20091297 Ver 1_More Info Received_20100331

Letter of Transmittal
TO NCDENR-DWQ
401 Oversight and Express Permit Unit
2321 Crabtree Blvd., Raleigh NC 27604
DATE 3/29/2010 JOB NO. 2326 F-T
ATTENTION Annette Lucas
RE: Jordan Buffer Rule (Diffused Flow) Re-Submittal
D9-1 aAq
WE ARE SENDING YOU
? Shop drawings
? Copy of letter
Q Attached ? Under separate cover via
? Prints ? Plans
? Change order ? Samples ? Specifications
SITE
Z'A
SOLUTIONS
2 3 2 0
W. Morehead Street
Charlotte, NC 28208
P 704.521.9880 F 704.521.8955
www.sitesotutlonspa.com
MAR 3 12010
COPIES DATE NO. DESCRIPTIO
2 3/29/2010 1 Plan Sheets L-4.0 to L-4.2, 6.1, DA1, DA-7 to DA-9 '
2 3/29/2010 2 Storm Conveyance Calculations
2 3/29/2010 3 Grassed Swale Supplemental Sheets (Swale #5, #7, and #8)
2 3/29/2010 4 Grassed Swale Operation and Maintenance Agreement
1 3/29/2010 5 Response to Comments
1 3/29/2010 6 Diffused Flow Summary for all outfalls
I nt?,t Arct 1 KAM MI I I tu. as cnecKea below:
? For approval ? Approved as submitted ? Resubmit
? For your use ? Approved as noted ? Submit
?? As requested ? Returned for corrections ? Return
? For review and comment
REMARKS Enclosed are the revised items requested per your comments on March 5, 2010. If you have need
anything else or have any questions please feel free to call.
My direct line is [phone]. Thanks, Tristan
COPY TO SIGNED: Tristan Teasley
*" - .0
March 29, 2010
Keeley Park
Greensboro, North Carolina
Site Solutions (SS) Response to
NCDENR - Division of Water Quality - dated March 5, 2010
1. Please provide a new, updated diffuse flow package that is complete and well-organized. The
diffuse flow package should include:
a. Clearly marked plans that depict every stormwater inlet and outlet and its associated
drainage area at a scale of 1"=50' or larger.
SS Response: Revised as requested. See sheets DA-7 thru DA-10.
b. A concise written summary of each of the outfalls with an explanation of how diffuse
flow requirements are being met under the Jordan Lake Buffer Rule.
SS Response: The summary is included in this submittal.
c. A completed Level Spreader Supplement Form for each proposed level spreader with all
of the required items provide in a complete manner and at the requested scale. The
level spreader(s) must be designed correctly per Chapter 8 of the DWQ BMP Manual.
SS Response: The level spreader has been removed from this project. Discharge
now enters into an existing wetland thru Swale #8.
A completed Grassed Swale Supplement form for each proposed grass swale that is
discharging to wetlands with all of the required items provided in a complete manner
and at the requested scale. The grassed swales) must be designed correctly per
Chapter 14 of the DWQ BMP Manual.
SS Response: The swales have been redesigned to meet Chapter 14 of the BMP
manual. All spreadsheets, details, and supplemental forms have been changed to
show these updates.
2. Please address the following issues pertaining to Level Spreader 1:
a. The level lip must be sized correctly for the filter strip vegetation. It is not clear
whether the vegetation is grassed or wooded for the first 50 feet downslope of the
level spreader. Please clarify this and modify the length if needed.
b. Please provide a bypass channel that directs high flows in a non-erosive manner to the
nearest surface water.
c. The Profile of the level spreader must include a swale immediately upslope of the level
lip to still the water before it passes over the level spreader.
d. Please provide calculations to support the design of the bypass structure.
SS Response: The level spreader has been removed from this project.
3. All grassed swale must be trapezoidal and side slopes may not exceed 3:1. Please update the
design if these criteria have not been met.
SS Response: The swales have been redesigned to meet Chapter 14 of the BMP manual.
All spreadsheets, details, and supplemental forms have been changed to show these
updates.
Keely Road Park - Diffused Flow Summary
There are a total of six (6) outfalls for this project. Very little offsite area flows thru the
conveyance systems located on our site. All of the downstream discharges will either be going
into existing (stabilized) outfalls or into existing wetlands. Both of the previously mentioned
situations are allowed per North Carolina Administrative Code 15A NCAC 02b .0267. This
document will reference particular drainage area maps that show the outfall and the upstream
drainage area for that outfall.
Outfall - FES #7/Swale #8
There are 1.70 acres of offsite drainage going into this system. The weighted C value is
0.41. The majority of the remaining area draining to FES #7 is grass. The FES will outfall into
Swale #8 (a 14.5' trapezoidal swale) with a velocity of 1.26 ft/sec. This swale will discharge
directly into the wetlands. Swale #8 will be lined with NAG S75 to protect it from scouring.
1.26 ft/sec is considered a non-erosive velocity. See drainage area map #7 (DA #7) for the
boundary of the drainage area.
Outfall - FES #I I A
A small amount of drainage from Keeley Road enters into the upstream system for this
outfall. The majority of this drainage area (woods) will remain undisturbed. A picnic shelter
along with playground equipment and grassed areas are being added. The weighted C value for
this area is 0.35. The water being conveyed, via swale #1 (lined with NAG S150) to FES1 IA,
enters directly into an existing stabilized 15" RCP. See drainage area map #8 (DA #8) for the
boundary of the drainage area.
Outfall - FES # 12 and FES # 13
Both of these areas are small and have very minimal impervious area. These areas go to
existing pipes (that we will be extending) which outfall into the existing stabilized ponds. See
drainage area map #8 (DA #8) for the boundary of the drainage areas.
Outfall - FES #31/Swale #5
Most of this projects proposed impervious area is draining to this outfall. Swale #5 (a 2'
trapezoidal swale) has been split into 3 different sections 5A, 5B, and 5C. The last section of
swale 5 (5C) has been designed at 1.0% to slow the water down before it enters into the existing
wetlands. The velocity at the end of swale #5 is 1.85 fps. Swale #5 (5A, 5B, and 5C) will be
lined with NAG S75 to protect it from scouring. The velocity of 1.85 ft/sec is considered a non-
erosive velocity. See drainage area map #8 (DA #8) for the boundary of the drainage area.
Outfall - Swale #7
The disturbance in the area for Swale #7 is only 0.10 acres (of a total 1.48 ac.) and
consists of adding a small amount of asphalt trail (0.02 ac) and a Swale to drain the sheet flow off
the trail and the existing hill side. This swale will discharge directly into the existing wetlands.
The velocity at the end of swale #7 is 1.03 ft/sec. Swale #7 will be lined with NAG S75 to
protect it from scouring. 1.03 ft/sec is considered a non-erosive velocity. See drainage area map
#9 (DA #9) for the boundary of the drainage area.
I
Permit Name: DR- I LR 7
(to be provided by DWQ)
Drainage Area Number: Swa l e. #_5
Grassed Swale Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
- After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will rernediate the problem:
The entire length of the Trash/debris is present. Remove the trash/ debris.
swale
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then re-sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at Remove sediment and dispose in an
the bottom of the swale. area that will not impact streams or
BMPs. Re-sod if necessary.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
MAP
3 J 2010
l oErLA", ,fy? DR4 ?ry
et„Ch
Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Keeley Road Park
BMP drainage area number:Combined Swale 5A, 5B, & 5C
Print name:William H. Knight
Title:Mayor
Address:300 West Washington Street, Greensboro NC 27402
Phone
Signat
Date:
- ,-
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
1, A.1 )0(1 (Ane, T"5- , a Notary Public for the State of
/VC , County of do hereby certify that
41
W (! t0V11 1::?, 14& personally appeared before me this
da of v
Y MW-(-h , .261 0 and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
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My commission expires f W" p
Form SW401-Grassed Swale O&M-Rev.3
Page 2 of 2
Permit Number:
- (to be provided by DWQ)
AMA W ANCDENR STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This fort must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION_
Project name Keeley Road Park
Contact name Mark Breen
Phone number 704496-6297
Date March 24, 2010
Drainage area number SWALE #5A, 5B, & 5C
111. DESIGN INFORMATION
Site Characteristics
Drainage area 446,926.00 ft2
Impervious area 62,726.00 ft2
Percent impervious 14,0%%
Design rainfall depth RD inch
Peak Flow Calculations
10-yr storm runoff depth in
10-yr storm intensity 3.49 in/hr
Post-development 10-yr storm peak flow 14.02 -ft'/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible)
Clay mix (erosion resistant) x
Grass Type (enter "x" below)
Bermuda
Tall fescue x
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes .1
Swale length ft
Option 2: Convevance Swale, Seeking Pollutant Credit N (Y or N)
Maximum velocity for 10-yr storm ft/sec
Side slopes :1
Swale length ft
Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 1 of 2
Permit Number:
(to be provided by EWQ
Swale Characteristics
Swale Shape: Enter an Y in the appropriate cell below:
Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 2.00 ft
Width of the top of the swale 15.20 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? (Y or N)
What is the distance from the bottom of the swale to the SHWT? 0.00 ft
What is the ground level elevation? fmsl
What is the elevation of the bottom of the swale? fmsl
What is the SHWT elevation? fmsl
What is the longitudinal slope of the swale? 1.00% OK
What is the depth of freeboard? 0,50 ft OK
Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 2 of 2
J
V
Permit No:
(to be assigned by DWQ)
IIL REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.
If a requirement has not been met, attach justification.
Initials Pagel Plan S ww k .S
Sheet No.
TAI Y DA 7` 'BPI 10 1. Plans (1" = 50' or larger) of the entire site showing:
? - Design at ultimate build-out,
?- Off-site drainage (if applicable),
?- Delineated drainage basins (include Rational C coefficient per basin),
DA 9 - Swale dimensions (width, length, depth),
DA I - Maintenance access,
? - Proposed drainage easement and public right of way (ROW),
(yA -9 -Grass species, and
? - Boundaries of drainage easement.
_rw1T OA' 4 2. Plan details (1" = 50' or larger) for the grassed swale showing:
? - Swale dimensions (width, length, depth),
?- Maintenance access,
? - Proposed drainage easement and public right of way (ROW),
? - Design at ultimate build-out,
? - Grass species,
? - Off-site drainage (if applicable),and
? - Boundaries of drainage easement.
TAT QA' 1 3. Section view of the grassed Swale (1" = 20' or larger) showing:
? - Side slopes,
? - Longitudinal slope,
?- Freeboard
- Swale dimensions, and
- SHWT level(s)
Gw?L?
TMT Book *.'4. Supporting calculations (including maximum velocity calculations for applicable storms)
TM r '? 5. A copy of the signed and notarized operation and maintenance (0&M) agreement.
T04 Y P1A 6. A copy of the deed restrictions (if required).
SW401-Grassed Swale-Rev.3
Part III, Page 3 of 3
Permit Name: 0 9 q 7
(to be provided by DWQ)
Drainage Area Number:.Swa. It # S
Grassed Swale Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
- After the first-time fertilization to establish the grass in the Swale, fertilizer will
not be applied to the grassed swale.
The grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire length of the Trash/ debris is present. Remove the trash/ debris.
swale
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then re-sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at Remove sediment and dispose in an
the bottom of the swale. area that will not impact streams or
BMPs. Re-sod if necessary.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
LY
j?
200 ?
v+EAv,o° AND S
, BRANCH
Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Keeley Road Park
BMP drainage area number: Swale
Print name:William H.
Title:
Address:300 West Washington Street, Greensboro NC 27402
Phone: [phone]
Signature:
Date: t L
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, Al lain Lw, Ibr1es , a Notary Public for the State of
M(, , County of CA.S W O I , do hereby certify that
( I LMI R. 11t %&r personally appeared before me this
v
day of ,kf(tn 2010 , and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
????p\\?.PN'L A NF
V
O ms's
N0T'AR
0
SEAL
My commission expires 3 j z l 0141; --
Form SW401-Grassed Swale O&M-Rev.3
Page 2 of 2
Permit Number:
r (to be provided by DWQ)
? ?,< <N A TFR
NCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Keeley Road Park
Contact name Mark Breen
Phone number 704-496-6297
Date March 24, 2010
Drainage area number FES 7 - SWALE #8
II. DESIGN INFORMATION
Site Characteristics
Drainage area 302,742.00 ft2
Impervious area 57,064.00 ft2
Percent impervious 18.8%%
Design rainfall depth RD inch
Peak Flow Calculations
10-yr storm runoff depth in
10-yr storm intensity 3.67 in/hr
Post-development 10-yr storm peak flow 10.32 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter Y below)
Sand/silt (easily erodible)
Clay mix (erosion resistant) x
Grass Type (enter Y below)
Bermuda
Tall fescue x
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N _ (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
Option 2: Conveyance Swale, Seeking Pollutant Credit: N (Y or N)
Maximum velocity for 10-yr storm ft/sec
Side slopes :1
Swale length ft
Form SW401-Grassed Swale-Rev.3 Parts I and 11. Project Design Summary, Page 1 of 2
Permit Number:
,. (to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an Y in the appropriate cell below:
Trapezoidal x
Parabolic
V-shaped
Width of the bottom of the swale 14.50 ft
Width of the top of the swale 21,64 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? (Y or N)
What is the distance from the bottom of the swale to the SHWT? 0.00 ft
What is the ground level elevation? fmsl
What is the elevation of the bottom of the swale? fmsl
What is the SHWT elevation? fmsl
What is the longitudinal slope of the swale? 0.33 %u OK
What is the depth of freeboard? 0.50 ft OK
Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 2 of 2
Permit No:
(to be assigned by DWQ)
111. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below.
If a requirement has not been met, attach justification.
Initials Pagel Plan S w # a
Sheet No. `
TMT DA 7-6* 10 1. Plans (1" = 50' or larger) of the entire site showing:
?- Design at ultimate build-out,
Off-site drainage (if applicable),
J- Delineated drainage basins (include Rational C coefficient per basin),
DA 7 Swale dimensions (width, length, depth),
DA 7 Maintenance access,
? - Proposed drainage easement and public right of way (ROW),
Dp-7 - Grass species, and
?- Boundaries of drainage easement.
DA 7 2. Plan details (1" = 50' or larger) for the grassed swale showing:
?- Swale dimensions (width, length, depth),
?- Maintenance access,
? - Proposed drainage easement and public right of way (ROW),
4 Design at ultimate build-out,
? - rrace cnariac
?- Off-site drainage (if applicable),and
?- Boundaries of drainage easement.
TM 71 DA 7 3. Section view of the grassed swale (1" = 20' or larger) showing:
?- Side slopes,
•/- Longitudinal slope,
? - Freeboard
? - Swale dimensions, and
e. ?- SHWT level(s)
TM r g?oK ?4. Supporting calculations (including maximum velocity calculations for applicable storms)
7m T /5. A copy of the signed and notarized operation and maintenance (0&M) agreement.
TMr NIA 6. A copy of the deed restrictions (if required).
SW401-Grassed Swale-Rev.3 Part III, Page 3 of 3
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Keeley Park
City of Greensboro, North Carolina
Storm Water Management
Report
3-29-10
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MAR 3 12010
DENR • WATER CW?UTY
ViETLMDS AND STOR?e'YdgTEQ BRMCH
IUI11111///
2 3 2 0
W. Morehead Street
Charlotte, NC 28208
Landscape Architecture
Site Planning
Civil Engineering
www.sitesolutionspa.com
Telephone- 704-521-9890
Facsimile-709-521-8955
SS Project No. 2326
0269 z'
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Keeley Park
City of Greensboro, North Carolina
Storm Water Management Report - For NCDWQ
TABLE OF CONTENTS
Project Description .................................................................................................. Section 1
• Topography
• Soils
• Model Parameters /Analysis
Conveyance Design ................................................................................................. Section 2
• Weighted Coefft. Computations
• Time of Concentration Calculations
• "Closed" Storm Drainage System Analysis
• Swale Calculations
• Culvert Analysis

11

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rl
?I

F

1

Section 1
Project Description
1
1
Keeley Park
' City of Greensboro, North Carolina
Storm Water Management Report
' Project Description
The proposed project involves the construction of a community garden,
playgrounds, a sprayground, maintenance facility, parking lots, and walking
trails. Site improvements will also include new "closed" storm drainage
systems, culverts, and swales. This will also be some modifications/ upgrades
' to the sites existing ponds.
Topography/Drainage
' The site generally drains from north to south with ground elevations ranging
from approximately 772.00 Ft to 701.00 Ft. The area will continue to drain into
existing ponds which outfalls into the Reedy Fork and then into the Haw River.
Soils
The NCRS soil survey of Guilford County indicates that soils on the site are
' predominately Appling sandy loam (ApB), Cecil sandy loam (CcB), and Enon fine
sandy loam (EnB/EnC). These soil types are classified as Hydrologic Group B/C.
Model Parameters/Analysis
Capacity analysis for proposed sedimentation and erosion control measures as
' well as the storm water conveyance system design was completed using the
Rational Method. The site hydrology and detention were calculations were
performed using Bentley's Pond Pack. The water quality design and the
' sedimentation and erosion control measures were completed using excel
spreadsheets developed by Site Solutions. The designs were based off the
February 2000 version of the City of Greensboro Storm Water Services'
"Stormwater Management Manual - First addition".

Section 2
Conveyance Design
1
Condition Composite C Values
PROJECT NAME: Keeley Park BY: Tristan Teasley
PROJECT NUMBER: 2326 DATE: 319/10
Sheet Name: Composite C (FES 7-Swale 8
Cwoods= 0.25 Cimperv,= 0.95
CLawn= 0.30 CG.veF 0.95
AREA Drainage Areas (Acres) I COMPOSITE
Woods Lawn Im erv. Gravel Total C
JB 1 1.40 0.10 0.20 0.00 1.70 0.34
D12 0.60 2.72 0.39 0.00 3.71 0.36
D13 0.00 0.34 0.10 0.00 0.44 0.45
FES 3.1 0.00 0.18 0.07 0.00 0.25 0.48
C14 0.00 0.25 0.52 0.00 0.77 0.74
YI8 0.00 0.05 0.03 0.00 0.08 0.54
TOTAL 2.00 3.64 1.31 0.00 6.95 0.41
Condition Composite C Values
PROJECT NAME: Keeley Park BY: Tristan Teasley
PROJECT NUMBER: 2326 DATE: 3/9/10
Sheet Name: Composite C (FES 11A)
Cwoods= 0.25 Cimperv,= 0.95
CLawn= 0.30 CGravei= 0.95
AREA Draina a Areas Acres COMPOSITE
Woods Lawn Im erv. Gravel Total C
FE511 U.35- U.3U U.UZ U.UU U.6/ U.1y
FES 14 0.86 0.03 0.00 0.00 0.89 0.25
EX FES 14A 0.00 0.17 0.23 0.00 0.40 0.67
DI1;5" 0.11 0.04 0.01 0.00 0.16 0.31
DI 16 0.07 0.06 0.01 0.00 0.14 0.32
DI 17 0.08 0.30 0.04 0.00 0.42 0.35

TOTAL 1.47 0.90 0.31 0.00 2.68 0.35
Condition Composite C Values
PROJECT NAME: Keeley Park BY: Tristan Teasley
PROJECT NUMBER: 2326 DATE: 3/9/10
Sheet Name: Composite C (FES 12)
Cwoods= 0.25 Clmperv-= 0.95
CLawrn= 0.30 CG.,,el= 0.95
AREA Drainage Areas Acres COMPOSITE
Woods Lawn Im erv. Gravel Total C
rt512 0.00 0.12 0.01 0.00 0.13 0.35
TOTAL 0.00 0.12 0.01 0.00 0.13 0.35
i
i
i
Condition Composite C Values
PROJECT NAME: Keeley Park BY: Tristan Teasley
PROJECT NUMBER: 2326 DATE: 3/9/10
Sheet Name: Composite C (FES 13)
Cwoods= 0.25 Cimperv= 0.95
CLawn= 0.30 CG.vel= 0.95
AREA Drainage Areas Acres COMPOSITE
Woods Lawn Im erv. Gravel Total C
ft5 13 U.U3 U.bt$ U.US U.UU U./b U.14
TOTAL 0.03 0.68 0.05 0.00 0.76 0.34
Condition Composite C Values
PROJECT NAME: Keeley Park BY: Tristan Teasley
PROJECT NUMBER: 2326 DATE: 3/9/10
Sheet Name: Composite C (FES31-SWALE#5)
Cwoods= 0.25 CimpeN.= 0.95
CLawn= 0.30 CG.veF 0.95
AREA Draina a Areas Acres COMPOSITE
Woods Lawn Im erv. Gravel Total C
GI 19 0.05 0.46 0.35 0.00 0.86 0.56
DI 22 0.01 0.46 0.37 0.00 0.84 0.59
DI 23 0.11 1.35 0.03 0.00 1.49 0.31
DI 24 0.00 0.11 0.22 0.00 0.33 0.73
DI 25 0.00 0.28 0.00 0.00 0.28 0.30
DI 26 0.00 0.75 0.32 0.00 1.07 0.49
DI 28 0.02 0.66 0.00 0.00 0.68 0.30
DI 29 0.00 0.11 0.14 0.00 0.25 0.66
EX DI 30 0.13 1.03 0.01 0.00 1.17 0.30
Swale #5 0.00 3.29 0.00 0.00 3.29 0.30
TOTAL 0.32 8.50 1.44 0.00 10.26 0.39
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Summary of Time of Concentration(s)

Swale/Ditch
No.
Basin
Area
[Ac]
Tc
[Min] 10 Year
Rainfall
Intensity
[Ins/Hr] 2 Year
Rainfall
Intensity
[Ins/Hr]
MH 1 1.7 25.7 3.88 2.84
DI2 3.71 17.4 4.64 3.46
FES 14 0.89 20.1 4.39 3.26
DI 15 0.16 20.0 4.40 3.27
DI 16 0.14 19.9 4.41 3.27
DI 17 0.42 19.9 4.41 3.27
C119 0.86 21.6 4.26 3.15
DI 23 1.49 19.9 4.41 3.27
DI 28 0.68 13.1 5.21 3.92
EX DI 30 1.17 30.0 3149 2.52
FES 32 NIA 25.3 7.17 5.66
All Others 5.0
* Use a minimum of 5 min. Time of Concentration
** All other inlets not listed use a minimum of 5 min. Time of Concentration
Table 3.1 Roughness Coefficients (Manning's n)
for Sheet Flow
Surface Description n
Smooth Surfaces
(concrete, asphalt, gravel, or bare soil) 0.011
Fallow (no residue) 0.05
Cultivated Soils
Residue cover <=20% 0.06
Residue cover >20% 0.17
Grass
Short grass prairie 0.15
Dense grasses 0.24
Bermudagrass 0.41
Range 0.13
Woods
Light underbrush 0.4
Dense underbrush 0.5
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11
Ditch/Swale Flows
PROJECT NAME: Keeley Park
PROJECT NUMBER: 2326
BY: Tristan Teasley
DATE: 3/4/10 MNB
* All flows and intensitys are designed for the 10 year storm event with a 5 min time of concentration,
unless otherwise noted.
Swale 1 - to FES 11A Swale 5B
Area = 0.20 ac. Length= 165 ft.
Intensity = 7.17 in/hr Inv. Up 756.2
Tc = 5.0 min. Inv. Down= 743.0
Comp. C = 0.39 Slope= 8.0%
Velocity= 3.35 fps
Q = C*I*A = 0.56 cfs
Qtota, = 3.59 (includes flow from FES 18 & 11.)
Area = N/A Length= 264 ft.
Intensity = N/A Inv. Up 727.6
Tc = N/A Inv. Down= 720.4
Comp. C = N/A Slope= 2.8%
Velocity= 3.15 fps
Q = C*I*A = 14.02 cfs
Swale 2 - to FES 13 Swale 5C
Area = 0.48 ac. Length= 172 ft. Area = N/A Length= 18 ft.
Intensity = 7.17 in/hr Inv. Up 743.5 Intensity = N/A Inv. Up 720.4
Tc = 5.0 min. Inv. Down= 738.0 Tc = N/A Inv. Down= 720.2
Comp. C = 0.3 Slope= 3.2% Comp. C = N/A Slope= 1.0%
Velocity= 2.24 fps Velocity= 2.16 fps
Q = C*I*A = 1.03 cfs Q = C*I*A = 14.02 cfs
Swale 3 - to FES 23 Swale 6 - to Plunge Pool
Area = 0.36 ac. Length= 150 ft. Area = N/A Length= 95 ft.
Intensity = 7.17 in/hr Inv. Up 745.0 Intensity = N/A Inv. Up 734.4
Tc = 5.0 min. Inv. Down= 742.2 Tc = N/A Inv. Down= 728.0
Comp. C = 0.3 Slope= 1.9% Comp. C = N/A Slope= 6.7%
Velocity= 1.72 fps Velocity= 1.45 fps
Q = C*I*A = 0.77 cfs Q = C*I*A = 1.22 cfs
Qtotai = 1.22 (include s flow from FES 35)
Swale 4 - to FES 28 Swale 7
Area = 0.68 ac. Length= 108 ft. Area = 1.48 ac. Length= 232 ft.
Intensity = 7.17 in/hr Inv. Up 754.0 Intensity = 7.17 in/hr Inv. Up 738.8
Tc = 5.0 min. Inv. Down= 746.0 Tc = 5.0 mina Inv. Down= 736.0
Comp. C = 0.3 Slope= 7.4% Comp. C = 0.28 Slope= 1.2%
Velocity= 3.22 fps Velocity= 1.03 fps
Q = C*I*A = 1.46 cfs Q = C*I*A = 2.97 cfs
Swale 8
Swale 5A
Area = 6.95 ac. Length= 40 ft.
Area = 3.29 ac. Length= 221 ft. Intensity = 3.67 in/hr Inv. Up 756.1
Intensity = 3.49 in/hr Inv. Up 732.0 Tc = 28.1 mina Inv. Down= 756.0
Tc = 30.0 min. Inv. Down= 727.6 Comp. C = 0.41 Slope= 0.3%
Comp. C = 0.30 ac. Slope= 2.0% Velocity= 1.26 fps
Velocity= 2.69 fps Q = C*I*A = 10.46 cfs
Q = C*I*A = 3.44 cfs (Directly to swale)
Q from
FES 31 10.58 cfs
TOTAL Q = 14.02 cfs
2326-swale flows with slopes and velocities 3-10-10.x1s

1

Page 1

i
i
i
1

Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 217/2008
REV:
Channel # Grass Swale # 1 (To FES 11A)
Estimating Mannings 'n' per ESCPDM Page 8.05.5 • See Flow Master Calculations for final Design
Step # Variable Result Description
C N/A
1) Q= 3.59 ds (Q10) 2.6 ds (02) 1 N/A
2) S= 0.080 Wit A N/A
3) Vp= 4 fps Permissible Velocity per Table 8.05a
4) Size= 0.90 fir =Q/VP
5) R= 0.60 Hydraulic Radius =bd+Zdl / b+2d(Z1+1)1° (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
Figure 8.05c VPR= 2.40
ngs'n' (As read from gra ph)= 0.043
6.91 fps Actual V from Manning's Equation
34.56 cis Actual channel capacity.
Vp>V VP= 4 fps
V= 6.91 fps
Qc>Q Qc= 34.56 ds
Q= 3.59 ds
NO (If Vp>V, then OK)
YES (If Qc>Q, then OK)
ip liner required? YES (NOTE 1- 8.05.7 ESCPDM)
U= 1.0
T
6) Usir
Fro1
Mar
7) V=
Qc=
8) ChE
Che
9) OK'
10) Isal
11) N/A
c
N
co
C
C
CIS

3 Average Length

of Vegetation on) curve
.

2

A Langer Ban 30' A
11" tc 24" 8
6" t
10" C
. o
6" D
2" E
h

I 9 *. . an

T
I % L
.06 c
0
06
04 E
02
.t .G .4 .6 -.e 1.0 2 4 6 6 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.85c Manning's nrelaled to velociy, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralu lie Radius (4.5x0.54-2.43), then enter the product of VR and extend a
straight line up to Retardanca days "13% next project a straight line to the felt to determine a trial manning's n.
Rev. 1283
om Figure 8.05c VPR= 2.40
annings'n' (As read from graph)= 0.090
3.35 fps Actual V from Manning's Equation
c= 16.74 cis Actual channel capacity.
heck Vp>V Vp= 4 fps
V= 3.35 fps
heck Qc>Q Qc= 16.74 ds
Q= 3.59 ds
K? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
a perm'nt liner required? NO (NOTE 1- 8.05.7 ESCPDM)
Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 2/7/2008
REV:
Channel # Grass Swale # 2 (To FES 13)
Estimating Mannings 'n' per ESCPDM Page 8.05.5 - See Flow Master Calculations for final Design
Step # Variable Result Description
C 0.3
1) Q= 1.03 ds (Qlo) 0.7 cis (Q2) I 7.17
2) S= 0.032 ft/ft A 0.48
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.23 it' =Q/Vp
5) R= 0.60 Hydraulic Radius =bd+Zd' / b+2d(Z1+1)11 (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
6) Usil
Frol
Mar
7) V=
Qc=
8) Che
Che
9) OK',
10) Isat
11) N/A
.e A .6 '.tl IA 2 4 6 6 ID Zu
VR, Product of Velocity and Hydraulic Radius
Retardance Curve D
Figure 8.05c VPR= 2.70
ings'n' (As read from graph)= 0.042
4.50 fps Actual V from Manning's Equation
22.48 ds Actual channel capacity.
c Vp>V Vp= 4.5 fps
V= 4.50 fps
c Qc>Q Qc= 22.48 ds
Q= 1.03 ds
YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
1.0 lueptn incruamg Treeooaru/
Using Retardance Curve B
From Figure 8.05c V,R= 2.70
Mannings'n' (As read from graph)= 0.085
V= 2.24 fps Actual V from Manning's Equation
Qc= 11.19 ds Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 2.24 fps
Check Qc>Q Qc= 11.19 ds
Q= 1.03 ds
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Figure 8.05o Manning's nrelalsd to vebdty, hydraulic radius, and vegetal relardance.
Note: From Sample Problem 8.05a multtpty Vp x Hydralullc Radius (4.50.54-2.43), hen enter the product of VR and extend a
straight Lie up to Retardance class 'D*, next project a straight line to the left b determine a trial manning's n.
Rev. 12193
Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 2/7/2008
REV:
Channel # Grass Swale # 3 (To FES 23)
Estimating Mannings W per ESCPDM Page 8.05.6 - See Flow Master Calculations for final Design
Step # Variable Result Description
C 0.3
1) Q= 0.77 cis (Qlo) 0.6 cfs (Q2) 1 7.17
2) S= 0.019 ft/ft A 0.36
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.17 ft' =Q/Vp
5) R= 0.60 Hydraulic Radius =bd+Zd' / b+2d(Z1+1)` (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
6)
7)
8)
9)
10)
From Figure 8.05c VPR= 2.70
Mannings'n' (As read from gra ph)= 0.042
V= 3.46 fps Actual V from Manning's Equation
Qc= 17.32 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 3.46 fps
Check Qc>Q Qc= 17.32 cis
Q= 0.77 cis
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES NOTE 1- 8.05.7 ESCPDM
U= 1.0 ue [n Inciuam rreeDoaro
Using Retardance Curve B
From Figure 8.05c VPR= 2.70
Mannings'n' (As read from graph)= 0.085
V= 1.72 fps Actual V from Manning's Equation
Qc= 8.62 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 1.72 fps
Check Qc>Q Qc= 8.62 cis
Q= 0.77 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a perm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
11) N/A
e
N
C
C
of
M
.J
.4

3
Average Length
of Vegetation (In)
Curve

2 Longer than 30'
11" to 24•
6" t
/0" A
a
C
. o
2v to 6"
L
th
2" D
E
I es s an
.
.08 c

04 e

02
.t e .4 .6 -.8 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nrelated to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x 14ydralulic Radius (4.50.54-2.43), then enter the product of VR and extend a
straight One up to Retardance clase'D', next project a straight fine to Ohs left to determine a trial manning's n.
Rev. 1793
Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 217/2008
REV:
Channel # Grass Swale # 4 (To FES 28)
Estimating Mannings W per ESCPDM Page 8.08.6 - See Flow Master Calculations for final Design
Step # Variable Result Description
C 0.3
1) Q= 1.46 cfs (Qio) 1.0 efs (Q2) 1 7.17
2) S= 0.074 ft/ft A 0.68
3) VP 4 fps Permissible Velocity per Table 8.05a
4) Size= 0.37 ft' =Q/Vp
5) R= 0.60 Hydraulic Radius =bd+Zdz / b+2d(Z`+1)12 (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
6) Usir
Froi
Mar
7) V=
Qc=
8) Che
Che
9) OK'
10) Isat
11) N/A
.2 .4 .6 -.8 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
v= r.o Lie rn mcauam rreeooara
Retardance Curve D Using Retardance Curve B
Figure 8.05c VpR= 2.40 From Figure 8.05c VPR= 2.40
ings W (As read from graph)= 0.043 Mannings'n' (As read from graph)= 0.090
6.65 fps Actual V from Manning's Equation V= 3.22 fps Actual V from Manning's Equation
33.24 cis Actual channel capacity. QC= 16.10 ds Actual channel capacity.
c Vp>V Vp= 4 fps Check Vp>V Vp= 4 fps
V= 6.65 fps V= 3.22 fps
c Qc>Q Qc= 33.24 ds Check Qc>Q Qc= 16.10 ds
Q= 1.46 cis Q= 1.46 ds
NO (If Vp>V, then OK) OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK) YES (If Qc>Q, then OK)
Figure 8A5c Manning's nrelated to velodly, hydraulb radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulc Radius (4.5x0.54-2.43), hen enter the product of VR and extend a
shalght /ne up to Ftetardance dass'13% next project a straight line b the left to determine a trial manning's n.
Rev. 1293

1
1
1
1
1
1
1
1
1
1
1
1
Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 217/2008
REV: 2/1/2010
Channel # Grass Swale # 5A
Estimating Mannings 'n' per ESCPDM Page 8.05.6 • See Flow Master Calculations for final Design
Step # Variable Result Description
C N/A
1) Q= 14.02 cfs (Q10) 10.0 Cfs (Q2) I N/A
2) S= 0.020 ft/ft A N/A
3) Vp= 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 3.12 ft' =QNp
5) R= 0.85 Hydraulic Radius =bd+Zd' / b+2d(Z1+1)` (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 9.75 (Cross Sectional Area)
6) Usir
Frol
Mar
7) V=
Qc=
8) Che
ChE
9) OK'
10) Is al
11) N/A
C
N
D1
C_
C
C
N
.J
.4
3 Average Length

of Vegetelton On) Curve
.

2

A Longer then Nr A
11" tc 24 B
S. too 124 C
. to 6" D
L
th
2" E

I is es s an
I t2 ,
0B C

06
.04 E
02
.? .c .v b '.b W "L 4 6 a 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 6.05c Manning's nrelalad to vebdly, hydraulic radius, and vegetal retardance.
Note: From Sample problem 6.05a multiply Vp x Hydralulic Radius (4.5x0,54-2.43), than enter the product of VR and extend a
straight Ina up to Retardance class •D', next project a straight line to file left to determine a trial manninys n.
Rev. 1293

Retardance Curve D
Figure 8.05c VpR= 3.82
ings'n' (As read from graph)= 0.039
4.90 fps Actual V from Manning's Equation
47.75 cis Actual channel capacity.
(Vp>V VP= 4.5 fps
V= 4.90 fps
(QC>Q Qc= 47.75 cis
Q= 14.02 cis
NO (If Vp>V, then OK)
YES (If Qc>Q, then OK)
np liner required? YES (NOTE 1- 8.05.7 ESCPDM)
(ueptn Inducing rreeooara)
sing Retardance Curve B
om Figure 8.05c VpR= 3.82
annings'n' (As read from graph)= 0.070
= 2.69 fps Actual V from Manning's Equation
c= 26.21 efs Actual channel capacity.
heck Vp>V Vp= 4.5 fps
V= 2.69 fps
heck Qc>Q Qc= 26.21 Cis
Q= 14.02 cis
K? YES (if Vp>V, then OK)
YES (If Qc>Q, then OK)
a perm'nt liner required? NO (NOTE 1- 8.05.7 ESCPDM)
Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJEC T NUMBER: 2326 DATE: 2/7/2008
REV: 2/1/2010
Channel # Grass Swale # 5B
Estimating Mannings'n' per ESCPDM Page 8.05.6 - See Flow Master Calculations for final Design
Step # Variable Result Description
C N/A
1) Q= 14.02 cfs (Q1o) 10.0 Cis (Q2) I N/A
2) S= 0.028 ft/ft A N/A
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 3.12 ft' =Q/Vp
5) R= 0.85 Hydraulic Radius =bd+Zd2 / b+2d(2'+1)" (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 9.75 (Cross Sectional Area)
6) Usir
Frol
Mar
7) V=
Qc=
8) Che
Che
9) OK'
10) Isat
11) N/A
.5
.4
.3
.2
C
N
D1
C i
C
N .08
.06
04
02
Average Length Curve
of Vegetation an)
Longer than 37 A
1%% J A 11' to 24' a
6' to 10' C
2' to 6' D
Less than 2" E
C
0
E
.I ,2 .4 .6 '.8 1.0 2 4 6 8 10
VR, Product of Velocity and Hydraulic Radius
u= L
Retardance Curve D L
Figure 8.05c VpR= 3.82 F
ings'n' (As read from graph)= 0.039 N
5.74 fps Actual V from Manning's Equation V
55.99 cis Actual channel capacity. C
c Vp>V Vp= 4.5 fps C
V= 5.74 fps
t Qc>Q Qc= 55.99 cfs C
Q= 14.02 cis
NO (If Vp>V, then OK) C
YES (If Qc>Q, then OK)
tp liner required? YES NOTE 1- 8.05.7 ESCPDM Is
tueptn mciuaing rreeooara)
sing Retardance Curve B
'om Figure 8.05c VpR= 3.82
annings'n' (As read from graph)= 0.070
= 3.15 fps Actual V from Manning's Equation
c= 30.73 cis Actual channel capacity.
heck Vp>V Vp= 4.5 fps
V= 3.15 fps
heck QC>Q Qc= 30.73 cfs
Q= 14.02 cis
K? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
a penn'nt liner required? NO (NOTE 1- 8.05.7 ESCPDM)
20
Figure 8.05o Ma ning's n re Is led to vebdy, "u! to radius, and vegetal reisrda nos.
Note: From Sample Problem 8.05a multiply Vp x HydraluNc Radius (4.5xo.54-2.43), Own enter the product of VR and extend a
straight One up lo Retardance class ID'. next protect a straight fine {0 to lah to determine a trial manning's n.
Rev. 1193
1
1
1
1
1
1
1
1
1
1
1
1
1
1

Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 217/2008
REV: 2/1/2010
Channel # Grass Swale # 5C
Estimating Mannings 'n' per ESCPDM Page 8.05.6 • See Flow Master Calculations for final Design
Step # Variable Result Description
C N/A
1) Q= 14.02 ds (Q10) 10.0 ds (Q2) I N/A
2) S= 0.010 ft/ft A N/A
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 3.12 ft' =Q/Vp
5) R= 0.95 Hydraulic Radius =bd+Zd' / b+2d(Z`+1)11 (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1.7 (Trapezoidal depth)
Z= 3 (e/d)
A= 12.07 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve D
From Figure 8.05c VpR= 4.26
Mannings'n' (As read from gra ph)= 0.038
V= 3.81 fps Actual V from Manning's Equation
Qc= 45.93 cis Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 3.81 fps
Check Qc>Q Qc= 45.93 ds
Q= 14.02 ds
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Its a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
c.c t
mcauumg rreeooaru/
ff
Using Retardance Curve B
From Figure 8.05c VpR= 4.26
Mannings'n' (As read from graph)= 0.066
V= 2.16 fps Actual V from Manning's Equation
Qc= 26.07 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 2.16 fps
Check Qc>Q Qc= 26.07 ds
Q= 14.02 cis
OK? YES (If Vp>V, then OK)
YES (If QC>Q, then OK)
Is a perm'nt liner required? NO (NOTE 1- 8.05.7 ESCPDM)
11) N/A
C
to
m
C
'c
m
.:l

3 Average Length

of Vegetation an) Curve
.

2 Longer than 30' A
11' to 24" B
6" t
10" C
. o
2" to 6" D
L
2" E
th

I e es s an
.
08 C
.06 0

04 e

02
.r a .4 .5 .B 1.0 2 4 6 a 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nrelated to velocity, hydraulic radius, and vegetal retards nce.
Note: From Sample Problem 8.05a multiply Vp x Hydraluft Radius (4.50.54-2.43), khan enter the product of VR and extend a
straight fine up to Retardance class "D", next project a straight fine b the left b determine a trial manning's n.
Rev. 12193
Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 2/7/2008
REV: 9/21/2009
Channel # Grass Swale # 6 (To Plunge Pool)
Estimating Mannings W per ESCPDM Page 8.05.8 - See Flow Master Calculations for final Design
Step # Variable Result Description
C N/A
1) Q= 1.22 al's (Qlo) 0.9 cfs (Q2) I N/A
2) S= 0.067 ft/ft A N/A
3) VP 4 fps Permissible Velocity per Table 8.05a
4) Size= 0.31 ftz =QNp
5) R= 0.34 Hydraulic Radius =bd+Zd' / b+2d(21+1)` (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 0.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 1.75 (Cross Sectional Area)
6) Usir
Frol
Mar
7) V=
Qc=
8) Che
Che
9) OK',
10) Is at
11) N/A
.4
."e
cm
c
? .I
'c
m OE
g .OE
.04
.02
.I

Retardance Curve D
Figure 8.05c V,R= 1.36
ings'n' (As read from gra ph)= 0.053
3.53 fps Actual V from Manning's Equation
6.18 cfs Actual channel capacity.
c Vp>V Vp= 4 fps
V= 3.53 fps
c Qc>Q Qc= 6.18 cfs
Q= 1.22 cfs
YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
np liner required? YES (NOTE 1- 8.05.7 ESCPDM)
U= ue m inciuam rreeooara
Using Retardance Curve B
From Figure 8.05c VpR= 1.36
Mannings'n' (As read from graph)= 0.129
V= 1.45 fps Actual V from Manning's Equation
CC= 2.54 cis Actual channel capacity.
Check Vp>V Vp= 4 fps
V= 1.45 fps
Check Qc>Q Qc= 2.54 cfs
Q= 1.22 cis
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a perm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM

Average Length Curve
of Vegetation On)

A Langer than 30" A
11" to 24" B
8" to to" C
2" to 6" D
Less than 2" E

c

0
E

.2 .4 .6 *.a 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's n relaled to velocity, hydraulic radius, and vegolal retardance.
Note: From Sample Problem 8.05a multiply Vp x HydraluIle Radius (4.50.54-2.43), Mn enter the product of VR and extend a
straight fine up to Retardanw loss "D", next project a straight fine to dte left fo determine a trial manning's n.
Rev. 1203
Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 2/7/2008
REV: 31812010
Channel # Grass Swale # 7
Estimating Mannings 'n' per ESCPDM Page 8.05.6 - See Flow Master Calculations for final Design
Step # Variable Result Description
C 0.28
1) Q= 2.97 cfs (Qto) 2.1 cfs (Q2) 1 7.17
2) S= 0.013 ft/ft A 1.48
3) Vpo 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.66 ft' =Q/Vp
5) R= 0.45 Hydraulic Radius =bd+Zd' / b+2d(Z'+1)` (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 0.7 (Trapezoidal depth)
Z= 3 (e/d)
A= 2.87 (Cross Sectional Area)
6) Usir
Frol
Mar
7) V=
QC=
8) ChE
ChE
9) OK'
10) Isa1
11) N/A
C
W
C
cc
M
.J

3 Average Length

of Vegetellon Qn) Curve
.

2

A Lager than 80' A
11" to 24" 8
8" t
0" C
. o 1
2" to 6" D
L
2" E
th

I 8 es s an
.

06 0

04 E

.02
•? .c .4 .o '.u i.u 'L 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius

Retardance Curve D
Figure 8.050 VpR= 2.01
ings'n' (As read from gra ph)= 0.045
2.21 fps Actual V from Manning's Equation
6.33 cfs Actual channel capacity.
c Vp>V Vp= 4.5 fps
V= 2.21 fps
c Qc>Q QC= 6.33 cis
Q= 2.97 cfs
YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
np liner required? YES (NOTE 1- 8.05.7 ESCPDM)
u= t.Z ue in incluain rreeooara
Using Retardance Curve B
From Figure 8.050 VpR= 2.01
Mannings'n' (As read from graph)= 0.096
V= 1.03 fps Actual V from Manning's Equation
QC= 2.97 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 1.03 fps
Check Qc>Q Qc= 2.97 cts
Q= 2.97 cfs
OK? YES (If Vp>V, then OK)
NO (If Qc>Q, then OK)
Is a penn'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
Figure 8.050 Manning's nrelated to Velocity, hydraulic radius, and vegatal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulle Radius (4.50.542.43), then enter the product of VR and extend a
sWght fine up to Retardance class-D-, next project a straight fine to the left to determine a trial manning's n.
Rev. 1283
Swale Design Flow and Depth
PROJECT NAME: Keeley Park BY: Site Solutions
PROJECT NUMBER: 2326 DATE: 217/2008
REV: 3/4/2010
Channel # Grass Swale # 8
Estimating Mannings 'n' per ESCPDM Page 8.05.6 - See Flow Master Calculations for final Design
Step # Variable Result Description
C 0.41
1) Q= 10.46 cts (Q1o) 7.5 cis (Q2) 1 3.67
2) S= 0.003 Wit A 6.95
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 2.32 ftz =Q/Vp
5) R= 0.96 Hydraulic Radius =bd+Zd= / b+2d(Z1+1)` (Figure 8.05b)
Where b= 14.5 (Trapezoidal Bottom Width)
df= 1.17 (Trapezoidal depth)
Z= 3 (e/d)
A= 21.0717 (Cross Sectional Area)
6)
7)
8)

Retardance Curve D
Figure 8.05c VPR= 4.33
ings'n' (As read from graph)= 0.038
2.21 fps Actual V from Manning's Equation
46.65 cts Actual channel capacity.
c Vp>V Vp= 4.5 fps
V= 2.21 fps
c Qc>Q Qc= 46.65 cis
Q= 10.46 cis
YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
np liner required? YES (NOTE 1- 8.05.7 ESCPDM)
U= 1.6/ ue to Inclualn rreeDoara
Using Retardance Curve B
From Figure 8.05c VPR= 4.33
Mannings'n' (As read from graph)= 0.066
V= 1.26 fps Actual V from Manning's Equation
Qc= 26.60 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 1.26 fps
Check Qc>Q QC= 26.60 cis
Q= 10.46 cis
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a penm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
9) OK'
10) Isai
11) N/A
C
m
m
c
to
'
to

e
.o
Average Length
3 of Vegetation an) Curve
Longer than 30' A
11" to 24• a
.2 A 6' to 10" C
2• to 6' D
Less than 2" E
OB c
O6
0
E
04
2
.I .2 .4 .6 .6 1.0 2 4 6 a 10 20
VR, Product of Velocity and Hydraulic Radius
Rgure 8.05c Manning's n related to va ly, hydraulic red lus, and vegetal totarda nce.
Note: From Sample Problem 8.05a multiply Vp x Hydralulie Radius (4.50.54°2.43), hen enter the product of VR and extend a
straight me up to Retardance class "W, next project a straight line to the left to determine a trial manning's n.
Rev. 12193
1
1
1
1
1
1
1
1
1
1
1
1
1
1

1
1
1
Worksheet for SWALE #5A
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.070
Channel Slope 0.02000 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 14.02 ft'/s
Results
Normal Depth 1.13 ft
Flow Area 6.12 ft2
Wetted Perimeter 9.16 ft
Top Width 8.80 ft
Critical Depth 0.79 It
Critical Slope 0.09379 ft/ft
Velocity 2.29 ft/s
Velocity Head 0.08 It
Specific Energy 1.21 ft
Froude Number 0.48
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.13 It
Critical Depth 0.79 ft
Channel Slope 0.02000 ft/ft
Critical Slope 0.09379 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
312912010 3:35:02 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 05795 USA [phone] Page 1 of 1
Worksheet for SWALE #5B
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.070
Channel Slope 0.02750 ft/ft
Left Side Slope 3.00 ft /ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 14.02 ft3/s
Results
Normal Depth 1.05 ft
Flow Area 5.43 ft2
Wetted Perimeter 8.66 ft
Top Width 8.32 ft
Critical Depth 0.79 ft
Critical Slope 0.09379 ft/ft
Velocity 2.58 ft /s
Velocity Head 0.10 ft
Specific Energy 1.16 ft
Froude Number 0.56
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 It
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft /s
Upstream Velocity Infinity ft/s
Normal Depth 1.05 ft
Critical Depth 0.79 ft
Channel Slope 0.02750 ft /ft
Critical Slope 0.09379 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.001
312912010 3:34:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
1
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Worksheet for SWALE #5C
Project Description
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
312912010 3:34:20 PM
Manning Formula
Normal Depth
0.066
0.01000 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
2.00 ft
14.02 ft3/s
1.29 it
7.57 ftz
10.16 ft
9.74 ft
0.79 ft
0.08338 ft/ft
1.85 ft/s
0.05 it
1.34 ft
0.37
Subcritical
0.00 ft
0.00 it
0
0.00 it
0.00 it
Infinity ft/s
Infinity ft/s
1.29 ft
0.79 ft
0.01000 ft/ft
0.08338 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Worksheet for SWALE #7
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.096
Channel Slope 0.01300 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 2.97 ft'/s
Results
Normal Depth 0.70 ft
Flow Area 2.88 ft2
Wetted Perimeter 6.43 ft
Top Width 6.21 ft
Critical Depth 0.34 ft
Critical Slope 0.21938 ft/ft
Velocity 1.03 ft/s
Velocity Head 0.02 ft
Specific Energy 0.72 ft
Froude Number 0.27
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 It
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.70 ft
Critical Depth 0.34 ft
Channel Slope 0.01300 ft/ft
Critical Slope 0.21938 ft/ft

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.001
312912010 3:33:58 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

1
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Worksheet for SWALE #8
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.066
Channel Slope 0.00330 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 14.50 ft
Discharge 10.46 ft'/s
Results
Normal Depth 0.69 ft
Flow Area 11.35 ftZ
Wetted Perimeter 18.83 ft
Top Width 18.61 ft
Critical Depth 0.25 ft
Critical Slope 0.10328 ft /ft
Velocity 0.92 ft/s
Velocity Head 0.01 ft
Specific Energy 0.70 ft
Froude Number 0.21
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.69 ft
Critical Depth 0.25 ft
Channel Slope 0.00330 ft/ft
Critical Slope 0.10328 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
312912010 3:32:15 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 05795 USA +1.203-755-1588 Page 1 of 1
Culvert Flows
PROJECT NAME: Keeley Park BY: Tristan Teasley
PROJECT NUMBER: 2326 DATE: 8/17/09
Design -10 year
FES 11 TO FES 11A
Area = 0.67 ac.
Intensity = 7.17 in/hr
Tc = 5.0 min.
Comp. C = 0.29
Q=C*I*A= 1.39 cfs
FES 12 TO FES EX 12A
Area = 0.13 ac.
Intensity = 7.17 in/hr
Tc = 5.0 min.
Comp. C = 0.35
Q = C*I*A = 0.33 cfs
FES 13 TO FES EX 13A
Area = 0.76 ac.
Intensity = 7.17 in/hr
Tc = 5.0 min.
Comp. C = 0.34
Q=C*I*A= 1.85 cfs
FES 34 TO FES 35
Area = 0.46 ac.
Intensity = 7.17 in/hr
Tc = 5.0 min.
Comp. C = 0.37
Q = C*I*A = 1.22 cfs
2326-culvert flows 8-17-09.xls Page 1

11
1
1
1
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1
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HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: EX FES 11A.1 TO EX FES 11A.2
Headwater Elevation
()
Total Discharge (cfs) Culvert 1 Discharge
(cfs) Roadway Discharge
(cfs)
Iterations
742.61 1.00 1.00 0.00 1
742.68 1.26 1.26 0.00 1
742.75 1.52 1.52 0.00 1
742.82 1.78 1.78 0.00 1
742.88 2.04 2.04 0.00 1
742.94 2.29 2.29 0.00 1
742.99 2.55 2.55 0.00 1
743.04 2.81 2.81 0.00 1
743.09 3.07 3.07 0.00 1
743.14 3.33 3.33 0.00 1
743.19 3.59 3.59 0.00 1
Table 2 - Culvert Summary Table: Culvert 1
Total

Discharge
(cfs) Culvert

Discharge
(cfs) Headwater

Elevation
(ft)
Inlet Control

Depth (ft) Outlet

Control
Depth (ft)
Flow

Type
Normal

Depth (ft)
Critical

Depth (ft)
Outlet

Depth (ft)
Tailwater

Depth (ft) Outlet

Velocity
(fus) Tailwater

Velocity
(ft/s)
1.00 1.00 742.61 0.535 0.000 1-S2n 0.329 0.391 0.330 0.000 3.831 0.000
1.26 1.26 742.68 0.603 0.000 1-S2n 0.376 0.439 0.377 0.000 4.043 0.000
1.52 1.52 742.75 0.672 0.000 1-S2n 0.412 0.486 0.415 0.000 4.296 0.000
1.78 1.78 742.82 0.739 0.000 1-S2n 0.448 0.527 0.450 0.000 4.450 0.000
2.04 2.04 742.88 0.800 0.000 1-S2n 0.484 0.566 0.485 0.000 4.627 0.000
2.29 2.29 742.94 0.858 0.000 1-S2n 0.517 0.604 0.518 0.000 4.788 0.000
2.55 2.55 742.99 0.912 0.000 1-S2n 0.548 0.639 0.548 0.000 4.953 0.000
2.81 2.81 743.04 0.964 0.000 1-S2n 0.579 0.671 0.580 0.000 5.045 0.000
3.07 3.07 743.09 1.014 0.000 1-S2n 0.610 0.703 0.612 0.000 5.144 0.000
3.33 3.33 743.14 1.063 0.000 1-S2n 0.640 0.735 0.640 0.000 5.264 0.000
3.59 3.59 743.19 1.111 0.000 1-S2n 0.670 0.764 0.670 0.000 5.365 0.000
Inlet Elevation (invert): 742.08 ft, Outlet Elevation (invert): 741.28 ft
Culvert Length: 82.00 ft, Culvert Slope: 0.0098
Water Surface Profile Plot for Culvert: Culvert 1
745.0
744.5
744.0
743.5
0
m743.0
W 742.5
742.0
741.5
Crossing - EX FES 11A.1 TP EX FES 11A.2, Design Discharge - 3.6 cfs
Culvert - Culvert 1, Culvert Discharge - 3.6 cfs
?___________-l________ __1__________-J----------- ______________-
------------ L_---
------------ ------------------ -------------- -------- ---------
I F--
------------- ------------------------ ----------
------------------- ----- ---------------------- ----------
-20 0 20 40 60
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 742.08 ft
Outlet Station: 82.00 ft
Outlet Elevation: 741.28 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 1.25 ft
Barrel Material: Concrete
Barrel Manning's n: 0.0130
Inlet Type: Conventional
Inlet Edge Condition: Grooved End Projecting
Inlet Depression: None
80 100
t
1
1

n
1
1
1

Table 3 - Downstream Channel Rating Curve (Crossing: EX FES 11A.1 TO EX FES
Flow (cfs) Water Surface Elev (ft) Depth (ft)
1.00 741.28 0.00
1.26 741.28 0.00
1.52 741.28 0.00
1.78 741.28 0.00
2.04 741.28 0.00
2.29 741.28 0.00
2.55 741.28 0.00
2.81 741.28 0.00
3.07 741.28 0.00
3.33 741.28 0.00
3.59 741.28 0.00
11 A.2)
Tailwater Channel Data - EX FES 11A.1 TO EX FES 11A.2
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 741.28 ft
Roadway Data for Crossing: EX FES 11A.1 TO EX FES 11A.2
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 30.00 ft
Crest Elevation: 745.00 ft
Roadway Surface: Gravel
Roadway Top Width: 8.00 ft

Table 1 - Summary of Culvert Flows at Crossing: FES 11 TO FES 11A
Headwater Elevation
(ft)
Total Discharge (cfs) Culvert 1 Discharge
(cfs) Roadway Discharge
(?)
Iterations
742.99 1.00 1.00 0.00 1
743.00 1.04 1.04 0.00 1
743.01 1.08 1.08 0.00 1
743.02 1.12 1.12 0.00 1
743.03 1.16 1.16 0.00 1
743.04 1.19 1.19 0.00 1
743.05 1.23 1.23 0.00 1
743.06 1.27 1.27 0.00 1
743.07 1.31 1.31 0.00 1
743.08 1.35 1.35 0.00 1
743.09 1.39 1.39 0.00 1
Table 2 - Culvert Summary Table: Culvert 1
Total

Discharge
(cfs) Culvert

Discharge
(cfs) Headwater

Elevation
(ft) Inlet Control

Depth (ft) Outlet

Control
Depth (ft) Flow

Type Normal

Depth (ft) Critical

Depth (ft) Outlet

Depth (ft) Tailwater

Depth (ft)
Outlet
Velocity
(ft/s)
T el y
V eloci ocity
(fus)
1.00 1.00 742.99 0.535 0.000 1-S2n 0.338 0.391 0.340 0.000 3.679 0.000
1.04 1.04 743.00 0.547 0.000 1-S2n 0.345 0.398 0.347 0.000 3.716 0.000
1.08 1.08 743.01 0.558 0.000 1-S2n 0.352 0.405 0.354 0.000 3.752 0.000
1.12 1.12 743.02 0.569 0.000 1-S2n 0.360 0.413 0.362 0.000 3.785 0.000
1.16 1.16 743.03 0.581 0.000 1-S2n 0.367 0.420 0.369 0.000 3.817 0.000
1.19 1.19 743.04 0.587 0.000 1-S2n 0.374 0.427 0.375 0.000 3.862 0.000
1.23 1.23 743.05 0.597 0.000 1-S2n 0.380 0.434 0.381 0.000 3.904 0.000
1.27 1.27 743.06 0.607 0.000 1-S2n 0.386 0.441 0.386 0.000 3.955 0.000
1.31 1.31 743.07 0.617 0.000 1-S2n 0.392 0.448 0.392 0.000 3.994 0.000
1.35 1.35 743.08 0.627 0.000 1-S2n 0.397 0.456 0.399 0.000 4.030 0.000
1.39 1.39 743.09 0.638 0.000 1-S2n 0.403 0.463 0.406 0.000 4.048 0.000
»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»
Inlet Elevation (invert): 742.45 ft, Outlet Elevation (invert): 742.20 ft
Culvert Length: 28.00 ft, Culvert Slope: 0.0089
»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»»

Water Surface Profile Plot for Culvert: Culvert 1
Crossing - FES 11 TO FES 11:x, Des i Di c1 age. - 1.4 ds
C_ uh-eif - C'uh-ert L Cuh,ert Ulscharoe - 1.4 cf.,
' 745.0 --------------- --------------- ,
744.5 ---------------- ------ ----- ;
aC 744.0 --- -------------r ----------------- ;------- --------;------------
o
743.5 --------------- -----------------------------------= ---- -- ------------
- ---------------
743.0 -- - ----------------- -----------------
---------------- -----------------r ----------------;-------------- -- ----- ------
0 10 20 30
' Station (ft)
' Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 742.45 ft
Outlet Station: 28.00 ft
Outlet Elevation: 742.20 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 1.25 ft
Barrel Material:
Barrel Manning's n: 0.0130
' Inlet Type:
Inlet Edge Condition:
Inlet Depression: None
1

Table 3 - Downstream Channel Rating Curve (Crossing: FES 11 TO FES 11A)
Flow (cfs) Water Surface Elev (ft) Depth (ft)
1.00 742.20 0.00
1.04 742.20 0.00
1.08 742.20 0.00
1.12 742.20 0.00
1.16 742.20 0.00
1.19 742.20 0.00
1.23 742.20 0.00
1.27 742.20 0.00
1.31 742.20 0.00
1.35 742.20 0.00
1.39 742.20 0.00
Tailwater Channel Data - FES 11 TO FES 11A
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 742.20 ft
Roadway Data for Crossing: FES 11 TO FES 11A
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 30.00 ft
Crest Elevation: 745.00 ft
Roadway Surface: Gravel
Roadway Top Width: 8.00 ft
t
1
1
1
1
1
1
1

1
1
1
1
1
1
1
1
Table 4 - Summary of Culvert Flows at Crossing: FES 12 TO FES 12A
Headwater Elevation
()
Total Discharge (cfs) Culvert 1 Discharge
(cfs) Roadway Discharge
(cfs)
Iterations
740.67 0.31 0.31 0.00 1
740.67 0.31 0.31 0.00 1
740.67 0.31 0.31 0.00 1
740.67 0.32 0.32 0.00 1
740.67 0.32 0.32 0.00 1
740.67 0.32 0.32 0.00 1
740.67 0.32 0.32 0.00 1
740.67 0.32 0.32 0.00 1
740.68 0.33 0.33 0.00 1
740.68 0.33 0.33 0.00 1
740.68 0.33 0.33 0.00 1
Table 5 - Culvert Summary Table: Culvert 1
Total
Discharge
(cfs) Culvert
Discharge
(cfs) Headwater
Elevation
(ft) Inlet Control

Depth (ft) Outlet
Control
Depth of Flow

Type Normal

Depth (ft) Critical

Depth (ft) Outlet

Depth (ft) Tailwater

Depth (ft) Outlet
Velocity
(ft/s) Tailwater
Velocity
( loci
0.31 0.31 740.67 0.339 0.366 2-M2c 0.269 0.225 0.225 0.050 2.387 0.000
0.31 0.31 740.67 0.340 0.367 2-M2c 0.270 0.226 0.226 0.050 2.393 0.000
0.31 0.31 740.67 0.341 0.368 2-M2c 0.271 0.227 0.227 0.050 2.399 0.000
0.32 0.32 740.67 0.343 0.370 2-M2c 0.272 0.228 0.228 0.050 2.405 0.000
0.32 0.32 740.67 0.344 0.371 2-M2c 0.273 0.228 0.228 0.050 2.411 0.000
0.32 0.32 740.67 0.345 0.372 2-M2c 0.274 0.229 0.229 0.050 2.417 0.000
0.32 0.32 740.67 0.347 0.373 2-M2c 0.275 0.230 0.230 0.050 2.423 0.000
0.32 0.32 740.67 0.348 0.375 2-M2c 0.276 0.230 0.230 0.050 2.429 0.000
0.33 0.33 740.68 0.349 0.376 2-M2c 0.277 0.231 0.231 0.050 2.435 0.000
0.33 0.33 740.68 0.350 0.377 2-M2c 0.278 0.232 0.232 0.050 2.441 0.000
0.33 0.33 740.68 0.352 0.378 2-M2c 0.278 0.232 0.232 0.050 2.447 0.000
Inlet Elevation (invert): 740.30 ft, Outlet Elevation (invert): 739.85 It
Culvert Length: 46.00 ft, Culvert Slope: 0.0098
Water Surface Profile Plot for Culvert: Culvert 1
C'ros- ing - FES 12 TO FES 12A, Dekwi Dischage - 0.3 cf.
C'uh-ert - Cuh-ert 1 Cuh•eit Dischar,e - 0.3 cf,,
741.6 ----- ---------- ----------- I -----;- --;---------- 11---------- ;----------?
741.4 -----"---------- ----- --- -------- ------------ ------- -----------------------
741.2
741.0 -- ---------- ---------- ------ --------- -------- ;- ------- ; ---------- ;
o740.8 ----- --------------------- ------------------- ---------- ------ --- ----------
---------- I ------ --------------?
M 740.6 - ----- - - - --
-,
740.4 '
740.2 ---------------- ------ ------------------;` -- ----- ---;----------
740.0 ---------------- ---------- ------ ----------' -------------- ---;----------:
-- - - - -- -- - - -1
739.8 --- -1-L
-10 0 10 20 30 40 50 60
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 740.30 ft
Outlet Station: 46.00 ft
Outlet Elevation: 739.85 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 1.00 ft
Barrel Material:
Barrel Manning's n: 0.0240
Inlet Type:
Inlet Edge Condition:
Inlet Depression: None
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

Table 6 - Downstream Channel Rating Curve (Crossing: FES 12 TO FES 12A)
Flow (cfs) Water Surface Elev (ft) Depth (ft)
0.31 739.90 0.05
0.31 739.90 0.05
0.31 739.90 0.05
0.32 739.90 0.05
0.32 739.90 0.05
0.32 739.90 0.05
0.32 739.90 0.05
0.32 739.90 0.05
0.33 739.90 0.05
0.33 739.90 0.05
0.33 739.90 0.05
Tailwater Channel Data - FES 12 TO FES 12A
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 739.90 ft
Roadway Data for Crossing: FES 12 TO FES 12A
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 50.00 ft
Crest Elevation: 741.60 ft
Roadway Surface: Paved
Roadway Top Width: 8.00 ft
Table 7 - Summary of Culvert Flows at Crossing: FES 13 TO FES 13A
Headwater Elevation
()
Total Discharge (cfs) Culvert 1 Discharge
(cfs) Roadway Discharge
(cfs)
Iterations
738.69 1.00 1.00 0.00 1
738.73 1.09 1.09 0.00 1
738.76 1.17 1.17 0.00 1
738.79 1.25 1.25 0.00 1
738.82 1.34 1.34 0.00 1
738.85 1.43 1.43 0.00 1
738.89 1.51 1.51 0.00 1
738.92 1.60 1.60 0.00 1
738.95 1.68 1.68 0.00 1
738.99 1.77 1.77 0.00 1
739.02 1.85 1.85 0.00 1
Table 8 - Culvert Summary Table: Culvert 1
Total

Discharge
WS) Culvert

Discharge
(ds) Headwater

Elevation
(ft) Inlet Control

Depth (ft) Outlet

Control
Depth (ft) Flow

Type Normal

Depth (ft) Critical

Depth (ft) Outlet

Depth (ft) Tailwater

Depth (ft) Velocity Outlet

(ft/s)
y
T V eloci oci elty
(ft/s)
1.00 1.00 738.69 0.635 0.693 2-M2c 0.514 0.418 0.418 0.010 3.217 0.000
1.09 1.09 738.73 0.667 0.726 2-M2c 0.540 0.436 0.436 0.010 3.313 0.000
1.17 1.17 738.76 0.698 0.759 2-M2c 0.566 0.453 0.453 0.010 3.378 0.000
1.25 1.25 738.79 0.729 0.791 2-M2c 0.592 0.471 0.471 0.010 3.450 0.000
1.34 1.34 738.82 0.759 0.822 2-M2c 0.619 0.488 0.488 0.010 3.516 0.000
1.43 1.43 738.85 0.789 0.652 2-M2c 0.646 0.505 0.505 0.010 3.584 0.000
1.51 1.51 738.89 0.820 0.887 2-M2c 0.673 0.520 0.520 0.010 3.664 0.000
1.60 1.60 738.92 0.850 0.918 2-M2c 0.700 0.534 0.534 0.010 3.739 0.000
1.68 1.68 738.95 0.880 0.948 2-M2c 0.732 0.549 0.549 0.010 3.809 0.000
1.77 1.77 738.99 0.911 0.987 2-M2c 0.764 0.563 0.563 0.010 3.874 0.000
1.85 1.85 739.02 0.942 1.020 2-M2c 0.795 0.578 0.578 0.010 3.935 0.000
Inlet Elevation (invert): 738.00 ft, Outlet Elevation (invert): 737.34 ft
Culvert Length: 68.00 ft, Culvert Slope: 0.0097
1
Water Surface Profile Plot for Culvert: Culvert 1
Cros sh g - FES 13 TO FES 13A, Des,iwi Discharge - 1.9 ds
Ctih-cif - Ciih-eif 1, Cuh7ert Dischar&e - 1.9 c£c
740.5 -;--------------,-------------- ;------ ----
740.0 -;-------------- ------------- '--------------;--- ---------- ---------------------

...739.5 ---------------I------ ------

Q 739.0 -' - - '

738
5 -i-------------- ----}- ----'------ ----,--------
. --- --------- ------
738.0 -;------------- ------------ --------------- '
--------?- ---------------
737.5 -?----------------------------- --------------;-------- ---- ---------------

- 20 0 20 40 60 80
' Station (ft)
' Site Data - Culvert 1
Sit
D
t
O
ti
C
l
e
a
a
p
on:
u
vert Invert Data
Inlet Station: 0.00 ft
' Inlet Elevation: 738.00 ft
Outlet Station: 68.00 ft
' Outlet Elevation: 737.34 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 1.00 ft
Barrel Material:
Barrel Manning's n: 0.0240
Inlet Type:
Inlet Edge Condition:
' Inlet Depression: None

Table 9 - Downstream Channel Rating Curve (Crossing: FES 13 TO FES 13A)
Flow (cfs) Water Surface Elev (ft) Depth (ft)
1.00 737.35 0.01
1.09 737.35 0.01
1.17 737.35 0.01
1.25 737.35 0.01
1.34 737.35 0.01
1.43 737.35 0.01
1.51 737.35 0.01
1.60 737.35 0.01
1.68 737.35 0.01
1.77 737.35 0.01
1.85 737.35 0.01
Tailwater Channel Data - FES 13 TO FES 13A
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 737.35 ft
Roadway Data for Crossing: FES 13 TO FES 13A
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 50.00 ft
Crest Elevation: 740.50 ft
Roadway Surface: Paved
Roadway Top Width: 8.00 ft
Table 10 - Summary of Culvert Flows at Crossing: FES 32 TO FES 33
Headwater Elevation
()
Total Discharge (cfs) Culvert 1 Discharge
(Cfs) Roadway Discharge
(cfs)
Iterations
738.78 2.00 2.00 0.00 1
738.80 2.09 2.09 0.00 1
738.82 2.17 2.17 0.00 1
738.84 2.26 2.26 0.00 1
738.86 2.35 2.35 0.00 1
738.88 2.44 2.44 0.00 1
738.89 2.52 2.52 0.00 1
738.91 2.61 2.61 0.00 1
738.93 2.70 2.70 0.00 1
738.95 2.78 2.78 0.00 1
738.96 2.87 2.87 0.00 1
Table 11 - Culvert Summary Table: Culvert 1
Total
Discharge

(cfs) Culvert
Discharge

(cfs) Headwater
Elevation

(ft) Inlet Control
Depth (ft) Outlet
Control

ft
Depth O Flow

Type Normal

Depth (ft) Critical

Depth (ft) Outlet

Depth (ft) Tailwater

Depth (ft) Outlet
Velocity

(ft/s) Tailwater
Velocity

(ft/s)
2.00 2.00 738.78 0.780 0.000 1-S2n 0.360 0.560 0.360 0.000 6.812 0.000
2.09 2.09 738.80 0.800 0.000 1-S2n 0.369 0.573 0.370 0.000 6.861 0.000
2.17 2.17 738.82 0.820 0.000 1-S2n 0.378 0.586 0.378 0.000 6.944 0.000
2.26 2.26 738.84 0.839 0.000 1-S2n 0.385 0.599 0.385 0.000 7.063 0.000
2.35 2.35 738.86 0.857 0.000 1-S2n 0.392 0.612 0.394 0.000 7.114 0.000
2.44 2.44 738.88 0.876 0.000 1-S2n 0.399 0.624 0.403 0.000 7.157 0.000
2.52 2.52 738.89 0.894 0.000 1-S2n 0.406 0.635 0.408 0.000 7.301 0.000
2.61 2.61 738.91 0.911 0.000 1-S2n 0.413 0.646 0.415 0.000 7.399 0.000
2.70 2.70 738.93 0.929 0.000 1-S2n 0.420 0.657 0.426 0.000 7.291 0.000
2.78 2.78 738.95 0.946 0.000 1-S2n 0.427 0.667 0.431 0.000 7.407 0.000
2.87 2.87 738.96 0.963 0.000 1-S2n 0.434 0.678 0.437 0.000 7.487 0.000
Inlet Elevation (invert): 738.00 ft, Outlet Elevation (invert): 737.00 ft
Culvert Length: 35.01 ft, Culvert Slope: 0.0286
Water Surface Profile Plot for Culvert: Culvert 1
Crossing - FES 3? TO FES 33, Desip Dl charze - 1.9 efs
C'uh-ert - Cuh-eit 1, Ciih-eit Dischar&e - 2.9 cfs
----------------
741.0 -,----------------I------------ ---- -----------? - -- ---
-----------
740.5- -------------- L ------------- 11----- --------. -------------1--------
740.0 -j-------------- ------ -----1------------- ------ ---- L------------- 1--------
739.5 - ------------- ; - = -------------- ---- --- -- -----
a
•- 739.0 -;-?-- ---------------------------- r - ----------- . --------
>
738.5
W ?- .
738.0 -- --: -?--;' - -------- ------ ------ ---------
-----------
737.5 - --------------- ---------------------- ;--------------? ------ ;--------
- ------------
----------- 737.0 -?------------- - -
-1o - - ---? - --
-10 0 10 20 30 40
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 738.00 ft
Outlet Station: 35.00 ft
Outlet Elevation: 737.00 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 1.25 ft
Barrel Material:
Barrel Manning's n: 0.0130
Inlet Type:
Inlet Edge Condition:
Inlet Depression: None
Table 12 - Downstream Channel Rating Curve (Crossing: FES 32 TO FES 33)
Flow (cfs) Water Surface Elev (ft) Depth (ft)
2.00 737.00 0.00
2.09 737.00 0.00
2.17 737.00 0.00
2.26 737.00 0.00
2.35 737.00 0.00
2.44 737.00 0.00
2.52 737.00 0.00
2.61 737.00 0.00
2.70 737.00 0.00
2.78 737.00 0.00
2.87 737.00 0.00
Tailwater Channel Data - FES 32 TO FES 33
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 737.00 ft
Roadway Data for Crossing: FES 32 TO FES 33
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 50.00 ft
Crest Elevation: 741.00 ft
Roadway Surface: Paved
Roadway Top Width: 8.00 ft
Table 1 - Summary of Culvert Flows at Crossing: FES 34 TO FES 35
Headwater Elevation
(ft)
Discharge (cfs)
Total Culvert 1 Discharge
(ds) Roadway Discharge
(ds) Iterations
736.02 1.00 1.00 0.00 1
736.02 1.02 1.02 0.00 1
736.02 1.04 1.04 0.00 1
736.02 1.07 1.07 0.00 1
736.02 1.09 1.09 0.00 1
736.02 1.11 1.11 0.00 1
736.02 1.13 1.13 0.00 1
736.02 1.15 1.15 0.00 1
736.03 1.18 1.18 0.00 1
736.03 1.20 1.20 0.00 1
736.03 1.22 1.22 0.00 1
736.80 6.65 6.65 0.00 Overtopping
Table 2 - Culvert Summary Table: Culvert 1
Total
Discharge
(cfs) Culvert
Discharge
(cfs) Headwater
Elevation
(ft) Inlet Control
Depth (ft) Outlet
Control
Depth (ft) Flow
Type Normal
Depth (ft) Critical
Depth (ft) Outlet
Depth (ft) Tailwater
Depth (ft) Outlet
Velocity
(ft/s) Tailwater
Velocity
WS)
1.00 1.00 736.02 0.536 1.418 4-FFf 0.344 0.391 1.250 0.000 0.815 0.000
1.02 1.02 736.02 0.542 1.419 4-FFf 0.349 0.395 1.250 0.000 0.833 0.000
1.04 1.04 736.02 0.549 1.420 4-FFf 0.353 0.399 1.250 0.000 0.851 0.000
1.07 1.07 736.02 0.555 1.421 4-FFf 0.357 0.403 1.250 0.000 0.869 0.000
1.09 1.09 736.02 0.561 1.421 4-FFf 0.361 0.407 1.250 0.000 0.887 0.000
1.11 1.11 736.02 0.568 1.422 4-FFf 0.366 0.411 1.250 0.000 0.905 0.000
1.13 1.13 736.02 0.574 1.423 4-FFf 0.370 0.415 1.250 0.000 0.922 0.000
1.15 1.15 736.02 0.580 1.424 4-FFf 0.374 0.419 1.250 0.000 0.940 0.000
1.18 1.18 736.03 0.587 1.425 4-FFf 0.378 0.423 1.250 0.000 0.958 0.000
1.20 1.20 736.03 0.588 1.426 4-FFf 0.381 0.427 1.250 0.000 0.976 0.000
1.22 1.22 736.03 0.593 1.427 4-FFf 0.384 0.432 1.250 0.000 0.994 0.000
Inlet Elevation (invert): 734.60 ft, Outlet Elevation (invert): 734.40 ft
Culvert Length: 24.00 ft, Culvert Slope: 0.0083
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Water Surface Profile Plot for Culvert: Culvert 1
(_ro sili - FES 34 TO FES 35, De k'wl Di-schai•ge - 1.' cfb
C'uh-ert - C'uh!ert 1, Cuh-ert Discharae - 1.2 cfs
736.5 ----- ---------- ---------- -------- ---- ---- 1----- -- ---------- ---------
-
- f- - ; -- -------------- -------- --- - -
.r.
a
735.5 r
--- --------- -------- ' ------
-----------
4)
W
735.0 ?. - ,- c ;
------------ ---- -----------
734.5 -----I---------- ----- ---=- --- - - ---?
-5 0 5 10 15 20 25 30
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 734.60 ft
Outlet Station: 24.00 ft
Outlet Elevation: 734.40 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 1.25 ft
Barrel Material: Concrete
Embedment: 0.00 in
Barrel Manning's n: 0.0130
Inlet Type: Conventional
Inlet Edge Condition: Grooved End Projecting
Inlet Depression: None
Table 3 - Downstream Channel Rating Curve (Crossing: FES 34 TO FES 35)
Flow (cfs) Water Surface Elev (ft) Depth (ft)
1.00 736.00 0.00
1.02 736.00 0.00
1.04 736.00 0.00
1.07 736.00 0.00
1.09 736.00 0.00
1.11 736.00 0.00
1.13 736.00 0.00
1.15 736.00 0.00
1.18 736.00 0.00
1.20 736.00 0.00
1.22 736.00 0.00
Tailwater Channel Data - FES 34 TO FES 35
Tailwater Channel Option: Enter Constant Tailwater Elevation
Constant Tailwater Elevation: 736.00 ft
Roadway Data for Crossing: FES 34 TO FES 35
Roadway Profile Shape: Constant Roadway Elevation
Crest Length: 50.00 ft
Crest Elevation: 736.80 ft
Roadway Surface: Paved
Roadway Top Width: 8.00 ft