20090566 Ver 1_More Info Received_20091028

vM`KI`'t&caEE°
TO: NCDENR - DWQ
2321 Crabtree Boulevard
Raleigh, NC 27699
ATTENTION: Ms. Annette Lucas
lbq- o?LP LP
LETTER OF TRANSMITTAL
DATE: October 27, 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 Revised Set of Phase 2A plans
2 Copies Calculations for Permanent Sediment Basin #1
1 LS- VFS Supplements for Basin #1
1 Set Revised Operation & Maintenance Agreements for Extended
Basins (W DE s K Ed• ? ? Or 04rz. n.M--)

REMARKS: Annette,
Please find the attached submittal for Phase 2A 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.
UU[ 2 8 2010
WETL&NDS AND TO WATER RANCH
Cc: McKIM & CREED, PA
61
Signed
52=
Gareth Avant, PE
v MCKIM&CREED ENGINEERS
v
S U R V E Y O R S
P L A N N E R S
October 27, 2010
Mr. Ian McMillan
NCDENR - DWQ - 401 Permitting Unit
2321 Crabtree Blvd, Suite 250
Raleigh, NC 27604
RE: Caterpillar Test Area - Phase 2A Comments
Mr. McMillan:
In response to your comments received on October 21, we have revised the
enclosed plans and we offer the following responses below. Our responses are
shown in RED.
1. For all site plans, please clearly show the permanent ground cover (e.g.,
gravel, asphalt, grass, permanently disturbed, etc.) throughout the entirety of
Phase 2A.
Hatching patterns have been added to designate various permanent ground
covers on the site. Areas with no designated hatching are to be provided
with grass or other vegetated cover.
2. For the de-muck and deadman with J-hook areas, please expand the area
shown on the plan details to include the ultimate discharge points of all
storm water outfalls (e.g., a previously approved wet detention pond, a
permanent sediment basin, an existing conveyance, etc.). If any stormwater is
to be discharged to an existing conveyance, then please provide calculations
to show that the receiving channel will not be eroded by the additional flows
Venture IV B u i l d i n g during the peak flow of the 10-year storm. These areas have been expanded.
The deadman with J-hook area drains to the north and south; the northern
Suite 500 portion of the drainage drains towards an existing permanent sediment basin
1 730 Varsity Drive to the north; the southern portion drains towards the newly designed
Permanent Sediment Basin #1. The demuck area also drains to the north and
Raleigh, NC 27606 south. The southern portion drains to the previously approved wet detention
basin. The northern portion drains to an existing conveyance and travels
offsite. The exiting conveyance has been analyzed for pre and post
91 9.233.8091 development flow rates. The existing flow rate through the conveyance is
10.87 cfs and the post development flow rate is 15.31 cfs. The pre and post
Fax [phone]
www.mckimcreed.com
Mr. Ian McMillan
October 28, 2010
Page 2 of 4
velocities are 5.30 ft/s and 5.77 ft/s, respectively. This 0.47 ft/s increase is not
likely to cause downstream erosion as the existing velocity is above 5.0 ft/s.
Calculations have been included in this submittal.
3. Please remove the endurance area from the plans if it is not going to be
constructed at present. If it is to remain on the plans, then an appropriate
sediment and erosion control design for this area must be provided. The
endurance areas from Phase 1 have been removed from the plan.
4. Please provide measures to protect the area between the upslope vegetated
areas and the main treatment area of the sediment basin from erosion. We
have specified that permanent erosion control matting be placed over the
slopes in these areas.
Please provide a berm or other method to ensure that the scour holes
discharge to the blind swale rather than short-circuiting the LS-VFS and
running directly down the hill. A berm has been shown to ensure that the
forebays discharge into the blind swales.
6. Please provide underdrains for the blind swales immediately upslope of the
level spreaders. This will insure the survival of the grass within the swales
(and thus provide additional treatment and protection from erosion).
Another option for managing the blind swales is to enlarge them and plant
them with wetland vegetation in anticipation of frequent inundation. 6"
underdrains have been provided.
7. Please provide watering specifications needed to establish the vegetated filter
strips. Watering specifications have been added on detail B1, sheet C5103 per
direction from the BMP Manual.
8. Per our phone conversation, please let us know how you would like to
handle the deficiencies in the Phase 1 permanent sediment basin that we
observed during our site visit. This can be handled by working with the
DWQ 401 Unit during the current stormwater plan review or working
through the DWQ Raleigh Regional Office in a separate compliance process.
If you choose to include the Phase I basin in the currently proposed storm
water plan, then please provide a re-design for this basin that includes all of
the protective measures proposed for permanent sediment basins 2, 4 and 8.
The existing sediment basin has been re-sized to meet the design standards
that were used for the permanent sediment basins in Phase 2A. Due to
drainage patterns, Temporary Skimmer Sediment Basin #1 has been removed
v? MCIQM&CREED
Mr. Ian McMillan
October 28, 2010
Page 3 of 4
and the drainage has been directed to the new Permanent Skimmer Sediment
Basin #1. Scour holes and vegetative filter strips have been added upstream
and a level spreader/vegetative filter strip has been added downstream.
Since this basin is located approximately 200 feet away from the riparian
buffer and stream bank, a rip rapped bypass channel was not designed.
Instead, a typical riprap outlet protection pad will be provided to dissipate
the water's energy as it enters the natural draw that leads to the existing
stream.
9. Regarding the Operation and Maintenance (O & M) Agreement:
a. The DWQ recommends that the 0 & M Agreement be organized so that
the entire sediment control system for Phase 2A is covered under a single
agreement. The current submittal includes a separate agreement for each
sediment basin and each LSVFS, which seems more cumbersome than
necessary. Per discussions with Annette, we have combined into one
O&M document to encompass all devices.
b. The DWQ recommends that the monitoring requirements and the
required measures for managing the permanently disturbed areas be
placed at the beginning of the agreement for greater visibility. Please use
the term "permanently disturbed areas" or equivalent rather than
"endurance field areas' to encompass all relevant areas. Notes regarding
the specifics of the permanently disturbed areas were moved to the
beginning of the document. The reference to "endurance field areas" was
changed to "permanently disturbed areas".
c. Please clarify the frequency with which measures 1-3 on the third page of
the O & M agreement will be implemented. As discussed during our
on-site meeting on September 29,2010, the DWQ is requiring a defined
time period for managing the ground surface at the permanently
disturbed areas. Clarification was added to the document to show
disking of the soil every 8 weeks or at the end of the endurance test. Also,
additional language was added such that if an area was not used after
disking, it would not have to be disked again after the 8 week period.
d. The DWQ recommends that 0 & M requirements for each component of
the system be listed in order of the flowpath through the system. The
O&M document was revised to show maintenance for devices in order of
upstream to downstream flowpath.
v? MCKIM&CREED
Mr. Ian McMillan
October 28, 2010
Page 4 of 4
e. Please ensure that ALL components of the system are included in the 0 &
M Agreement, including the vegetated areas upslope of the permanent
sediment basins, the scour holes, check dams, etc. All items for
maintenance were included in the revised document.
f. Please provide specific turbidity monitoring requirements per guidance
from the DWQ Raleigh Regional Office. Per discussion with Lauren
Witherspoon, there were no specific turbidity requirements, so it was
suggested that the permit reflect that the owner should comply with the
most recent NPDES stormwater permit for construction activities. This
would be issued as part of the DLR permit. This was included at the
beginning of the revised document.
g. Please remove irrelevant verbiage from the standard 0 & M forms that
were used as a template (e.g., the sentence stating that stable groundcover
will be provided in the drainage area). Verbiage not pertaining to job
specific devices was removed.
If you have any questions during your review, please do not hesitate to give me a
call at 919.233.8091. Thank you for your help.
Sincerely,
McKIM & CREED, P.A.

Gareth Avant, PE, LEED AP
Project Engineer
v? McIQM&CREED
1_.

V*A O?O? wAT ?9?G
A
NCDENR O C
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.
#$Wjkt MFORiIIIATiON
Project name Cat Test Area
Contact name Grant M. Livengood
Phone number 919-233-8091
Date October 27, 2010
Drainage area number #1 -Sediment Basin #1
11. K$*N NFORMATfON
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%)
To remove additional sediment downstream of permanent basins. To provide nutrient removal
Explanation of any "Other" responses above before water enters riparian buffers.
If Stormwater Enters the LS-VFS from the Drainage Area
Drainage area 299,068 ft 2
Impervious surface area 77,536 ft2
Percent impervious 25.93 %
Rational C coefficient 0.75
Peak flow from the 1 in/hr storm 5.15 cfs
Time of concentration 5.00 min
Rainfall intensity, 10-yr storm 7.38 in/hr
Peak flow from the 10-yr storm 38.00 cfs
Design storm 10-year storm
Maximum amount of flow directed to the LS-VFS 0.3 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 with a
"
4.5
orifice at a constant flow rate of 0.30 cfs.
If Stormwater Enters the LS-VFS from a BMP Do not complete this section of the form.
Type of BMP Pick one:
Peak discharge from the BMP during the design storm cfs
Peak discharge from the BMP during the 10-year storm cfs Do not complete this section of the form.
Maximum capacity of a 100-foot long LS-VFS 10 cfs
Peak flow directed to the LS-VFS cfs Do not complete this section of the form.
Is a flow bypass system going to be used? (Y or N)
Explanation of any "Other" responses above
Form SW401 - LS-VFS - 22Sep2010 - Rev.7
page 1 of 3
LS-VFS Design
Forebay surface area
Depth of forebay at stormwater entry point
Depth of forebay at stormwater exit point
Feet of level lip needed per cfs
Computed minimum length of the level lip needed
Length of level lip provided
Width of VFS
Elevation at downslope base of level lip
Elevation at the end of the VFS that is farthest from the LS
Slope (from level lip to the end of the VFS)
Are any draws present in the VFS?
Is there a collector swale at the end of the VFS?
Bypass System Design (if applicable)
Is a bypass system provided?
Is there an engineered flow splitting device?
Dimensions of the channel (see diagram below):
M
B
W
y (flow depth for 10-year storm)
freeboard (during the 10-year storm)
Peak velocity in the channel during the 10-yr storm
Channel lining material
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Explanation of any "Other" responses above
400 sq ft Forebay is adequately sized.
24 in Depth is appropriate.
6 in Depth is appropriate.
10 ft/cfs
3 ft Ten feet is the minimum level spreader length.
50 ft
30 ft
186.25 fmsl
185.35 fmsl
3.00 %
N (Y or N) OK
N (Y or N)
Y (Y or N)
N (Y or N)
N/A ft
N/A ft
0.00 ft
N/A ft
0.00 ft/sec
Pick one:
N (Y or N)
N/A (Y or N)
A bypass is provided, but an engineered channel is not needed as the top of bank of the
nearest stream is 250' downstream. Outlet protection is provided to dissipate energy.
\V
?I
1 B
Form SW401 - LS-VFS - Map= 0 - 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.
Initials Page or plan sheet number and any notes:
Cam- C1201-C1203
2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
4. Plan details of the flow splitting device and supporting calculations (if applicable)
5. A construction sequence that shows how the level spreader will be protected from
sediment until the entire drainage area is stabilized.
6. If a non-engineered VFS is being used, then provide a photograph of the VFS showing
that no draws are present.
7. The supporting calculations.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
G 4A C5102
4<A C5103
N/A
CC4_ Construction sequence on sheet C1201 describes timing for
installing LS/VFS devices
N/A
c-A Calculation booklet
4--t eA Included in package
Form SW401 - LS-VFS - 22Sep2010 - Rev.7 page 3 of 3
2010.10.27.Sed Basin Models Type 1124-hr 100-YEAR Rainfall=8.11"
Prepared by McKim & Creed, PA Printed 10/27/2010
HydroCADS 9 10 s/n 04927 @2010 HydroCAD Software Solutions LLC Page 74
Pond 8P: Permanent Basin #1
Hydrograph
¦ Inflow
64. 61 cfs outflow
Inflow Area=6.870 ac "rimary
® Secondary
70
65
Peak Elev=190.93'
60 Storage=88,778 cf
55
50
45
40
0 35
30
25
13.25 cfs
20 12.95 cfs
15
10
0
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
2010.10.27.Sed Basin Models Type // 24-hr 100-YEAR Rainfall=8.11 "
Prepared by McKim & Creed, PA Printed 10/27/2010
HydroCADO 910 s/n 04927 02010 HydroCAD Software Solutions LLC Page 73
Summary for Pond 8P: Permanent Basin #1
Inflow Area = 6.870 ac, 0.00% Impervious, Inflow Depth > 6.65" for 100-YEAR event
Inflow = 64.61 cfs @ 12.01 hrs, Volume= 3.805 of
Outflow = 13.25 cfs @ 12.26 hrs, Volume= 3.805 af, Atten= 79%, Lag= 15.1 min
Primary = 12.95 cfs @ 12.26 hrs, Volume= 1.522 of
Secondary = 0.30 cfs @ 6.40 hrs, Volume= 2.283 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 190.93'@ 12.26 hrs Surf.Area= 15,909 sf Storage= 88,778 cf
Plug-Flow detention time= 1,428.5 min calculated for 3.805 of (100% of inflow)
Center-of-Mass det. time= 1,428.0 min (2,212.3 - 784.3 )
Volume Invert Avail Storage Storage Description _
#1 184.00' 106,434 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
184.00 9,930 0 0
185.00 10,718 10,324 10,324
186.00 11,532 11,125 21,449
187.00 12,370 11,951 33,400
188.00 13,235 12,803 46,203
189.00 14,124 13,680 59,882
190.00 15,039 14,582 74,464
191.00 15,979 15,509 89,973
192.00 16,943 16,461 106,434
Device Routing Invert Outlet Devices
#1 Primary 185.50' 15.0" Round Culvert
L= 47.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 185.50'/ 184.00' S= 0.0319'/' Cc= 0.900
n= 0.013
#2 Device 1 190.30' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 184.00' 0.30 cfs Exfiltration at all elevations
Primary OutFlow Max=12.94 cfs @ 12.26 hrs HW=190.92' (Free Discharge)
t-1=Culvert (Inlet Controls 12.94 cfs @ 10.55 fps)
t-2=0rifice/Grate (Passes 12.94 cfs of 19.25 cfs potential flow)
Secondary OutFlow Max=0.30 cfs @ 6.40 hrs HW=184.08' (Free Discharge)
t-3=Exfiltration (Exfiltration Controls 0.30 cfs)
2010.10.27.Sed Basin Models Type // 24-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed, PA Printed 10/27/2010
HydroCADO 9.10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 50
Pond 8P: Permanent Basin #1
Hydrograph
¦ Inflow
Outflow
0 Primary
E Secondary
U
O
LL
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
2010.10.27.Sed Basin Models Type 1124-hr 10-YEAR Rainfall=5.24"
Prepared by McKim & Creed, PA Printed 10/27/2010
HydroCADO 9 10 s/n 04927 02010 HydroCAD Software Solutions LLC Page 49
Summary for Pond 8P: Permanent Basin #1
Inflow Area = 6.870 ac, 0.00% Impervious, Inflow Depth > 3.90" for 10-YEAR event
Inflow = 38.92 cfs @ 12.01 hrs, Volume= 2.230 of
Outflow = 0.30 cfs @ 8.70 hrs, Volume= 2.230 af, Atten= 99%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.30 cfs @ 8.70 hrs, Volume= 2.230 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 190.28'@24.09 hrs. Surf.Area= 15,304 sf Storage= 78,733 cf
Plug-Flow detention time= 2,328.1 min calculated for 2.230 of (100% of inflow)
Center-of-Mass det. time= 2,328.8 min ( 3,125.7 - 796.9 )
Volume Invert Avail Storage Storage Description
#1 184.00' 106,434 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Su rf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
184.00 9,930 0 0
185.00 10,718 10,324 10,324
186.00 11,532 11,125 21,449
187.00 12,370 11,951 33,400
188.00 13,235 12,803 46,203
189.00 14,124 13,680 59,882
190.00 15,039 14,582 74,464
191.00 15,979 15,509 89,973
192.00 16,943 16,461 106,434
Device Routing Invert Outlet Devices
#1 Primary 185.50' 15.0" Round Culvert
L= 47.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 185.50'/ 184.00' S= 0.0319'/' Cc= 0.900
n= 0.013
#2 Device 1 190.30' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 184.00' 0.30 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=184.00' (Free Discharge)
L1=Culvert (Controls 0.00 cfs)
L2=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.30 cfs @ 8.70 hrs HW=184.08' (Free Discharge)
t-3=Exfiltration (Exfiltration Controls 0.30 cfs)
2010.10.27.Sed Basin Models Type// 24-hr 1-YEAR Rainfall=2.89"
Prepared by McKim & Creed, PA Printed 10/27/2010
HydroCADO 9 10 s/n 04927 © 2010 HydroCAD Software Solutions LLC Page 26
Pond 8P: Permanent Basin #1
Hydrograph
17.78 cfs
Inflow Area=6.870 ac
18 Peak Elev=186.64'
17 r
16- Storage=28,981 cf
15
14
13
12
v 11
10
o g
LL
8
7
6
5
4
0.30 cfs
¦ Inflow
Outflow
¦ Primary
® Secondary
0
10 20 30 40 50 60 70 80 90 100 110 120 130 140
Time (hours)
2010.10.27.Sed Basin Models Type 11 24-hr 1-YEAR Rainfal1=2.89"
Prepared by McKim & Creed, PA Printed 10/27/2010
HydroCAD®910 s/n 04927 02010 HydroCAD Software Solutions LLC Page 25
Summary for Pond 8P: Permanent Basin #1
Inflow Area = 6.870 ac, 0.00% Impervious, Inflow Depth = 1.72" for 1-YEAR event
Inflow = 17.78 cfs @ 12.01 hrs, Volume= 0.985 of
Outflow = 0.30 cfs @ 11.00 hrs, Volume= 0.985 af, Atten= 98%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 of
Secondary = 0.30 cfs @ 11.00 hrs, Volume= 0.985 of
Routing by Stor-Ind method, Time Span= 5.00-144.00 hrs, dt= 0.05 hrs
Peak Elev= 186.64'@ 18.46 hrs Surf.Area= 12,067 sf Storage= 28,981 cf
Plug-Flow detention time= 963.4 min calculated for 0.985 of (100% of inflow;
Center-of-Mass det. time= 963.7 min ( 1,783.6 - 819.9)
Volume Invert Avail Storage Storage Description
#1 184.00' 106,434 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
184.00 9,930 0 0
185.00 10,718 10,324 10,324
186.00 11,532 11,125 21,449
187.00 12,370 11,951 33,400
188.00 13,235 12,803 46,203
189.00 14,124 13,680 59,882
190.00 15,039 14,582 74,464
191.00 15,979 15,509 89,973
192.00 16,943 16,461 106,434
Device Routing Invert Outlet Devices
#1 Primary 185.50' 15.0" Round Culvert
L= 47.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 185.50'/ 184.00' S= 0.0319T Cc= 0.900
n= 0.013
#2 Device 1 190.30' 36.0" x 36.0" Horiz. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#3 Secondary 184.00' 0.30 cfs Exfiltration at all elevations
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=184.00' (Free Discharge)
L1=Culvert ( Controls 0.00 cfs)
L2=Orifice/Grate ( Controls 0.00 cfs)
Secondary OutFlow Max=0.30 cfs @ 11.00 hrs HW=184.08' (Free Discharge)
L3=Exfiltration (Exfiltration Con trols 0.30 cfs)
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Worksheet for Existing Draw

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.030
Channel Slope 0.06000 ft /ft
Left Side Slope 6.00 ft/ft (H:V)
Right Side Slope 6.00 ft/ft (H:V)
Discharge 10.87 ft3/s
Results
Normal Depth 0.58 ft
Flow Area 2.05 ft2
Wetted Perimeter 7.11 ft
Hydraulic Radius 0.29 ft
Top Width 7.02 ft
Critical Depth 0.73 ft
Critical Slope 0.01871 ft/ft
Velocity 5.30 ft/s
Velocity Head 0.44 ft
Specific Energy 1.02 ft
Froude Number 1.73
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF fhutput 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 0.58 ft
Critical Depth 0.73 ft
Channel Slope 0.06000 ft/ft
Critical Slope 0.01871 ft/ft
Bentley Systems, Inc. Haestad Methods SolBbodd? %wMaster V8i (SELECTseries 1) (08.11.01.03]
10127/2010 9:26:29 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Worksheet for Existing Channel w/additional flow
" -
Friction Method Manning Formula
Solve For Normal Depth

Roughness Coefficient 0.030
Channel Slope 0.06000 ft/ft
Left Side Slope 6.00 ft/ft (H:V)
Right Side Slope 6.00 ft/ft (H:V)
Discharge 15.31 ft3/s

Normal Depth 0.67 ft
Flow Area 2.65 ftz
Wetted Perimeter 8.09 ft
Hydraulic Radius 0.33 ft
Top Width 7.98 ft
Critical Depth 0.83 ft
Critical Slope 0.01787 ft/ft
Velocity 5.77 ft/s
Velocity Head 0.52 ft
Specific Energy 1.18 ft
Froude Number 1.76
Flow Type Supercritical
(aw-fit own
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output N
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.67 ft
Critical Depth 0.83 ft
Channel Slope 0.06000 ft/ft
Critical Slope 0.01787 ft/ft
Bentley Systems, Inc. Haestad Methods SolB*affdj~Master V8i (SELECTseries 1) [08.11.01.03]
10127/2010 9:26:53 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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