/2010
HydroCAD0 9 10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 20
Pond 2P: Permanent Basin #2
Hydrograph
¦ Inflow
_`? OutFlow
® Primary
Secondary
w
U
O
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
I
Sed Basin Models Type 1124-hr 10-YEAR Rainfall=5.24"
i Prepared by McKim & Creed Printed 10/7/2010
HydroCAD® 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 17
i Summary for Subcatchment 3S: Perm Basin #4 watershed
Runoff = 44.54 cfs @ 12.01 hrs, Volume= 2.473 af, Depth= 3.20"
i Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=5.24"
Area (ac) CN Description
9.280 81
9.280 100.00% Pervious Area
i Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
i 10.0 Direct Entry,
Subcatchment 3S: Perm Basin #4 watershed
i Hydrograph
¦ Runoff
i 44.54 cfs
45 Type II 24-hr 10-YEAR
40Rainfall=5.24"
i 35 Runoff Area=9.280 ac
30 Runoff Volume=2.473 of
25 Runoff Depth=3.20"
i
3
u- Tc=10.0 min
i 20
CN=81
15-
10-
5
1 0
5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100105110115120125130135140
Time (hours)

Sed Basin Models Type// 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 10/7/2010
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 21
Summary for Pond 4P: Permanent Basin #4
Inflow Area = 9.280 ac, 0.00% Impervious, Inflow Depth = 3.20" for 10-YEAR event
Inflow = 44.54 cfs @ 12.01 hrs, Volume= 2.473 of
Outflow = 0.38 cfs @ 10.10 hrs, Volume= 2.473 af, Atten= 99%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.38 cfs @ 10.10 hrs, Volume= 2.473 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 162.00'@ 24.09 hrs Surf.Area= 20,215 sf Storage= 86,895 cf
Plug-Flow detention time= 2,080.7 min calculated for 2.472 of (100% of inflow)
Center-of-Mass det. time= 2,081.4 min ( 2,899.1 - 817.7 )
Volume Invert Avail.Storage Storage Description
#1 157.00' 130,224 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
157.00 14,627 0 0
158.00 15,694 15,161 15,161
159.00 16,786 16,240 31,401
160.00 17,903 17,345 48,745
161.00 19,045 18,474 67,219
162.00 20,212 19,629 86,848
163.00 21,405 20,809 107,656
164.00 23,731 22,568 130,224
Device Routing Invert Outlet Devices
#1 Primary 157.00' 18.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 157.00'/ 156.50' S= 0.01677' Cc= 0.900
n= 0.024
#2 Device 1 162.10' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 157.00' 0.38 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=157.00' (Free Discharge)
L1=Culvert (Controls 0.00 cfs)
L2=Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.38 cfs @ 10.10 hrs HW=157.07' (Free Discharge)
L3=Exfiltration (Exfiltration Controls 0.38 cfs)
Sed Basin Models Type 11 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 10/7/2010
HydroCAD89 10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 22
Pond 4P: Permanent Basin #4
Hydrograph
¦ Inflow
Outflow
¦ Primary
Secondary
U
3
O
LL
10 20 30 40 50 60 70 80 90 100 110 12U 1JU 14U
Time (hours)
Sed Basin Models Type 1124-hr 10-YEAR Rainfall=5.24 n
' Prepared by McKim & Creed Printed 10/7/2010
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 5S: Perm Basin #8 watershed
Runoff = 17.35 cfs @ 12.01 hrs, Volume= 0.970 af, Depth= 3.39"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-YEAR Rainfall=5.24"
' Area (ac) CN Description
3.430 83
3.430 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 5S: Perm Basin #8 watershed
Hydrograph
19.: ®Runoff
1 s 17.35 cfs
Type II 24-hr 10-YEAR
15 Rainfall=5.24"
' 14 Runoff Area=3.430 ac
13
12 Runoff Volume=0.970 of
' v
11 10 Runoff Depth=3.39"
9 - Tc=10.0 min
8
' 7- CN=83
6-
5
4
3
2
1
25 130 135 140
0 5 10 15 20 25 30 35 40 45 50 55 60 6570 75 80 85 90 95 100 105 110 115 120 1
Time (hours)
Sed Basin Models Type// 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 10/7/2010
HydroCADO g 10 sir, 04927 n 2010 HydroCAD Software Solutions LLC Page 23
Summary for Pond 6P: Permanent Basin #8
Inflow Area = 3.430 ac, 0.00% Impervious, Inflow Depth = 3.39" for 10-YEAR event
Inflow = 17.35 cfs @ 12.01 hrs, Volume= 0.970 of
Outflow = 0.11 cfs @ 9.45 hrs, Volume= 0.970 af, Atten= 99%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.11 cfs @ 9.45 hrs, Volume= 0.970 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 181.99'@ 24.13 hrs Surf.Area= 8,997 sf Storage= 35,937 cf
Plug-Flow detention time= 2,884.3 min calculated for 0.969 of (100% of inflow)
Center-of-Mass det. time= 2,885.3 min ( 3,697.5 - 812.2)
Volume Invert Avail.Storage Storage Description
#1 177.00' 55,639 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
177.00 5,518 0 0
178.00 6,166 5,842 5,842
179.00 6,839 6,503 12,345
180.00 7,536 7,188 19,532
181.00 8,260 7,898 27,430
182.00 9,008 8,634 36,064
183.00 9,781 9,395 45,459
184.00 10,580 10,181 55,639
Device Routing Invert Outlet Devices
#1 Primary 178.00' 15.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 178.00'/ 175.50' S= 0.0833? Cc= 0.900
n= 0.013
#2 Device 1 182.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 177.00' 0.11 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=177.00' (Free Discharge)
L1=Culvert (Controls 0.00 cfs)
t2=Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.11 cfs @ 9.45 hrs HW=177.07' (Free Discharge)
L3=Exfiltration (Exfiltration Controls 0.11 cfs)
Sed Basin Models Type// 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 10/7/2010
HydroCAD09 10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 24
Pond 6P: Permanent Basin #8
Hydrograph
Ni nflow
Outflow
® Primary
Secondary
n
V
O
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
I
Sed Basin Models Type 11 24-hr 100-YEAR Rainfall=8.11"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCADO 9 10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 1S: Penn Basin #2 watershed
Runoff = 77.95 cfs @ 12.01 hrs, Volume= 4.497 af, Depth> 6.20"
' Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YEAR Rainfall=8.11"
Area (ac) CN Description
8.710 84
8.710 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 1S: Perm Basin #2 watershed
Hydrograph
? Runoff
' 80 //.VOCTS
Type II 24-hr 100-YEAR
75
70 . Rainfall=8.11"
65 Runoff Area=8.710 ac
60
55 Runoff Volume=4.497 of
50
Runoff Depth>6.20"
' 45
40 Tc=10.0 min
35 CN=84
' 30
15
10
5
' 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140
Time (hours)
Sed Basin Models Type 11 24-hr 100-YEAR Rainfall=8.11 "
Prepared by McKim & Creed Printed 10/7/2010
H droCAD®9 10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 32
Pond 4P: Permanent Basin #4
Hyd rog ra ph
¦ Inflow
79.44 cfs Outflow
Inflow Area =9.280 ac ® Primary
85 Secondary
80 Peak Elev=162.68'
70 Storage=100,870 cf
75
l+l.?
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
Sed Basin Models Type// 24-hr 100-YEAR Rainfall=8.11"
' Prepared by McKim & Creed Printed 10/7/2010
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 28
' Summary for Subcatchment 5S: Perm Basin #8 watershed
Runoff = 30.27 cfs @ 12.01 hrs, Volume= 1.738 af, Depth> 6.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-YEAR Rainfall=8.11"
Area (ac) CN Description
3.430 83
3.430 100.00% Pervious Area
' Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
' 10.0 Direct Entry,
Subcatchment 5S: Perm Basin #8 watershed
' Hydrograph
¦ Runoff
32 30.27 cfs
30 Type 1124-hr 100-YEAR
26. Rainfa11=8.11"
24 Runoff Area=3.430 ac
22- Runoff Volume=1.738 of
' 1
8
20
,8 Runoff Depth>6.08"
16 Tc=10.0 min
14
' 1o CN=83
LAPF -M
10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 ) 85 90 95 100 105 110 115 120 125 130 135 140
' 0 5
Time (hours)
Sed Basin Models Type// 24-hr 100-YEAR Rainfall=8.11 "
' Prepared by McKim & Creed Printed 10/7/2010
HydroCAD®910 s/n 04927 02010 HydroCAD Software Solutions LLC Page 33
Summary for Pond 6P: Permanent Basin #8
[82] Warning: Early inflow requires earlier time span
Inflow Area = 3.430 ac, 0.00% Impervious, Inflow Depth > 6.08" for 100-YEAR event
Inflow = 30.27 cfs @ 12.01 hrs, Volume= 1.738 of
Outflow = 8.59 cfs @ 12.22 hrs, Volume= 1.738 af, Atten= 72%, Lag= 12.4 min
Primary = 8.48 cfs @ 12.22 hrs, Volume= 0.744 of
Secondary = 0.11 cfs @ 7.25 hrs, Volume= 0.994 of
' Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 182.36' @ 12.22 hrs Surf.Area= 9,286 sf Storage= 39,353 cf
Plug-Flow detention time= 1,675.9 min calculated for 1.737 of (100% of inflow)
I' Center-of-Mass det. time= 1,677.2 min ( 2,473.1 - 795.9 )
Volume Invert Avail.Storage Storage Description
#1 177.00' 55,639 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq-ft) (cubic-feet) (cubic-feet)
177.00 5,518 0 0
178.00 6,166 5,842 5,842
179.00 6,839 6,503 12,345
180.00 7,536 7,188 19,532
181.00 8,260 7,898 27,430
182.00 9,008 8,634 36,064
' 183.00 9,781 9,395 45,459
184.00 10,580 10,181 55,639
' Device Routing Invert Outlet Devices
#1 Primary 178.00' 15.0" Round Culvert L= 30.0' Ke= 0.500
Inlet / Outlet Invert= 178.00'/ 175.50' S= 0.08337' Cc= 0.900
n= 0.013
#2 Device 1 182.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 177.00' 0.11 cfs Exfiltration at all elevations
Primary OutFlow Max=8.16 cfs @ 12.22 hrs HW=182.35' (Free Discharge)
L1=Culvert (Passes 8.16 cfs of 11.41 cfs potential flow)
L2=Orifice/Grate (Weir Controls 8.16 cfs @ 1.94 fps)
Secondary OutFlow Max=0.11 cfs @ 7.25 hrs HW=177.07' (Free Discharge)
L3=Exfiltration (Exfiltration Controls 0.11 cfs)
Sed Basin Models Type // 24-hr 100-YEAR Rainfall=8.11 "
Prepared by McKim & Creed Printed 10/7/2010
HydroCADO 9.10 s/n 04927 © 2010 HydrOCAD Software Solutions LLC Page 34
Pond 6P: Permanent Basin #8
Hydrograph
30
28
26
24
22 .
N 20
18
c 16
v 14 8.59
12- 8.48 cf!
10
8 '
6

c
InfIOW Area Inflow
Outflow

® Primary
® Secondary
Peak Elev=182.36'
Storage=39,353 cf
0
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
FAIRCLOTH SKIMMER
SIZING GUIDELINES
1

1

? FAIRCLOTH SKIMMER
? SIZING GUIDELINES
1

Determining the Skimmer Size
and the Required Orifice
for the
Fairc%th Skimmer®S u rface Drain
¦ November 2007
Important note: The orifice sizing chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to our skimmers. It will give the wrong size orifice
and not specify which size skimmer is required. Please use the
' information below to choose the size skimmer required for the basin
volume provided and determine the orifice size required for the drawdown
time, typically 4-7 days in Pennsylvania and 3 days in North Carolina.
' The size of a Faircloth Skimmer® for example a 4" skimmer, refers to the maximum diameter of
the skimmer inlet. The inlet on each of the 8 sizes offered can be reduced to adjust the flow rate
' by cutting a hole or orifice in a plug using an adjustable cutter (both supplied).
Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize" the skimmer for the
' basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.
' Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. It is also helpful to give the basin volume in case there are questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
' The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
' Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements, which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
' For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example: A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume is 39,000 cubic feet and it must be drained in 3 days. The 3"
' skimmer is too small; a 4" skimmer has enough capacity but it is too large, so the inlet will need
November 6, 2007 1
to be reduced using step 2 to adjust the flow rate for the basin's volume. (It needs a 3.2"
diameter orifice.)
1%" skimmer: 1,728 cubic feet in 24 hours 6,912 cubic feet in 4 days
with a 1Y2" head 3,456 cubic feet in 2 days 12,096 cubic feet in 7 days
5,184 cubic feet in 3 days
2" skimmer: 3,283 cubic feet in 24 hours 13,132 cubic feet in 4 days
with a 2" head 6,566 cubic feet in 2 days 22,982 cubic feet in 7 days
9,849 cubic feet in 3 days
2%" skimmer: 6,234 cubic feet in 24 hours 24,936 cubic feet in 4 days
with a 2.5" head 12,468 cubic feet in 2 days 43,638 cubic feet in 7 days
Revised 11-6-07 18,702 cubic feet in 3 days
3" skimmer: 9,774 cubic feet in 24 hours 39,096 cubic feet in 4 days
with a 3" head 19,547 cubic feet in 2 days 68,415 cubic feet in 7 days
29,322 cubic feet in 3 days
4" skimmer: 20,109 cubic feet in 24 hours 80,436 cubic feet in 4 days
with a 4" head 40,218 cubic feet in 2 days 140,763 cubic feet in 7 days
Revised 11-6-07 60,327 cubic feet in 3 days
5" skimmer: 32,832 cubic feet in 24 hours 131,328 cubic feet in 4 days
with a 4" head 65,664 cubic feet in 2 days 229,824 cubic feet in 7 days
98,496 cubic feet in 3 days
6" skimmer: 51,840 cubic feet in 24 hours 207,360 cubic feet in 4 days
with a 5" head 103,680 cubic feet in 2 days 362,880 cubic feet in 7 days
155,520 cubic feet in 3 days
8" skimmer: 97,97 8 cubic feet in 24 hours 391,912 cubic feet in 4 days
with a 6" head 195,956 cubic feet in 2 days 685,846 cubic feet in 7 days
CUSTOM 293,934 cubic feet in 3 days
MADE BY ORDER CALL!
Determining the Orifice
Step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
number of days to drain the basin, simply use the formula volume _ factor (from the chart
below) for the same size skimmer chosen in the first step and the same number of days. This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
= n r2 and solving for r, r = (Area / 3.14) The supplied cutter can be adjusted to this radius to
cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again, this step is not always necessary as explained above.
An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flow for the
volume and draw down time. C = 0.59 is used in this chart.
Example: A 4" skimmer is the smallest skimmer that will drain 39,000 cubic feet in 3 days but a
4" inlet will drain the basin too fast (in 1.9 days) To determine the orifice required use the factor
of 4,803 from the chart below for a 4" skimmer and a drawdown time of 3 days. 39,000 cubic
November 6, 2007 2
' feet _ 4,803 = 8.12 square inches of orifice required. Calculate the orifice radius using Area =
r2 and solving for r, r = 4(8.12/3.14) and r = 1.61". As a practical matter 1.6" is about as close
' as the cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
for that skimmer and for the drawdown times shown) for determining the orifice radius for a
basin's volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1).
1%" skimmer: 960 to drain in 24 hours 3,840 to drain in 4 days
1,920 to drain in 2 days 6,720 to drain in 7 days
2,880 to drain in 3 days
2" skimmer: 1,123 to drain in 24 hours 4,492 to drain in 4 days
2,246 to drain in 2 days 7,861 to drain in 7 days
3,369 to drain in 3 days
2%" skimmer: 1,270 to drain in 24 hours 5,080 to drain in 4 days
Revised 11-6-07 2,540 to drain in 2 days 8,890 to drain in 7 days
3,810 to drain in 3 days
3" skimmer: 1,382 to drain in 24 hours 5,528 to drain in 4 days
2,765 to drain in 2 days 9,677 to drain in 7 days
4,146 to drain in 3 days
4" skimmer: 1,601 to drain in 24 hours 6,404 to drain in 4 days
Revised 11-6-07 3,202 to drain in 2 days 11,207 to drain in 7 days
4,803 to drain in 3 days
5" skimmer: 1,642 to drain in 24 hours 6,568 to drain in 4 days
3,283 to drain in 2 days 11,491 to drain in 7 days
4,926 to drain in 3 days
6" skimmer: 1,814 to drain in 24 hours 7,256 to drain in 4 days
3,628 to drain in 2 days 12,701 to drain in 7 days
5,442 to drain in 3 days
8" skimmer: 1,987 to drain in 24 hours 7,948 to drain in 4 days
3,974 to drain in 2 days 13,909 to drain in 7 days
5,961 to drain in 3 days
' J. W. Faircloth & Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
Hillsborough, North Carolina 27278
Telephone [phone] FAX [phone]
FairclothSkimmer.com [e-mail]
Orifice sizing Revised 2-2-01; 3-3-05; 2-1-07; 11-6-07
November 6, 2007
3

1

SCOUR HOLE SIZING
GUIDELINES

1
1
1
1

11.13-10 Storm Drainage Systems
OUTLET PROTECTION
OUTLET VELOCITY > 4.27 meters/sec or Length of Apron exceeds limits shown on
Tables 11-12 and 11-13
Preformed Scour Hole
PIPE DIAMETER OR SPAN mm
(See Figure 11-15) 300 375 450 600 750 900 1050 1200 1350 1500

Type 1
B 1.5 1.9 2.3 3.0 3.8 4.6 5.3 6.1 6.9 7.6
C 1.8 2.3 2.7 3.7 4.6 5.5 6.4 7.3 8.2 9.1
d Depends on riprap type (see Figure 11-15)
2SP 0.6 0.8 1.0 1.2 1.6 1.8 2.2 2.4 2.8 3.0
F=0.5SP 0.2 0.2 0.2 0.3 0.4 0.5 0.5 0.6 0.7 0.8
3SP 0.9 1.2 1.5 1.8 2.4 2.7 3.3 3.6 4.2 4.5
Type 2
B 2.4 3.0 3.7 4.9 6.1 7.3 8.5 9.8 11.0 12.2
C 2.7 3.4 4.1 5.5 6.9 8.2 9.6 11.0 12.3 13.7
d Depends on riprap type (see Figure 11-15)
2SP 0.6 0.8 1.0 1.2 1.6 1.8 2.2 2.4 2.8 3.0
F = SP 0.3 0.4 0.5 0.6 0.8 0.9 1.1 1.2 1.4 1.5
3SP 0.9 1.2 1.5 1.8 2.4 2.7 3.3 3.6 4.2 4.5
Table 11-14 - Dimensions of Preformed Scour Hole (Meters)
ConnDOT Drainage Manual
May 2002
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Storm Drainage Systems 11.13-19
C1
Sp
\?
Culvert End
Rp _ ._.._.._.._.._.._.._.._...._.._.._r_.._.._..?.
PLAN VIEW
A
A

--.i
1
3 3
F 1F
f. o
0.3 m (1 ft.) for reinforced r?
concrete culvert end
150 mm (6 in.) granular fill for-/
modified4ntermediate riprap and
300 mm (12 in.) for standard riprap
Geotextile (separation) should field
condition warrant
SECTION A-A
LEGEND

SIP _ Max. inside pipe span (non-circular sections)
Inside pipe diameter (circular sections)

R P
- Max. inside pipe rise (non-circular sections)
Inside pipe diameter (circular sections)
300 mm (12 in.) Modified Riprap
d 1
450 mm (18 in.) Intermediate Riprap
900 mm (36 in.) Standard Riprap
Type 1 F = 0.5 RID
Type 2 F = Rp
C = 3S p+ 6F
B = 2Sp + 6F
Figure 11-15 Preformed Scour Hole Type 1 and Type 2
May 2002
ConnDOT Drainage Manual
L O?O? W ATF9OG
A y 9
> r
NCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
1. PROJECT INFORMATION
Project name Cat Test Area
Contact name Grant M. Livengood
Phone number 919-233-8091
Date October 7, 2010
Drainage area number #2 - Sediment Basin #2
II. DESIGN INFORMA710N
The purpose of the LS-VFS Other: Explained below
Stormwater enters LS-VFS from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above To remove additional sediment downstream of permanent basins. To provide nutrient removal
before water enters riparian buffers.
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area 379,407 ft2
Impervious surface area 163,786 ftz
Percent impervious 43.17 %
Rational C coefficient 0.67
Peak flow from the 1 in/hr storm 5.84 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 43.07 cfs
Design storm 10-year storm
Maximum amount of flow directed to the LS-VFS 0.38 cfs
Is a flow bypass system going to be used? Y (Y or
Explanation of any "Other" responses above Water enters from a permanent sediment basin where it is discharged from a 5 skimmer at a
constant flow rate of 0.38 cfs.
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10-year storm
Maximum capacity of a 100-foot long LS-VFS
Peak flow directed to the LS-VFS
Is a flow bypass system going to be used?
Pick one:
cfs
cfs Do not complete this section of the form.
10 cfs
cfs Do not complete this section of the form.
(Y or N)
Do not complete this section of the form.
Explanation of any "Other" responses above
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 1 of 3
LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
345 sq ft Forebay is adequately sized.
24 in Depth is appropriate.
6 in Depth is appropriate.
10 ftlcfs
4 ft Ten feet is the minimum level spreader length.
50 ft
30 ft
177.25 fmsl
175.75 fmsl
5.00 %
N (Y or N) OK
N (Y or N)
Y (Y or N)
N (Y or N)
2.00 ft
14.00 ft
0.00 ft
NIA ft
0.00 ft/sec
Pick one: R I PRAP
N (Y or N)
Y (Y or N)
Based on the model, the 10-year storm will not enact the spillway, thus no flow should reach
the bypass except for on larger storms.
1 B 1
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 2 of 3
R-
Ill. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Initials Page or plan sheet number and any notes:
A C1201-C1203 7
I
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (08M) agreement.
GCA [-C5103
GCA [---C5103
N/A
Ul-H Construction sequence on sheet C1201
describes
devices.
k__ --
N/A
timing for installing LS/VFS 11
GCA CALCULATION
GCA r Included in
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 3 of 3
?m o?pF W AT F9pv
r. ?

NCDENR
> ti
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
L PROJECT INFORMATION
Project name Cat Test Area
Contact name Grant M. Livengood
Phone number 919-233-8091
Date October 7, 2010
Drainage area number #4 - Sediment Basin #4
fl. DESIGN INFORMATION
The purpose of the LS-VFS Other: Explained below
Stormwater enters LS-VFS from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above To remove additional sediment downstream of permanent basins. To provide nutrient removal
before water enters riparian buffers.
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area 404,237 ft2
Impervious surface area 110,207 fiz
Percent impervious 27.26 %
Rational C coefficient 0.61
Peak flow from the 1 in/hr storm 5.66 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 41.78 cfs
Design storm 10-year storm
Maximum amount of flow directed to the LS-VFS 0.38 cfs
Is a flow bypass system going to be used? Y (Y or N)
Explanation of any "Other" responses above Water enters from a permanent sediment basin where it is discharged from a 5" skimmer at a
constant flow rate of 0.38 cfs.
If Stormwater Enters the LS-VFS from a BMP
Type of BMP
Peak discharge from the BMP during the design storm
Peak discharge from the BMP during the 10-year storm
Maximum capacity of a 100-foot long LS-VFS
Peak flow directed to the LS-VFS
Is a flow bypass system going to be used?
Pick one:
cfs
cfs Do not complete this section of the form.
10 cfs
cfs Do not complete this section of the form.
(Y or N)
Do not complete this section of the form.
Explanation of any "Other' responses above
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 1 of 3
LS-VFS Design
Forebay surface area 250 sq ft Forebay is adequately sized.
Depth of forebay at stormwater entry point 24 in Depth is appropriate.
Depth of forebay at stormwater exit point 6 in Depth is appropriate.
Feet of level lip needed per cfs 10 fdcfs
Computed minimum length of the level lip needed 4 ft Ten feet is the minimum level spreader length.
Length of level lip provided 50 ft
Width of VFS 30 ft
Elevation at downslope base of level lip 158.25 fmsl
Elevation at the end of the VFS that is farthest from the LS 157.50 fmsl
Slope (from level lip to the end of the VFS) 2.50 %
Are any draws present in the VFS? N (Y or N) OK
Is there a collector swale at the end of the VFS? N (Y or N)
Bypass System Design (if applicable)
Is a bypass system provided? Y (Y or N)
Is there an engineered flow splitting device? N (Y or N)
Dimensions of the channel (see diagram below):
M 3.00 ft
B 3.00 ft
W 14.00 ft
y (flow depth for 10-year storm) 0.00 ft
freeboard (during the 10-year storm) NIA ft
Peak velocity in the channel during the 10-yr storm 0.00 fUsec
Channel lining material Pick one: RI PRAP
Does the bypass discharge through a wetland? N (Y or N)
Does the channel enter the stream at an angle? Y (Y or N)
Explanation of any "Other" responses above bypass. Riprap will be used as the bypass swale travels through a wooded buffer where grass
is ,n['Lal,, 4n nm%u

B
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 2 of 3
Ill. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item:
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Initials Page or plan sheet number and any notes:
GCA ri9ni-rign-A
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
GCA C5103
GCA 1 C5103
N/A
GCA k oristruction sequence on sheet C1201?
,describes timing fo
for
!devices.
N/A
GCA Calculation
installing LS/VFS '!.
booklet
GCA Included in package
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 3 of 3
YI.FIWA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER - VEGETATED FILTER STRIP (LS-VFS) SUPPLEMENT
This form must be completely filled out, printed, initialed, and submitted.
O?QF WAIF, O
0Nii? -c
!. PROJECT INFORMATION
Project name Cat Test Area
Contact name Grant M. Livengood
Phone number 919-233-8091
Date October 7, 2010
Drainage area number #8 - Sediment Basin #8
111. DESIGN INFARM T10N
The purpose of the LS-VFS Other: Explained below
Stormwater enters LS-VFS from The drainage area
Type of VFS Engineered filter strip (graded & sodded, slope < 8%)
Explanation of any "Other" responses above To remove additional sediment downstream of permanent basins. To provide nutrient removal
before water enters riparian buffers.
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area 149,410 ft2
Impervious surface area 121,096 fts
Percent impervious 81.05 %
Rational C coefficient 0.66
Peak flow from the 1 in/hr storm 2.26 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 16.71 cfs
Design storm 10-year storm
Maximum amount of flow directed to the LS-VFS 0.11 cfs
Is a flow bypass system going to be used? Y (Y or N)
Explanation of any "Other' responses above Water enters from a permanent sediment basin where it is discharged from a 3" skimmer at a
constant flow rate of 0.11 cfs.
If Stormwater Enters the LS-VFS from a BMP Do not complete this section of the form.
Type of BMP Pick one:
Peak discharge from the BMP during the design storm cfs
Peak discharge from the BMP during the 10-year storm cfs Do not complete this section of the form.
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N)
Explanation of any "Other" responses above
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 1 of 3
LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
250 sq ft Forebay is adequately sized.
24 in Depth is appropriate.
6 in Depth is appropriate.
10 fUcfs
1 ft Ten feet is the minimum level spreader length.
50 ft
30 ft
158.25 fmsl
157.50 fmsl
2.50 %
N (Y or N) OK
N (Y or N)
Y (Y or N)
N (Y or N)
3.00 ft
14.00 ft
0.00 ft
NIA ft
0.00 fUsec
Pick one: RI PRAP
N (Y or N)
Y (Y or N)
bypass. Riprap will be used as the bypass swale travels through a wooded buffer where grass
?V

l B 1
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 2 of 3
III. REQUIRED ITEMS CHECKLIST
EDIT Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will result
in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to indicate the following
design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a requirement has not been met, attach
justification.
Requried Item: Initials
1. Plans (1" - 50' or larger) of the entire site showing: GCA
- Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
2. Plan details (1" = 30' or larger) for the level spreader showing: GCA
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing: GCA
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable).
5. A construction sequence that shows how the level spreader will be protected from GCA
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations. GCA
8. A copy of the signed and notarized operation and maintenance (0&M) agreement. GCA
Page or plan sheet number and any notes:
C1201-C1203
i

C5103
C5103
i

i
i
N/A
I

Construction sequence on sheet C1201
describes timing for installing LS/VFS
devices.
N/A
r Calculation booklet
Included in package
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 3 of 3
C ATERPILLAR
Extended Sediment Basin Operation and Maintenance Agreement
Caterpillar, Inc. will keep a maintenance record on this Basin. This maintenance record
will be kept in a log in a known set location. Any deficient items noted in this inspection
will be corrected, repaired or replaced immediately. These deficiencies can affect the
integrity of structures and safety of the public.
The extended sediment basin is defined only as the sediment basin including upstream
pretreatment vegetative filter strip devices and the downstream level spreader/
vegetative filter strips.
Important maintenance procedures:
Immediately after the basin is established, the plants on all slopes should be
watered twice weekly if needed, until the plants become established (commonly
six weeks).
No portion of the basin should be fertilized after the first initial fertilization that
is required to establish the plants on slopes.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the amenity pond.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a geotechnical engineer should inspect the embankment.
After the extended sediment basin is established, it should be inspected once a month
and within 24 hours after every storm event greater than 1.0 inches. Records of
operation and maintenance should be kept in a known set location and must be
available upon request.
Basin element Potential Problem How I will remediate the problem:
The entire basin Trash/debris is resent Remove the trash/debris.
The perimeter of the basin Areas of bare soil and/or erosive Regrade the soil if necessary to
gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Basin element Potential Problem How I will remediate the problem:
The inlet device: pipe or swale Erosion is occurring at inlets Regrade if necessary to smooth earth
and provide erosion control devices
such as reinforced turf matting or
riprap to avoid future problems with
erosion.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Main basin body Sediment has accumulated in the Search for the source of the sediment
bottom of the basin to be 50% or and remedy the problem if possible.
more of the basin volume or Remove the sediment and dispose of
every 4 months, whichever it in a location where it will not
occurs first. cause impacts to streams or the
basin.
Erosion has occurred Provide additional erosion protection
such as reinforced turf matting or rip
rap if needed to prevent future
erosion problems
Weeds are present Remove weeds, preferably by hand.
If pesticide is used, wipe it on the
plants rather than spraying.
Algal growth covers over 50% of Consult a professional to remove and
the area. control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of the with pesticide (do not spray).
basin surface
The embankment Shrubs have begun to grow Remove shrubs immediately
Evidence of muskrat or beaver Use traps to remove muskrats and
activity is present. consult a professional to remove
beavers.
A tree has started to grow on the Consult a dam safety specialist to
embankment remove the tree.
Annual inspection by an Make all needed repairs.
appropriate professional shows
that the embankment needs re air
The outlet device Clogging has occurred. Clean out Dispose
the outlet device. of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of damage Contact the local NC Division of
have occurred at the pond outlet Water Quality Regional Office, or
the 401 Oversight Unit at 919-733-
1786
Sediment shall be removed and disposed of from the basin when the accumulation
reaches 50% of the total basin volume or every 4 months, whichever occurs first.
Owner shall coordinate with the Raleigh Regional Office of NCDENR -Division of
Water Quality to meet the requirements regarding the turbidity of the basin.
For the endurance field areas, the owner shall provide the following measures at the
completion of each testing period:
1. Backfill all open holes and grade field back to its original grade per site plan.
2. Clean any silt from perimeter drainage ditches around field.
3. Scarify or disk the entire surface of the field in a pattern perpendicular to the natural
slope.
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Caterpillar Test Area - Phase 2A
Basin ID: Permanent Sediment Basin #8
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association, unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this day of
, and acknowledge the due execution of the forgoing pond
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/ debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
(if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Caterpillar Test Area - Phase 2A
BMP drainage area number:#8 - LS/VFS #8
Print name:
Title:
Address:
Phone:
Signature:-
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,
a Notary Public for the State of
, County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
CATERPILLAR
Extended Sediment Basin Operation and Maintenance Agreement
Caterpillar, Inc. will keep a maintenance record on this Basin. This maintenance record
will be kept in a log in a known set location. Any deficient items noted in this inspection
will be corrected, repaired or replaced immediately. These deficiencies can affect the
integrity of structures and safety of the public.
The extended sediment basin is defined only as the sediment basin including upstream
pretreatment vegetative filter strip devices and the downstream level spreader/
vegetative filter strips.
Important maintenance procedures:
- Immediately after the basin is established, the plants on all slopes should be
watered twice weekly if needed, until the plants become established (commonly
six weeks).
- No portion of the basin should be fertilized after the first initial fertilization that
is required to establish the plants on slopes.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the amenity pond.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
Once a year, a geotechnical engineer should inspect the embankment.
After the extended sediment basin is established, it should be inspected once a month
and within 24 hours after every storm event greater than 1.0 inches. Records of
operation and maintenance should be kept in a known set location and must be
available upon request.
Basin element Potential Problem How I will remediate the problem:
The entire basin Trash/debris is resent Remove the trash/debris.
The perimeter of the basin Areas of bare soil and/or erosive Regrade the soil if necessary to
gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximatel six inches.
Basin element Potential Problem How I will remediate the problem:
The inlet device: pipe or swale Erosion is occurring at inlets Regrade if necessary to smooth earth
and provide erosion control devices
such as reinforced turf matting or
riprap to avoid future problems with
erosion.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future roblems with erosion.
Main basin body Sediment has accumulated in the Search for the source of the sediment
bottom of the basin to be 50% or and remedy the problem if possible.
more of the basin volume or Remove the sediment and dispose of
every 4 months, whichever it in a location where it will not
occurs first. cause impacts to streams or the
basin.
Erosion has occurred Provide additional erosion protection
such as reinforced turf matting or rip
rap if needed to prevent future
erosion roblems
Weeds are present Remove weeds, preferably by hand.
If pesticide is used, wipe it on the
)ants rather than spraying.
Algal growth covers over 50% of Consult a professional to remove and
the area. control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of the with pesticide (do not spray).
basin surface
The embankment Shrubs have begun to row Remove shrubs immediate)
Evidence of muskrat or beaver Use traps to remove muskrats and
activity is present. consult a professional to remove
beavers.
A tree has started to grow on the Consult a dam safety specialist to
embankment remove the tree.
Annual inspection by an Make all needed repairs.
appropriate professional shows
that the embankment needs repair
The outlet device Clogging has occurred. Clean out Dispose
the outlet device. of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of damage Contact the local NC Division of
have occurred at the pond outlet Water Quality Regional Office, or
the 401 Oversight Unit at 919-733-
1786
Sediment shall be removed and disposed of from the basin when the accumulation
reaches 50% of the total basin volume or every 4 months, whichever occurs first.
Owner shall coordinate with the Raleigh Regional Office of NCDENR -Division of
Water Quality to meet the requirements regarding the turbidity of the basin.
For the endurance field areas, the owner shall provide the following measures at the
completion of each testing period:
1. Backfill all open holes and grade field back to its original grade per site plan.
2. Clean any silt from perimeter drainage ditches around field.
3. Scarify or disk the entire surface of the field in a pattern perpendicular to the natural
slope.
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Caterpillar Test Area - Phase 2A
Basin ID: Permanent Sediment Basin 44
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association, unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1,
County of
a Notary Public for the State of
, do hereby certify that
personally appeared before me this day of
and acknowledge the due execution of the forgoing pond
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will rernediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/ debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
(if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Caterpillar Test Area - Phase 2A
BMP drainage area number:#4 - LS/VFS #4
Print name:
Title:
Address:
Phone:
Signature:-
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,
a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this _
day of , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expire
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3

Extended Sediment Basin Operation and Maintenance Agreement
Caterpillar, Inc. will keep a maintenance record on this Basin. This maintenance record
will be kept in a log in a known set location. Any deficient items noted in this inspection
will be corrected, repaired or replaced immediately. These deficiencies can affect the
integrity of structures and safety of the public.
The extended sediment basin is defined only as the sediment basin including upstream
pretreatment vegetative filter strip devices and the downstream level spreader/
vegetative filter strips.
Important maintenance procedures:
- Immediately after the basin is established, the plants on all slopes should be
watered twice weekly if needed, until the plants become established (commonly
six weeks).
- No portion of the basin should be fertilized after the first initial fertilization that
is required to establish the plants on slopes.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the amenity pond.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a geotechnical engineer should inspect the embankment.
After the extended sediment basin is established, it should be inspected once a month
and within 24 hours after every storm event greater than 1.0 inches. Records of
operation and maintenance should be kept in a known set location and must be
available upon request.
Basin element Potential Problem How I will remediate the problem:
The entire basin Trash/debris is resent Remove the trash/debris.
The perimeter of the basin Areas of bare soil and/or erosive Regrade the soil if necessary to
gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a one-
time fertilizer application.
Vegetation is too short or too Maintain vegetation at a height of
long. a roximately six inches.
Basin element Potential Problem How I will remediate the problem:
The inlet device: pipe or swale Erosion is occurring at inlets Regrade if necessary to smooth earth
and provide erosion control devices
such as reinforced turf matting or
riprap to avoid future problems with
erosion.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Main basin body Sediment has accumulated in the Search for the source of the sediment
bottom of the basin to be 50% or and remedy the problem if possible.
more of the basin volume or Remove the sediment and dispose of
every 4 months, whichever it in a location where it will not
occurs first. cause impacts to streams or the
basin.
Erosion has occurred Provide additional erosion protection
such as reinforced turf matting or rip
rap if needed to prevent future
erosion problems
Weeds are present Remove weeds, preferably by hand.
If pesticide is used, wipe it on the
plants rather than spraying.
Algal growth covers over 50% of Consult a professional to remove and
the area. control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of the with pesticide (do not spray).
basin surface
The embankment Shrubs have begun to grow Remove shrubs immediate)
Evidence of muskrat or beaver Use traps to remove muskrats and
activity is present. consult a professional to remove
beavers.
A tree has started to grow on the Consult a dam safety specialist to
embankment remove the tree.
Annual inspection by an Make all needed repairs.
appropriate professional shows
that the embankment needs repair
The outlet device Clogging has occurred. Clean out Dispose
the outlet device. of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of damage Contact the local NC Division of
have occurred at the pond outlet Water Quality Regional Office, or
the 401 Oversight Unit at 919-733-
1786
Sediment shall be removed and disposed of from the basin when the accumulation
reaches 50% of the total basin volume or every 4 months, whichever occurs first.
Owner shall coordinate with the Raleigh Regional Office of NCDENR -Division of
Water Quality to meet the requirements regarding the turbidity of the basin.
For the endurance field areas, the owner shall provide the following measures at the
completion of each testing period:
1. Backfill all open holes and grade field back to its original grade per site plan.
2. Clean any silt from perimeter drainage ditches around field.
3. Scarify or disk the entire surface of the field in a pattern perpendicular to the natural
slope.
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Caterpillar Test Area - Phase 2A
Basin ID: Permanent Sediment Basin #2
Print name:
Title:
Address:
Phone:
Signature:
Date:
Note: The legally responsible party should not be a homeowners association, unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I,
County of
a Notary Public for the State of
, do hereby certify that
personally appeared before me this day of
and acknowledge the due execution of the forgoing pond
maintenance requirements. Witness my hand and official seal,
SEAL
My commission expires
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire filter strip Trash/debris is present. Remove the trash/debris.
system
The flow splitter device The flow splitter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMP element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Caterpillar Test Area - Phase 2A
BMP drainage area number:#2 - LS/VFS #2
Print name:
Title:
Address:
Phone:
Signature:-
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires,
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3