20090566 Ver 2_Stormwater Info_20100913

44
vM`HII"t&cREED
TO: NCDENR - DWQ
2321 Crabtree Boulevard
Raleigh, NC 27699
ATTENTION: Ms. Annette Lucas
oq-bs6(.
LETTER OF TRANSMITTAL
DATE: Sept 10, 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

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REMARKS: Annette,
Vi+ETLq'VD ?S TER QUALITY
OftiMr;qER @RMCH
Please find the attached submittal for Phase 2A of the CAT Core PDC Test Area. We are
submitting the project as a low density modification. I know we have had discussions about
the test area. Caterpillar has split the project into phases and this will be the first phase
followed by Phase 2B which includes the endurance. Caterpillar would like to set up a
meeting with appropriate NCDENR representatives, on site, to better explain what the test
area will involve and more specifics to assist in further review of the project. I would like to
coordinate setting up the meeting as soon as possible, so please contact me and I will work
on a date and time that works for everyone. Thanks again.
1730 Varsity Dr., Suite 500, Raleigh, NC 27606 919/233-8091 Fax [phone]
Cc: McKIM & CREED, PA
Signed
Grant Livengood, PE
oq - 056 401 SUPPLEMENTAL STORMWATER NARRATIVE &
SUPPORTING CALCULATIONS
? 1 1
September 10, 2010
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CATERPILLAR CORE PRODUCT DEVELOPMENT CENTER
TEST AREA - PHASE 2A
Clayton, Johnston County, North Carolina
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

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 2.
' 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)
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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:
CeC - Cecil sandy loam at 6 to 10% slopes
CeB - Cecil sandy loam at 2 to 6% slopes
PaD - Pacolet loam at 10 to 15%
PaE - Pacolet loam at 15 to 25%
Ud - Urdorthents loamy
Wt - Wahadkee loam frequently flooded

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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
designed for the 25-year storm event, as was approved for the phase 1 areas.
Vegetated conveyances will be used where feasible within the site. Pipes will be used to get
water under roads and over large elevation changes.
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
IMPERVIOUS AREA BREAKDOWN
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 im ervious % 12.53%
1

Trap. Swale #1 -Permanent Liner
' ecf' Description
Pr
o}
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
' Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.03600 ft/ft
Left Side Slope 2.00 ft/ft (H:V)
' Right Side Slope 2.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 4.39 ft3/s
' R
lts
esu
Normal Depth 0.39 ft
' Flow Area 1.07 ft'
Wetted Perimeter 3.73 ft
' Hydraulic Radius
Top Width 0.29 ft
3.55 ft
Critical Depth 0.45 ft
Critical Slope
Velocity 0.02010 ft/ft
4.09 ft/s <5.5 fUs permissible for slopes 0-5%
Velocity Head 0.26 ft
Specific Energy 0.65 ft
' Froude Number 1.31
Flow Type Supercritical
' GVF Input Data
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 Ws
Upstream Velocity Infinity fUs
Normal Depth 0.39 ft
' Critical Depth 0.45 ft
Channel Slope 0.03600 ft/ft

Bentley Systems, Inc. H aestad Methods SoEMiWe$FftwMaster V8i (SELECTseries 1) [08.11.01.03]
9110/2010 8:13:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

Trap. Swale #1 - Permanent Liner
' GVF Output Data
Critical Slope

0.02010 ft /ft
Bentley Systems, Inc. Haestad Methods SoBBi tle¢FidwMaster V8i (SELECTseries 1) [08.11.01.03]
9/10/2010 8:13:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 2 of 2

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Trap. Swale #2 - Permanent Liner
' Project Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data

' Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.07900 ft /ft
Left Side Slope 2.00 ft/ft (H:V)
' Right Side Slope 2.00 ft/ft (H:V)
Bottom Width 4.00 ft
Discharge 1.60 W/s
' Results
Normal Depth 0.12 ft
' Flow Area 0.50 ft2
Wetted Perimeter 4.53 ft
Hydraulic Radius 0.11 ft
' Top Width 4.47 ft
Critical Depth 0.17 ft
Critical Slope 0.02501 ft/ft
' Velocity 3.20 ft/s <5.0 ft/s permissible for slopes 5-101/10
Velocity Head 0.16 ft
Specific Energy 0.28 ft
' Froude Number 1.69
Flow Type Supercritical
' GVF Input Data
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 0.12 ft
' Critical Depth 0.17 ft
Channel Slope 0.07900 ft/ft
' 1
03
.
]
Bentley Systems, Inc. Haestad Methods SoIbAkWq d6srMaster V81 (SELECTseries 1) (08.11.0
9/10/2010 8:13:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

Trap. Swale #2 - Permanent Liner
' GVF Output Data
Critical Slope

0.02501 fl/ft
Bentley Systems, Inc. Haestad Methods SoB61104FiksrMaster V8i (SELECTseries 1) (08.11.01.03]
9/10/2010 8:13:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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Trap. Swale #3 - Permanent Liner
' Project' Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
' Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.06800 ft/ft
Left Side Slope 2.00 ft /ft (H:V)
' Right Side Slope 4.00 ft/ft (H:V)
Bottom Width 4.00 ft
Discharge 2.51 W/s
' Results
Normal Depth 0.16 ft
' Flow Area 0.71 ft2
Wetted Perimeter 5.01 ft
Hydraulic Radius 0.14 ft
' Top Width 4.96 ft
Critical Depth 0.22 ft
Critical Slope 0.02323 ft/ft
' Velocity 3.52 ft/s <5.0 Ws permissible for slopes 5-10%
Velocity Head 0.19 ft
Specific Energy 0.35 ft
' Froude Number 1.64
Flow Type Supercritical
' GVF Input Data
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 Ws
Upstream Velocity Infinity ft/s
Normal Depth 0.16 ft
' Critical Depth 0.22 ft
Channel Slope 0.06800 ft/ft
'
Bentley Systems, Inc. Haestad Methods So®1icde4£rl6srMaster V8i (SELECTseries 1) [08.11.01.03]
9/10/2010 8:14:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

Trap. Swale #3 - Permanent Liner
' GV'F-O*Ut Dada
Critical Slope 0.02323 ft/ft

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Bentley Systems, Inc. Haestad Methods So®lidAeQiil6srMaster V8i (SELECTseries 1) (08.11.01.03]
9/10/2010 8:14:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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Trap. Swale #4A - Permanent Liner

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.00900 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 5.00 ft
Discharge 2.21 ft3/s
Results
Normal Depth 0.24 ft
Flow Area 1.34 f12
Wetted Perimeter 6.49 ft
Hydraulic Radius 0.21 ft
Top Width 6.41 ft
Critical Depth 0.18 ft
Critical Slope 0.02444 ft/ft
Velocity 1.64 ft/s <5.5 ft/s permissible for slopes 0-5%
Velocity Head 0.04 ft
Specific Energy 0.28 ft
Froude Number 0.63
Flow Type Subcritical
GVF`Input Data
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 0.24 ft
Critical Depth 0.18 ft
Channel Slope 0.00900 ft/ft
Bentley Systems, Inc. Haestad Methods SoOlislilloq i6srMaster V8i (SELECTseries 1) [08.11.01.03]
9110/2010 8:14:57 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Trap. Swale #4A - Permanent Liner
' VF Output Daft
Critical Slope 0.02444 ft/ft

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Bentley Systems, Inc. Haestad Methods Soetkb e4~Master V8i (SELECTseries 1) (08.11.01.03]
9/1012010 8:14:57 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

F

Trap. Swale #4B - Permanent Liner
' Project Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
Roughness Coefficient 0.030 Tall Fescue
' Channel Slope 0.02700 ft/ft
Left Side Slope 2.50 ft/ft (H:V)
' Right Side Slope 2.50 ft/ft (H:V)
Bottom Width 4.50 ft
Discharge 4.39 ft3/s
' Results
Normal Depth 0.27 ft
' Flow Area 1.41 ft2
Wetted Perimeter 5.97 ft
Hydraulic Radius 0.24 ft
t Top Width 5.86 ft
Critical Depth 0.29 ft
Critical Slope 0.02116 ft/ft
' Velocity 3.11 ft/s <5.5 fUs permissible for slopes 0-5%
Velocity Head 0.15 ft
Specific Energy 0.42 ft
Froude Number 1.12
Flow Type Supercritical
' GVF Input Data
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 0.27 ft
' Critical Depth 0.29 ft
Channel Slope 0.02700 ft /ft
'
Bentley Systems, Inc. Haestad Methods SoBAidte¢Eide+Master V8i (SELECTseries 1) (08.11.01.03]
9/10/2010 8:29:49 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Trap. Swale #46 - Permanent Liner
' GVF Output Data
Critical Slope
0.02116 ft/ft
1 Bentley Systems, Inc. Haestad Methods SoBAi kie$flidwMaster V8i (SELECTseries 1) (08.11.01.03]
9/10/2010 8:29:49 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Trap. Swale #5A - Permanent Liner
' Project Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
Roughness Coefficient 0.030 Tall Fescue
' Channel Slope 0.02300 ft/ft
Left Side Slope 10.00 ft/ft (H:V)
Right Side Slope 10.00 ft/ft (H:V)
' Bottom Width 9.00 ft
Discharge 10.74 ft3/s
' Results
Normal Depth 0.31 ft
' Flow Area 3.68 ft2
Wetted Perimeter 15.13 ft
Hydraulic Radius 0.24 ft
' Top Width 15.10 ft
Critical Depth 0.31 ft
Critical Slope 0.02090 ft/ft
' Velocity 2.92 ft/s <5.5 ft/s permissible for slopes 0-5%
Velocity Head 0.13 ft
Specific Energy 0.44 ft
Froude Number 1.04
Flow Type Supercritical

' GVF Input Data
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 0.31 ft
' Critical Depth 0.31 ft
Channel Slope 0.02300 ft/ft
0
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Bentley Systems, Inc. Haestad Methods SoBlistle4FiibsrMaster V8i (SELECTseries 1) [
9110/2010 8:30:30 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1.203-755-1666 Page 1 of 2

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Trap. Swale #5A - Permanent Liner
' GVF Output QAta
Critical Slope

r
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L

L
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0.02090 ft/ft
Bentley Systems, Inc. Haestad Methods SoBlkieQd'i16srMaster V81 (SELECTseries 1) [08.11.01.03]
9/10/2010 8:30:30 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 2 of 2
Trap. Swale #5B - Permanent Liner

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.03900 ft/ft
Left Side Slope 10.00 ft/ft (H:V)
Right Side Slope 10.00 ft/ft (H:V)
Bottom Width 9.00 ft
Discharge 47.56 ft3/s
Results
Normal Depth 0.59 ft
Flow Area 8.69 ftz
Wetted Perimeter 20.76 ft
Hydraulic Radius 0.42 ft
Top Width 20.70 ft
Critical Depth 0.73 ft
Critical Slope 0.01656 ft/ft
Velocity 5.47 ft/s <5.5 ft/s permissible for slopes 0-5%
Velocity Head 0.47 ft
Specific Energy 1.05 ft
Froude Number 1.49
Flow Type Supercritical
GVF Input Data
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 0.59 ft
Critical Depth 0.73 ft
Channel Slope 0.03900 ft/ft
Bentley Systems, Inc. Haestad Methods SoMikW 9fli wMaster V8i (SELECTseries 1) (08.11.01.03]
9/10/2010 8:16:10 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2

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Trap. Swale #5B - Permanent Liner
' GVI Gutptat Data

Critical Slope
0.01656 ft/ft
C

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Bentley Systems, Inc. Haestad Methods So®lir6Ya¢FilbsrMaster V8i (SELECTseries 1) [08.11.01.03]
9/10/2010 8:16:10 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
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Trap. Swale #6 - Permanent Liner
' Project Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
' Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.09900 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 1.62 W/s
' Results
Normal Depth 0.13 ft
' Flow Area 0.44 ftz
Wetted Perimeter 3.82 ft
Hydraulic Radius 0.11 ft
' Top Width 3.78 ft
Critical Depth 0.19 ft
Critical Slope 0.02428 ft/ft
69 ft/s <5.0 fUs permissible for slopes 5-10%
3
' Velocity .
Velocity Head 0.21 ft
Specific Energy 0.34 ft
' Froude Number 1.91
Flow Type Supercritical
' GVF Input Data
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
Critical Depth 0.13 ft
0.19 ft
Channel Slope 0.09900 ft/ft
' 3
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Bentley Systems, Inc. Haestad Methods Sol8NdAe fil6wMaster V8i (SELECTseries 1) [08.11.01.0
9/10/2010 8:16:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

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Trap. Swale #6 - Permanent Liner
' t? Output Data
Critical Slope
C
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0.02428 ft/ft
Bentley Systems, Inc. Haestad Methods SoM*IdA QFil6erMaster V81 (SELECTseries 1) [08.11.01.03]
9/1012010 8:16:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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Trap. Swale #7 - Permanent Liner
' Project Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.04800 ft /ft
Left Side Slope 5.00 ft/ft (H:V)
' Right Side Slope 5.00 ft/ft (H:V)
Bottom Width 3.50 ft
Discharge 1.77 ft'/s
' Results
Normal Depth 0.15 ft
' Flow Area 0.64 ftz
Wetted Perimeter 5.04 ft
Hydraulic Radius 0.13 ft
' Top Width 5.01 ft
Critical Depth 0.18 ft
Critical Slope 0.02485 ft/ft
' Velocity 2.75 ft/s <5.5 Ws permissible for slopes 0-5%
Velocity Head 0.12 ft
Specific Energy 0.27 ft
' Froude Number 1.36
Flow Type Supercritical
' GVF Input Data
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 0.15 ft
' Critical Depth 0.18 ft
Channel Slope 0.04800 ft/ft
'
Bentley Systems, Inc. Haestad Methods So®*klJeq e+Master V8i (SELECTseries 1) [08.11.01.03]
9/10/2010 8:16:44 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

Trap. Swale #7 - Permanent Liner
' GVF Output Data
Critical Slope
r

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C
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0.02485 ft/ft
Bentley Systems, Inc. Haestad Methods Softifie4frlberMaster V81(SELECTseries 1) 108.11.01.031
9/1012010 8:16:44 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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Trap. Swale #8 - Permanent Liner

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data.
Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.04000 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 0.74 ft3/s
Results
Normal Depth 0.11 ft
Flow Area 0.35 ftz
Wetted Perimeter 3.68 ft
Hydraulic Radius 0.10 ft
Top Width 164 ft
Critical Depth 0.12 ft
Critical Slope 0.02795 ft/ft
Velocity 2.08 ft/s <5.5 ft/s permissible for slopes 0-5%
Velocity Head 0.07 ft
Specific Energy 0.17 ft
Froude Number 1.18
Flow Type Supercritical
GVF Input Data
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 0.11 ft
Critical Depth 0.12 ft
Channel Slope 0.04000 fUft
Bentley Systems, Inc. Haestad Methods So®iictle4£diwMaster V8i (SELECTseries 1) [08.11.01.03]
9/1012010 8:17:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Trap. Swale #8 - Permanent Liner
GVF 'O.utw Data
Critical Slope

L

1
r

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0.02795 ft /ft
Bentley Systems, Inc. Haestad Methods SoMOdiegfritwMaster V8i (SELECTseries 1) [08.11.01.03]
9/1012010 8:17:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

I
Trap. Swale #9 - Permanent Liner
' Project Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
Roughness Coefficient 0.030 Tall Fescue
' Channel Slope 0.04100 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 2.12 ft3/s
Results
Normal Depth 0.20 ft
' Flow Area 0.70 ftz
Wetted Perimeter 4.24 ft
Hydraulic Radius 0.17 ft
' Top Width 4.17 ft
Critical Depth 0.23 ft
Critical Slope 0.02318 ft/ft
5 ft/s permissible for slopes 0-50710
3
02 ft/s <5
' Velocity .
.
Velocity Head 0.14 ft
Specific Energy 0.34 ft
' Froude Number 1.30
Flow Type Supercritical
' GVF Input Data
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 0.20 ft
' Critical Depth 0.23 ft
Channel Slope 0.04100 ft/ft
' 11
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Bentley Systems, Inc. Haestad Methods SoOkidieQ~Master V8i (SELECTseries 1) [08.
9/1012010 8:30:53 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

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Trap. Swale #9 - Permanent Liner
' GV? ?U# c3a?a
Critical Slope

C
1
C

0

0
0.02318 ft/ft
Bentley Systems, Inc. Haestad Methods SoRbiabWfil epMaster V8i (SELECTseries 1) [08.11.01.03]
9/1012010 8:30:53 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Trap Swale #10 - Permanent Liner
' Project Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
t Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.02600 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
' Right Side Slope 5.00 ft/ft (H:V)
Bottom Width 6.00 ft
Discharge 2.52 ft'/s
Results
Normal Depth 0.17 ft
' Flow Area 1.11 ftz
Wetted Perimeter 7.38 ft
Hydraulic Radius 0.15 ft
Top Width 7.34 ft
Critical Depth 0.17 ft
Critical Slope 0.02467 ft/ft
' Velocity 2.26 ft/s <5.5 ft/s permissible for slopes 0-5%
Velocity Head 0.08 ft
Specific Energy 0.25 ft
' Froude Number 1.02
Flow Type Supercritical
' GVF Input Data
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 0.17 ft
' Critical Depth 0.17 ft
Channel Slope 0.02600 ft/ft
' 1
01
03
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.
]
Bentley Systems, Inc. Haestad Methods SoBlitMe4~Master V8i (SELECTseries 1) [08.1
9/10/2010 8:17:41 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

F

1
1
Trap. Swale #10 - Permanent Liner
Critical Slope 0.02467 ft/ft
Bentley Systems, Inc. Haestad Methods So81lidie4Fi16srMaster V8i (SELECTseries 1) [08.11.01.03)
911012010 8:17:41 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Trap Swale #11 - Permanent Liner
' Project Description
Friction Method Manning Formula
' Solve For Normal Depth
Input Data
Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.03800 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
' Bottom Width 2.50 ft
Discharge 2.67 W/s
' Results
Normal Depth 0.25 ft
Flow Area 0.81 ftz
' Wetted Perimeter 4.08 ft
Hydraulic Radius 0.20 ft
Top Width 4.00 ft
Critical Depth 0.29 ft
Critical Slope 0.02201 ft/ft
29
3 5 Ws permissible for slopes 0-5%
ft/s <5
' Velocity . .
Velocity Head 0.17 ft
Specific Energy 0.42 ft
' Froude Number 1.29
Flow Type Supercritical

' GVF Input Data
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 0.25 ft
Critical Depth 0.29 ft
Channel Slope 0.03800 ft/ft
1 Bentley Systems, Inc. Haestad Methods So0A!dk4friberMaster V8i (SELECTseries 1) [08.11.01.03]
911012010 8:17:58 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

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Trap. Swale #11 - Permanent Liner
lF Citt?iet; bate
Critical Slope 0.02201 ft/ft
Bentley Systems, Inc. Haestad Methods SoMild 4FilderMaster V8i (SELECTseries 1) [08.11.01.03]
9/10/2010 8:17:58 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

u

0
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0

0
r
Trap. Swale #12 - Permanent Liner

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030 Tall Fescue
Channel Slope 0.03500 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 1-22 ft'/s
Results
Normal Depth 0.18 ft
Flow Area 0.47 ft2
Wetted Perimeter 3.16 ft
Hydraulic Radius 0.15 ft
Top Width 3.10 ft
Critical Depth 0.20 ft
Critical Slope 0.02459 ft /ft
Velocity 2.60 ft/s <5.5 ft/s permissible for slopes 0-5%
Velocity Head 0.10 ft
Specific Energy 0.29 ft
Froude Number 1.18
Flow Type Supercritical
GVF Input Data
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 0.18 ft
Critical Depth 0.20 ft
Channel Slope 0.03500 ft/ft
Bentley Systems, Inc. Haestad Methods Sol kid e4£it6srMaster V8i (SELECTseries 1) [08.11.01.03]
9/10/2010 8:18:16 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

Trap. Swale #12 - Permanent Liner
Ab
Critical Slope

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0.02459 ft/ft
Bentley Systems, Inc. Haestad Methods So®iidie9filksrMaster V8i (SELECTseries 1) [08.11.01.03]
9110/2010 8:18:15 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
i
Permit No.
(to be provided by DWQ)
' State of North Carolina
Department of Environment and Natural Resources
' Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
' A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
' collection system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can be
found in Session Law 2008-211, 15A NCAC 2H 1000, Session Law 2006-246, and the DWQ BMP Manual.
Curb and gutter systems are allowed provided they meet the requirements in 15A NCAC 2H I 008(g).
' I. PROJECT INFORMATION
' Project Name : Caterpillar Test Area - Phase 2A
Contact Person: Grant Livengood Phone Number: (919 )233-8091
' Number of Lots:I Allowable Built Upon Area (BUA) Per Lot*:24%
Number of Dwelling Units Per Acre* *:N/A
Low Density Development (check one): ® without curb & gutter ? with curb & gutter, outlets to (check one):
' ® Swales ® Vegetated Area
' *If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area for each lot.
The attachment must include the project name, phase, page numbers and provide area subtotals and totals. BUA shall be
shown in units of square feet.
' **(Phase II Post-Construction (non-SA) only)
II. BUILT UPON AREA
' Refer to DWQ's forms and applications website for specific language that must be recorded in the deed
restrictions for all subdivided projects. (http://h2o.enr.state.nc.us/su/bmp_fonns.htm)
Complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water.
' DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area - the total impervious surface occupied by roadways.
' OA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. of Lots - the total number of lots in the subdivision.
• BUA per Lot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
• Total allowable lot BUA - the computed allowable built upon area for all lots combined.
' • Total BUA from lot listing - the sum of built upon area allocated for each lot on the list of non-uniform lots.
Form SW401-Low Density-Rev.3-2/10/09 Page 1 of 5
C2lculntion'
For uniform lot sizes:
' (SA: ft2 x DF• ) - (RA: ft2) - (OA: ft2) = BUA per Lot = ft2
(No of Lots: )
' For non-uniform lot sizes:
a. (SA: 10991930 ft2 x DF: 0.24) - (RA: ft2) - (OA: ft2) = Total allowable lot BUA =
26638063 ft2
b. Total BUA from lot listing: 1377367sf. b must be < a
III. DESIGN INFORMATION
' Complete the following table. If additional space is needed the information should be provided in the same
format as Table 1 and attached to this form. Rainfall intensity data can be found in Appendix 8.03 of the State
' of North Carolina Erosion and Sediment Control Planning and Design Manual or at
http://hdsc.nws.noaa.gov/hdsc/pfds/
' Table 1 Swale design information based on the 10-year storm.
Swale No. Drainage
Area (ac) Impervious
Area (ac) Grassed
Area (ac) C Q
(cfs) Slope
(%) Vallow
(fps) Vactual
(fps) Flow
Depth (ft)
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Form SW401-Low Density-Rev.3-2/10/09 Page 2 of 5
IV. REQUIRED ITEMS CHECKLIST
' The following checklist outlines design requirements per the North Carolina Administrative Code Section 15A
NCAC 2H .1 000, NCDENR BMP Manual (2007), Session Law 2006-246, and Session Law 2008-211.
' 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 that the following requirements
have been met and supporting documentation is provided as necessary. If the applicant has designated an agent
on the Stormwater Management Permit Application Form, the agent may initial below. If any item is not met,
then justification must be attached. Only complete items n through p for projects with curb outlets.
' Page/Plan
Initials Sheet No.
N/A a. tFor projects in the 20 coastal counties: Per NCAC 2H.1005, a 50 foot wide vegetative buffer is
provided adjacent to surface waters. For Redevelopment projects, a 30' wide vegetative
buffer adjacent surface waters is provided.
' N/A b. 7For HQW or ORW projects outside the 20 coastal counties: A 30 foot wide vegetative buffer is
provided adjacent to surface waters.
C1200-1203 c. t For Phase II Post-Construction projects: All built upon area is located at least 30 feet
' landward of all perennial and intermittent surface waters.
N/A d. Deed restriction language as required on form SWU-101 shall be recorded as a restrictive
' covenant. A copy of the recorded document shall be provided to DWQ within 30 days of
platting and prior to the sale of any lots.
' Narrative e. Built upon area calculations are provided for the overall project and all lots.
N/A f. Project conforms to low density requirements within the ORW AEC. (if applicable per
' 15A NCAC 2H .1007)
N/A g. Side slopes of swales are no steeper than 3:1; or no steeper than 5:1 for curb outlet swales.
Calculations h. Longitudinal slope of swales is no greater than 5%; for non-curb
' outlet projects, calculations for shear stress and velocity are provided if slope is greater than
5%.
' Calculations i. At a minimum, swales are designed to carry the 10 year storm
velocity at a non-erosive rate.
' N/A j. Swales discharging to wetlands are designed to flow into and through the wetlands at a non-
erosive velocity (for this flow requirement into wetlands, non-erosive is velocity < 2 ft/s).
' C5101 k. Swale detail and permanent vegetation is specified on the plans.
C5101 1. Swale detail provided on plans; includes grass type(s) for permanent vegetative cover.
Will provide m. Swales are located in recorded drainage easements.
N/A n.tt Length of swale or vegetated area is at least 100 feet for each curb outlet.
N/A o.tt The system takes into account the run-off at ultimate built-out potential from all surfaces
draining to the system (delineate drainage area for each swale).
Form SW401-Low Density-Rev.3-2/10/09 Page 3 of 5
N/A p.tt Curb outlets direct flow to a swale or vegetated area.
t Projects in the Neuse, Tar-Pamlico, Catawba River basins, and Randleman Lake may require additional buffers.
' tt Only complete these items for projects with curb outlets.

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Form SW401-Low Density-Rev.3-2/10/09 Page 4 of 5
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V. SWALE SYSTEM MAINTENANCE REQUIREMENTS
1. Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches
at any time; and grass will not be mowed too close to the ground or "scalped".
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build-up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections. Side slopes must be maintained at the permitted slope.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Water Quality.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
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.
Print Name and Title:
Address:
Phone: Date:
Signature:
Note: The legally responsible parry 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 swale maintenance requirements.
Witness my hand and official seal,
Notary signature
SEAL
Form SW401-Low Density-Rev.3-2/10/09
My commission expires
Page 5 of 5