20120202 Ver 2_401 Application_20130513

STEWART
R
MAY 3 1 2013
M
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N
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a
STRONGER BY DESIGN
t OIL, - 02.0a- Ua-
May 28, 2013
Jennifer Burdette
NCDENR - DWQ
1650 mail Service Center
Raleigh, NC 27699 -1650
RE: Request for Modification of Project #12 -0202 City of Raleigh Crabtree
Creek Greenway Trail
Ms Burdette,
Stewart received DWQ approval on June 26, 2012 for the buffer impacts
associated with the City of Raleigh Crabtree Creek Greenway Trail. Since
the impacts were granted NCDOT has provided additional comments on the
trial design near the US -64 bridges and Rogers Lane bridge over Crabtree
Creek. Their comments have necessitated a trail shift resulting in
additional buffer impacts. There are no additional stream or wetland
impacts associated with this request.
The original design of the trail was located closer to US -64, and was
encroaching into the roadway slopes. NCDOT has requested that the trail
be relocated outside of their right of way to the greatest extent possible to
reduce the impacts to the bridge fill slopes.
Under this request for permit modification to 20 -0202 the revised totals are
as follow:
Impact Type
Permitted
Requested
New Impact
Change
Total
Permanent Buffer Zone 1
88,053
+8,397
96,432
Permanent Buffer Zone 2
1 122,941
1 +1,334
1 124,275
The following revised documents are provided with this letter. The changes
to the revised PCN are highlighted in yellow. Buffer impact 28 and 29 were
affected by the changes.
• Revised PCN - 5 Copies
• 4 Copies of original NCDENR 401 Buffer Authorization Letter
• 4 Full size plan sets with 1/2 size cross sections
• 1 Half size COLOR plan sets with 1/2 size cross sections
1 CD containing pdf of plans
• 4 copies of the following
• Full size USGS map with project located
• Soil maps with project located
• Culvert calculations
• Ditch calculations
I hope these changes are met with your approval. Please contact me if you need
additional information, or have any comments or questions at (919)- 866 -4736 or
[e-mail]
Regards,
M ic4ULeel. Tay for
Michael Taylor, PE, LEED AP I Roadway Engineer
STEWART
STRONGER BY DESIGN
421 FAYETTEVILLE ST. RALEIGH, NC T 919.380.8750
SUITE 400 27601 F 919.380.8752

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Office Use Only:
Corps action ID no.
DWQ project no. 10 -0525
Form Version 1.4 January 2009
'Pre- Construction Notification PCN Form
A. Applicant Information
1.
Processing
1 a.
Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1b.
Specify Nationwide Permit (NWP) number: 23 or General Permit (GP) number:
1 c.
Has the NWP or GP number been verified by the Corps?
❑ Yes
® No
1 d.
Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification — Regular ® Non -404 Jurisdictional General Permit
❑ 401 Water Quality Certification — Express ® Riparian Buffer Authorization
1 e.
Is this notification solely for the record
because written approval is not required?
For the record only for DWQ 401
Certification:
❑ Yes ® No
For the record only for Corps Permit:
❑ Yes N No
1f.
Is payment into a mitigation bank or in -lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in -lieu
fee program.
❑ Yes
® No
1 g.
Is the project located in any of NC's twenty coastal counties. If yes, answer 1 In
below.
❑ Yes
® No
1h.
Is the project located within a NC DCM Area of Environmental Concern (AEC)?
❑ Yes
N No
2.
Project Information
2a.
Name of project:
Crabtree Creek Greenway Trail
2b.
County:
Wake
2c.
Nearest municipality / town:
Raleigh
2d.
Subdivision name:
N/A
2e.
NCDOT only, T.I.P. or state
project no:
N/A
3.
Owner Information
3a.
Name(s) on Recorded Deed:
Multiple, Please see attached
3b.
Deed Book and Page No.
Multiple, Please see attached
3c.
Responsible Party (for LLC if
applicable):
Vic Lebsock, City of Raleigh
3d.
Street address:
222 West Hargett St, Suite 601
3e.
City, state, zip:
Raleigh, NC 27601
3f.
Telephone no.:
919 - 996 -4786
3g.
Fax no.:
919 - 996 -7486
3h.
Email address:
victor.lebsock @ci.raleigh.nc.us
Page 1 of 13
PCN Form — Version 1.4 January 2009

4.
Applicant Information (if different from owner)
4a.
Applicant is:
® Agent ❑ Other, specify:
4b.
Name:
Victor Lebsock
4c.
Business name
(if applicable):
City of Raleigh, Parks and Recreation Department
4d.
Street address:
222 West Hargett St, Suite 601
4e.
City, state, zip:
Raleigh, NC 27601
4f.
Telephone no.:
919 - 996 -4786
4g.
Fax no.:
919 - 996 -7486
4h.
Email address:
victor.lebsock @ci.raleigh.nc.us
5.
Agent/Consultant Information (if applicable)
5a.
Name:
Iona Thomas, AICP
5b.
Business name
(if applicable):
Stewart Engineering, Inc.
5c.
Street address:
421 Fayetteville, Ste. 400
5d.
City, state, zip:
Raleigh, NC 27601
5e.
Telephone no.:
919 - 866 -4762
5f.
Fax no.:
919 - 380 -8752
5g.
Email address:
ithomas @stewart - eng.com
B.
Project Information and Prior Project History
1.
Property Identification
1a.
Property identification no. (tax PIN or parcel ID):
Multiple, see attached
1b.
Site coordinates (in decimal degrees):
Latitude: Longitude: -
(35.787924) (- 78.590730)
1 c.
Property size:
Multiple Parcels = 669.06 AC
2.
Surface Waters
2a.
Name of nearest body of water (stream, river, etc.) to
proposed project:
Crabtree Creek
2b.
Water Quality Classification of nearest receiving water:
WS -IV
2c.
River basin:
Neuse
Page 2 of 13
PCN Form — Version 1.4 January 2009

3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
Site conditions are currently floodplain with forest and some utility easements for power and sewer lines. In the vicinity
of the project land use is mixed between residential and commercial. The City of Raleigh has acquired land and
easements the length of the corridor.
3b. List the total estimated acreage of all existing wetlands on the property:
3.373 AC (multiple parcels)
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
3,225 LF of Perennial Streams, 0 LF of Intermittent Streams and, 21,341 LF of Crabtree Creek (multiple parcels)
3d. Explain the purpose of the proposed project:
Crabtree Creek Greenway Trail will connect the existing Buckeye Trail to the existing Anderson Point Park at the confluence
of Crabtree Creek and the Neuse River. By connecting to Anderson Point Park, this greenway trail will add to the proposed
Neuse River Trail network that is currently under construction. The Neuse River Trail network is comprised of the Upper
Neuse Trail which is a completed 8 mile section of trail, traversing the area from Falls Dam to the soccer complex near Perry
Creek Road. The southern section of the Neuse River Trail network is currently under construction, and will continue south,
following the Neuse River to the Wake /Johnston County Line where it will connect to the Johnston County Greenway system.
In addition to acting as a link in the Mountains -to -Sea Trail, locally the trail will connect recreational, residential, and
commercial nodes providing an alternative mode of transportation and increasing recreational opportunities. This project is
also part of the City of Raleigh's efforts to protect water quality and increase riparian buffer areas in the Neuse Watershed.
The project includes property and easement acquisition that places approximately 7.4 acres into greenway conservation. The
project increases the Crabtree Creek Buffers from 50 feet up to hundreds of feet. The City of Raleigh conservation effort is
important to the health of Crabtree Creek given the heavy development that parallels and drains into this section of the
Neuse River watershed.
The length of the project is 3.37 miles.
3e. Describe the overall project in detail, including the type of equipment to be used:
The project involves construction of new 10' wide asphalt paved trail, boardwalk in wetland and narrow stream locations as
well as bridges over tributaries and Crabtree Creek. Boardwalk is used to prevent impacts to jurisdictional wetlands and avoid
jurisdictional stream impacts. Where stream crossings are necessary but boardwalk cannot span the top of banks, short
tributary bridges are used to prevent piping the channel and maintain the existing topography and flow for the surrounding
habitat. There are three bridges that cross Crabtree Creek and one bridge over stream S$, a tributary to Crabtree Creek.
The City of Raleigh is administering the project and will oversee the construction. The contractor selected for the project will
determine the equipment used on the project. However, trail contractors generally use small paving machines and earth
moving equipment which has lower impacts to the project area than traditional highway construction equipment. Multiple
construction entrances have been identified to minimize trip distances of equipment. Nationwide Permit 23 General
Conditions will be included in construction documents to direct contractor operations in and around wetlands.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
®Yes El No El Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
®Preliminary El Final
of determination was made?
Agency /Consultant Company:
4c. If yes, who delineated the jurisdictional areas?
Environmental Services Inc.
Name (if known): Gail Tyner
524 S. New Hope Road Raleigh, NC
Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
The Corps reviewed a Jurisdictional Packet February 2009 and declined a field review. DWQ reviewed the Neuse River
Buffer Applicability March 24, 2009
Page 3 of 13
PCN Form — Version 1.4 January 2009

5. Project History
5a. Have permits or certifications been requested or obtained for
this project (including all prior phases) in the past?
❑ Yes ® No ❑ Unknown
5b. If yes, explain in detail according to "help file" instructions.
6. Future Project Plans
6a. Is this a phased project?
❑ Yes ® No
6b. If yes, explain.
This project connects the existing Buckeye Trail, running west to east along Crabtree Creek, to the existing Anderson
Point Park that is at the confluence of Crabtree Creek and the Neuse River.
Page 4 of 13
PCN Form — Version 1.4 January 2009
C. Proposed Impacts Inventory
1.
2.
3. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
® Wetlands ® Streams - tributaries ® Buffers
❑ Open Waters ❑ Pond Construction
Page 4 of 13
PCN Form — Version 1.4 January 2009

4.
5.
6. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
2b.
2c.
2d.
2e.
2f. Permanent
Temporary
Wetland impact
Type of jurisdiction
Area of impact (acres)
Impacts
number —
Type of impact
Type of wetland
Forested
(Corps - 404, 10
Permanent (P) or
(if known)
DWQ — non -404, other)
Temporary T
WG7 ®P El
Clearing for
®Yes
®Corps
T
Hydrology
PFO
El No
❑DWQ
.011
Model
WG6 ® P ❑
Construction Fill
PFO
® Yes
® Corps
T
for Culvert
❑ No
❑ DWQ
.000001
.0006
WG4 ®P El
Temporary
Temporary Fill
®Yes
®Corps
T
Construction
PFO
El No
❑DWQ
.020
Access
WG1 ❑ P ®
Construction Fill
PFO
® Yes
® Corps
T
for Asphalt Trail
❑ No
❑ DWQ
.012
.0206
2g. Total wetland impacts
.043
.021
2h. Comments: Total Impacts = 0.064 AC
7.
8.
9. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then
complete this question for all stream sites impacted.
3a.
3b.
3c.
3d.
3e.
3f.
3g.
Stream impact
Type of impact
Stream name
Perennial or
Type of
Average
Permanent Impact
Temporary Impact
number -
intermittent?
jurisdiction
stream
length
Length
Permanent (P) or
width
Temporary (T)
Install Temp.
SG8 ❑ P ®T
Pipe for
UT to Crabtree
® PER
® Corps
6 -8
0
32 LF
Construction
❑ INT
❑ DWQ
Access
Install Temp.
SG5 ❑ PH T
Pipe for
UT to Crabtree
® PER
® Corps
2
0
40 LF
Construction
❑ INT
❑ DWQ
Access
Install Temp.
SG4 ❑ P ® T
Pipe for
UT to Crabtree
® PER
® Corps
3 -4
0
36 LF
Construction
❑ INT
❑ DWQ
Access
SG2 ® P ❑ T
32LF -24" HDPE
UT to Crabtree
® PER
® Corps
3
12 LF USACE
0
❑ INT
❑ DWQ
20 LF NCDENR
Install Temp.
SG1 ❑ P ® T
Pipe for
UT to Crabtree
® PER
® Corps
6
0
32 LF
Construction
❑ INT
❑ DWQ
Access
3h. Total stream and tributary impacts
12 LF USACE
140 LF
20 LF NCDENR
3i. Comments:
Temporary stream impacts associated with temporary access issues include installation of temporary pipe for
construction equipment crossing. The contractor will be instructed to follow NW14 procedures for temporary
structures:
"This NWP also authorizes temporary structures, fills, and work necessary to construct the
linear transportation project. Appropriate measures must be taken to maintain normal
downstream flows and minimize flooding to the maximum extent practicable, when temporary
structures, work, and discharges, including cofferdams, are necessary for construction activities,
access fills, or dewatering of construction sites. Temporary fills must consist of materials, and be
laced in a manner, that will not be eroded by expected hi h ows. Temporaryfills must be
Page 5 of 13
PCN Form — Version 1.4 January 2009

10. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number —
Permanent (P)
or Tem ora T
removed in their entirety and the affected areas returned to pre - construction elevations. The
4c.
Type of impact
4d.
Water body type
areas affected by temporary fills must be revegetated, as appropriate. "
01 ❑P ❑T
USACE Corps representatives have also directed the City that a woven separator fabric be used
beneath any and all temporary fill. The purpose being to aid in the removal of temporary fill and
ensure the area is returned to pre - construction elevations and conditions. Winning bidder is to
03 ❑P ❑T
coordinate all temporary structures with the owner/ construction administrator prior to
construction.
04 ❑P ❑T
Permanent stream impacts are calculated different per agency. USACE does not include dissipater pads in the
calculation if the pads are buried. NCDENR includes the dissipater pad regardless of the installation type. The
4g. Comments: There are no Open Water impacts
dissipater pads on this project are buried, resulting in the permanent impact length difference.
10. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number —
Permanent (P)
or Tem ora T
4b.
Name of water
body
(if applicable)
4c.
Type of impact
4d.
Water body type
4e.
Area of impact (acres)
01 ❑P ❑T
02 ❑P ❑T
03 ❑P ❑T
04 ❑P ❑T
4L Total open water impacts
4g. Comments: There are no Open Water impacts
11. Pond or Lake Construction
If pond or lake construction proposed, then complete the chart below.
5a.
Pond ID
number
5b.
Proposed use or purpose
of pond
5c.
Wetland Impacts (acres)
5d.
Stream Impacts (feet)
5e.
Upland
(acres)
Flooded
Filled
Excavated
Flooded
Filled
Excavated
Flooded
P1
P2
K Total
5g. Comments: There are no Pond or Lake impacts.
5h. Is a dam high hazard permit required?
❑ Yes ®No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
Page 6 of 13
PCN Form — Version 1.4 January 2009

6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If any impacts require mitigation, then you MUST fill out Section D of this form.
6a.
® Neuse ❑ Tar - Pamlico ❑ Other:
Project is in which protected basin?
❑ Catawba ❑ Randleman
6b.
6c.
6d.
6e.
6f.
6g.
Buffer impact
number —
Reason
Buffer
Zone 1 impact
Zone 2 impact
Permanent (P)
for
Stream name
mitigation
(square feet)
(square feet)
or Temporary (T)
impact
required?
B1 ®P ❑ T
Cut/Fill
Crabtree Creek
®Nos
0
1,086
B2 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
7,017
0
B3 ® P ❑ T
Cut/Fill
Crabtree Creek
® Nos
0
4,921
B4 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
21,565
13,390
B5 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
15,477
30,117
B6 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
3,234
0
B7 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
729
0
B8 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
2,505
1,934
B9 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
2,250
1,765
B10 ®P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
20
2,431
B12 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
0
96
B13 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
153
2,266
B14 ® P ❑ T
Cut/Fill
Unnamed Tributary to
El
Nos
3,529
3,912
Crabtree Creek
®
B15 ® P ❑ T
Cut/Fill
Unnamed Tributary to
El
Nos
2,026
1,422
Crabtree Creek
®
B16 ® P ❑ T
Cut/Fill
Unnamed Tributary to
El
Nos
2,486
1,937
Crabtree Creek
®
B17 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
1,901
1,644
B18 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
2,743
1,690
B19 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
0
2,308
B20 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
0
34,386
B21 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
4,171
0
B22 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
2,680
0
Page 7 of 13
PCN Form — Version 1.4 January 2009

B23 ® P ❑ T
Cut/Fill
Crabtree Creek
®Nos
2,284
0
B24 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
0
85
B25 ® P ❑ T
Cut/Fill
Unnamed Tributary to
Nos
3,103
952
Crabtree Creek
®
B26 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
0
866
B27 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
0
359
B28 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
0
0
B29 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
12,120
12,117
B30 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
3,552
1,842
B31 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
2,887
1,867
B32 ® P ❑ T
Cut/Fill
Crabtree Creek
® Yes s
0
882
6h. Total buffer impacts
96,432
124,275
6i. Comments:
Greenway trails are an allowable use within buffer zones. The trail is specifically designed to provide sheet flow
throughout the entire length of the project to meet DWQ Diffuse Flow Buffer Rules. Culverts are designed to only allow
flow for which is naturally conveyed through existing draws in the land. There is no post- construction increase in flow at
the discharge of culverts due to the sheet flow conditions of the proposed trail.
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Corridor Realignment - The horizontal alignment has been adjusted to avoid or minimize impacts to wetlands, streams
and buffers as much as possible. Where these resources can be avoid they have been.
Stream Crossing Location — At each stream crossing a detail analysis was performed to identify the best crossing
spot. This includes crossing at the most narrow point, crossing perpendicular to the stream and crossing away from
parallel streams.
Boardwalk over Wetlands — The City of Raleigh has a policy of using boardwalk to cross all jurisdictional wetlands
throughout their greenway network. While this is a costly policy from both a construction and maintenance perspective
the City is committed to preserving wetland function. Wetland WG1 has been crossed with boardwalk to avoid
placement of fill in the wetlands.
Bridges /Boardwalk Rather than Pipe — Bridges are used throughout the project in locations where pipe sizes or
drainage areas are too large. While double or triple barrel culverts could work in these locations the City has chosen to
use bridges to reduce stream impacts. Streams SG1, SG4, SG5 and SG8 have all been spanned using boardwalk or
bridge in order to avoid filling and piping of the tributaries to Crabtree Creek.
Minimizing Grading - The trail itself matches existing grade to minimize the amount of fill and reducing the overall
footprint of the project and thus the impacts to jurisdictional waters.
Minimize Clearing — A large percentage of the trail will be located within a cleared sewer easement. The location of the
trail within this cleared and maintained easement reduces the need for additional clearing in sensitive riparian areas.
Page 8 of 13
PCN Form — Version 1.4 January 2009

Erosion Control - Silt Fence has been applied along fill slopes and upstream of all wetlands and streams.
Combination Tree - Protection and Silt Fence is utilized to demarcate all Buffer Zones to maximize protection and
environmental awareness of the contractor during construction.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The contractor shall be responsible for minimizing the impacts through construction techniques. However, the bid
specification will call for hand clearing where possible, use of construction mats in sensitive areas, small paving
machines and generally low impact machines to be used on the project in sensitive areas. Multiple construction
entrances have been provided to minimize trip distances of heavy equipment. Nationwide 23 General Conditions will
be included in construction specifications.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State?
❑ Yes ® No
2b. If yes, mitigation is required by (check all that apply):
❑ DWQ ❑ Corps
2c. If yes, which mitigation option will be used for this
project?
❑ Mitigation bank
El Payment to in -lieu fee program
❑ Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter)
Type:
Quantity:
3c. Comments:
4. Complete if Making a Payment to In -lieu Fee Program
4a. Approval letter from in -lieu fee program is attached.
❑ Yes
4b. Stream mitigation requested:
linear feet
4c. If using stream mitigation, stream temperature:
❑ warm ❑ cool ❑cold
4d. Buffer mitigation requested (DWQ only):
square feet
4e. Riparian wetland mitigation requested:
acres
4f. Non - riparian wetland mitigation requested:
acres
4g. Coastal (tidal) wetland mitigation requested:
acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Pane 9 of 13

6. Buffer Mitigation (State Regulated Riparian Buffer Rules) — required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation?
❑ Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.
Zone
6c.
Reason for impact
6d.
Total impact
(square feet)
Multiplier
6e.
Required mitigation
(square feet)
Zone 1
where there are existing natural draws. The flow is not increased at these discharge
❑ Yes ® No
3 (2 for Catawba)
Zone 2
trail and be of an adequately diffuse flow.
1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in -lieu fee fund).
6h. Comments:
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified
® Yes ❑ No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: The runoff directed into the Riparian Buffers occurs at culverts
where there are existing natural draws. The flow is not increased at these discharge
❑ Yes ® No
points. All outlets of these culverts have been provided with NCDOT standard
sized rip rap velocity dissipater pads. All other runoff shall sheet flow across the
trail and be of an adequately diffuse flow.
Page 10 of 13
PCN Form — Version 1.4 January 2009

2.
Stormwater Management Plan
2a.
What is the overall percent imperviousness of this project?
0.711%
2b.
Does this project require a Stormwater Management Plan?
❑ Yes ® No
2c.
If this project DOES NOT require a Stormwater Management Plan, explain why:
2d.
If this project DOES require a Stormwater Management Plan, then provide a brief, narrative
description of the plan:
❑ Certified Local Government
2e.
Who will be responsible for the review of the Stormwater Management Plan?
❑ DWQ Stormwater Program
❑ DWQ 401 Unit
3.
Certified Local Govemment Stormwater Review
3a.
In which local government's jurisdiction is this project?
City of Raleigh
❑ Phase II
3b.
Which of the following locally - implemented stormwater management programs
❑ NSW
❑ USMP
apply (check all that apply):
❑ Water Supply Watershed
❑ Other:
3c.
Has the approved Stormwater Management Plan with proof of approval been
❑ Yes ❑ No
attached?
4.
DWQ Stormwater Program Review
❑ Coastal counties
❑ HQW
4a.
Which of the following state - implemented stormwater management programs apply
❑ ORW
(check all that apply):
❑ Session Law 2006 -246
❑ Other:
4b.
Has the approved Stormwater Management Plan with proof of approval been
attached?
❑ Yes ❑ No
5.
DWQ 401 Unit Stormwater Review
5a.
Does the Stormwater Management Plan meet the appropriate requirements?
❑ Yes ❑ No
5b.
Have all of the 401 Unit submittal requirements been met?
❑ Yes ❑ No
Page 11 of 13
PCN Form — Version 1.4 January 2009

F.
Supplementary Information
1.
Environmental Documentation (DWQ Requirement)
1 a.
Does the project involve an expenditure of public (federal /state /local) funds or the
® Yes ❑ No
use of public (federal /state) land?
1 b.
If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State
® Yes ❑ No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c.
If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.)
❑ Yes ® No
Comments: Programmatic Categorical Exclusion approved by NCDOT -FHWA.
2.
Violations (DWQ Requirement)
2a.
Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards,
❑ Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b.
Is this an after - the -fact permit application?
❑ Yes ® No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of
the violation(s):
3.
Cumulative Impacts (DWQ Requirement)
3a.
Will this project (based on past and reasonably anticipated future impacts) result in
❑ Yes ® No
additional development, which could impact nearby downstream water quality?
3b.
If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4.
Sewage Disposal (DWQ Requirement)
4a.
Clearly detail the ultimate treatment methods and disposition (non- discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
N/A
Page 12 of 13
PCN Form — Version 1.4 January 2009

5.
Endangered Species and Designated Critical Habitat (Corps Requirement)
5a.
Will this project occur in or near an area with federally protected species or
® Yes ❑ No
habitat?
5b.
Have you checked with the USFWS concerning Endangered Species Act
® Yes ❑ No
impacts?
® Raleigh
5c.
If yes, indicate the USFWS Field Office you have contacted.
❑ Asheville
5d.
What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
ESI, Inc. reviewed the NHP database and conducted habitat evaluations. See attached USFW letter.
6.
Essential Fish Habitat (Corps Requirement)
6a.
Will this project occur in or near an area designated as essential fish habitat?
❑ Yes ® No
6b.
What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NCDOT Website — Index By County of Water Bodies
7.
Historic or Prehistoric Cultural Resources (Corps Requirement)
7a.
Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation
❑ Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b.
What data sources did you use to determine whether your site would impact historic or archeological resources?
ESI, Inc. coordinated with SHPO and the site was approved.
8. Flood Zone Designation (Corps Requirement)
8a.
Will this project occur in a FEMA- designated 100 -year floodplain?
® Yes ❑ No
8b.
If yes, explain how project meets FEMA requirements: For trails no fill will be placed within the floodway or floodplain. The
project has been coordinated with the Local Floodplain Administrators and NC Floodplain Mapping. For bridges that cross
Crabtree Creek and its tributaries within detailed study areas CLOMRs or No -Rise Certifications have been submitted,
reviewed, comments incorporated and approval is expected soon.
8c.
What source(s) did you use to make the floodplain determination? NC Floodmaps
Victor Lebsock
5/28/2013
Applicant /Agent's Printed Name
Date
Applicant/AgentsSlgnature
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 13 of 13
PCN Form — Version 1.4 January 2009

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(Joins sheet 70) - - - nnc

Hydro Computation
(Hydraulic Analysis)
(in /hr)
yr.
(in /hr)
10 yr.
(in /hr)
25 yr.
(in /hr)
50 yr.
(in /hr)
100 yr.
(in /hr)
By:
JH
Date:
10/6/2008
8.19
8.96
9.72
Checked:
DB
Date:
10/6/2008
STEWART
7.71
8.40
15 min.
4.04
4.74
5.25
Project: Lower Neuse Greenway
6.64
7.24
30 min.
2.70
Job Number: H9001.00
3.71
4.32
4.80
5.28
60 min.
1.70
Description: Hydraulic Design Criteria
2.41
2.84
3.17
3.50
Intensity-Duration-Frequency Table
0.95
? Raleigh-Durham, NC
1.37
1.62
1.81
2.00
180 min.
Return Period
0.89
1.02
1.21
2 yr.
1.50
360 min.
0.44
0.56
0.65
0.77
]-5
0.96
720 min.
0.26
0.33
0.39
0.46
0.52
0.57
1440 min.
0.15
0.19
0.22
0.27
0.30
0.33
5 min
5.76
6.58
7.22
8.19
8.96
9.72
TT min
6.76
7.62
'8.31
9.37
10.21
11.04
10 min
4.76
5.54
6.13
7.01
7.71
8.40
TT min
6.20
7.14
7.89
8.97
9.85
10.72
15 min
4.04
4.74
5.25
6.03
6.64
7.24
TT min
5.38
6.20
6.79
7.74
8.48
9.20
30 min
2.70
3.28
3.71
4.32
4.80
5.28
TT min
3.70
4.44
5.01
5.80
6.43
7.06
60 min
1.70
2.12
2.41
2.84
3.17
3.50
TT min
2.45
3.04
3.45
4.06
4.53
5.00
120 min
0.95
1.20
1.37
1.62
1.81
2.00
TT min
1.43
1.82
2.07
2.44
2.73
3.00
180 min
0.71
0.89
1.02
1.21
1.35
1.50
TT min
0.98
1.22
1.39
1.65
1.84
2.04
360 min
0.44
0.56
0.65
0.77
0.86
0.96
TT min
0.62
0.79
0.91
1.08
1.20
1.35
720 min
0.26
0.33
0.39
0.46
0.52
0.57
TT min
0.37
0.47
0.56
0.65
0.74
0.81
1440 min
0.15
0.19
0.22
0.27
0.30
0.33
Duration
(in /hr)
yr.
(in /hr)
10 yr.
(in /hr)
25 yr.
(in /hr)
50 yr.
(in /hr)
100 yr.
(in /hr)
5 min.
5.76
6.58
7.22
8.19
8.96
9.72
10 min.
4.76
5.54
6.13
7.01
7.71
8.40
15 min.
4.04
4.74
5.25
6.03
6.64
7.24
30 min.
2.70
3.28
3.71
4.32
4.80
5.28
60 min.
1.70
2.12
2.41
2.84
3.17
3.50
120 min.
0.95
1.20
1.37
1.62
1.81
2.00
180 min.
0.71
0.89
1.02
1.21
1.35
1.50
360 min.
0.44
0.56
0.65
0.77
0.86
0.96
720 min.
0.26
0.33
0.39
0.46
0.52
0.57
1440 min.
0.15
0.19
0.22
0.27
0.30
0.33

PROPOSED PREEA(WAY TRAIL
CULVERT
�[ P
V<I/
/ 1.66 AC
Tc PATH
jj, i
DELINEATION
1 � 1
� 1
d a

Culvert Computation
(Hydraulic Analysis)
Imervious Area
Pervious Area
Cw
STEWART
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 1
By:
Checked:
CC
BC
Date:
Date:
2/21/2012
2/21/2012
Location: -Y2-30+00
1.661
0.028
0.900
1.633
Drainage Area:
0.507
0.842
Totals
1.661
2.67
0.842
148
188
175
0.0878
Unpaved
0.52
Open Channel Flow:
100
180
175
0.0500
0.08
0.86
Time of Concentration =
4.04
Time of Concentration:
Discharge
Time of Concentration Calculation is less than 5 min. Use Rational Method with 5 min Intensity's.
Q10 =CIA= 6.
Q25 =CIA= 6.89 08 cfs
cfs
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Acres
C
Acres
C
1
1.661
0.028
0.900
1.633
0.500
0.507
0.842
Totals
1.661
2.67
0.842
Length
ft
L ()
Elev. 1
Elev. 2
Slope
ft
s (ft/)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Sheet Flow:
75
236
188
0.6400
0.24
2.67
Shallow Conc. Flow:
148
188
175
0.0878
Unpaved
0.52
Open Channel Flow:
100
180
175
0.0500
0.08
0.86
Time of Concentration =
4.04

Culvert Designer /Analyzer Report
01 - Culvert 1 - Sta.30 +00 -Y2-
Analysis Component
Storm Event Design Discharge 6.08 cfs
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:39:58 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3
Peak Discharge Method: User - Specified
Design Discharge 6.08 cfs Check Discharge 6.89 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 176.50 ft
Name Description Discharge
Culvert -1 1 -18 inch Circular 6.08 cfs
Weir Roadway (Constant ElevatiorgOO cfs
Total ---------- - - - - -- 6.08 cfs
HW Elev. Velocity
177.77 ft 5.14 ft/s
177.77 ft N/A
177.77 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:39:58 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
01 - Culvert 1 - Sta.30 +00 -Y2-
Component:Culvert -1
Culvert Summary
Inlet Control Properties
Computed Headwater Elev,
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
177.77 ft
177.67 ft
177.77 ft
1.04
Discharge
Tailwater Elevation
Control Type
6.08 cfs
176.50 ft
Outlet Control
Unsubmerged
Inlet Type Square edge w /headwall
Area Full
1.8 ft2
Grades
HDS 5 Chart
1
M 2.00000
Upstream Invert
Length
176.20 ft
32.00 ft
Downstream Invert
Constructed Slope
176.00 ft
0.006250 ft/ft
1
Y 0.67000
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
M2
Mild
Subcritical
5.14 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.95 ft
0.95 ft
0.95 ft
0.006264 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.013
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
177.77 ft
0.50
Upstream Velocity Head
Entrance Loss
0.41 ft
0.20 ft
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.011
02/22/12 08:39:58 ANSentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3
Inlet Control Properties
Inlet Control HW Elev. 177.67 ft
Flow Control
Unsubmerged
Inlet Type Square edge w /headwall
Area Full
1.8 ft2
K 0.00980
HDS 5 Chart
1
M 2.00000
HDS 5 Scale
1
C 0.03980
Equation Form
1
Y 0.67000
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.011
02/22/12 08:39:58 ANSentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer /Analyzer Report
01 - Culvert 1 - Sta.30 +00 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
177.77 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
179.52 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 179.52
100.00 179.52
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:39:58 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Designer /Analyzer Report
01 - Culvert 1 - Sta.30 +00 -Y2-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert-1 1 -18 inch Circular 13.49 cfs 179.52 ft 7.98 ft/s
Weir Roadway (Constant Elevatior%00 cfs 179.52 ft N/A
Total ---------- - - - - -- 13.49 cfs 179.52 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01
02/22/12 08:40:08 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
01 - Culvert 1 - Sta.3O +00 -Y2-
Component:Culvert-1
Culvert Summary
Computed Headwater Elev,
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
179.52 ft
179.52 ft
179.33 ft
2.21
Discharge
Tailwater Elevation
Control Type
13.49 cfs
176.50 ft
Inlet Control
Grades
Upstream Invert
Length
176.20 ft
32.00 ft
Downstream Invert
Constructed Slope
176.00 ft
0.006250 ft/ft
Hydraulic Profile
Profile CompositeM2PressureProfile
Slope Type Mild
Flow Regime Subcritical
Velocity Downstream 7.98 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
137 ft
N/A ft
1.37 ft
0.014394 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.013
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
179.33 ft
0.50
Upstream Velocity Head
Entrance Loss
0.91 ft
0.45 ft
Inlet Control Properties
Inlet Control HW Elev. 179.52 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
1.8 ft2
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:08 Af8entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer /Analyzer Report
01 - Culvert 1 - Sta.30 +00 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
179.52 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
179.52 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 179.52
100.00 179.52
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:08 ANIentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

4
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ry
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N< .1
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Culvert Computation
(Hydraulic Analysis)
ious Area
Pervious Area
Cw
STEWART
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 2
Location: - Y2 -35 +80
By:
Checked:
CC
BC
Date:
Date:
2/21/2012
2/21/2012
Drainage Area:
1.676
0.012
0.900
1.664
0.500
0.503
0.843
Totals
1.676
20.88
0.843
235
200
181
0.0809
Area
Imerv
Open Channel Flow:
125
181
179
0.0160
0.08
1.58
Time
of Concentration =
23.31
Time of Concentration:
Discharge:
A = 1.676
acres
C = 0.5029 T = 20.878704
min.
Sub -Area
(acres)
ious Area
Pervious Area
Cw
CA
Acres
C
Acres
C
1
1.676
0.012
0.900
1.664
0.500
0.503
0.843
Totals
1.676
20.88
0.843
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft /ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Intensity, I (in. /hr.)
3.51
4.17
4.65
5.36
5.92
Sheet Flow:
300
218
200
0.0600
0.24
20.88
Shallow Conc. Flow:
235
200
181
0.0809
Unpaved
0.85
Open Channel Flow:
125
181
179
0.0160
0.08
1.58
Time
of Concentration =
23.31
Recurrence Interval (Years)
2
5
10
25
50
100
Intensity, I (in. /hr.)
3.51
4.17
4.65
5.36
5.92
6.47
Discharge, Q (cfs)
2.96
3.51
3.92
4.52
4.99
5.45

Culvert Designer /Analyzer Report
02 - Culvert 2 - Sta.35 +80 -Y2-
Analysis Component
Storm Event Design Discharge 3.92 cfs
Peak Discharge Method: User - Specified
Design Discharge 3.92 cfs Check Discharge 4.52 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 178.50 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -18 inch Circular 3.92 cfs 179.40 ft 4.38 ft/s
Weir Roadway (Constant ElevatiorgOO cfs 179.40 ft N/A
Total ---------- - - - - -- 3.92 cfs 179.40 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:40:20 ?lBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
02 - Culvert 2 - Sta.35 +80 -Y2-
Component:Culvert -1
Culvert Summary
Computed Headwater Elev,
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
179.40 ft
179.30 ft
179.40 ft
0.80
Discharge
Tailwater Elevation
Control Type
3.92 cfs
178.50 ft
Outlet Control
Grades
Upstream Invert
Length
178.20 ft
40.00 ft
Downstream Invert
Constructed Slope
178.00 ft
0.005000 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
M2
Mild
Subcritical
4.38 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.76 ft
0.77 ft
0.76 ft
0.005388 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.013
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
179.40 ft
0.50
Upstream Velocity Head
Entrance Loss
0.28 ft
0.14 ft
Inlet Control Properties
Inlet Control HW Elev. 179.30 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
1.8 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:20 At'dentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer /Analyzer Report
02 - Culvert 2 - Sta.35 +80 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
179.40 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
180.99 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) Elev. (ft)
0.00 180.99
100.00 180.99
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:20 Ar8entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Designer /Analyzer Report
02 - Culvert 2 - Sta.35 +80 -Y2-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -18 inch Circular 11.85 cfs 180.99 ft 7.25 ft/s
Weir Roadway (Constant Elevatiorg00 cfs 180.99 ft N/A
Total ---------- - - - - -- 11.85 cfs 180.99 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:28 AlBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
02 - Culvert 2 - Sta.35 +80 -Y2-
Component:Culvert -1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
180.99 ft
180.99 ft
180.97 ft
1.86
Discharge
Tailwater Elevation
Control Type
11.85 cfs
178.50 ft
Inlet Control
Grades
Upstream Invert
Length
178.20 ft
40.00 ft
Downstream Invert
Constructed Slope
178.00 ft
0.005000 ft/ft
Hydraulic Profile
Profile CompositeM2PressureProfile
Slope Type Mild
Flow Regime Subcritical
Velocity Downstream 7.25 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.31 ft
N/A ft
1.31 ft
0.011571 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.013
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
180.97 ft
0.50
Upstream Velocity Head
Entrance Loss
0.70 ft
0.35 ft
Inlet Control Properties
Inlet Control HW Elev. 180.99 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
1.8 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01 ]
02/22/12 08:40:28 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer /Analyzer Report
02 - Culvert 2 - Sta.35 +80 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
180.99 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
180.99 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 180.99
100.00 180.99
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:28 Af\Sentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

r
Ile ► ��` '
r
fr
Lr
r
t �
F
1
1 '
t ,
24.646 AC
DELINEATION f Tc PATH
JI
� 1
' 1
_ r �
1 PROPOSED GREENWAY, •
TRAIL
t LVERT 3

Culvert Computation
(Hydraulic Analysis)
Imervious Area
Pervious Area
Cw
STEWART
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 3
Location: -Y2- 67 +35
By:
Checked:
CC
BC
Date:
Date:
2/21/2012
2/21/2012
Drainage Area:
20.646
0.092
0.900
20.554
0.500
0.502
10.360
Totals
20.646
'
10.360
833
208
179
0.0348
Unpaved
4.61
Open Channel Flow:
236
179
174
0.0212
0.08
2.31
Time
of Concentration =
17.86
Time of Concentration: '
Discharge:
A = 20.646
acres
C = 0.5018 T =
10.93462
min.
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Acres
C
Acres
C
1
20.646
0.092
0.900
20.554
0.500
0.502
10.360
Totals
20.646
'
10.360
Length
L (ft)
Elev.1
Elev.2
Slope
s (ft/ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Intensity, I (in. /hr.)
4.63
5.39
5.97
6.83
7.51
Sheet Flow:
175
226
208
0.1029
0.24
10.93
Shallow Conc. Flow:
833
208
179
0.0348
Unpaved
4.61
Open Channel Flow:
236
179
174
0.0212
0.08
2.31
Time
of Concentration =
17.86
Recurrence Interval (Years)
2
5
10
25
50
100
Intensity, I (in. /hr.)
4.63
5.39
5.97
6.83
7.51
8.18
Discharge, Q (cfs)
47.92
55.84
61.80
70.72
77.80
84.78

Culvert Designer /Analyzer Report
03 - Culvert 3 - Sta.67 +35 -Y2-
Analysis Component
Storm Event Design Discharge 61.80 cfs
Peak Discharge Method: User - Specified
Design Discharge 61.80 cfs Check Discharge 70.72 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 176.20 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 2 -36 inch Circular 61.81 cfs 177.83 ft 7.50 ft/s
Weir Roadway (Constant Elevatior0/.00 cfs 177.83 ft N/A
Total ---------- - - - - -- 61.81 cfs 177.83 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 103.02.00.011
02/22/12 08:40:37 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
03 - Culvert 3 - Sta.67 +35 -Y2-
Component: Culvert-1
Culvert Summary
Computed Headwater Elew 177.83 ft
Inlet Control HW Elev. 177.64 ft
Outlet Control HW Elev. 177.83 ft
Headwater Depth /Height 0.98
Discharge 61.81 cfs
Tailwater Elevation 176.20 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
174.90 ft
40.00 ft
Downstream Invert
Constructed Slope
174.70 ft
0.005000 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Steep
Supercritical
7.50 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.70 ft
1.68 ft
1.80 ft
0.004038 ft/ft
Section
Section Shape Circular
Sec@mrrA WHDPE (Smooth Interior)
Section Size 36 inch
Number Sections 2
Mannings Coefficient
Span
Rise
0.012
3.00 ft
3.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
177.83 ft
0.50
Upstream Velocity Head
Entrance Loss
0.75 ft
0.38 ft
Inlet Control Properties
Inlet Control HW Elev. 177.64 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
14.1 ftz
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:37 Af\Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
03 - Culvert 3 - Sta.67 +35 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
177.83 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
178.85 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) Elev. (ft)
0.00 178.85
100.00 178.85
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:37 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Designer /Analyzer Report
03 - Culvert 3 - Sta.67 +35 -Y2-
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:40:44 Ar8entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3
Overtopping Analysis
Name
Description Discharge
HW Elev.
Velocity
Culvert -1
2 -36 inch Circular 98.49 cfs
178.85 ft
8.53 ft/s
Weir
Roadway (Constant ElevatiorgOO cfs
178.85 ft
N/A
Total
---------- - - - - -- 98.51 cfs
178.85 ft
N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:40:44 Ar8entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
03 - Culvert 3 - Sta.67 +35 -Y2-
Component: Culvert -1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
178.85 ft
178.83 ft
178.85 ft
1.32
Discharge
Tailwater Elevation
Control Type
98.49 cfs
176.20 ft
Outlet Control
Grades
Upstream Invert
Length
174.90 ft
40.00 ft
Downstream Invert
Constructed Slope
174.70 ft
0.005000 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
M2
Mild
Subcritical
8.53 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
2.28 ft
2.37 ft
2.28 ft
0.005395 ft/ft
Section
Section Shape Circular
Sec0mrN}, bbIHDPE (Smooth Interior)
Section Size 36 inch
Number Sections 2
Mannings Coefficient
Span
Rise
0.012
3.00 ft
3.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
178.85 ft
0.50
Upstream Velocity Head
Entrance Loss
1.06 ft
0.53 ft
Inlet Control Properties
Inlet Control HW Elev. 178.83 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
14.1 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:44 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
03 - Culvert 3 - Sta.67 +35 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
178.85 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
178.85 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) Elev. (ft)
0.00 178.85
100.00 178.85
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:44 AfNBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

AC ,
f ►
r �r
r
r
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l !
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t
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! 4
! 1
I i
I 1
I f
1 �
,
-1
,
t �
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CULVERT 4 1
JI
r

Culvert Computation (Hydraulic Analysis)
By: CC Date: 2/21/2012
STEWART Checked: BC Date: 2/21/2012
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 4
Location: -Y2-79+20
Drainage Area:
Time of Concentration:
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Sub -Area 1
Acres
C
Acres
C
3.43
1
9.980
0.023
1 0.900
9.957
0.500
0.501
4.999
Shallow Conc. Flow:
1187
Totals
9.980
0.0345
4.999
6.60
Time of Concentration:
Discharge:
A = 9.980 acres C = 0.5009 T = 28.483376 min.
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft /ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
100
Intensity, I (in. /hr.)
2.84
3.43
3.87
Sheet Flow:
300
237
221
0.0533
0.24
21.89
Shallow Conc. Flow:
1187
221
180
0.0345
Unpaved
6.60
Open Channel Flow:
70
180
177
0.0429
0.08
0.69
Time
of Concentration =
28.48
Discharge:
A = 9.980 acres C = 0.5009 T = 28.483376 min.
Recurrence Interval (Years)
2
5
1 10
25
50
100
Intensity, I (in. /hr.)
2.84
3.43
3.87
4.49
4.99
5.48
Discharge, Q (cfs)
14.18
1 17.14
1 19.33
22.46
24.93
1 27.39

Culvert Designer /Analyzer Report
04 - Culvert 4 - Sta.79 +20 -Y2-
Analysis Component
Storm Event Design Discharge 19.33 cfs
Peak Discharge Method: User - Specified
Design Discharge 19.33 cfs Check Discharge 22.46 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 179.00 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 2 -24 inch Circular 19.33 cfs 179.30 ft 3.08 ft/s
Weir Roadway (Constant Elevatior4 00 cfs 179.30 ft N/A
Total ---------- - - - - -- 19.33 cfs 179.30 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:40:54 A1\8entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
04 - Culvert 4 - Sta.79 +20 -Y2-
Component:Culvert-1
Culvert Summary
Computed Headwater Elevz
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
179.30 ft
179.00 ft
179.30 ft
1.05
Discharge
Tailwater Elevation
Control Type
19.33 cfs
179.00 ft
Outlet Control
Grades
Upstream Invert
Length
177.20 ft
48.00 ft
Downstream Invert
Constructed Slope
177.00 ft
0.004167 fUft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
M1
Mild
Subcritical
3.08 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
2.00 ft
1.19 ft
1.11 ft
0.005143 fUft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
24 inch
2
Mannings Coefficient
Span
Rise
0.013
2.00 ft
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
179.30 ft
0.50
Upstream Velocity Head
Entrance Loss
0.16 ft
0.08 ft
Inlet Control Properties
Inlet Control HW Elev. 179.00 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
6.3 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:54 Ardentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
04 - Culvert 4 - Sta.79 +20 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
179.30 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
180.21 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) Elev. (ft)
0.00 180.21
100.00 180.21
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:40:54 Af9entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Designer /Analyzer Report
04 - Culvert 4 - Sta.79 +20 -Y2-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert -1 2 -24 inch Circular 38.30 cfs 180.21 ft 6.10 fUs
Weir Roadway (Constant Elevatiorq 00 cfs 180.21 ft N/A
Total ---------- - - - - -- 38.30 cfs 180.21 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:01 Atflentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
04 - Culvert 4 - Sta.79 +20 -Y2-
Component: Culvert- 1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
180.21 ft
180.01 ft
180.21 ft
1.51
Discharge
Tailwater Elevation
Control Type
38.30 cfs
179.00 ft
Outlet Control
Grades
Upstream Invert
Length
177.20 ft
48.00 ft
Downstream Invert
Constructed Slope
177.00 ft
0.004167 ft/ft
Hydraulic Profile
Profile PressureProfile
Slope Type N/A
Flow Regime N/A
Velocity Downstream 6.10 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
2.00 ft
N/A ft
1.57 ft
0.007750 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
24 inch
2
Mannings Coefficient
Span
Rise
0.013
2.00 ft
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
180.21 ft
0.50
Upstream Velocity Head
Entrance Loss
0.58 ft
0.29 ft
Inlet Control Properties
Inlet Control HW Elev. 180.01 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
6.3 ft'
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.01]
02/22/12 08:41:01 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
04 - Culvert 4 - Sta.79 +20 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
180.21 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
180.21 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 180.21
100.00 180.21
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.011
02/22/12 08:41:01 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

N., 1
41
1 AV
Tc PATH
1 t `,� v
WEATIOnr 1
Tc PATH '�, 15.557 AC ' V
CULVEAT
1 �
r 1
9.980 AC l •' 1 f i.:..
ell
I r
PROPOSED GREENWAY
TRAIL

Culvert Computation (Hydraulic Analysis)
By: CC Date: 2/21/2012
STEWART
Checked: BC Date: 2/21/2012
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 5
Location: -Y2- 89 +30
Drainage Area:
Time of Concentration:
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Sub -Area 1
- Acres—F
C
Acres
C
3.70
1
16.567
0.053
1 0.900
16.514
0.500
0.501
8.305
Shallow Conc. Flow:
955
Totals
16.567
0.0429
8.305
4.76
Time of Concentration:
Discharge:
A = 16.567 acres C = 0.5013 T = 25.639794 min.
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft/ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
100
Intensity, I (in. /hr.)
3.09
3.70
4.16
Sheet Flow:
300
237
219
0.0600
0.24
20.88
Shallow Conc. Flow:
955
219
178
0.0429
Unpaved
4.76
Open Channel Flow:
330
178
172
0.0182
0.08
3.17
Time
of Concentration
Discharge:
A = 16.567 acres C = 0.5013 T = 25.639794 min.
Recurrence Interval (Years)
2
5
10
25
50
100
Intensity, I (in. /hr.)
3.09
3.70
4.16
4.82
5.33
5.85
Discharge, Q (cfs)
25.66
30.76
34.53
40.00
44.30
48.58

Culvert Designer /Analyzer Report
05 - Culvert 5 - Sta.89 +30 -Y2-
Analysis Component
Storm Event Design Discharge 34.53 cfs
Peak Discharge Method: User - Specified
Design Discharge 34.53 cfs Check Discharge 40.00 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 173.00 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -42 inch Circular 34.54 cfs 175.71 ft 10.65 ft/s
Weir Roadway (Constant Elevatior400 cfs 175.71 ft N/A
Total ---------- - - - - -- 34.54 cfs 175.71 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 10:59:39 ANIentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
05 - Culvert 5 - Sta.89 +30 -Y2-
Component:Culvert-1
Culvert Summary
Computed Headwater Elev< 175.71 ft
Inlet Control HW Elev. 175.44 ft
Outlet Control HW Elev. 175.71 ft
Headwater Depth /Height 0.83
Discharge
Tailwater Elevation
Control Type
34.54 cfs
173.00 ft
Entrance Control
Grades
Upstream Invert
Length
172.80 ft
48.00 ft
Downstream Invert
Constructed Slope
171.80 ft
0.020833 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Steep
Supercritical
10.65 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.30 ft
1.16 ft
1.82 ft
0.004119 fUft
S ecti on
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
42 inch
1
Mannings Coefficient
Span
Rise
0.013
3.50 ft
3.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
175.71 ft
0.50
Upstream Velocity Head 0.72 ft
Entrance Loss 0.36 ft
Inlet Control Properties
Inlet Control HW Elev. 175.44 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
9.6 ft2
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.01]
02122112 10:59:39 AIBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
05 - Culvert 5 - Sta.89 +30 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
175.71 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
182.21 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 182.21
100.00 182.21
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 10:59:39 A1\5entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

Culvert Designer /Analyzer Report
05 - Culvert 5 - Sta.89 +30 -Y2-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -42 inch Circular 128.52 cfs 182.21 ft 15.22 ft/s
Weir Roadway (Constant Elevatiorg00 cfs 182.21 ft N/A
Total ---------- - - - - -- 128.52 cfs 182.21 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 10:59:47 AINBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
05 - Culvert 5 - Sta.89 +30 -Y2-
Com pone nt:Culvert-1
Culvert Summary
Computed Headwater Elew 182.21 ft
Inlet Control HW Elev. 182.21 ft
Outlet Control HW Elev. 180.45 ft
Headwater Depth /Height 2.69
Discharge
Tailwater Elevation
Control Type
128.52 cfs
173.00 ft
Inlet Control
Grades
Upstream Invert
Length
172.80 ft
48.00 ft
Downstream Invert
Constructed Slope
171.80 ft
0.020833 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Steep
Supercritical
15.22 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
2.87 ft
2.56 ft
3.30 ft
0.014108 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
42 inch
1
Mannings Coefficient
Span
Rise
0.013
3.50 ft
3.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
180.45 ft
0.50
Upstream Velocity Head
Entrance Loss
2.90 ft
1.45 ft
Inlet Control Properties
Inlet Control HW Elev. 182.21 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
9.6 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 10:59:47 AN'Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer /Analyzer Report
05 - Culvert 5 - Sta.89 +30 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
182.21 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
182.21 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) Elev. (ft)
0.00 182.21
100.00 182.21
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 10:59:47 At 'Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Computation (Hydraulic Analysis)
By: CC Date: 2/21/2012
STEWART Checked: BC Date: 2/21/2012
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 6
Location: -Y2- 96 +90
Drana a Area:
Discharge: Rational Method
Q10 =CIA= 0.67 cfs
Q25 =CIA= 0.76 cfs
1 11
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Acres
C
Acres
I C
1
0.172
0.016
1 0.900
0.156
1 0.500
0.537
0.092
Totals
0.172
0.092
Discharge: Rational Method
Q10 =CIA= 0.67 cfs
Q25 =CIA= 0.76 cfs
1 11

Culvert Designer /Analyzer Report
06 - Culvert6 - Sta 96 +90 -Y2-
Analysis Component
Storm Event Design Discharge 0.67 cfs
Peak Discharge Method: User - Specified
Design Discharge 0.67 cfs Check Discharge 0.76 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 178.50 ft
Name Description Discharge HW Elev. Velocity
Culvert-1 1 -18 inch Circular 0.67 cfs 181.16 ft 1.30 ft/s
Weir Roadway (Constant ElevatioigOO cfs 181.16 ft N/A
Total ---------- - - - - -- 0.67 cfs 181.16 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:41:27 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
06 - Culvert6 - Sta 96 +90 -Y2-
Component:Culvert-1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
181.16 ft
181.05 ft
181.16 ft
0.31
Discharge
Tailwater Elevation
Control Type
0.67 cfs
178.50 ft
Entrance Control
Grades
Upstream Invert
Length
180.70 ft
32.00 ft
Downstream Invert
Constructed Slope
178.00 ft
0.084375 ft/ft
Hydraulic Profile
Profile CompositeS1S2
Slope Type Steep
Flow Regime N/A
Velocity Downstream 1.30 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.50 ft
0.15 ft
0.30 ft
0.005046 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.013
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
181.16 ft
0.50
Upstream Velocity Head 0.11 ft
Entrance Loss 0.05 ft
Inlet Control Properties
Inlet Control HW Elev. 181.05 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
1.8 ft'
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:27 Arlentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
06 - Culvert6 - Sta 96 +90 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
181.16 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
182.10 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) Elev. (ft)
0.00 182.10
100.00 182.10
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:27 ANSentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

Culvert Designer /Analyzer Report
06 - Culvert6 - Sta 96 +90 -Y2-
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:37 AlBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3
Overtopping Analysis
Name
Description Discharge
HW Elev.
Velocity
Culvert -1
1 -18 inch Circular 5.06 cfs
182.10 ft
11.75 fUs
Weir
Roadway (Constant Elevatior400 cfs
182.10 ft
N/A
Total
---------- - - - - -- 5.06 cfs
182.10 ft
N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:37 AlBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
06 - Culvert6 - Sta 96 +90 -Y2-
Component: Culvert-1
Culvert Summary
Computed Headwater Elev, 182.10 ft
Inlet Control HW Elev. 181.94 ft
Outlet Control HW Elev. 182.10 ft
Headwater Depth /Height 0.93
Discharge 5.06 cfs
Tailwater Elevation 178.50 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
180.70 ft
32.00 ft
Downstream Invert
Constructed Slope
178.00 ft
0.084375 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Steep
Supercritical
11.75 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.44 ft
0.41 ft
0.87 ft
0.005802 fUft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.013
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
182.10 ft
0.50
Upstream Velocity Head
Entrance Loss
0.36 ft
0.18 ft
Inlet Control Properties
Inlet Control HW Elev. 181.94 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
1.8 ft2
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02122112 08:41:37 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
06 - Culvert6 - Sta 96 +90 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
182.10 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
182.10 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) Elev. (ft)
0.00 182.10
100.00 182.10
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:37 Argentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

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DELINEATION �,
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1 1
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CULVERT 7 r

Culvert Computation (Hydraulic Analysis)
By: CC Date: 2/21/2012
STEWART Checked: BC Date: 2/21/2012
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 7
Location: -Y2- 102 +90
Drainage Area:
Time of Concentration:
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
CW
CA
Sub -Area 1
Acres
C
Acres
C
3.47
1
5.070
0.034
0.900
5.036
1 0.500
0.503
2.549
Shallow Conc. Flow:
840
Totals
5.070
0.0310
2.549
4.93
Time of Concentration:
Discharge:
A = 5.070 acres C = 0.5027 T = 28.018699 min.
Length
L (ft)
Elev.
Elev.
Slope
s (ft /ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
1 100
Intensity, I (in. /hr. )
2.88
3.47
3.91
Sheet Flow:
300
215
201
0.0467
0.24
23.09
Shallow Conc. Flow:
840
201
175
0.0310
Unpaved
4.93
Open Channel Flow:
150
175
173
0.0133
0.08
1.95
Time
of Concentration =
28.02
Discharge:
A = 5.070 acres C = 0.5027 T = 28.018699 min.
Recurrence Interval (Years)
2
5
10
25
50
1 100
Intensity, I (in. /hr. )
2.88
3.47
3.91
4.55
5.04
5.54
Discharge, Q (cfs)
7.33
8.85
9.97
11.59
12.85
14.12

Culvert Designer /Analyzer Report
07 - Culvert 7 - Sta.102 +90 -Y2-
Analysis Component
Storm Event Design Discharge 9.97 cfs
Peak Discharge Method: User - Specified
Design Discharge 9.97 cfs Check Discharge 11.59 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 173.00 ft
Name Description Discharge HW Elev, Velocity
Culvert-1 1 -24 inch Circular 9.97 cfs 174.82 ft 7.42 ft/s
Weir Roadway (Constant ElevatiorG7j 00 cfs 174.82 ft N/A
Total ---------- - - - - -- 9.97 cfs 174.82 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:45 Ar8entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
07 - Culvert 7 - Sta.1O2 +90 -Y2-
Component: Culvert-1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
174.82 ft
174.68 ft
174.82 ft
0.91
Discharge 9.97 cfs
Tailwater Elevation 173.00 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
173.00 ft
36.00 ft
Downstream Invert
Constructed Slope
172.50 ft
0.013889 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 7.42 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.89 ft
0.85 ft
1.13 ft
0.005198 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
24 inch
1
Mannings Coefficient
Span
Rise
0.013
2.00 ft
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
174.82 ft
0.50
Upstream Velocity Head
Entrance Loss
0.46 ft
0.23 ft
Inlet Control Properties
Inlet Control HW Elev. 174.68 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
3.1 ft'
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:45 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
07 - Culvert 7 - Sta.102 +90 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
174.82 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
177.20 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 177.20
100.00 177.20
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.01]
02/22/12 08:41:45 ArBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

Culvert Designer /Analyzer Report
07 - Culvert 7 - Sta.102 +90 -Y2-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -24 inch Circular 26.69 cfs 177.20 ft 9.51 ft/s
Weir Roadway (Constant ElevatiorgOO cfs 177.20 ft N/A
Total ---------- - - - - -- 26.70 cfs 177.20 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:41:51 ANIentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
07 - Culvert 7 - Sta.102 +90 -Y2-
Component: Culvert- 1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
177.20 ft
177.20 ft
176.67 ft
2.10
Discharge
Tailwater Elevation
Control Type
26.69 cfs
173.00 ft
Inlet Control
Grades
Upstream Invert
Length
173.00 ft
36.00 ft
Downstream Invert
Constructed Slope
172.50 ft
0.013889 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 9.51 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.67 ft
1.64 ft
1.80 ft
0.012247 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
24 inch
1
Mannings Coefficient
Span
Rise
0.013
2.00 ft
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
176.67 ft
0.50
Upstream Velocity Head
Entrance Loss
1.25 ft
0.62 ft
Inlet Control Properties
Inlet Control HW Elev. 177.20 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
3.1 ft2
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.01]
02/22/12 08:41:51 Argentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
07 - Culvert 7 - Sta.102 +90 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
177.20 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
177.20 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 177.20
100.00 177.20
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:41:51 Af'Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

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Culvert Computation (Hydraulic Analysis)
STEWART
Project:
Job Number:
Description:
Location:
Lower Neuse Greenway
H9001.00
Crabtree Creek - Culvert 8
-Y2- 125 +00
By:
Checked:
CC
BC
Date:
Date:
2/21/2012
2/21/2012
Drainage Area:
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Acres
C
Acres
C
1
0.160
0.011
0.900
0.149
0.500
0.528
0.084
Totals
0.160
0.084
Discharge Rational Method
Q10 =CIA=
Q25 =CIA=
0.61 cfs
0.69 cfs

Culvert Designer /Analyzer Report
08 - Culvert 8 - Sta.125 +00 -Y2-
Analysis Component
Storm Event Design Discharge 0.61 cfs
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:00 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3
Peak Discharge Method: User - Specified
Design Discharge 0.61 cfs Check Discharge 0.69 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 173.40 ft
Name Description Discharge
Culvert-1 1 -18 inch Circular 0.61 cfs
Weir Roadway (Constant Elevatio p.00 cfs
Total ---------- - - - - -- 0.61 cfs
HW Elev. Velocity
175.94 ft 1.18 ft/s
175.94 ft N/A
175.94 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:00 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
08 - Culvert 8 - Sta.125 +00 -Y2-
Component: Culvert -1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
175.94 ft
175.83 ft
175.94 ft
0.29
Discharge 0.61 cfs
Tailwater Elevation 173.40 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
175.50 ft
32.00 ft
Downstream Invert
Constructed Slope
172.90 ft
0.081250 ft/ft
Hydraulic Profile
Profile CompositeSlS2
Slope Type Steep
Flow Regime N/A
Velocity Downstream 1.18 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.50 ft
0.15 ft
0.29 ft
0.005070 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.013
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
175.94 ft
0.50
Upstream Velocity Head
Entrance Loss
0.10 ft
0.05 ft
Inlet Control Properties
Inlet Control HW Elev. 175.83 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
1.8 ftz
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:00 Argentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer /Analyzer Report
08 - Culvert 8 - Sta.125 +00 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
175.94 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
177.14 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 17714
100.00 177.14
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:42:00 ArBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Designer /Analyzer Report
08 - Culvert 8 - Sta.125 +00 -Y2-
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
L \ ... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01 ]
02/22/12 08:42:08 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3
aartopping Analysis
Name
Description Discharge
HW Elev.
Velocity
Culvert -1
1 -18 inch Circular 6.53 cfs
177.14 ft
12.13 ft/s
Weir
Roadway (Constant Elevatior0}00 cfs
177.14 ft
N/A
Total
---------- - - - - -- 6.53 cfs
177.14 ft
N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
L \ ... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01 ]
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Culvert Designer /Analyzer Report
08 - Culvert 8 - Sta.125 +00 -Y2-
Component:Culvert-1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
177.14 ft
177.00 ft
177.14 ft
1.09
Discharge 6.53 cfs
Tailwater Elevation 173.40 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
175.50 ft
32.00 ft
Downstream Invert
Constructed Slope
172.90 ft
0.081250 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 12.13 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.52 ft
0.48 ft
0.99 ft
0.006500 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
18 inch
1
Mannings Coefficient
Span
Rise
0.013
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
177.14 ft
0.50
Upstream Velocity Head
Entrance Loss
0.43 ft
0.22 ft
Inlet Control Properties
Inlet Control HW Elev. 177.00 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
1.8 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:08 Arfientley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
08 - Culvert 8 - Sta.125 +00 -Y2-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
177.14 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
177.14 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 177.14
100.00 177.14
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:08 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

7.1
a,
w
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oQ
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J
U
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w
w
U
a
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■
a
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1 1 ------------- - - - - -- f
•_ r
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Qr-
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9
STEWART
Project:
Job Number:
Description:
Location:
Lower Neuse Greenway
H9001.00
Crabtree Creek - Culvert 9
- Y2Rev1- 136 +50
By: CC Date: 2/21/2012
Checked: BC Date: 2/21/2012
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Acres
C
Acres
C
1
4.025
0.023
1 0.900
4.002
0.500
0.502
2.022
Totals
4.025
14.22
2.022
A = 4.025 acres C = 0.5023 T = 19.614373 min.
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft /ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Intensity, I (in. /hr.)
3.63
4.29-1
4.78
5.50
1 6.07
Sheet Flow:
205
216
201
0.0732
0.24
14.22
Shallow Conc. Flow:
880
201
176
0.0284
Unpaved
5.39
Open Channel Flow:
190
176
169
0.0368
0.08
1.58
Time
of Concentration =
19.61
A = 4.025 acres C = 0.5023 T = 19.614373 min.
Recurrence Interval (Years)
2
5
F 10
25
1 50
100
Intensity, I (in. /hr.)
3.63
4.29-1
4.78
5.50
1 6.07
6.64
Discharge, Q (cfs)
7.33
8.67
1 9.66
11.13
1 12.28
13.42

Culvert Designer /Analyzer Report
09 - Culvert 9 - Sta.136 +50 - Y2Rev1-
Analysis Component
Storm Event Design Discharge 9.66 cfs
Peak Discharge Method: User - Specified
Design Discharge 9.66 cfs Check Discharge 11.13 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 168.40 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -24 inch Circular 9.66 cfs 171.79 ft 11.79 ft/s
Weir Roadway (Constant Elevatior4OO cfs 171.79 ft N/A
Total ---------- - - - - -- 9.66 cfs 171.79 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.01]
02/22/12 08:42:17 APBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
09 - Culvert 9 - Sta.136 +50 - Y2Rev1-
Component:Culvert-1
Culvert Summary
Computed Headwater Elew 171.79 ft
Inlet Control HW Elev. 171.59 ft
Outlet Control HW Elev. 171.79 ft
Headwater Depth /Height 0.89
Discharge 9.66 cfs
Tailwater Elevation 168.40 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
170.00 ft
32.00 ft
Downstream Invert
Constructed Slope
167.90 ft
0.065625 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Steep
Supercritical
11.79 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.61 ft
0.55 ft
1.11 ft
0.005145 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
24 inch
1
Mannings Coefficient
Span
Rise
0.013
2.00 ft
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
171.79 ft
0.50
Upstream Velocity Head
Entrance Loss
0.45 ft
0.23 ft
Inlet Control Properties
Inlet Control HW Elev. 171.59 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
3.1 ftz
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:17 AINBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
09 - Culvert 9 - Sta.136 +50 - Y2Rev1-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
171.79 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
174.96 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 174.96
100.00 174.96
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:17 AlBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Designer /Analyzer Report
09 - Culvert 9 - Sta.136 +50 - Y2Rev1-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -24 inch Circular 30.23 cfs 174.96 ft 14.79 ft/s
Weir Roadway (Constant Elevatiorg00 cfs 174.96 ft N/A
Total ---------- - - - - -- 30.23 cfs 174.96 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:24 Affientley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
09 - Culvert 9 - Sta.136 +50 - Y2Rev1-
Component:Culvert-1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
174.96 ft
174.96 ft
174.15 ft
2.48
Discharge
Tailwater Elevation
Control Type
30.23 cfs
168.40 ft
Inlet Control
Grades
Upstream Invert
Length
170.00 ft
32.00 ft
Downstream Invert
Constructed Slope
167.90 ft
0.065625 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 14.79 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.24 ft
1.03 ft
1.87 ft
0.015442 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
24 inch
1
Mannings Coefficient
Span
Rise
0.013
2.00 ft
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
174.15 ft
0.50
Upstream Velocity Head
Entrance Loss
1.53 ft
0.76 ft
Inlet Control Properties
Inlet Control HW Elev. 174.96 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
3.1 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:24 AISentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
09 - Culvert 9 - Sta.136 +50 - Y2Rev1-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
174.96 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
174.96 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 174.96
100.00 174.96
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:24 ANIentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Computation (Hydraulic Analysis)
By: CC Date: 2/21/2012
STEWART Checked: BC Date: 2/21/2012
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 10
Location: - Y2Rev1- 137 +65
Drainage Area:
Time of Concentration:
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Sub -Area 1
Acres
C
Acres
I C
4.97
1
5.520
0.031
0.900
5.489
1 0.500
0.502
2.772
Shallow Conc. Flow:
745
Totals
5.520
0.0389
2.772
3.90
Time of Concentration:
Discharge:
A = 5.520 acres C = 0.5022 T = 13.57189 min.
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft /ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
100
Intensity, I (in. /hr.)
4.25
4.97
5.50
Sheet Flow:
155
221
204
0.1097
0.24
9.67
Shallow Conc. Flow:
745
204
175
0.0389
Unpaved
3.90
Open Channel Flow:
50
175
170
0.1000
0.08
0.38
Time of Concentration =
13.57
Discharge:
A = 5.520 acres C = 0.5022 T = 13.57189 min.
Recurrence Interval (Years)
2
5
F 10
25
50
100
Intensity, I (in. /hr.)
4.25
4.97
5.50
6.31
6.95
7.57
Discharge, Q (cfs)
11.77
13.77
15.25
17.49
19.26
20.99

Culvert Designer /Analyzer Report
10 - Culvert 10 - Sta.137 +65 - Y2Rev1-
Analysis Component
Storm Event Design Discharge 15.25 cfs
Peak Discharge Method: User - Specified
Design Discharge 15.25 cfs Check Discharge 17.49 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 171.00 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -30 inch Circular 15.26 cfs 174.11 ft 12.12 ft/s
Weir Roadway (Constant Elevatiofit/.00 cfs 174.11 ft N/A
Total ---------- - - - - -- 15.26 cfs 174.11 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
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Culvert Designer /Analyzer Report
10 - Culvert 10 - Sta.137 +65 - Y2Rev1-
Component:Culvert-1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
174.11 ft
173.87 ft
174.11 ft
0.84
Discharge 15.26 cfs
Tailwater Elevation 171.00 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
172.00 ft
36.00 ft
Downstream Invert
Constructed Slope
170.00 ft
0.055556 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 12.12 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.76 ft
0.67 ft
1.32 ft
0.004637 ft/ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
30 inch
1
Mannings Coefficient
Span
Rise
0.013
2.50 ft
2.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
174.11 ft
0.50
Upstream Velocity Head
Entrance Loss
0.53 ft
0.26 ft
Inlet Control Properties
Inlet Control HW Elev. 173.87 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
4.9 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
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Culvert Designer /Analyzer Report
10 - Culvert 10 - Sta.137 +65 - Y2Rev1-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
174.11 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
175.16 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 175.16
100.00 175.16
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01 ]
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Culvert Designer /Analyzer Report
10 - Culvert 10 - Sta.137 +65 - Y2Rev1-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -30 inch Circular 29.14 cfs 175.16 ft 13.64 ft/s
Weir Roadway (Constant ElevatioigOO cfs 175.16 ft N/A
Total ---------- - - - - -- 29.15 cfs 175.16 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
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Culvert Designer /Analyzer Report
10 - Culvert 10 - Sta.137 +65 - Y2Rev1-
Component:Culvert -1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
175.16 ft
175.02 ft
175.16 ft
1.26
Discharge 29.14 cfs
Tailwater Elevation 171.00 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
172.00 ft
36.00 ft
Downstream Invert
Constructed Slope
170.00 ft
0.055556 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 13.64 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.12 ft
0.94 ft
1.84 ft
0.006343 ft /ft
Section
Section Shape
Section Material
Section Size
Number Sections
Circular
Concrete
30 inch
1
Mannings Coefficient
Span
Rise
0.013
2.50 ft
2.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
175.16 ft
0.50
Upstream Velocity Head
Entrance Loss
0.88 ft
0.44 ft
Inlet Control Properties
Inlet Control HW Elev. 175.02 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Transition
4.9 ft'
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:40 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
10 - Culvert 10 - Sta.137 +65 - Y2Rev1-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
175.16 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
175.16 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 175.16
100.00 175.16
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:42:40 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Computation
(Hydraulic Analysis)
Elev. 1
ious Area
Cw
STEWART
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 11
Location: - Y2Rev1- 147 +40
By:
Checked:
CC
BC
Date:
Date:
2/21/2012
2/21/2012
Drainage Area:
7.180
0.017
0.900
7.163
0.500
0.501
3.597
Totals
7.180
9.24
3.597
660
200
175
0.0379
Area
Imervious Area
Perv
180
175
170
0.0278
0.08
1.69
Time
of Concentration =
12.74
Time of Concentration:
Discharge:
A = 7.180
acres
C = 0.5009 T = 12.740538
min.
Sub -Area
(acres)
Elev. 1
ious Area
Cw
CA
Acres
C
Acres
C
1
7.180
0.017
0.900
7.163
0.500
0.501
3.597
Totals
7.180
9.24
3.597
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft /ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Intensity, I (in. /hr.)
4.37
5.10
5.65
6.47
7.12
Sheet Flow:
165
223
200
0.1394
0.24
9.24
Shallow Conc. Flow:
660
200
175
0.0379
Unpaved
3.50
Open Channel Flow:
180
175
170
0.0278
0.08
1.69
Time
of Concentration =
12.74
Recurrence Interval (Years)
2
5
10
25
50
100
Intensity, I (in. /hr.)
4.37
5.10
5.65
6.47
7.12
7.76
Discharge, Q (cfs)
15.70
18.35
20.31
23.28
25.62
27.93

Culvert Designer /Analyzer Report
11 - Culvert 11 - Sta.147 +40 - Y2Rev1-
Analysis Component
Storm Event Design Discharge 20.31 cfs
Peak Discharge Method: User - Specified
Design Discharge 20.31 cfs Check Discharge 23.28 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 170.00 ft
Name Description Discharge HW Elev. Velocity
Culvert-1 1 -30 inch Circular 20.32 cfs 173.11 ft 11.38 ft/s
Weir Roadway (Constant Elevatiorq 00 cfs 173.11 ft N/A
Total ---------- - - - - -- 20.32 cfs 173.11 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
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Culvert Designer /Analyzer Report
11 - Culvert 11 - Sta.147 +40 - Y2Rev1-
Component: Culvert- 1
Culvert Summary
Computed Headwater Elev<
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
173.11 ft
172.98 ft
173.11 ft
0.92
Discharge 20.32 cfs
Tailwater Elevation 170.00 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
170.80 ft
36.00 ft
Downstream Invert
Constructed Slope
169.50 ft
0.036111 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 11.38 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.98 ft
0.83 ft
1.53 ft
0.004355 ft/ft
Section
Section Shape Circular
SecGDorrA i1giDPE (Smooth Interior)
Section Size 30 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.012
2.50 ft
2.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
173.11 ft
0.20
Upstream Velocity Head
Entrance Loss
0.65 ft
0.13 ft
Inlet Control Properties
Inlet Control HW Elev. 172.98 ft
Inlet Type Beveled ring, 33.7° bevels
K 0.00180
M 2.50000
C 0.02430
Y 0.83000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
4.9 ft2
3
B
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.01 j
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Culvert Designer /Analyzer Report
11 - Culvert 11 - Sta.147 +40 - Y2Rev1-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
173.11 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
175.44 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 175.44
100.00 175.44
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:48 Argentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Designer /Analyzer Report
11 - Culvert 11 - Sta.147 +40 - Y2Rev1-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -30 inch Circular 50.88 cfs 175.44 ft 14.14 ft/s
Weir Roadway (Constant Elevatior4tj00 cfs 175.44 ft N/A
Total ---------- - - - - -- 50.87 cfs 175.44 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
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Culvert Designer /Analyzer Report
11 - Culvert 11 - Sta.147 +40 - Y2Rev1-
Component:Culvert -1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
175.44 ft
175.44 ft
175.26 ft
1.86
Discharge
Tailwater Elevation
Control Type
50.88 cfs
170.00 ft
Inlet Control
Grades
Upstream Invert
Length
170.80 ft
36.00 ft
Downstream Invert
Constructed Slope
169.50 ft
0.036111 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 14.14 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.72 ft
1.40 ft
2.31 ft
0.011364 ft/ft
Section
Section Shape Circular
SecQnr izkIHDPE (Smooth Interior)
Section Size 30 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.012
2.50 ft
2.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
175.26 ft
0.20
Upstream Velocity Head
Entrance Loss
1.79 ft
0.36 ft
Inlet Control Properties
Inlet Control HW Elev. 175.44 ft
Inlet Type Beveled ring, 33.7° bevels
K 0.00180
M 2.50000
C 0.02430
Y 0.83000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
4.9 ft2
3
B
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:42:55 AlOentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
11 - Culvert 11 - Sta.147 +40 - Y2Rev1-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
175.44 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
175.44 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 175.44
100.00 175.44
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:42:55 A1\11entley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

�RABrREE cREEK
CULVERT 13
` Sly
PROPOSED GREENWAY 1 i• , `/ ~ �'
TRAIL
f 1
1
CULVERT 12
DELINEATIONS
(TYP)
12JI5 AC
J% is `� •:� � � _ `:,
Tc PATH
(TYP)
� 1
� 1
l
I I
1 i

0
STEWART
Project:
Job Number:
Description:
Location:
Lower Neuse Greenway
H9001.00
Crabtree Creek - Culvert 12
- Y2Revl- 162 +65
By: CC Date: 2/21/2012
Checked: BC Date: 2/21/2012
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Acres
C
Acres
C
1
12.115
0.033
0.900
12.082
1 0.500
0.501
6.071
Totals
12.115
16.33
6.071
A = 12.115 acres C = 0.5011 T = 20.35016 min.
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft/ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Intensity, I (in. /hr. )
3.56
1 4.22
4.70
5.42
5.98
Sheet Flow:
230
255
240
0.0652
0.24
16.33
Shallow Conc. Flow:
985
240
177
0.0640
Unpaved
4.02
Open Channel Flow:
150
177
172
0.0333
0.08
1.37
Time of Concentration =
20.35
A = 12.115 acres C = 0.5011 T = 20.35016 min.
Recurrence Interval (Years)
2
5
10
1 25
50
100
Intensity, I (in. /hr. )
3.56
1 4.22
4.70
5.42
5.98
6.54
Discharge, Q (cfs)
21.62
1 25.61
28.54
1 32.90
36.33
39.71

Culvert Designer /Analyzer Report
12 - Culvert 12 - Sta.162 +65 - Y2Rev1-
Analysis Component
Storm Event Design Discharge 28.54 cfs
Peak Discharge Method: User - Specified
Design Discharge 28.54 cfs Check Discharge 32.60 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 172.40 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -42 inch Circular 28.53 cfs 174.90 ft 8.60 ft/s
Weir Roadway (Constant ElevatiorgOO cfs 174.90 ft N/A
Total ---------- - - - - -- 28.53 cfs 174.90 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \cu1verts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:02 ArSentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
12 - Culvert 12 - Sta.162 +65 - Y2Rev1-
Component:Culvert-1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
174.90 ft
174.65 ft
174.90 ft
0.74
Discharge 28.53 cfs
Tailwater Elevation 172.40 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
172.30 ft
36.00 ft
Downstream Invert
Constructed Slope
171.90 ft
0.011111 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 8.60 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.32 ft
1.19 ft
1.65 ft
0.003367 ft/ft
Section
Section Shape Circular
SecGh9rrA d1 -IDPE (Smooth Interior)
Section Size 42 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.012
3.50 ft
3.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
174.90 ft
0.50
Upstream Velocity Head
Entrance Loss
0.64 ft
0.32 ft
Inlet Control Properties
Inlet Control HW Elev. 174.65 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
9.6 ft2
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:02 Al \Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
12 - Culvert 12 - Sta.162 +65 - Y2Rev1-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
174.90 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
178.19 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 178.19
100.00 178.19
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
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Culvert Designer /Analyzer Report
12 - Culvert 12 - Sta.162 +65 - Y2Rev1-
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert-1 1 -42 inch Circular 91.06 cfs 178.19 ft 11.85 ft/s
Weir Roadway (Constant Elevatior400 cfs 178.19 ft N/A
Total ---------- - - - - -- 91.06 cfs 178.19 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:10 ANSentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
12 - Culvert 12 - Sta.162 +65 - Y2Rev1-
Component:Culvert-1
Culvert Summary
Computed Headwater Elev,
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
178.19 ft
178.19 ft
177.83 ft
1.68
Discharge
Tailwater Elevation
Control Type
91.06 cfs
172.40 ft
Inlet Control
Grades
Upstream Invert
Length
172.30 ft
36.00 ft
Downstream Invert
Constructed Slope
171.90 ft
0.011111 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 11.85 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
2.61 ft
2.35 ft
2.96 ft
0.006631 ft/ft
Section
Section Shape Circular
Sec[[tnrrU iVHDPE (Smooth Interior)
Section Size 42 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.012
3.50 ft
3.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
177.83 ft
0.50
Upstream Velocity Head
Entrance Loss
1.71 ft
0.86 ft
Inlet Control Properties
Inlet Control HW Elev. 178.19 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
9.6 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:10 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer /Analyzer Report
12 - Culvert 12 - Sta.162 +65 - Y2Rev1-
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
178.19 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
178.19 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 178.19
100.00 178.19
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:10 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Computation
(Hydraulic Analysis)
Elev. 1
ious Area
Cw
STEWART
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 13
Location: - Y2Rev1- 169 +95
By:
Checked:
CC
BC
Date:
Date:
2/21/2012
2/21/2012
Drainage Area:
4.140
0.024
0.900
4.116
0.500
0.502
2.080
Totals
4.140
12.83
2.080
600
208
176
0.0533
Area
Imervious Area
Perv
40
176
174
0.0500
0.08
0.42
Time of Concentration =
15.51
Time of Concentration:
Discharge:
A = 4.140
acres
C = 0.5023 T = 15.509725
min.
Sub -Area
(acres)
Elev. 1
ious Area
Cw
CA
Acres
C
Acres
C
1
4.140
0.024
0.900
4.116
0.500
0.502
2.080
Totals
4.140
12.83
2.080
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft /ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Intensity, I (in. /hr.)
3.99
4.69
5.20
5.97
6.58
Sheet Flow:
110
211
208
0.0273
0.24
12.83
Shallow Conc. Flow:
600
208
176
0.0533
Unpaved
2.68
Open Channel Flow:
40
176
174
0.0500
0.08
0.42
Time of Concentration =
15.51
Recurrence Interval (Years)
2
5
10
25
50
100
Intensity, I (in. /hr.)
3.99
4.69
5.20
5.97
6.58
7.17
Discharge, Q (cfs)
8.31
9.75
10.81
12.42
13.68
14.92

Culvert Designer /Analyzer Report
13 - Culvert 13 - Sta.169 +95 - Y2Rev1
Analysis Component
Storm Event Design Discharge 10.81 cfs
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:19 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3
Peak Discharge Method: User - Specified
Design Discharge 10.81 cfs Check Discharge 12.42 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 172.50 ft
Name Description Discharge
Culvert-1 1 -24 inch Circular 10.81 cfs
Weir Roadway (Constant Elevation 00 cfs
Total ---------- - - - - -- 10.81 cfs
HW Elev. Velocity
174.41 ft 7.96 ft/s
174.41 ft N/A
174.41 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
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Culvert Designer /Analyzer Report
13 - Culvert 13 - Sta.169 +95 - Y2Rev1
Component: Culvert -1
Culvert Summary
Computed Headwater Elev,
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
174.41 ft
174.27 ft
174.41 ft
0.96
Discharge 10.81 cfs
Tailwater Elevation 172.50 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
172.50 ft
32.00 ft
Downstream Invert
Constructed Slope
172.00 ft
0.015625 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 7.96 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.89 ft
0.82 ft
1.18 ft
0.004559 ft/ft
Section
Section Shape Circular
SecGhmM izhI --IDPE (Smooth Interior)
Section Size 24 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.012
2.00 ft
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
174.41 ft
0.50
Upstream Velocity Head
Entrance Loss
0.49 ft
0.24 ft
Inlet Control Properties
Inlet Control HW Elev. 174.27 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
3.1 ftz
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
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Culvert Designer /Analyzer Report
13 - Culvert 13 - Sta.169 +95 - Y2Rev1
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
174.41 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
176.71 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 176.71
100.00 176.71
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
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Culvert Designer /Analyzer Report
13 - Culvert 13 - Sta.169 +95 - Y2Rev1
Overtopping Analysis
Name Description Discharge HW Elev. Velocity
Culvert-1 1 -24 inch Circular 26.75 cfs 176.71 ft 10.16 ft/s
Weir Roadway (Constant Elevatiorg00 cfs 176.71 ft N/A
Total ---------- - - - - -- 26.75 cfs 176.71 ft N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
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Culvert Designer /Analyzer Report
13 - Culvert 13 - Sta.169 +95 - Y2Rev1
Component: Culvert- 1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
176.71 ft
176.71 ft
176.18 ft
2.11
Discharge
Tailwater Elevation
Control Type
26.75 cfs
172.50 ft
Inlet Control
Grades
Upstream Invert
Length
172.50 ft
32.00 ft
Downstream Invert
Constructed Slope
172.00 ft
0.015625 fUft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 10.16 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.56 ft
1.45 ft
1.80 ft
0.010477 ft/ft
Section
Section Shape Circular
SecijhHrM_zNo' h1 -IDPE (Smooth Interior)
Section Size 24 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.012
2.00 ft
2.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
176.18 ft
0.50
Upstream Velocity Head
Entrance Loss
1.25 ft
0.63 ft
Inlet Control Properties
Inlet Control HW Elev. 176.71 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
3.1 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.01]
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Culvert Designer /Analyzer Report
13 - Culvert 13 - Sta.169 +95 - Y2Rev1
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
EIev. (ft)
Discharge
0.00 cfs
Allowable HW Elevation
176.71 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
176.71 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft)
EIev. (ft)
0.00
176.71
100.00
176.71
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:27 Arflentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

� x
r'
E
CRABT
PROPOSED GREENWAY _ eg
TRAIL:
INI
r'
14.954 AC i
�o
1
ti
TIONS
1
1
J
J

Culvert Computation
(Hydraulic Analysis)
Imervious Area
Pervious Area
Cw
STEWART
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 14
Location: - Y2Rev1- 181 +15
By:
Checked:
CC
BC
Date:
Date:
2/21/2012
2/21/2012
Drainage Area:
14.954
0.057
0.900
14.897
0.500
0.502
7.500
Totals
14.954
'
7.500
1365
222
170
0.0381
Unpaved
7.22
Open Channel Flow:
215
170
166
0.0186
0.08
2.26
Time of Concentration =
32.58
Time of Concentration:
Discharge:
A = 14.954
acres
C = 0.5015 T = 32.584821
min.
Sub -Area
Area
(acres)
Imervious Area
Pervious Area
Cw
CA
Acres
C
Acres
C
1
14.954
0.057
0.900
14.897
0.500
0.502
7.500
Totals
14.954
'
7.500
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft/ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Intensity, I (in. /hr.)
2.61
3.18
3.60
4.19
4.66
Sheet Flow:
280
231
222
0.0321
0.24
25.36
Shallow Conc. Flow:
1365
222
170
0.0381
Unpaved
7.22
Open Channel Flow:
215
170
166
0.0186
0.08
2.26
Time of Concentration =
32.58
Recurrence Interval (Years)
2
5
10
25
50
100
Intensity, I (in. /hr.)
2.61
3.18
3.60
4.19
4.66
5.13
Discharge, Q (cfs)
19.60
23.85
26.98
31.44
34.95
38.45

Culvert Designer /Analyzer Report
14 - Culvert 14 - Sta.181 +15 - Y2Rev1
Analysis Component
Storm Event Design Discharge 26.98 cfs
Peak Discharge Method: User - Specified
Design Discharge 26.98 cfs Check Discharge 31.44 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 167.30 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 1 -36 inch Circular 26.62 cfs 171.48 ft 13.28 ft/s
Weir Roadway (Constant Elevatioi438 cfs 171.48 ft N/A
Total ---------- - - - - -- 27.00 cfs 171.48 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:43:36 ANSentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 3

Culvert Designer /Analyzer Report
14 - Culvert 14 - Sta.181 +15 - Y2Rev1
Component:Culvert -1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
171.48 ft
171.21 ft
171.48 ft
0.89
Discharge 26.62 cfs
Tailwater Elevation 167.30 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
168.80 ft
44.00 ft
Downstream Invert
Constructed Slope
166.70 ft
0.047727 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 13.28 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.98 ft
0.83 ft
1.67 ft
0.003829 ft/ft
Section
Section Shape Circular
SecQffrhd i;hI-IDPE (Smooth Interior)
Section Size 36 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.012
3.00 ft
3.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
171.48 ft
0.50
Upstream Velocity Head
Entrance Loss
0.68 ft
034 ft
Inlet Control Properties
Inlet Control HW Elev. 171.21 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
7.1 ft'
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 (03.02.00.01]
02/22/12 08:43:36 ANgentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
14 - Culvert 14 - Sta.181 +15 - Y2Rev1
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.38 cfs
Allowable HW Elevation
171.48 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.91 US
Length
100.00 ft
Crest Elevation
171.47 ft
Headwater Elevation
171.48 ft
Discharge Coefficient (Cr)
2.91
Submergence Factor (Kt)
1.00
Sta (ft) Elev. (ft)
0.00 171.47
100.00 171.47
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:36AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 3 of 3

Culvert Designer /Analyzer Report
14 - Culvert 14 - Sta.181 +15 - Y2Rev1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:43:44 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3
Overtopping Analysis
Name
Description Discharge
HW Elev.
Velocity
Culvert -1
1 -36 inch Circular 26.42 cfs
171.47 ft
13.26 ft/s
Weir
Roadway (Constant Elevatiorh7j 00 cfs
171.47 ft
N/A
Total
---------- - - - - -- 26.41 cfs
171.47 ft
N/A
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.011
02/22/12 08:43:44 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
14 - Culvert 14 - Sta.181 +15 - Y2Rev1
Com pone nt:Culvert -1
Culvert Summary
Computed Headwater Elew 171.47 ft
Inlet Control HW Elev. 171.20 ft
Outlet Control HW Elev. 171.47 ft
Headwater Depth /Height 0.89
Discharge 26.42 cfs
Tailwater Elevation 167.30 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
168.80 ft
44.00 ft
Downstream Invert
Constructed Slope
166.70 ft
0.047727 ft/ft
Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream
S2
Steep
Supercritical
13.26 fUs
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.97 ft
0.83 ft
1.66 ft
0.003820 ft/ft
Section
Section Shape Circular
SecQurrh i:hHDPE (Smooth Interior)
Section Size 36 inch
Number Sections 1
Mannings Coefficient
Span
Rise
0.012
3.00 ft
3.00 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
171.47 ft
0.50
Upstream Velocity Head
Entrance Loss
0.67 ft
0.34 ft
Inlet Control Properties
Inlet Control HW Elev. 171.20 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
7.1 ft2
1
1
1
Title: Upper Neuse Green Way Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
02/22/12 08:43:44 ANSentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

J
A yo°
I
t r
r I
4 yo°
o�
1 �
c
or. _ ¢`
1
f y
I
r y
I f
s
} z
ti
I � 1
t r ' - - '
� V ❑
z � ,
w
CL
olo
I
0.6 , tid
I

UIY @l't GOt utalOt� ' H draui�c Anal sus ��1
S'
STEWART
Project: Lower Neuse Greenway
Job Number: H9001.00
Description: Crabtree Creek - Culvert 15
Location: 202 +30
By: CC
Checked: BC
Date:
Date:
2/21/2012
2/21/2012
Drama
Acres
C
Acres
C
1
2.869
0.188
Area
Imervious Area
Perv
0.526
1.510
Totals
2.869
4.06
1.510
407
173
167
0.0147
Unpaved
3.46
Open Channel Flow:
185
167
166
0.0054
0.08
3.24
Time of Concentration =
7.52
Tim "e ofConcentrat�on_ty rhr��r�:_
...r , �, ,..
A — 2.869 acres C = 0.5262 T = 7.5218792 min.
Sub -Area
(acres)
Elev. 1
ious Area
Cw
CA
Acres
C
Acres
C
1
2.869
0.188
0.900
2.681
0.500
0.526
1.510
Totals
2.869
4.06
1.510
Length
L (ft)
Elev. 1
Elev. 2
Slope
s (ft/ft)
Manning's
n
Travel Time
T (min.)
Sub -Area 1
Intensity, I in. /hr.
5.26
6.06
6.67
7.59
8.33
Sheet Flow:
50
178
173
0.1000
0.24
4.06
Shallow Conc. Flow:
407
173
167
0.0147
Unpaved
3.46
Open Channel Flow:
185
167
166
0.0054
0.08
3.24
Time of Concentration =
7.52
Recurrence In Years
2
5
10
25
50
100
Intensity, I in. /hr.
5.26
6.06
6.67
7.59
8.33
9.05
Discharge, Q (cfs)
7.93
9.14
10.07
11.47
12.58
13.67

Culvert Designer /Analyzer Report
15 - Culvert 15 - Sta.202 +30
Analysis Component
Storm Event Design Discharge 10.07 cfs
Peak Discharge Method: User - Specified
Design Discharge 10.07 cfs Check Discharge 11.47 cfs
Tailwater Conditions: Constant Tailwater
Tailwater Elevation 167.00 ft
Name Description Discharge HW Elev. Velocity
Culvert -1 3 -18 inch Circular 10.08 cfs 167.60 ft 4.35 ft/s
Weir Roadway (Constant Elevatioi0/.00 cfs 167.60 ft N/A
Total --------- - - - - -- 10.08 cfs 167.60 ft N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts\2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
05/21/12 11:37:22 ArRentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
15 - Culvert 15 - Sta.2O2 +30
Component:Culvert -1
Culvert Summary
Computed Headwater Elev,
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
167.60 ft
167.50 ft
167.60 ft
0.74
Discharge 10.08 cfs
Tailwater Elevation 167.00 ft
Control Type Entrance Control
Grades
Upstream Invert
Length
166.50 ft
20.00 ft
Downstream Invert
Constructed Slope
166.40 ft
0.005000 ft/ft
Hydraulic Profile
Profile S2
Slope Type Steep
Flow Regime Supercritical
Velocity Downstream 4.35 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
0.68 ft
0.68 ft
0.70 ft
0.004447 ft/ft
Section
Section Shape Circular
SecQwrivh dHDPE (Smooth Interior)
Section Size 18 inch
Number Sections 3
Mannings Coefficient
Span
Rise
0.012
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
167.60 ft
0.50
Upstream Velocity Head
Entrance Loss
0.27 ft
0.13 ft
Inlet Control Properties
Inlet Control HW Elev. 167.50 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Unsubmerged
5.3 ftz
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts\2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
05/21/12 11:37:22 Araentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 2 of 3

Culvert Designer /Analyzer Report
15 - Culvert 15 - Sta.2O2 +30
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
167.60 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
171.47 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 171.47
100.00 171.47
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts\2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
05/21/12 11:37:22 MBentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

Culvert Designer /Analyzer Report
15 - Culvert 15 - Sta.202 +30
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
05/21/12 11:37:31 AiRentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3
Overtopping Analysis
Name
Description Discharge
HW Elev.
Velocity
Culvert -1
3 -18 inch Circular 52.94 cfs
171.47 ft
10.10 fUs
Weir
Roadway (Constant Elevatiorq00 cfs
171.47 ft
N/A
Total
---------- - - - - -- 52.94 cfs
171.47 ft
N/A
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts \2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
05/21/12 11:37:31 AiRentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 3

Culvert Designer /Analyzer Report
15 - Culvert 15 - Sta.2O2 +30
Component:Culvert -1
Culvert Summary
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev.
Headwater Depth /Height
171.47 ft
171.47 ft
170.69 ft
3.31
Discharge
Tailwater Elevation
Control Type
52.94 cfs
167.00 ft
Inlet Control
Grades
Upstream Invert
Length
166.50 ft
20.00 ft
Downstream Invert
Constructed Slope
166.40 ft
0.005000 ft/ft
Hydraulic Profile
Profile CompositeM2PressureProfile
Slope Type Mild
Flow Regime Subcritical
Velocity Downstream 10.10 ft/s
Depth, Downstream
Normal Depth
Critical Depth
Critical Slope
1.45 ft
N/A ft
1.45 ft
0.021048 ft/ft
Section
Section Shape Circular
SecQvrrldHDPE (Smooth Interior)
Section Size 18 inch
Number Sections 3
Mannings Coefficient
Span
Rise
0.012
1.50 ft
1.50 ft
Outlet Control Properties
Outlet Control HW Elev.
Ke
170.69 ft
0.50
Upstream Velocity Head
Entrance Loss
1.55 ft
0.77 ft
Inlet Control Properties
Inlet Control HW Elev. 171.47 ft
Inlet Type Square edge w /headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000
Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form
Submerged
5.3 ft2
1
1
1
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \cuiverts\2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
05/21/12 11:37:31 AMentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 3

Culvert Designer /Analyzer Report
15 - Culvert 15 - Sta.202 +30
Component:Weir
Hydraulic Component(s): Roadway (Constant Elevation)
Discharge
0.00 cfs
Allowable HW Elevation
171.47 ft
Roadway Width
18.00 ft
Overtopping Coefficient
2.90 US
Length
100.00 ft
Crest Elevation
171.47 ft
Headwater Elevation
N/A ft
Discharge Coefficient (Cr)
2.90
Submergence Factor (Kt)
1.00
Sta (ft) EIev. (ft)
0.00 171.47
100.00 171.47
Title: Upper Neuse GreenWay Project Engineer: Drew Baird
t: \... \culverts\2012.02.22 cc culverts.cvm Stewart Engineering CulvertMaster v3.2 [03.02.00.01]
05/21/12 11:37:31 Argentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 3 of 3

S
STEWART
CHANNEL DESIGN CALCULATIONS
Swale from Sta. 89 +55 to 90 +40 -Y2- RT.
PROJECT: Neuse River Trail
10 YEAR STORM
DATE: 2012.02.22
REVISED:
WEIGHTED,.0 :i/ALllI t
PERVIOUS AREA = 0.215 (Ac.)
PERVIOUS C = 0.350
IMPERVIOUS AREA = 0.020 (Ac.)
IMPERVIOUS C = 0.950
TOTAL AREA = 0.235 (Ac.)
WEIGHTED C = 0.401
RATIONAI;� "METHOD
WEIGHTED C = 0.401
INTENSITY 10YR = 7.22 (in /hr)
TOTAL AREA = 0.235 (Ac.)
TOTAL FLOW = 0.68 (cfs)
DES(C,N,.CRI =TE}�tA x i
CHANNEL LINING:
N =
0.030 (Mannings 'n')
SLOPE=
0.014 (ft/ft)
Z REQUID=
0.12
M =
3 :1 (sideslope)
CHANNEL DIMENSIONS
DEPTH =
0.50 (ft)
WIDTH =
0 (ft) Bottom Width
TRACTIVE FORCE
T =Y "D`S
Tractive Force ( # /sq ft)
Y =WEIGHT OF WATER (62.4 # /cf)
D = DEPTH OF FLOW IN CHANNEL (ft)
S = SLOPE OF CHANNEL (ft/ft)
T =
0.4 ( # /sq ft)
Maximum Allowable Tractive Force
L
JUTE NET
0.45 ( # /sq ft)
I
CURLED MAT
1.55 ( # /sq ft)
N
PSRM
3.20 ( # /sq ft)
I
CLASS B RIPRAP
3.50 ( # /sq ft)
N
CLASS I RIPRAP
5.00 ( # /sq ft)
G
CLASS II RIPRAP
7.50 ( # /sq ft)
Z ACTUAL
AREA = 0.75 (sq /ft)
WP = 3.16 (ft)
R = 0.24
Z ACTUAL= 0.29 MUST BE > THAN Z REQ'D. _
V = 2,25 (f /sec)
LINING: JUTE NET 0.45 # /sq ft >
(TOPWIDTH)
3 ft
0.5 ft \ /
(DEPTH) \ /
0 ft
(BOTTOM WIDTH)
0.12
0.4 # /sq ft
421 Fayetteville Street, Suite 400, Raleigh, NC 27601 Tel [phone] Fax [phone] www.stewart- eng.com

c 5
STEWART
CHANNEL DESIGN CALCULATIONS
Swale from Sta. 180 +60 to 181 +00 - Y2REV1- RT.
PROJECT: Neuse River Trail
10 YEAR STORM
DATE: 2012.02.22
REVISED:
WEIGHTED G r VALUE
PERVIOUS AREA = 0.561 (Ac.)
PERVIOUS C = 0.350
IMPERVIOUS AREA = 0.000 (Ac.)
IMPERVIOUS C = 0.950
TOTAL AREA = 0.561 (Ac.)
WEIGHTED C = 0.350
RATIONAL
WEIGHTED C = 0.350
INTENSITY 10YR = 7.22 (in /hr)
TOTAL AREA = 0.561 (Ac.)
TOTAL FLOW = 1.42 (cfs)
DESIGN. CRITERIA,
CHANNEL LINING:
N =
0.030 (Mannings 'n')
SLOPE=
0.016 ( ft/ft)
Z REQUID=
0.23
M =
3 :1 (sideslope)
CHANNEL DIMENSIONS
DEPTH =
0.50 (ft)
WIDTH =
0 (ft) Bottom Width
TRACTIVE FORCE
T =Y'D'S
Tractive Force ( # /sq ft)
Y =WEIGHT OF WATER (62.4 # /cf)
D = DEPTH OF FLOW IN CHANNEL (ft)
S = SLOPE OF CHANNEL (ft/ft)
T =
0.5 ( # /sq ft)
Maximum Allowable Tractive Force
L
JUTE NET
0.45 ( # /sq ft)
I
CURLED MAT
1.55 ( # /sq ft)
N
PSRM
3.20 ( # /sq ft)
I
CLASS B RIPRAP
3.50 ( # /sq ft)
N
CLASS I RIPRAP
5.00 ( # /sq ft)
G
CLASS II RIPRAP
7.50 ( # /sq ft)
Z ACTUAL
AREA = 0.75 (sq /ft)
WP = 3.16 (ft)
R = 0.24
Z ACTUAL = 0.29 MUST BE > THAN Z REQ'D. = 0.23
V = 2.41 (f /sec)
CHANNEL %:DESIGN <`SECTION,r,.
LINING: PSRM 3.20 # /sq ft > 0.5 # /sq ft
(TOPWIDTH)
3 ft
0.5 ft \ /
(DEPTH) \
0 ft
(BOTTOM WIDTH)
421 Fayetteville Street, Suite 400, Raleigh, NC 27601 Tel [phone] Fax [phone] www.stewart- eng.com

STEWART
CHANNEL DESIGN CALCULATIONS
Swale from Sta. 54 +75 to 56 +75 -Y2-
PROJECT: Neuse River Trail
10 YEAR STORM
DATE: 2012.05.18
REVISED:
PERVIOUS AREA =
0.338 (Ac.)
0.50 (ft)
PERVIOUS C =
0.350
IMPERVIOUS AREA =
0.000 (Ac.)
TRACTIVE FORCE
IMPERVIOUS C =
0.950
TOTAL AREA =
0.338 (Ac.)
Tractive Force ( # /sq ft)
WEIGHTED C =
0.350
RATIONAL;METI-IOD-
.. t s t o z ""'-si a K ,
WEIGHTED C =
0.350
D = DEPTH OF FLOW IN CHANNEL (ft)
INTENSITY 10YR =
7.22 (in /hr)
TOTAL AREA =
0.338 (Ac.)
T =
TOTAL FLOW =
0.85 (cfs)
DESIGN:CRITERIA < r, nawm
CHANNEL LINING:
Maximum Allowable Tractive Force
N =
0.030 (Mannings 'n')
JUTE NET
SLOPE=
0.010 (ft/ft)
I
Z REQUID=
0.17
M =
3 :1 (sideslope)
3.20 ( # /sq ft)
CHANNEL DIMENSIONS
DEPTH =
0.50 (ft)
WIDTH =
0 (ft) Bottom Width
TRACTIVE FORCE
T =Y "D "S
Tractive Force ( # /sq ft)
Y =WEIGHT OF WATER (62.4 # /cf)
D = DEPTH OF FLOW IN CHANNEL (ft)
S = SLOPE OF CHANNEL (ft/ft)
T =
0.3 ( # /sq ft)
Maximum Allowable Tractive Force
L
JUTE NET
0.45 ( # /sq ft)
I
CURLED MAT
1.55 ( # /sq ft)
N
PSRM
3.20 ( # /sq ft)
I
CLASS B RIPRAP
3.50 ( # /sq ft)
N
CLASS I RIPRAP
5.00 ( # /sq ft)
G
CLASS II RIPRAP
7.50 ( # /sq ft)
Z ACTUAL
AREA = 0.75 (sq /ft)
WP = 3.16 (ft)
R = 0.24
Z ACTUAL= 0.29 MUST BE > THAN Z REQ'D. = 0.17
V = 1.90 (ft/sec)
CHANNE4. QESIGN�SECTI0N
LINING: PSRM 3.20 # /sq ft > 0.3 # /sq ft
(TOPWIDTH)
3 ft
\ I
0.5 ft \ I
(DEPTH) \ I
0 ft
(BOTTOM WIDTH)
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