20090566 Ver 2_More Info Received_20101129

?MTKIN4&cizEEv
TO: NCDENR - DWQ
2321 Crabtree Boulevard
Raleigh, NC 27699
ATTENTION: Ms. Annette Lucas
LETTER OF TRANSMITTAL
DATE: November 29, 2010
PROJECT NO: 01517-0210 TASK NO:
RE: Caterpillar PDC- Test Area Phase 2B
OCk - l7SLo Le UZ
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 213 plans -
2 Copies 401 Supplemental Narrative and Calculations
1 Set LS- VFS Supplements for Basin #1, #2 and #3
!W/ +
.,

REMARKS: Annette,
IDEA • WATER QUALITY
Please find the attached submittal for Phase 2B of the CAT Core PDC Test Area. We trust
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
Don Bataille
YI.WA
NCDENR
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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.
I. PROJECT INFORMATION
Project name Cat Test Area - Phase 2B
Contact name Grant M. Livengood
Phone number 919-233-8091
Date November 22, 2010
Drainage area number #1- Sediment Basin #1
II. 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
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Design storm
Maximum amount of flow directed to the LS-VFS
Is a flow bypass system going to be used?
Explanation of any "Other" responses above
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?
Explanation of any "Other" responses above
157,687 ft2
128,502 ft2
81.49 %
0.66
2.39 cfs
5.00 min
7.38 in/hr
17.63 cfs
ar storm
0.38 cfs
Y (Y or
Water enters from a permanent sediment basin where it is discharged from a 3" skimmer at a
constant flow rate of 0.11 cfs.
Pick one:
Do not complete this section of the form.
cfs
cfs Do not complete this section of the form.
10 cfs
cfs Do not complete this section of the form.
(Y or N)
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 1 of 3
LS-VFS Design
Forebay surface area 400 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 ft/cfs
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 170.25 fmsl
Elevation at the end of the VFS that is farthest from the LS 167.85 fmsl
Slope (from level lip to the end of the VFS) 8.00 %
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 2.00 ft
W 14.00 ft
y (flow depth for 10-year storm) 0.00 ft
freeboard (during the 10-year storm) N/A ft
Peak velocity in the channel during the 10-yr storm 0.00 ft/sec
Channel lining material Pick one: Riprap
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 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.
%'
? B
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:
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.
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.
Initials
GCA
GCA
Page or plan sheet number and any notes:
C1201-01202
C5103-C5104
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
GCA
GCA
C5103
05104/Calculation booklet
GCA -This falls under the previously
approved O&M agreement for the
CAT Test Area
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 3 of 3

®T?^ O?O? W A TF9OG
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.
I. PROJECT INFORMATION
Project name Cat Test Area - Phase 2B
Contact name Grant M. Livengood
Phone number 919-233-8091
Date November 22, 2010
Drainage area number #2 - Sediment Basin #2
II. 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 231,304 ft2
Impervious surface area 136,343 ft2
Percent impervious 58.95 %
Rational C coefficient 0.61
Peak flow from the 1 in/hr storm 3.24 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 23.90 cfs
Design storm 10-year storm
Maximum amount of flow directed to the LS-VFS 0.23 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 4" skimmer at a
constant flow rate of 0.23 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
400 sq ft Forebay is adequately sized.
24 in Depth is appropriate.
6 in Depth is appropriate.
10 fUcfs
2 ft Ten feet is the minimum level spreader length.
50 ft
30 ft
152.25 fmsl
149.85 fmsl
8.00 %
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: Riprap
N (Y or N)
Y (Y or N)
bypass. Riprap will be used as the bypass swale travels through a wooded buffer where grass
%N,

Form SW401 - LS-VFS - 22Sep2o10 - Rev.7 page 2 of 3

111. 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.
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.
Initials Page or plan sheet number and any notes:
GCA C1201-C1202
GCA C5103-C5104
GCA C5103
C5104
GCA C1201
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.
N/A
GCA Calculation booklet
GCA This falls under the previously
approved 0&M agreement for the
CAT Test Area
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 3 of 3
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NCDENR
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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.
I. PROJECT INFORMATION
Project name Cat Test Area - Phase 2B
Contact name Grant M. Livengood
Phone number 919-233-8091
Date November 22, 2010
Drainage area number #3 - Sediment Basin #3
II. 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 400,752 ft,
Impervious surface area 178,596 ft,
Percent impervious 44.57 %
Rational C coefficient 0.58
Peak flow from the 1 in/hr storm 5.34 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 39.38 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 400 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 fycfs
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 154.25 fmsl
Elevation at the end of the VFS that is farthest from the LS 151.85 fmsl
Slope (from level lip to the end of the VFS) 8.00 %
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 ft/sec
Channel lining material Pick one: Riprap
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
R'
,

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 Page or plan sheet number and any notes:
1. Plans (1" - 50' or larger) of the entire site showing: GcA
2o1-c12o2
C1201-C1202
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 C5103 C5104
- 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 C5103
- 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). I 05104

5. A construction sequence that shows how the level spreader will be protected from
GcA - -
c12 01
sediment until the entire drainage area is stabilized.
I
?
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing N/A
that no draws are present.
7. The supporting calculations. GCA Calculation booklet

8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
GcA
This falls under the previously I
approved O&M agreement for the
CAT Test Area
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 3 of 3
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401 SUPPLEMENTAL STORMWATER NARRATIVE &
SUPPORTING CALCULATIONS
ID- 05 L'6 u2
1 t 1
November 22, 2010
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DFNR - WA I QUALITY
PoeTLtNDS AN0 STORWATER BRANCH
CATERPILLAR CORE PRODUCT DEVELOPMENT CENTER
TEST AREA - PHASE 2B
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
Af. L'
++1-8111

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. Construction is currently underway on Phase 2A of the project.
The next phase of construction on the site is for Phase 2B. This area will include three large areas
devoted to endurance testing. These areas will be classified as 'permanently disturbed.'
Additionally, an area near the demuck area will be designed as a vehicle storage area.
' 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 1017o slopes
PaD - Pacolet loam at 10 to 15%
' PaE - Pacolet loam at 15 to 25%
Ud - Urdorthents loamy
' Wt - Wahadkee loam frequently flooded
Ch - Chewacla loam frequently flooded

n

1
1

1
P-
STORMWATER IMPROVEMENTS
All stormater runoff generated within the footprint of the previously approved testing area will
drain to existing and previously approved devices.
Runoff generated by newly disturbed areas for Phase 213 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
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.

r
' SCOUR HOLES
Scour holes have been sized based on guidelines from Chapter 1 l 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 same
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.
' Underdrains have been provided for the blind swale per the BMP Manual's recommendation.
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.

11

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 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 2.14
- Oval Test Track (including future ravel areas 4.81
- Field Trench Test Area 1.21
- Deadman w/J-hook Area 0.41
- Covered Test/Machine Storage area 0.28
- Demuck Area 1.16
Test Area - Phase 2B
- Interior Drives 2,25
- Vehicle Storage Area 0.93
- Endurance Test Areas 3 total 8.78

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 41.33
Total Site Acreage (including NCDOT R/W 252.34
Total impervious % 16.38%
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Sediment Basin Volume Calculations
Stage-Storage Data for Pond - Sediment Basin #1
Project Caterpillar Test Area - Phase 2B
Project No. 01517-0210
Date November 22, 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]
174 0 4,626.0 0.106 4,626.0 0.1 0.0 0.0 0.0 0.0
175 1 5,217.0 0.120 591.0 0.0 4,921.5 0.1 4,921.5 0.1
176 2 5,834.0 0.134 617.0 0.0 5,525.5 0.1 10,447.0 0.2
177 3 6,477.0 0.149 643.0 0.0 6,155.5 0.1 16,602.5 0.3
178 4 7,145.0 0.164 668.0 0.0 6,811.0 0.2 23,413.5 0.3
179 5 7,838.0 0.180 693.0 0.0 7,491.5 0.2 30,905.0 0.3
180 6 8,557.0 0.196 719.0 0.0 8,197.5 0.2 39,102.5 0.4
181 7 9,300.0 0.213 7410 0.0 8,928.5 0.2 48,031.0 0.4
182 8 10,069.0 0.231 769.0 0.0 9,684.5 0.2 57,715.5 0.4

2010.10.01.13asin Volumes.xls
Permanent Basin #1 Page 1 of 1 Printed 11/22/2010 11:33 AM

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' 2010.11.22.Sed Basin Models Type 1124-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed Printed 11/22/2010
' ydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 13
Summary for Pond 8P: Permanent Basin #1
' Inflow Area = 3.660 ac, 0.00% Impervious, Inflow Depth = 1.36" for 1-YEAR event
Inflow = 7.53 cfs @ 12.02 hrs, Volume= 0.414 of
Outflow = 0.11 cfs @ 11.45 hrs, Volume= 0.414 af, Atten= 99%, Lag= 0.0 min
' Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.11 cfs @ 11.45 hrs, Volume= 0.414 of
' Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 176.41' @ 20.08 hrs Surf.Area= 6,097 sf Storage= 12,882 cf
Plug-Flow detention time= 1,176.4 min calculated for 0.414 of (100% of inflow)
' Center-of-Mass det. time= 1,176.2 min ( 2,014.5 - 838.3)
Volume Invert Avail.Storage Storage Description
#1 174.00' 57,716 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
' (feet) (sq-ft) (cubic-feet) (cubic-feet)
174.00 4,626 0 0
175.00 5,217 4,922 4,922
' 176.00 5,834 5,526 10,447
177.00 6,477 6,156 16,603
178.00 7,145 6,811 23,414
179.00 7,838 7,492 30,905
' 180.00 8,557 8,198 39,103
181.00 9,300 8,929 48,031
182.00 10,069 9,685 57,716
' Device Routing Invert Outlet Devices
#1 Primary 175.50' 18.0" Round Culvert
' L= 218.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 175.50'/ 174.00' S= 0.00697' Cc= 0.900
n= 0.013
#2 Device 1 180.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
' Limited to weir flow at low heads
#3 Secondary 174.00' 0.11 cfs Exfiltration at all elevations
' Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=174.00' (Free Discharge)
t1=Culvert ( Controls 0.00 cfs)
L2=OrificelGrate ( Controls 0.00 cfs)
I Secondary OutFlow Max=0.11 cfs @ 11.45 hrs HW=174.08' (Free Discharge)
t-3=Exfiltration (Exfiltration Controls 0.11 cfs)
2010.11.22.Sed Basin Models Type// 24-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed Printed 11/22/2010
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 14
Pond 8P: Permanent Basin #1
Hydrograph
1 ¦ Inflow
Outflow
® Primary
® Secondary
N
U
3
0
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
2010.11.22.Sed Basin Models Type 1124-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 11/22/2010
HydroCAD09 10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 23
Summary for Pond 8P: Permanent Basin #1
Inflow Area = 3.660 ac, 0.00% Impervious, Inflow Depth = 3.39" for 10-YEAR event
Inflow = 18.51 cfs @ 12.01 hrs, Volume= 1.035 of
Outflow = 0.11 cfs @ 9.30 hrs, Volume= 1.035 af, Atten= 99%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.11 cfs @ 9.30 hrs, Volume= 1.035 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 179.96'@24.13 hrs Surf.Area= 8,526 sf Storage= 38,729 cf
Plug-Flow detention time= 3,093.1 min calculated for 1.034 of (100% of inflow)
Center-of-Mass det. time= 3,094.2 min ( 3,906.4 - 812.2 )
Volume Invert Avail.Storage Storage Description
#1 174.00' 57,716 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
174.00 4,626 0 0
175.00 5,217 4,922 4,922
176.00 5,834 5,526 10,447
177.00 6,477 6,156 16,603
178.00 7,145 6,811 23,414
179.00 7,838 7,492 30,905
180.00 8,557 8,198 39,103
181.00 9,300 8,929 48,031
182.00 10,069 9,685 57,716
Device Routing Invert Outlet Devices
#1 Primary 175.50' 18.0" Round Culvert
L= 218.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 175.50'/ 174.00' S= 0.00697' Cc= 0.900
n= 0.013
#2 Device 1 180.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 174.00' 0.11 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=174.00' (Free Discharge)
t-1=Culvert ( Controls 0.00 cfs)
t-2=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.11 cfs @ 9.30 hrs HW=174.08' (Free Discharge)
t-3=Exfiltration (Exfiltration Controls 0.11 cfs)
2010.11.22.Sed Basin Models Type// 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 11/22/2010
HydroCAD® 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 24
Pond 8P: Permanent Basin #1
Hydrograph
18.°
20-
19-
18
17--
16-
15-.
14-
13
N 12
11
10
O .
0 9.
8.
7-
6
5
4.
- 0.11 cfS

Inflow Area=3.660 ac LNInflow
flow
ary
ondary
Peak Elev=179.96'
Storage=38,729 cf
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
2010.11.22.Sed Basin Models Type 11 24-hr 100-YEAR Rainfall=8.11"
Prepared by McKim & Creed Printed 11/22/2010
HydroCADO 9.10 s/n 04927 0 2010 HydroCAD Software Solutions LLC Page 33
Summary for Pond 8P: Permanent Basin #1
[82] Warning: Early inflow requires earlier time span
Inflow Area = 3.660 ac, 0.00% Impervious, Inflow Depth > 6.08" for 100-YEAR event
Inflow = 32.30 cfs @ 12.01 hrs, Volume= 1.854 of
Outflow = 8.99 cfs @ 12.22 hrs, Volume= 1.854 af, Atten= 72%, Lag= 12.5 min
Primary = 8.88 cfs @ 12.22 hrs, Volume= 0.790 of
Secondary = 0.11 cfs @ 7.10 hrs, Volume= 1.064 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 180.37' @ 12.22 hrs Surf.Area= 8,833 sf Storage= 42,326 cf
Plug-Flow detention time= 1,810.8 min calculated for 1.854 of (100% of inflow)
Center-of-Mass det. time= 1,812.2 min ( 2,608.1 - 795.9)
Volume Invert Avail.Storage Storage Description
#1 174.00' 57,716 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
174.00 4,626 0 0
175.00 5,217 4,922 4,922
176.00 5,834 5,526 10,447
177.00 6,477 6,156 16,603
178.00 7,145 6,811 23,414
179.00 7,838 7,492 30,905
180.00 8,557 8,198 39,103
181.00 9,300 8,929 48,031
182.00 10,069 9,685 57,716
Device Routing Invert Outlet Devices
#1 Primary 175.50' 18.0" Round Culvert
L= 218.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 175.50'/ 174.00' S= 0.00697' Cc= 0.900
n= 0.013
#2 Device 1 180.00' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 174.00' 0.11 cfs Exfiltration at all elevations
Primary OutFlow Max=8.47 cfs @ 12.22 hrs HW=180.36' (Free Discharge)
t-1=Culvert (Passes 8.47 cfs of 13.35 cfs potential flow)
L2=0rifice/Grate (Weir Controls 8.47 cfs @ 1.96 fps)
Secondary OutFlow Max=0.11 cfs @ 7.10 hrs HW=174.08' (Free Discharge)
L3=Exfiltration (E)cfiltration Controls 0.11 cfs)
2010.11.22.Sed Basin Models Type 11 24-hr 100-YEAR Rainfall=8.11"
Prepared by McKim & Creed Printed 11/22/2010
HydroCADO 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 34
Pond 8P: Permanent Basin #1
Hydrograph
¦ Inflow
Outflow
¦ Primary
¦ Secondary
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

I

L
Sediment Basin Volume Calculations
Stage-Storage Data for Pond - Sediment Basin #2
Project Caterpillar Test Area - Phase 2B
Project No. 01517-0210
Date November 22, 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]
151 0 10,177.0 0.234 10,177.0 0.2 0.0 0.0 0.0 0.0
152 1 10,950.0 0.251 773.0 0.0 10,563.5 0.2 10,563.5 0.2
153 2 11,744.0 0.270 794.0 0.0 11,347.0 0.3 21,910.5 0.5
154 3 12,565.0 0.288 821.0 0.0 12,154.5 0.3 34,065.0 0.5
155 4 13,411.0 0.308 846.0 0.0 12,988.0 0.3 47,053.0 0.6
155.6 4.6 14,062.0 0.323 651.0 0.0 8,241.9 0.2 55,294.9 0.5
156 5 14,283.0 0.328 221.0 0.0 5,669.0 0.1 60,963.9 0.3
157 6 15,180.0 0.348 897.0 0.0 14,731.5 0.3 75,695.4 0.5
158 7 16,100.0 0.370 920.0 0.0 15,640.0 0.4 91,335.4 0.7

I 2010.10.01.13asin Volumes.xis
Permanent Basin #2 Page 1 of 1 Printed 11/22/2010 11:33 AM

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' 2010.11.22.Sed Basin Models Type 1124-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed Printed 11/22/2010
' HydroCAD® 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 9
Summary for Pond 2P: Permanent Basin #2
' Inflow Area = 5.760 ac, 0.00% Impervious, Inflow Depth = 1.23" for 1-YEAR event
Inflow = 10.70 cfs @ 12.02 hrs, Volume= 0.590 of
Outflow = 0.23 cfs @ 11.70 hrs, Volume= 0.590 af, Atten= 98%, Lag= 0.0 min
' Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.23 cfs @ 11.70 hrs, Volume= 0.590 of
' Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 152.52'@ 17.86 hrs Surf.Area= 11,367 sf Storage= 16,418 cf
Plug-Flow detention time= 760.8 min calculated for 0.590 of (100% of inflow)
' Center-of-Mass det. time= 760.6 min ( 1,605.7 - 845.2 )
Volume Invert Avail.Storage Storage Description
' #1 151.00' 91,272 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
'
151.00 10,177 0 0
152.00 10,950 10,564 10,564
153.00 11,744 11,347 21,911
'
154.00 12,565 12,155 34,065
155.00 13,411 12,988 47,053
156.00 14,283 13,847 60,900
' 157.00 15,180 14,732 75,632
158.00 16,100 15,640 91,272
Device Routing Invert Outlet Devices
'
#1 Primary 151.50' 18.0" Round Culvert L= 70.0' Ke= 0.500
Inlet / Outlet Invert= 151.50'/ 151.00' S= 0.0071 '/' Cc= 0.900
n= 0.013
'
#2 Device 1 155.60' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
_ #3 Secondary 151.00' 0.23 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=151.00' (Free Discharge)
L1=Culvert ( Controls 0.00 cfs)
t-2=Orifice/Grate (Controls 0.00 cfs)
Secondary OutFlow Max=0.23 cfs @ 11.70 hrs HW=151.08' (Free Discharge)
L3=Exfiltration (Exfiltration Controls 0.23 cfs)
2010.11.22.Sed Basin Models Type// 24-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed Printed 11/22/2010
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 10
Pond 2P: Permanent Basin #2
Hydrograph
¦ Inflow
Outflow
® Primary
® Secondary
N
U
3
O
Ll.
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
2010.11.22.Sed Basin Models Type 11 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 11/22/2010
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 19
Summary for Pond 2P: Permanent Basin #2
Inflow Area = 5.760 ac, 0.00% Impervious, Inflow Depth = 3.20" for 10-YEAR event
Inflow = 27.65 cfs @ 12.01 hrs, Volume= 1.535 of
Outflow = 0.23 cfs @ 10.15 hrs, Volume= 1.535 af, Atten= 99%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.23 cfs @ 10.15 hrs, Volume= 1.535 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 155.53' @ 24.09 hrs Surf.Area= 13,874 sf Storage= 54,289 cf
Plug-Flow detention time= 2,143.5 min calculated for 1.535 of (100% of inflow)
Center-of-Mass det. time= 2,144.2 min ( 2,961.9 - 817.7)
Volume Invert Avail.Storage Storage Description
' #1 151.00' 91,272 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
151.00 10,177 0 0
152.00 10,950 10,564 10,564
153.00 11,744 11,347 21,911
'
154.00 12,565 12,155 34,065
155.00 13,411 12,988 47,053
156.00 14,283 13,847 60,900
' 157.00 15,180 14,732 75,632
158.00 16,100 15,640 91,272
Device Routing Invert Outlet Devices
'
#1 Primary 151.50' 18.0" Round Culvert L= 70.0' Ke= 0.500
Inlet / Outlet Invert= 151.50'/ 151.00' S= 0.0071 '/' Cc= 0.900
n= 0.013
'
#2 Device 1 155.60' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
_ #3 Secondary 151.00' 0.23 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=151.00' (Free Discharge)
t-1=Culvert ( Controls 0.00 cfs)
t-2=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.23 cfs @ 10.15 hrs HW=151.07' (Free Discharge)
t-3=Exfiltration (Exfiltration Controls 0.23 cfs)
2010.11.22.Sed Basin Models Type// 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 11/22/2010
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 20
Pond 2P: Permanent Basin #2
Hydrograph
¦ Inflow
Outflow
ILLJ
w
v
3
_o
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

' 2010.11.22.Sed Basin Models Type // 24-hr 100-YEAR Rainfall=8.11"
Prepared by McKim & Creed Printed 11/22/2010
' HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 29
Summary for Pond 2P: Permanent Basin #2
Inflow Area = 5.760 ac, 0.00% Impervious, Inflow Depth > 5.85" for 100-YEAR event
Inflow - 49.31 cfs @ 12.01 hrs, Volume= 2.806 of
Outflow = 12.86 cfs @ 12.22 hrs, Volume= 2.806 af, Atten= 74%, Lag= 12.8 min
Primary = 12.63 cfs @ 12.22 hrs, Volume= 1.200 of
Secondary = 0.23 cfs @ 8.10 hrs, Volume= 1.606 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 156.07'@ 12.22 hrs Surf.Area= 14,345 sf Storage= 61,896 cf
Plug-Flow detention time= 1,262.1 min calculated for 2.805 of (100% of inflow)
Center-of-Mass det. time= 1,263.2 min ( 2,063.8 - 800.6 )
Volume Invert Avail.Storage Storage Description
#1 151.00' 91,272 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
'
151.00 10,177 0 0
152.00 10,950 10,564 10,564
153.00 11,744 11,347 21,911
'
154.00 12,565 12,155 34,065
155.00 13,411 12,988 47,053
156.00 14,283 13,847 60,900
' 157.00 15,180 14,732 75,632
158.00 16,100 15,640 91,272
Device Routing Invert Outlet Devices
'
#1 Primary 151.50' 18.0" Round Culvert L= 70.0' Ke= 0.500
Inlet / Outlet Invert= 151.50'/ 151.00' S= 0.0071 '/' Cc= 0.900
n= 0.013
'
#2 Device 1 155.60' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
_ #3 Secondary 151.00' 0.23 cfs Exfiltration at all elevations
Primary OutFlow Max=12.20 cfs @ 12.22 hrs HW=156.06' (Free Discharge)
t-1=Culvert (Passes 12.20 cfs of 16.04 cfs potential flow)
t-2=Orifice/Grate (Weir Controls 12.20 cfs @ 2.22 fps)
Secondary OutFlow Max=0.23 cfs @ 8.10 hrs HW=151.07' (Free Discharge)
t-3=Exfiltration (Exfiltration Controls 0.23 cfs)
2010.11.22.Sed Basin Models Type // 24-hr 100-YEAR Rainfall=8.11"
Prepared by McKim & Creed Printed 11/22/2010
HydroCAD® 9.10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 30
Pond 2P: Permanent Basin #2
Hydrograph
iN Inflow
Outflow
Primary
Secondary
U
3
O
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

n
1

1
Sediment Basin Volume Calculations
Stage-Storage Data for Pond - Sediment Basin #3
Project Caterpillar Test Area - Phase 2B
Project No. 01517-0210
Date November 22, 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]
151 0 8,468.0 0.194 8,468.0 0.2 0.0 0.0 0.0 0.0
152 1 9,224.0 0.212 756.0 0.0 8,846.0 0.2 8,846.0 0.2
153 2 10,004.0 0.230 780.0 0.0 9,614.0 0.2 18,460.0 0.4
154 3 10,810.0 0.248 806.0 0.0 10,407.0 0.2 28,867.0 0.5
155 4 11,641.0 0.267 831.0 0.0 11,225.5 0.3 40,092.5 0.5
156 5 12,497.0 0.287 856.0 0.0 12,069.0 0.3 52,161.5 0.5
157 6 13,378.0 0.307 881.0 0.0 12,937.5 0.3 65,099.0 0.6
158 7 14,284.0 0.328 906.0 0.0 13,831.0 0.3 78,930.0 0.6
158.7 7.7 14,933.0 0.343 649.0 0.0 10,225.9 0.2 89,155.9 0.6
159 8 15,215.0 0.349 282.0 0.0 4,522.2 0.1 93,678.2 0.3
160 9 16,172.0 0.371 957.0 0.0 15,693.5 0.4 109,371.7 0.5

I 2010.10.01.Basin Volumes.xls
Permanent Basin #3 Page 1 of 1 Printed 11/22/2010 11:32 AM
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' 2010.11.22.Sed Basin Models Type// 24-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed Printed 11/22/2010
' HydroCAD® 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 11
Summary for Pond 4P: Permanent Basin #3
' Inflow Area = 9.200 ac, 0.00% Impervious, Inflow Depth = 1.11" for 1-YEAR event
Inflow = 15.31 cfs @ 12.02 hrs, Volume= 0.850 of
Outflow = 0.38 cfs @ 11.75 hrs, Volume= 0.850 af, Atten= 98%, Lag= 0.0 min
' Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.38 cfs @ 11.75 hrs, Volume= 0.850 of
' Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 153.39'@ 17.06 hrs Surf.Area= 10,321 sf Storage= 22,458 cf
' Plug-Flow detention time= 642.6 min calculated for 0.850 of (100% of inflow)
Center-of-Mass det. time= 642.8 min ( 1,494.7 - 851.9 )
Volume Invert Avail.Storage Storage Description
' #1 151.00' 109,373 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
151.00 8,468 0 0
152.00 9,224 8,846 8,846
' 153.00 10,004 9,614 18,460
154.00 10,810 10,407 28,867
155.00 11,641 11,226 40,093
156.00 12,497 12,069 52,162
' 157.00 13,378 12,938 65,099
158.00 14,284 13,831 78,930
159.00 15,215 14,750 93,680
' 160.00 16,172 15,694 109,373
Device Routing Invert Outlet Devices
' #1 Primary 151.50' 18.0" Round Culvert L= 76.0' Ke= 0.500
Inlet / Outlet Invert= 151.50'/ 151.00' S= 0.00667' Cc= 0.900
n= 0.024
#2 Device 1 158.70' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
' Limited to weir flow at low heads
#3 Secondary 151.00' 0.38 cfs Exfiltration at all elevations
' Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=151.00' (Free Discharge)
t-1=Culvert ( Controls 0.00 cfs)
t-2=Orifice/Grate (Controls 0.00 cfs)
1 Secondary OutFlow Max=0.38 cfs @ 11.75 hrs HW=151.12' (Free Discharge)
t-3=Exfiltration (Exfiltration Controls 0.38 cfs)

11

I

2010.11.22.Sed Basin Models Type 11 24-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed Printed 11/22/2010
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 12
Pond 4P: Permanent Basin #3
Hydrograph
w
3
0
U.
¦ Inflow
Outflow
® Primary
M Secondary

10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
2010.11.22.Sed Basin Models Type 1124-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 11/22/2010
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 21
Summary for Pond 4P: Permanent Basin #3
Inflow Area = 9.200 ac, 0.00% Impervious, Inflow Depth= 3.01" for 10-YEAR event
Inflow = 41.75 cfs @ 12.01 hrs, Volume= 2.307 of
Outflow = 0.38 cfs @ 10.30 hrs, Volume= 2.307 af, Atten= 99%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.38 cfs @ 10.30 hrs, Volume= 2.307 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 158.08'@ 24.09 hrs Surf.Area= 14,362 sf Storage= 80,123 cf
Plug-Flow detention time= 1,937.0 min calculated for 2.306 of (100% of inflow)
Center-of-Mass det. time= 1,937.6 min ( 2,760.7 - 823.0)
Volume Invert Avail.Storage Storage Description
' #1 151.00' 109,373 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
' 151.00 8,468 0 0
152.00 9,224 8,846 8,846
' 153.00
154.00 10,004
10,810 9,614 18,460
10,407 28,867
155.00 11,641 11,226 40,093
156.00 12,497 12,069 52,162
157.00 13,378 12,938 65,099
158.00 14,284 13,831 78,930
159.00 15,215 14,750 93,680
160.00 16,172 15,694 109,373
Device Routing Invert Outlet Devices
#1 Primary 151.50' 18.0" Round Culvert L= 76.0' Ke= 0.500
' Inlet/ Outlet Invert= 151.50'/ 151.00' S=0.0066'/' Cc= 0.900
n= 0.024
#2 Device 1 158.70' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
' Limited to weir flow at low heads
#3 Secondary 151.00' 0.38 cfs Exfiltration at all elevations
' Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=151.00' (Free Discharge)
L1=Culvert (Controls 0.00 cfs)
L2=Orifice/Grate ( Controls 0.00 cfs)
' Secondary OutFlow Max=0.38 cfs @ 10.30 hrs HW=151.09' (Free Discharge)
L3=Exfiltration (Exfiltration Controls 0.38 cfs)

II
2010.11.22.Sed Basin Models Type // 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed Printed 11/22/2010
HydroCAD® 9.10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 22
Pond 4P: Permanent Basin #3
Hydrograph
¦ Inflow
Outflow
® Primary
® Secondary
N
U
3
O
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
2010.11.22.Sed Basin Models Type 1124-hr 100-YEAR Rainfall=8.11"
Prepared by McKim & Creed Printed 11/22/2010
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 31
Summary for Pond 4P: Permanent Basin #3
Inflow Area = 9.200 ac, 0.00% Impervious, Inflow Depth = 5.61" for 100-YEAR event
Inflow = 76.19 cfs @ 12.01 hrs, Volume= 4.301 of
Outflow = 14.13 cfs @ 12.29 hrs, Volume= 4.301 af, Atten= 81%, Lag= 16.7 min
Primary = 13.75 cfs @ 12.29 hrs, Volume= 1.709 of
Secondary = 0.38 cfs @ 8.35 hrs, Volume= 2.593 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 159.21'@ 12.29 hrs Surf.Area= 15,416 sf Storage= 96,896 cf
Plug-Flow detention time= 1,301.6 min calculated for 4.300 of (100% of inflow)
Center-of-Mass det. time= 1,302.6 min ( 2,107.9 - 805.3)
Volume Invert Avail.Storage Storage Description
#1 151.00' 109,373 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
r (feet) (sq-ft) (cubic-feet) (cubic-feet)
151.00 8,468 0 0
152.00 9,224 8,846 8,846
r 153.00 10,004 9,614 18,460
154.00 10,810 10,407 28,867
155.00 11,641 11,226 40,093
156.00 12,497 12,069 52,162
r 157.00 13,378 12,938 65,099
158.00 14,284 13,831 78,930
159.00 15,215 14,750 93,680
160.00 16,172 15,694 109,373
r
Device Routing Invert Outlet Devices
i' #1 Primary 151.50' 18.0" Round Culvert L= 76.0' Ke= 0.500
Inlet/ Outlet Invert= 151.50'/ 151.00' S=0.0066'/' Cc= 0.900
n= 0.024
#2 Device 1 158.70' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
r Limited to weir flow at low heads
#3 Secondary 151.00' 0.38 cfs Exfiltration at all elevations
r Primary OutFlow Max=14.20 cfs @ 12.29 hrs HW=159.21' (Free Discharge)
L1=Culvert (Passes 14.20 cfs of 14.71 cfs potential flow)
L2=Orifice/Grate (Weir Controls 14.20 cfs @ 2.33 fps)
r Secondary OutFlow Max=0.38 cfs @ 8.35 hrs HW=151.09' (Free Discharge)
L3=Exfiltration (Exfiltration Controls 0.38 cfs)
r
2010.11.22.Sed Basin Models Type// 24-hr 100-YEAR Rainfall=8.11 "
Prepared by McKim & Creed Printed 11/22/2010
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 32
Pond 4P: Permanent Basin #3
Hydrograph
¦ Inflow
Outflow
® Primary
® Secondary
U
O
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)

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Worksheet for By pass Channel #1

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
074
0 d50 =_99
Roughness Coefficient .
Channel Slope 0.06500 fVft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 8.88 ft'/s
Results
Normal Depth 0.62 ft
Flow Area 3.02 ft'
Wetted Perimeter 6.93 ft
Hydraulic Radius 0.44 ft
Top Width 6.72 ft
Critical Depth 0.54 ft
Critical Slope 0.11252 ft/ft
Velocity 2.94 ft/s
Velocity Head 0.13 ft
Specific Energy 0.76 ft
Froude Number 0.77
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 T = yds
Profile Description y = 62.4 Ib/ftA3
Profile Headloss 0.00 ft d = 0.62 ft
Downstream Velocity Infinity ft/s s = .065 ft/ft
Upstream Velocity Infinity ft/s T = 62.4*.62*.065 = 2.51 Ib/ftA2
Normal Depth 0.62 ft 2.51 Ib/ftA2 < 3.0 Ib/ftA2
Critical Depth 0.54 ft - d50 = 9" Riprap is acceptable
Channel Slope 0.06500 ft/ft - d50 of 9" is approximately the
-- - same as Class 1 riprap

Bentley Systems, Inc. Haestad Methods So9Bidteft-Eft rMaster V8i (SELECTseries 1) [08.11.01.03]
11122/2010 10:32:06 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for Bypass Channel #1
GVF Output Data
Critical Slope 0.11252 ft/ft
t
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' Bentley Systems, Inc. Haestad Methods So83rtiQ1efFiarwMaster V8i (SELECTseries 1) [08.11.01.03]
11122/2010 10:32:06 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
Worksheet for By pass Channel #2

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.069 d50 = 6"
Channel Slope 0.02400 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 12.63 ft'/s
Results
Normal Depth 0.92 ft
Flow Area 5.31 ftz
Wetted Perimeter 8.83 ft
Hydraulic Radius 0.60 ft
Top Width 8.53 ft
Critical Depth 0.65 ft
Critical Slope 0.09296 ft/ft
Velocity 2.38 ft/s
Velocity Head 0.09 ft
Specific Energy 1.01 ft
Froude Number 0.53
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 T = yds
Profile Description y = 62.4 Ib/ftA3
Profile Headloss 0.00 ft d = 0.92 ft
Downstream Velocity Infinity ft /s s = .024 ft/ft
Upstream Velocity Infinity ft/s T = 62.4*.92*.024 = 1.38 Ib/ftA2
Normal Depth 0.92 ft 1.38 lb/ftA2 < 2.0 Ib/ftA2
Critical Depth 0.65 ft - d50 = 6" Riprap is acceptable
Channel Slope 0.02400 ft/ft - d5O of 6" is approximately the
-- -------- -- --- - - - same as Class B riprap
Bentley Systems, Inc. Haestad Methods So8&idileffiberMaster V8i (SELECTseries 1) [08.11.01.03]
11/22/2010 10:32:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for Bypass Channel #2
' GVF Output Data

Critical Slope
0.09296 ft/ft

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' Bentley Systems, Inc. Haestad Methods So3didleg4barMaster V8i (SELECTseries 1) [08.11.01.03]
1112212010 10:32:40 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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Worksheet for By pass Channel #3

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.074 d50 = 9"
Channel Slope 0.04300 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 13.75 ft'/s
Results
Normal Depth 0.86 ft
Flow Area 4.81 ft'
Wetted Perimeter 8.45 ft
Hydraulic Radius 0.57 ft
Top Width 8.17 ft
Critical Depth 0.69 ft
Critical Slope 0.10562 ft/ft
Velocity 2.86 ft/s
Velocity Head 0.13 ft
Specific Energy 0.99 ft
Froude Number 0.66
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 T = yds
Profile Description y = 62.4 Ib/ftA3
Profile Headloss 0.00 ft d = 0.86 ft
Downstream Velocity Infinity ft/s s =.043 ft/ft
Upstream Velocity Infinity ft/s T = 62.4*.86*.043 = 2.31 Ib/ftA2
Normal Depth 0.86 ft 2.31 Ib/ftA2 < 3.0 Ib/ftA2
Critical Depth 0.69 ft - d50 = 9" Riprap is acceptable
Channel Slope 0.04300 ft/ft - d50 of 9" is approximately the
same as Class 1 riprap

Bentley Systems, Inc. Haestad Methods So&AidteV:EidwMaster V8i (SELECTseries 1) (08.11.01.03]
11/22/2010 10:32:59 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

1
Worksheet for Bypass Channel #3
' GVF Output Data
Critical Slope 0.10562 ft/ft
1

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' Bentley Systems, Inc. Haestad Methods SoBdirtiefEANWaster V8i (SELECTseries 1) [08.11.01.03]
11122/2010 10:32:59 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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FAIRCLOTH SKIMMER
SIZING GUIDELINES

' 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 Skimmere, 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 1 Y2" 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: 97,978 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
' = Tr 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 fora 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 T 4,803 = 8.12 square inches of orifice required. Calculate the orifice radius using Area = n
r2 and solving for r, r = (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
4
146 to drain in 2 days
to drain in 3 days 9,677 to drain in 7 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
3,974 to drain in 24 hours
to drain in 2 days 7,948 to drain in 4 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

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1 SCOUR HOLE SIZING
? GUIDELINES
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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
r
i
Storm Drainage Systems 11.13-19
C
Sp
\`
Culvert End
PLAN VIEW
A
A

3 1 3
-, -11 F
f•, .- Oo
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
Max. inside pipe span (non-circular sections)
Sp Inside pipe diameter (circular sections)
Max. inside pipe rise (non-circular sections)
R P = Inside pipe diameter (circular sections)
300 mm (12 in.) Modified Riprap
d 450 mm (18 in.) Intermediate Riprap
900 mm (36 in.) Standard Riprap
Type 1 F = 0.5 RID
Type 2 F = Rp
C = 3Sp+ 6F
B = 2Sp + 6F
Figure 11-15 Preformed Scour Hole Type 1 and Type 2
May 2002 ConnDOT Drainage Manual