20131200 Ver 2_Stormwater Info_20140211

13- 1200
STORMWATER TREATMENT CALCULATIONS
TRYON INTERNATIONAL EQUESTRIAN CENTER
POLK County, North Carolina
February 7, 2014
Odom
Engineering
PLLC
SEAL 5�
2fl13
�
� /enoeeoe +0 ++
152 East Main Street
Forest City, N.C. 28043
828 - 247 -4495

STORMWATER TREATMENT CALCULATIONS
TRYON INTERNATIONAL EQUESTRIAN CENTER
POLK County, North Carolina
February 7, 2014
Odom
Engineering
PLLC
SEAL i
2113 =
152 East Main Street
Forest City, N.C. 28043
828 - 247 -4495

Permit Number
(to be provided by DWQ)
AA
WA O�O� W ATE9OG
� � 1 i
WDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Tryon International Equestrian Site
Contact name David Odom, PE
Phone number 828 - 2474495
Date January 30, 2014
Drainage area number #1- Bioretention Cell #1
It. DESIGN INFORMATION
Site Characteristics
Drainage area
40,946 ftz
Impervious area
14,810 ftz
Percent impervious
36.2% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre /post control of the 1 -yr, 24 -hr peak flow required?
N (Y or N)
1 -yr, 24 -hr runoff depth
in
1 -yr, 24 -hr intensity
inthr
Pre-development 1 -yr, 24-hr peak flow
f0/sec
Post - development 1 -yr, 24 -hr peak flow
ft3 /sec
Pre/Post 1 -yr, 24 -hr peak control
ft3lsec
Storage Volume: Non-SA Waters
Minimum volume required
1,281.0 ft3
Volume provided
1,300.0 ft3
OK
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24-hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
1,300.0 fe
OK
Length:
50 ft
OK
Width:
26 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
12 hr
OK
Drawdown time, total:
18 hr
In -situ soil:
Soil permeability
1.14 in/hr
OK
Planting media soil -
Soil permeability
2.00 inthr
OK
Soil composition
% Sand (by volume)
85%
OK
% Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total:
100%
Phosphorus Index (P- Index) of media
(unitless)
Form SW401- Sioretention -Rev 8
June 25, 2010 Parts I and 11 Design Summary, Page 1 of 2

Basin Elevations
Temporary pool elevation
Type of bioretention cell (answer 'r to only one of the two
following questions).
Is this a grassed cell?
Is this a cell with trees/shrubs?
Planting elevation (top of the mulch or grass sod layer)
Depth of mulch
Bottom of the planting media soil
Planting media depth
Depth of washed sand below planting media soil
Are underdrains being installed?
How many clean out pipes are being installed?
What factor of safety is used for sizing the underdrains? (See
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
the bottom of the cell to account for underdrains
Bottom of the cell required
SHWT elevation
Distance from bottom to SHWT
Internal Water Storage Zone (IWS)
Does the design include IWS
Elevation of the top of the upturned elbow
Separation of IWS and Surface
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
What is the length of the vegetated filter?
Does the design use a level spreader to evenly distribute flow?
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Is the BMP localed at least 100 feet from water supply wells?
Are the vegetated side slopes equal to or less than 3:1?
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
Is the area surrounding the cell likely to undergo development in
the future?
Are the slopes draining to the bioretention cell greater than 20 %?
Is the drainage area permanently stabilized?
Pretreatment Used
(Indicate Type Used with an *)C in the shaded cell)
Gravel and grass
(811nches gravel followed by 3 -5 ft of grass)
Grassed Swale
Forebay
Other
894.00 fmsl
Y (Y or N) OK
N (Y or N)
893 fmsl
inches
891 fmsl
2 f
0.33 ft
Y (Y or N)
2 OK
10 OK
1 f
889.67 fmsl
881 fmsl
8.67 ft OK
Y (Y or N)
fmsl
893 ft
N
N
Y
Y
Y
Y
N
N
Y
X
Permit Number
(to be provided by DWQ)
(Y or N) Excess volume must bypass cell.
(Y or N) Excess volume must pass through filter.
ft
(Y or N) Show how flow is evenly distributed.
(Y or N) OK
(Y or N) OK
(Y or N) OK
(Y or N) OK
ft/sec
(Y or N) OK
(Y or N) OK
(Y or N) OK
KI
Form SW401- Bioretenton -Rev 8
June 25, 2010 Parts I and 11 Design Summary, Page 2 of 2

BIORETENTION CELL #1 (DRAINAGE AREA #1) CALCULATIONS
Total drainage area for Cell #1 (Acres)
0.941 40,946 s.f.
Impervious drainage area for Cell #I (Acres)
0 . 341 14,810 s.f.
First flush runoff depth to be treated (in)
1
Ponding Depth of Cell (in)
12
Bottom Elevation of Cell (MSL)
893
Surface Area Provided at Bottom Elevation of Cell
1319
Lenth of Cell (ft)
50
Average Cell Width (ft)
26
Elevation of Overflow (MSL)
894
Width of sheet flow to cell (ft)
1.5
Is Sod Landscaping Utilized in Cell?
YES
Thicknes of Soil Media (in)
24
Washed Sand Thickness (in)
4
Choking Stone Thickness (in)
2
Washed Stone Thickness (in)
8
Size of Underdrain Piping (in)
4
Slope of Underdrain Piping ( %)
0.5
Media Permeability (in/hr)
2
Safety Factor for Sizing Underdrain Piping
10
RUNOFF VOLUME — SIMPLE METHOD
Rv= 0.05 +0.9 *IA
Where: Rv= Runoff coefficient [storm runoff (in /storm rainfall (in)], unitless
IA Impervious fraction [impervious portion of drainage area (ac) /drainage area (ac), unitless
Rv = 0.38
VOLUME OF CELL DETERMINATION
V = 3630 *RD *Rv *A
Where: V = Volume of runoff that must be controlled for the deisng storm (ft3)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
V (sqft) = 1281
Surface Area Required (SAR) = Volume / Ponding depth of cell
SAR (sgft) = 1281
Surface Area Provided Acceptable

CELL ELEVATIONS (MSL)
Elevation of Overflow Weir
Bottom Elevation of Cell
Elevation at Bottom of Planting Media Soil
Elevation at Bottom of Washed Sand
Elevation at Bottom of Choking Stone
Elevation at Invert of Upper End of Underdrain
Elevation at Underdrain Invert at Structure
UNDERDRAIN SYSTEM
Using Darcy's Equation to determine max flow to pipe.
Q = A *K *G
894.00
893.00
891.00
890.67
890.50
889.83
889.58
Where: A = Pond Surface Area
K = Media Permeability
G - Hydraulic Gradient, unitless (assumed to be underdrain pipe slope)
Q (cfs) = 0.00030
Uilitizing Factor of Safety
Q (cfs) = 0.0030
To determine pipe diameter
D =16 [(Q *n) /VS](3 /s)
Where: D = Diameter of single pipe (in)
n = roughness factor (0.011), unitless
S = Underdrain pipe slope (ft/ft)
Q = Flow rate (cfs)
D = 0.90
Enter Table 5 -1 on NCDENR Stormwater BMP Manual to determine pipe size and number
Use two 4 -inch pipes
One cleanout is required for every 1000 sq. ft. of pond surface area.
No. Reqd = 1
No. Provided = 2

Permit Number
(to be provrded by DWQ)
O�O� W ATF90G
�� - r
WDEHR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Tryon International Equestrian Site
Contact name David Odom, PE
Phone number
Date
Drainage area number
II. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area
Percent impervious
Design rainfall depth
Peak Flow Calculations
828 - 247 -4495
January 30, 2014
#2 - Bioretention Cell #2
388,555 ftz
148,540 f 2
38.2% %
1.0 inch
Is prelpost control of the 1 -yr, 24 -hr peak flow required? N (Y or N)
1 -yr, 24 -hr runoff depth in
1 -yr, 24 -hr intensity in/hr
Pre - development 1 -yr, 24 -hr peak flow ft3 /sec
Post -development 1 -yr, 24 -hr peak flow ft3
/sec
PrelPost 1 -yr, 24 -hr peak control ft3
/sec
Storage Volume: Non -SA Waters
Minimum volume required
12,759.0 ft3
Volume provided
12,800.0 ft3 OK
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff
ft3
Post - development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches
OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
14,557.0 fe
OK
Length:
281 ft
OK
Width:
52 ft
OK
-or- Radius
ft
Media and Soils Summary
Drawdown time, ponded volume
6 hr
OK
Drawdown time, to 24 inches below surface
12 hr
OK
Drawdown time, total:
18 hr
In -situ soil:
Soil permeability
1.14 in/hr
OK
Planting media soil:
Sod permeability
2.00 in/hr
OK
Soil composition
% Sand (by volume)
85%
OK
% Fines (by volume)
10%
OK
% Organic (by volume)
5%
OK
Total 100%
Phosphorus Index (P- Index) of media
(unitless)
Form SW401- Bioretention -Rev 8
June 25, 2010
Parts I and 11 Design Summary, Page 1 of 2

Permit Number*
(to be provided by DWQ)
Basin Elevations
Temporary pool elevation
888.00 fmsl
Type of bioretention cell (answer 'Y' to only one of the two
following questions):
Is this a grassed cell?
Y
(Y or N)
OK
Is this a cell with treestshrubs?
N
(Y or N)
Planting elevation (top of the mulch or grass sod layer)
887 fmsl
Depth of mulch
inches
Bottom of the planting media soil
885 fmsl
Planting media depth
2 ft
Depth of washed sand below planting media soil
0.33 ft
Are underdrains being installed?
Y
(Y or N)
How many clean out pipes are being installed?
2
Insufficient number of clean out pipes provided.
What factor of safety is used for sizing the underdrains? (See
10
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required
883.67 fmsi
SHWT elevation
881 fmsl
Distance from bottom to SHWT
2.67 ft
OK
Internal Water Storage Zone (NS)
Does the design include IWS
Y
(Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
887 ft
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
N
(Y or N)
Excess volume must bypass cell.
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
through a vegetated filter?
N
(Y or N)
Excess volume must pass through filter.
What is the length of the vegetated filter?
ft
Does the design use a level spreader to evenly distribute flow?
N
(Y or N)
Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Y
(Y or N)
OK
Is the BMP localed at least 100 feet from water supply wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
Y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
to a public Right of Way (ROW)?
Y
(Y or N)
OK
Inlet velocity (from treatment system)
fUsec
Is the area surrounding the cell likely to undergo development in
the future?
N
(Y or N)
OK
Are the slopes draining to the bioretention cell greater than 20 %?
N
(Y or N)
OK
Is the drainage area permanently stabilized?
Y
(Y or N)
OK
Pretreatment Used
(Indicate Type Used with an 'X' in the shaded cell)
Gravel and grass
(81nches gravel followed by 3 -5 ft of grass)
Grassed swale
OK
Forebay
X
Other
Form SW401- Bioretention -Rev.8
June 25, 2010 Parts I and 11 Design Summary, Page 2 of 2

BIORETENTION CELL #2 (DRAINAGE AREA #2) CALCULATIONS
Total drainage area for Cell #1 (Acres)
Impervious drainage area for Cell #1 (Acres)
First flush runoff depth to be treated (in)
Ponding Depth of Cell (in)
Bottom Elevation of Cell (MSL)
Surface Area Provided at Bottom Elevation of Cell
Lenth of Cell (ft)
Average Cell Width (ft)
Elevation of Overflow (MSL)
Width of sheet flow to cell (ft)
Is Sod Landscaping Utilized in Cell?
Thicknes of Soil Media (in)
Washed Sand Thickness (in)
Choking Stone Thickness (in)
Washed Stone Thickness (in)
Size of Underdrain Piping (in)
Slope of Underdrain Piping ( %)
Media Permeability (in/hr)
Safety Factor for Sizing Underdrain Piping
RUNOFF VOLUME — SIMPLE METHOD
Rv = 0.05 + 0.9 *IA
8.921 388,555 s.f.
3 . 411 148,540 s.f.
1
12
887
12800
150
85
888
1.5
YES
24
4
2
8
4
0.5
2
10
Where: Rv= Runoff coefficient [storm runoff (in /storm rainfall (in)], unitless
IA= Impervious fraction [impervious portion of drainage area (ac) /drainage area (ac), unitless
Rv = 0.39
VOLUME OF CELL DETERMINATION
V = 3630 *Ro *Rv *A
Where: V = Volume of runoff that must be controlled for the deisng storm (ft)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
V (sqft) = 12759
Surface Area Required (SAR) = Volume / Ponding depth of cell
SAR (sgft) = 12759
Surface Area Provided Acceptable

CELL ELEVATIONS (MSL)
Elevation of Overflow Weir
Bottom Elevation of Cell
Elevation at Bottom of Planting Media Soil
Elevation at Bottom of Washed Sand
Elevation at Bottom of Choking Stone
Elevation at Invert of Upper End of Underdrain
Elevation at Underdrain Invert at Structure
UNDERDRAIN SYSTEM
Using Darcy's Equation to determine max flow to pipe.
Q = A *K *G
888.00
887.00
885.00
884.67
884.50
883.83
883.08
Where: A = Pond Surface Area
K = Media Permeability
G - Hydraulic Gradient, unitless (assumed to be underdrain pipe slope)
Q (cfs) = 0.00295
Uilitizing Factor of Safety
Q (cfs) = 0.0295
To determine pipe diameter
D =16 [(Q *n) /VS]I3/sl
Where: D = Diameter of single pipe (in)
n = roughness factor (0.011), unitless
S = Underdrain pipe slope (ft/ft)
Q = Flow rate (cfs)
D = 2.13
Enter Table 5 -1 on NCDENR Stormwater BMP Manual to determine pipe size and number
Use two 4 -inch pipes
One cleanout is required for every 1000 sq. ft. of pond surface area.
No. Reqd = 13
No. Provided = 13

Permit Number
(to be provded by DWQ)
RWA
o�oF wa rF94�
y r
ICDEHR
Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
BIORETENTION CELL SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all
of the required information.
I. PROJECT INFORMATION
Project name
Tryon International Equestrian Site
Contact name
David Odom, PE
Phone number
828 - 2474495
Date
January 30, 2014
Drainage area number
#3 - Bioretention Cell #3
1l. DESIGN INFORMATION
Site Characteristics
Drainage area
211,131 {tz
Impervious area
123,955 ft2
Percent impervious
58.7% %
Design rainfall depth
1.0 inch
Peak Flow Calculations
Is pre /post control of the 1 -yr, 24-hr peak flow required? N (Y or N)
1 -yr, 24 -hr runoff depth
in
1 -yr, 24 -hr intensity
in/hr
Pre - development 1 -yr, 24 -hr peak flow
ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
ft3 /sec
Pre/Post 1 -yr, 24 -hr peak control
ft3 /sec
Storage Volume: Non -SA Waters
Minimum volume required
10,176.0 ft3
Volume provided
10,200.0 ft3 OK
Storage Volume: SA Waters
1.5' runoff volume
ft3
Pre - development 1 -yr, 24 -hr runoff
ft3
Post -development 1 -yr, 24 -hr runoff
ft3
Minimum volume required
0 ft3
Volume provided
ft3
Cell Dimensions
Ponding depth of water
12 inches OK
Ponding depth of water
1.00 ft
Surface area of the top of the bioretention cell
10,200.0 f 2 OK
Length:
150 ft OK
Width:
68 ft OK
-or- Radius
ft
Media and Solis Summary
Drawdown time, ponded volume
6 hr OK
Drawdown time, to 24 inches below surface
12 hr OK
Drawdown time, total:
18 hr
In -situ soil:
Soil permeability
1.14 inthr OK
Planting media soil:
Soil permeability
2.00 Inthr OK
Soil composition
% Sand (by volume)
85% OK
% Fines (by volume)
10% OK
% Organic (by volume)
5% OK
Total: 100%
Phosphorus Index (P- Index) of media
(unitless)
Form SW401- Sioretenhon -Rev a
June 25, 2010
Parts I and 11 Design Summary, Page 1 of 2

Permit Number
(to be provded by DWQ)
Basin Elevations
Temporary pool elevation
888.00 fmsl
Type of bioretention cell (answer °Y' to only one of the two
following questions):
Is this a grassed cell?
Y
(Y or N)
OK
Is this a cell with treestshrubs?
N
(Y or N)
Planting elevation (top of the mulch or grass sod layer)
887 fmsl
Depth of mulch
inches
Bottom of the planting media soil
885 fmsl
Planting media depth
2 ft
Depth of washed sand below planting media soil
0.33 ft
Are underdrains being installed?
Y
(Y or N)
How many clean out pipes are being installed?
2
Insufficient number of dean out pipes provided.
What factor of safety is used for sizing the underdrains? (See
10
OK
BMP Manual Section 12.3.6)
Additional distance between the bottom of the planting media and
1 ft
the bottom of the cell to account for underdrains
Bottom of the cell required
883.67 fmsl
SHWT elevation
881 fmsl
Distance from bottom to SHWT
2.67 ft
OK
Internal Water Storage Zone (IWS)
Does the design include IWS
Y
(Y or N)
Elevation of the top of the upturned elbow
fmsl
Separation of IWS and Surface
887 ft
Planting Plan
Number of tree species
Number of shrub species
Number of herbaceous groundcover species
Additional Information
Does volume in excess of the design volume bypass the
N
(Y or N)
Excess volume must bypass cell.
bioretention cell?
Does volume in excess of the design volume flow evenly distributed
N
(Y or N)
Excess volume must pass through filter.
through a vegetated filter?
What is the length of the vegetated flfter7
ft
Does the design use a level spreader to evenly distribute flow?
N
(Y or N)
Show how flow is evenly distributed.
Is the BMP located at least 30 feet from surface waters (50 feet if
SA waters)?
Y
(Y or N)
OK
Is the BMP localed at least 100 feet from water supply wells?
Y
(Y or N)
OK
Are the vegetated side slopes equal to or less than 3:1?
Y
(Y or N)
OK
Is the BMP located in a proposed drainage easement with access
Y
(Y or N)
OK
to a public Right of Way (ROW)?
Inlet velocity (from treatment system)
ft/sec
Is the area surrounding the cell likely to undergo development In
N
(Y or N)
OK
the future?
Are the slopes draining to the bioretention cell greater than 20 %?
N
(Y or N)
OK
Is the drainage area permanently stabilized?
Y
(Y or N)
OK
Pretreatment Used
(Indicate Type Used with an *)C in the shaded cell)
Gravel and grass
(flinches gravel followed by 3 -5 ft of grass)
Grassed Swale
OK
Forebay
X
Other
Form SW401- Bioretenbon -Rev 8
June 25, 2010 Parts I and 11 Design Summary, Page 2 of 2

BIORETENTION CELL #3 (DRAINAGE AREA #3) CALCULATIONS
Total drainage area for Cell #I (Acres)
Impervious drainage area for Cell #1 (Acres)
First flush runoff depth to be treated (in)
Ponding Depth of Cell (in)
Bottom Elevation of Cell (MSL)
Surface Area Provided at Bottom Elevation of Cell
Lenth of Cell (ft)
Average Cell Width (ft)
Elevation of Overflow (MSL)
Width of sheet flow to cell (ft)
Is Sod Landscaping Utilized in Cell?
Thicknes of Soil Media (in)
Washed Sand Thickness (in)
Choking Stone Thickness (in)
Washed Stone Thickness (in)
Size of Underdrain Piping (in)
Slope of Underdrain Piping ( %)
Media Permeability (in/hr)
Safety Factor for Sizing Underdrain Piping
RUNOFF VOLUME — SIMPLE METHOD
Rv= 0.05 +0.9 *IA
41.851 211,131 s.f.
2 . 851 123,955 s.f.
1
12
887
10200
150
68
888
1.5
YES
24
4
2
8
4
0.5
2
10
Where: Rv= Runoff coefficient [storm runoff (in /storm rainfall (in)], unitless
IA= Impervious fraction [impervious portion of drainage area (ac) /drainage area (ac), unitless
Rv = 0.58
VOLUME OF CELL DETERMINATION
V = 3630 *Rp *Rv *A
Where: V = Volume of runoff that must be controlled for the deisng storm (ft)
RD = Design storm rainfall depth (in)
A = Watershed area (ac)
V (sgft) = 10176
Surface Area Required (SAR) = Volume /Ponding depth of cell
SAR (sgft) = 10176
Surface Area Provided Acceptable

CELL ELEVATIONS (MSL)
Elevation of Overflow Weir
Bottom Elevation of Cell
Elevation at Bottom of Planting Media Soil
Elevation at Bottom of Washed Sand
Elevation at Bottom of Choking Stone
Elevation at Invert of Upper End of Underdrain
Elevation at Underdrain Invert at Structure
UNDERDRAIN SYSTEM
Using Darcy's Equation to determine max flow to pipe.
Q = A *K *G
888.00
887.00
885.00
884.67
884.50
883.83
883.08
Where: A = Pond Surface Area
K = Media Permeability
G - Hydraulic Gradient, unitless (assumed to be underdrain pipe slope)
Q (cfs) = 0.00236
Uilitizing Factor of Safety
Q (cfs) = 0.0236
To determine pipe diameter
D =16 [(Q *n) /VS]13 /e1
Where: D = Diameter of single pipe (in)
n = roughness factor (0.011), unitless
S = Underdrain pipe slope (ft/ft)
Q = Flow rate (cfs)
D = 1.95
Enter Table 5 -1 on NCDENR Stormwater BMP Manual to determine pipe size and number
Use two 4 -inch pipes
One cleanout is required for every 1000 sq. ft. of pond surface area.
No. Reqd = 10
No. Provided = 10

Permit No.
(to be provded by DWQ)
of warFq
��� Dy
STORMWATER MANAGEMENT PERMIT APPLICATION FORM 's
WDENR 401 CERTIFICATION APPLICATION FORM
PERMEABLE PAVEMENT SUPPLEMENT
This torn must be completely filled out, printed and submitted.
The Required Items Checklist (Part ill) must be ptinted, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project Name
Tryon Intemational Equestrian Site
Contact Person
David Odom, PE
Phone Number
828 -247 -4495
Date
215/2014
Drainage Area
#4
II. DESIGN INFORMATION
Soils Report Summary
Hydrologic soil group (HSG) of subgrade
B
Infiltration rate
1.14
in /hr
Pavement Design Summary
BUA Credit for Permeable Pavement Footprint.
Permeable Pavement (PP) design type
Infiltration - HSG A/B
75% BUA Credit
SA of PP being proposed (Ap)
6,142
ft2
Resulting BUA counted as impervious for main application form
1,536
ft2
Adjacent BUA directed to PP (AJ
5,345
ft2
OK
Ratio of Ac to Ap
0.87
(unitless)
Flow from pervious surfaces is directed away from PP?
Yes
OK
Design rainfall depth
1.0"
in
Permeable pavement surface course type
PC
Layer 1- Washed aggregate size (ex. No. 57)
No. 57
Layer 1- Aggregate porosity (n)
0.40
(unitless)
OK
Layer 2 - Washed aggregate size (ex. No. 57)
Layer 2 - Aggregate porosity (n)
(unitless)
Minimum total aggregate depth for design rainfall (D,,)
4.0
in
Drawdown /infiltration time for D.,
days
How is 10-yr, 24 -hr storm handled?
bypassed
Underdrain Required
Aggregate depth to infiltrate 10-yr, 24-hr storm (Dla)
20.0
in
Drawdown /infiltration time of 10-yr, 24-hr storm
1.00
days
Actual provided total aggregate depth
6.0
in
OK
Top of aggregate base layer elevation
895.50
fmsl
Storage elevation of design rainfall depth
895.00
fmsl
Overflow elevation
895.00
fmsl
Bottom elevation at subgrade
895.00
fmsl
#REFI
SHWT elevation
882,00
fmsl
Underdrain diameter
6
in
Form SW401- Permeable Pavement-Rev 4- October 16, 2012 PP Supplement Form, Page 1 of 3

Permit No.
(to be provided by DWQ)
Detention Systems (skip for infiltration systems)
Diameter of orifice
in
Coefficient of discharge (Co)
(unitless)
Driving head (Ho)
ft
Storage volume discharge rate (through discharge orifice)
ft3 /sec
Storage volume drawdown time
days
Pre - development 1 -yr, 24 -hr peak flow
ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
ft3 /sec
Additional Information
Slope of soil subgrade at bottom of permeable pavement
0.50
%
OK
Slope of the permeable pavement surface
0.50
%
OK
Construction sequence minimizes compaction to soils?
Yes
OK
Subsoil preparation specified (must select one)
scared
Meets industry standards for structural requirements?
Yes
OK
Washed stone is specified for the aggregate?
Yes
OK
Required signage specified on plans?
Yes
OK
Number of observation wells provided
1
OK
Distance to structure
10.00
ft
Distance to surface waters
100.00
ft
OK
Distance to water supply well(s)
400.00
ft
OK
Form SW401- Permeable Pavement -Rev 4- October 16, 2012 PP Supplement Form, Page 2 of 3

Permit No.
(to be provided by DWQ)
III. 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 Sheet No.
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),
Location of permeable pavement,
Roof and other surface flow directed away from permeable
pavement,
- Location of the permeable pavement sign(s).
2. Section view of the permeable pavement (1" = 20' or larger)
showing:
All layers (including details about the surface course), and
SHWT
3. A detail of what the permeable pavement sign.
4. A site specific soils report that is based upon an actual field
investigation, soil borings, and infiltration tests within the
footprint of the proposed permeable pavement. The soils
investigation shall state the infiltation rate, SHWT elevation, and
information about any confining layers. County soil maps are not
an acceptable source of soils information.
(Projects in the WIRO - The results of the soils report must be
verified in the field by DWO, by completing & submitting the soils
investigation request form.)
S. A construction sequence that shows how the permeable
pavement will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance
(0 &M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401- Permeable Pavement- Rev.4- October 16, 2012 PP Supplement Form, Page 3 of 3

Form SW401- Permeable Pavement -Rev 4- October 16, 2012 PP Supplement Form, Page 1 of 3
Permit No.
(to be provded by DWQ)
- �.... STORMWATER MANAGEMENT
PERMIT
APPLICATION FORM >_
WDENR 401 CERTIFICATION APPLICATION FORM
PERMEABLE PAVEMENT SUPPLEMENT
This form must be completely filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and
submitted along with all of the required information.
I. PROJECT INFORMATION
Project Name
Tryon International Equestrian Site
Contact Person
David Odom, PE
Phone Number
828 - 247-4495
Date
2/5 /2014
Drainage Area
#5
II. DESIGN INFORMATION
Soils Report Summary
Hydrologic sod group (HSG) of subgrade
B
Infiltration rate
1.14
in /hr
Pavement Design Summary
BUA Credit for Permeable Pavement Footprint
Permeable Pavement (PP) design type
Infiltration - HSG A/B
75% BUA Credit
SA of PP being proposed (Ap)
47,910
ftZ
Resulting BUA counted as impervious for main application form
11,978
ftZ
Adjacent BUA directed to PP (AJ
5,345
ftZ OK
Ratio of Ac to Ap
0.11
(unitless)
Flow from pervious surfaces is directed away from PP?
Yes
OK
Design rainfall depth
1.0"
in
Permeable pavement surface course type
PC
Layer 1- Washed aggregate size (ex. No. 57)
No. 57
Layer 1- Aggregate porosity (n)
0.40
(unitless) OK
Layer 2 - Washed aggregate size (ex. No. 57)
Layer 2 - Aggregate porosity (n)
(unitless)
Minimum total aggregate depth for design rainfall (D,,,q)
4.0
in
Drawdown /infiltration time for D ,q
days
How is 10-yr, 24-hr storm handled?
bypassed
Underdrain Required
Aggregate depth to infiltrate 10-yr, 24 -hr storm (Dio)
20.0
in
Drawdown /infiltration time of 10-yr, 24 -hr storm
1.00
days
Actual provided total aggregate depth
6.0
in OK
Top of aggregate base layer elevation
900.00
fmsl
Storage elevation of design rainfall depth
900.00
fmsl
Overflow elevation
900.00
fmsl
Bottom elevation at subgrade
890.00
fmsl #REFI
SHWT elevation
890.00
fmsl
Underdram diameter
6
in
Form SW401- Permeable Pavement -Rev 4- October 16, 2012 PP Supplement Form, Page 1 of 3

Detention Systems (skip for infiltration systems)
Diameter of orifice
Coefficient of discharge (Cc))
Driving head (H,)
Storage volume discharge rate (through discharge orifice)
Storage volume drawdown time
Pre - development 1 -yr, 24 -hr peak flow
Post - development 1 -yr, 24 -hr peak flow
Additional Information
Slope of soil subgrade at bottom of permeable pavement
Slope of the permeable pavement surface
Construction sequence minimizes compaction to soils?
Subsoil preparation specked (must select one)
Meets industry standards for structural requirements?
Washed stone is specified for the aggregate?
Required signage specified on plans?
Number of observation wells provided
Distance to structure
Distance to surface waters
Distance to water supply well(s)
in
(unitless)
ft
ft'/sec
days
ft'/sec
ft3 /sec
0.50
%
OK
0.50
%
OK
Yes
OK
scar'if'ied
Yes
OK
Yes
OK
Yes
OK
1
OK
10.00
ft
100.00
ft
OK
400.00
ft
OK
Permit No.
(to be provided by DWQ)
Form SW401- Permeable Pavement -Rev 4- October 16, 2012 PP Supplement Form, Page 2 of 3

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. M 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 Sheet No.
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),
Location of permeable pavement,
Roof and other surface flow directed away from permeable
pavement,
- Location of the permeable pavement sign(s).
2. Section view of the permeable pavement (1" = 20' or larger)
showing:
All layers (including details about the surface course), and
SHWT
3. A detail of what the permeable pavement sign.
4. A site specific soils report that is based upon an actual field
investigation, soil borings, and infiltration tests within the
footprint of the proposed permeable pavement. The soils
investigation shall state the infiltation rate, SHWT elevation, and
Information about any confining layers. County soil maps are not
an acceptable source of soils information.
(Projects in the WIRO - The results of the soils report must be
verified in the field by DWO, by completing & submitting the soils
Investigation request form.)
5. A construction sequence that shows how the permeable
pavement will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance
(0 &M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401- Permeable Pavement -Rev 4- October 16, 2012 PP Supplement Form, Page 3 of 3

Permit No.
(to be provided by DWQ)
OF W ATFR
,�...�� STORMWATER MANAGEMENT PERMIT APPLICATION FORM 's
WDENR 401 CERTIFICATION APPLICATION FORM
PERMEABLE PAVEMENT SUPPLEMENT
This form must be completely filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project Name Tryon International Equestrian Site
Contact Person David Odom, PE
Phone Number 828 - 2474495
Date 215/2014
Drainage Area #6
II. DESIGN INFORMATION
Soils Report Summary
Hydrologic soil group (HSG) of subgrade B
Infiltration rate 1.14 in /hr
Pavement Design Summary
Permeable Pavement (PP) design type
SA of PP being proposed (Ap)
Resulting BUA counted as impervious for main application form
Adjacent BUA directed to PP (AJ
Ratio of Ac to Ap
Flow from pervious surfaces is directed away from PP?
Design rainfall depth
Permeable pavement surface course type
Layer 1- Washed aggregate size (ex. No. 57)
Layer 1- Aggregate porosity (n)
Layer 2 - Washed aggregate size (ex. No. 57)
Layer 2 - Aggregate porosity (n)
Minimum total aggregate depth for design rainfall (D,,,q)
Drawdown /infiltration time for D,,,q
How is 10-yr, 24 -hr storm handled?
Aggregate depth to infiltrate 10-yr, 24 -hr storm (Dip)
Drawdown /infiltration time of 10-yr, 24-hr storm
Actual provided total aggregate depth
Top of aggregate base layer elevation
Storage elevation of design rainfall depth
Overflow elevation
Bottom elevation at subgrade
SH WT elevation
Underdrain diameter
Infiltration - HSG A/B
(unitless)
33,187
ft2
8,297
ft2
31,681
ft2
0.95
(unitless)
Yes
1.00
1.0"
in
PC
900.00
No. 57
900.00
OK
OK
0.40 (unitless) OK
BUA Credit for Permeable Pavement Footprint.
75% BUA Credit
Underdrain Required
OK
#REF!
Form SW401- Permeable Pavement -Rev 4- October 16, 2012 PP Supplement Form, Page 1 of 3
(unitless)
4.0
in
days
bypassed
20.0
in
1.00
days
6.0
in
900.00
fmsl
900.00
fmsl
900.00
fmsl
890.00
fmsl
890.00
fmsl
6
in
BUA Credit for Permeable Pavement Footprint.
75% BUA Credit
Underdrain Required
OK
#REF!
Form SW401- Permeable Pavement -Rev 4- October 16, 2012 PP Supplement Form, Page 1 of 3

Permit No.
(to be provided by OWQ)
Detention Systems (skip for infiffration systems)
Diameter of orifice
in
Coefficient of discharge (CD)
(unitless)
Driving head (Ha)
ft
Storage volume discharge rate (through discharge orifice)
ft3 /sec
Storage volume drawdown time
days
Pre - development 1 -yr, 24-hr peak flow
ft3 /sec
Post - development 1 -yr, 24 -hr peak flow
ft3 /sec
Additional information
Slope of soil subgrade at bottom of permeable pavement
0.50
%
OK
Slope of the permeable pavement surface
0.50
%
OK
Construction sequence minimizes compaction to soils?
Yes
OK
Subsoil preparation specified (must select one)
scarified
Meets industry standards for structural requirements?
Yes
OK
Washed stone is specified for the aggregate?
Yes
OK
Required signage specified on plans?
Yes
OK
Number of observation wells provided
1
OK
Distance to structure
10.00
ft
Distance to surface waters
100.00
ft
OK
Distance to water supply well(s)
400.00
ft
OK
Form SW401- Permeable Pavement -Rev 4- October 16, 2012 PP Supplement Form, Page 2 of 3

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. M 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 Sheet No.
1. Plans (V = 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),
Location of permeable pavement,
Roof and other surface flow directed away from permeable
pavement,
- Location of the permeable pavement sign(s).
2. Section view of the permeable pavement IV = 20' or larger)
showing:
All layers (including details about the surface course), and
SHWT
3. A detail of what the permeable pavement sign.
4. A site speck soils report that is based upon an actual field
investigation, soil borings, and infiltration tests within the
footprint of the proposed permeable pavement. The soils
investigation shall state the infiltation rate, SHWT elevation, and
information about any confining layers. County soil maps are not
an acceptable source of soils information.
(Projects in the WiRO - The results of the soils report must be
verified in the field by DWQ, by completing & submitting the soils
investigation request form.)
5. A construction sequence that shows how the permeable
pavement will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance
(0 &M) agreement.
8. A copy of the deed restrictions (if required).
Form SW401- Permeable Pavement-Rev 4- October 16, 2012 PP Supplement Form, Page 3 of 3

Rational Method
6—ar Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CI -1
The rational formula is:
0 = CIA
when:
0 = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rantfall rate and nwoff rate
I = average intensity of rainfall in inchesbour. for a storm duration equal
to the time of concentration, Tc
A = dramage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03x.
1. Determine the drainage area in acres.
Total Drainage Area��
Step ?. Determine the mnoff coefficient, C, for the type of soil/cover in the
drainage area (Table 8.03b).
If the Lod use and soil cover is homogenous over the drainage area, a C
%7lue can be determined directly from Table 8.03b. If then are multiple soil
cover conditions. a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.75
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. De;eruvrte peak discharge. 0 (cubic feet per second), by multiplying
io isly determined factors using the rational formula (Sample Problem
0 =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.6

ESTIMATING RUNOFF
Rational Method
1,—,;r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH, 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CI -2
The rational formula is-
0 = CIA
where:
0 = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient reprmentumg the
relationship benveen rainfall rate and runoff rate
I = average intensity of rainfall in niches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area ni acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determine the drainage area in acres.
Total Drainage Area 0.09
Step 2. Determine the runoff coefficient, C, for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be deternimed directly from Table 8,03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient_
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step S. Detminae peak discharge. 0 (cubic feet per second). by muluphymg
viouslY deietrnirrd factors using the rational formmniLa (S.unplc Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.4

_ 0
Rational Method
l.__r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CI -3
The rational formula ta:
0 = CIA
where:
0 = peak rate of runoff in cubic feet per second (cfs)
C = nwoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall m inches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area m acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 5.03 a.
!. Determine the drainage area in acres.
Total Drainage Area 0.08
Step 2. Determine the ntnoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the Land use and soil cover is homogenous over the drauiage area. a C
value can be determined directly from Table 6.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. Determuie peak discharge, Q (cubic feet per second). by multiplying
viously deternnned factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.4

lRational Method
� ; Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CI -4
The rational fomnida is
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inchesbour. for a storm duration equal
to the time of concentration. Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
1. Determine the drainage area in acres.
Total Drainage Area 0.08
Step :. Determine the runoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be deternuned directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step t. Determine peak discharge. Q (cubic feet per second). by multiplying
viously determined factors using the rational fonuula (Sainple Problem
6. .
0 =CIA
Qz Flow (cfs)
Q25 Flow (cfs) 0.4

T At Liles Z11111 I •
Rational Method
L . Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CI -5
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relatioaslnp between rainfall rate and runoff rate
I = average intensnn. of rainfall in mches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
t.. Detemine the drainage area in acres.
Total Drainage Area 0.53
Step 2. Determine the runoff coefficient. C. for the type of soil cover in the
drainage area (Table &03b).
If the land use artd soil corer is homogenous over the drainage area. a C
value can be deterni ed directly from Table 6.03b. If there are multiple soil
cover conditions. a weighted average must be calculated, or the area may be
>ubdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step z. Determine peak discharge. Q (cubic feet per second). by multiplying
t' •viously deternuned factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2.5

Rational Method
L-.r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -1
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
= runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches, hour. for a stonn duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
1. Determine the drainage area in acres.
Total Drainage Area 0.51
Step 2. Determine the runoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
ramie can be determined directly from Table 8.03b. If there are multiple soil
corer conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step ;. Determine peak discharge, Q (cubic feet per second). by multiplying
viouAy determined factors using the rational formula (Sample Problem
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 2.4

ESTIMATING RUNOFF
Rational Method
L.-.;r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -2
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mchesihour. for a storm duration equal
to the time of concentration, T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
1. Determine the drainage area in acres.
Total Drainage Area 0.2
Step 2. Determine the runoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.036).
If the laud use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. Determine peak discharge, Q (cubic feet per second), by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.9

Rational Method
l._ _r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
113017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -3
The rational formula is
Q = CIA
nvhere:
Q = peak rate of runoff in cubic feet per second (cfs)
C = numoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mchfthour, for a storm duration equal
to the time Of COIICCIIMtioti. TC
A = drainage area in acres
The general procedure for deternumng peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
1. Determine the drainage area in acres.
Total Drainage Area ' wit, 0.25
Step 2. Determine the runoff coefficient. C. for the type of soi1cover in the
drainage area (Table &03b).
If the land use and sal cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions.. a weighted average roust be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. Determine peak discharge. Q (cubic feet per second), by multiplying
Iviously determined factors using the rational formula (Sample Problem
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 1.2

Rational Method
L- -e Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
113017
Site Location (City /Town) PEA RIDGE RD
i
Watershed Basin Id. CB -4
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = avenge intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
'. Determue the drainage area in acres.
Total Drainage Area 0.7
Step 2. Determine the nunoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and sal cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. Determine peak discharge. Q (cubic feet per second). by multiplying
t' viously determined factors using the rational fonnntla (Simple Problem
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 3.3

Rational Method
L-. r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD -F-
Watershed Basin Id. CB -5
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and nmoff rate
I = average intensity of rainfall in inches hoar. for a storm duration equal
to the time of concentration. T.
A = drainage area manes
The general procedure for deterrnunmg peak discharge using the rational
formula is presented below and illustrated in Sample Problem 5.03 a.
' . Determine the drainage area in acres.
Total Drainage Area 0.16
Step 2. Determine the ni noff coefficient. C. for the type of soil cover in the
drainage area (Table &03b).
If the Lund use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
wbdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. Deternne peak discharge. Q (cubic feet per second). by multiplying
r viously determined factors using the rational forinila (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.7

Rational Method
L-_ r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -6
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches,hotu. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated ut Sample Problem 8.03x.
1. Determine the drainage area in acres.
Total Drainage Area 0.43
Step 2. Determine the runoff coeffrciem. C. for the type of soil'cover in the
drainage area (Table 8.03b).
If the laird use mid soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
I
Subarea A (acres) 01
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step a. Deterrtnne peak discharge. Q (cubic feet per second). by multiplying
ciously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) Y,0

Rational Method
L-_ r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -7
The rational fonnr.ila :s:
Q = CIA
where:
0 = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficleru representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration, T.
A = drainage area In .acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Deternine the drainage area in acres.
Total Drainage Area 0.43
Step 2. Determine the runoff coefficient. C. for the type of sod,cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. Determine peak discharge, 0 (cubic feet per second). by multiplying
#fir t iously determined factors using the rational formula (Sample Problem
0 =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2.0

Rational Method
l.__r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -8
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs )
C = nutoff coefficient. an empirical coefficient representing the
relatiomlup between rainfall rate and nuioff rate
1 = average intensity of rainfall in inches hour for a stoma duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for deterinnung peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determine the drainage area in acres.
Total Drainage Area 0.16
Step 2. Determine the runoff coefficient. C. for the type of soil'coeer in the
drainage area (Table 8.03b).
If the land use and soul cover is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. Deteriuume peak discharge. Q (cubic feet per second), by multiplying
* viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0,7

T A
Rational Method
L- -r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -9
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = nmoff coefficient. an empirical coefficient representuig the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in niches hour. for a stonn duration equal
to the time of concentration. T.
A = drauLize area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
`.. Determine the drainage area in acres.
Total Drainage Area 0.47
Step 1 Determine the runoff coefficient. C. for the type of soil corer in the
drainage area (Table 8.03b).
If the laid use and soil cover is homogenous over the drainage area. a C
value can be determined directly froin Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 5. Determine peak discharge. Q (cubic feet per second). by multiplyting
:viously determined factors using the rational forimila (Sample Problem
0 =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2.2

Rational Method
L-,;r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -10
The rational formula is:
Q = CIA
wv lere:
0 = peak rate of runoff in cubic feet per second :cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for detentuning peak discharge using the rational
formula is presented below and illustrated ui Sample Problem 8.03a.
1. Determine the drainage area in acres.
Total Drainage Area 0.16
Step ?. Determine the runoff coefficient. C. for the type of soil'cover in the
drainage area (Table 8.03b).
If the Laid use and soil cover is homogenous over the drainage area. a C
valise can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
utbdivtded.
I
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 4. Determine peak discharge. Q (cubic feet per second). by multiplying
t ; viously determined factors rising the rational fontrula (Sample Problem
,u
0 =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0,7

•
!Rational Method
L_-r Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -11
The rational formula is
Q = CIA
where.
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mchesihour, for a storm duration equal
to the time of concentration. To
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03x.
� . Determine the drainage area in acres.
Total Drainage Area��;- -0143
Step 2. Determine the runoff coefficient, C, for the type of soil +cover in the
drainage area (Table 8.03b).
If the land use and soil covet is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple sort
cover conditions. a weighted awtage must be calculated, or the area may be
subdivided.
I
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Step 4. Determine peak discharge, Q (cubic feet per second), by muluplywg
viously determined factors using the rational formula (Sample Problem
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 2.0

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -12
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches1our, for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
f—mila is presented below and illustrated in Sample Problem 8,03a.
I. Determine the drainage area in acres.
Total Drainage Area 0.78'
Step 2 Deternune the runoff coefficient, C, for the type of soil corer in the
drainage area (Table 803b).
If the hid ,,w and soil cover is homogenous over the drainage area. a C
aitie .an be determined directly from Table 8.03b. If there are multiple soil
zov er conditions, a weighted average must be calculated, or the area may be
siibdr::ded.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
A. Determine pe3'.k discha:ae. 0 (cubic feet per Second). by nuduplying
v iotisly dererntned fact,rs using the rational formula (Sample Problem
8--0:
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 3.7

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -13
The rational formula is:
Q = CIA
where:
Q = peak rate of rumoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
i. Determine the drainage area in acres.
Total Drainage Area 0.92
Step 2. Determine de runoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average mist be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Detern ine peak discharge. Q (cubic feet per second). by nnitiplyiug
. iously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 4.3

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) 7T PEA RIDGE RD
W atershed Basin Id. CB -14
The rational formula ms:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches%hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 5.03 a.
1. Determine the drainage area in acres.
Total Drainage Area 0.87
Step 2. Determine the runoff coefficient. C. for the type of soil cower in the
drainage area (Table 8.03b).
If the Land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
c•-- 5. Determine peak discharge, Q (cubic feet per second). by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q2e Flow (cfs) 4.1

Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -15
The rational fon mila is:
Q = CIA
where:
Q = peak rate of nrnoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and nmoff rate
I = average intensity of rainfall in inches.bour, for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
:. Determine the drainage area in acres.
Total Drainage Area 0.43
Step 2. Determine the ninoff coefficient, C. for the type of soil/cover in the
drainage area (Table S.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determined directly from Table &03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8,52
Stpn 5. Determine peak discharge, Q (cubic feet per second), by multiplymg
iously determined factors using the rational formula (Sample Problem
L ,
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2,0

ESTIMATING RUNOFF
Rational Method
Vber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -16
The rational formula is:
Q = CIA
inhere:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. To
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determine the drainage area un acres.
Total Drainage Area 0.16
Step 2. Determine the runoff coefficient. C. for the type of soil-cover in the
drainage area (Table 8.03b).
If the lazed use and soil cover is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
StAn :. Determine peak discharge. Q (cubic feet per second), by multiplying
'viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.7

ESTIMATING RUNOFF
Rational Method
Ober Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -17
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between ramfall rate and runoff rate
I = average intensity of rainfall in mches- hour, for a storm duration equal
to the time of concentration, T.
A = drainage area in acres
The general procedure for determining peak discharge rising the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
1. Determine the drainage area in acres.
Total Drainage Area 0.49
Step 2. Determine the runoff coefficient, C. for the type of soil cover in the
drainage area (Table 803b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated, or die area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Stan 5. Determine peak discharge, Q (cubic feet per second), by multiplying
'viously determined factors using the rational formula (Sample Problem
t:
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2.3

Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -18
The rational formula is
Q =CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches'hour, for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determine the drainage area in acres.
Total Drainage Area 0.26
Step 2. Determine the nmoff coefficient, C. for the type of soil/cover in the
drainage area (Table 8.03b).
If the land use and soil covet is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St— 5. Determine peak discharge. Q (cubic feet per second), by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 1.2

•
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -19
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mchevhour for a storm duration equal
to the time of concentration, To
A = drainage area m acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03x.
1. Determine the drainage area in acres.
Total Drainage Area
Step 2. Determine the runoff coefficient. C, for the type of soil/cover m the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage arm, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the arcs may be
subdwided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Stan S. Deternnme peak discharge, Q (cubic feet per second), by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0,7

R ethod
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -20
The rational fomn>la is:
Q = CIA
when:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and mmnoff rate
I =average intensity of rainfall in inches/hour.. for a storm duration equal
to the time of concentration, To
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
I Determine the drainage area in acres.
Total Drainage Area 1
Step 2. Determine the runoff coefficient, C, for the type of soil- cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If then are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Senn 5. Determine peak discharge, Q (cubic feet per second), by multiplying
wtously determined factors using the rational formula (Sample Problem
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 4.7

Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -21
The rational formula is
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
rehuon&4 between rainfall rate and runoff rate
I = average intensity of rainfall in inches/hour, for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03x.
.. Determine the drainage area in acres.
Total Drainage Area 0.05
Step 2. Determine the runoff coefficient, C, for the type of soil/cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple sod
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
i
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
-,o to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St— S. Determine peak discharge, Q (cubic feet per second), by multiplying
riously determined factors using the rational formula (Sample Problem
a.
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 0,2

R thod
tier Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -22
The rational formula t5.
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and rtunoff rate
I = average intensity of rainfall in mcbeshour for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03x.
L Determine the drainage area in acres.
Total Drainage Area 0.06
Step 2. Determine the runoff coefficient, C. for the type of soil/cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous o,.w the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Ston 5. Determine peak discharge, Q (steam feet per second), by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.3

Rational Method
User Input Data
Calculated Value

ESTIMATING RUNOFF
Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH, 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -24
The rational formula :s
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches/hour. for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determine the drainage area in acres.
Total Drainage Area 0.39
Step 2. Determine the runoff coefficient, C, for the type of soil/cover in the
drainage area (Table 8.03b).
If the land use and soil co%w is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
3o to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Sinn S. Determine peak discharge, Q (cubic feet per second), by multiplying
viously determined factors using the rational formula (Sample Problem
L
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 1.8

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14

INCEMM7
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town)- PEA RIDGE RD
Watershed Basin Id. 77 CB -26
The rational formula is
Q = CIA
,NherC
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship benveen rainfall rate and runoff rate
I = average intensity of rainfall in inches.lmour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak dmscharge using the rational
formula is presented below and illustrated in Sample Problem 8,03a.
Determine the drainage area in acres.
Total Drainage Area 0.34
Step 2 Determine the runoff coefficient. C. for the type of soil: cover in the
drainage area (Table 8.03b).
If the land use and sal cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are nuatiple soil
cover conditions. a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St-- 5. Determine peak discharge. Q (cubic feet per second), by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 1.6

•
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town), PEA RIDGE RD
Watershed Basin Id. CB -27
The rational fonin.i i
Q = CIA
when:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches/hour, for a storm duration equal
to the time of concentration, T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determine the drainage area in acres.
Total Drainage Area 0.06
Step 2. Determine the runoff coefficient, C, for the type of soil: cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Stan 5. Determine peak discharge, Q (cubic feet per second), by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q2e Flow (cfs) 0.3

Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -28
The rational formula is:
Q = CIA
where:
Q = peak rate of amoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for dete**mmrng peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
. Determine the drainage area ui acres.
Total Drainage Area 0.06
Step 2 Determine the runoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Stp- 5. Detennnne peak discharge. Q (cubic feet per second), by multiplying
•tomly determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.3

ESTIMATING RUNOFF
Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -29
The rational formula is:
Q =CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches/hour. for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determine the drainage area in acres.
Total Drainage Area 0.29
Step 2. Determine the runoff coefficient, C. for the type of soilicover in the
Irairrage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determ>md directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted a%"e must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
StPn 5. Determme peak discharge, Q (cubic feet per second), by multipl)7ng
wiously determined factors using the rational fortmtla (Sample Problem
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 1.4

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -30
The rational formula is:
Q = CIA
�chere:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relatmonslmp between rainfall rate and runoff rate
I = average intensity of rainfall in niches hoar, for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
Time general procedure for deteriruning peak discharge ruing the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
1. Determine the drainage area in acres.
Total Drainage Area 0.47
Step 2 Determine the runoff coefficient. C. for the type of soil cover in the
:Ir image area (Table 8.03b).
If the laird use and soil cover is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple sol
corer conditions, a weighted average must be calculated, or the area may be
subchvided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
ntensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St -,, 3. Determine peak discharge. Q (cubic feet per second), by multiplying
iomly determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2.2

Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -31
The rational formula is
0 = CIA
where:
0 = peak rate of nmwf in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in niches hour. for a storm duration equal
to the timae of concentration. Tc
A = drainage area in acres
The general procedure for detertuiiuug peak discharge using the rational
fonuula is presented below and illustrated m Sample Problem 8.03a.
.. Detemnne the drainage area in acres.
Total Drainage Area 0.59
Step 2. Determine the runoff coefficient. C. for the type of soil cover ill the
drainage area (Table 8.03b).
If the Laid use and soil cover is homogenous over the drainage area. a C
value can be detemtnied directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average most be calculated, or the area niay be
subdivided.
I
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Sip- `. Determ ne peak discharge. 0 (cubic feet per second). by multiphing
ioudy determined factors using the rational formula (Sample Problem
0 =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2,8

ESTIMATING RUNOFF
Rational Method
Ober Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -32
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of ramfall in inches hour. for a stoma duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
fonmila is presented below and illustrated in Sample Problem 8.03a.
I Determine the drainage area in acres.
Total Drainage Area 0.04
Step 1. Determine the runoff coefficient. C. for the type of soilcover in the
drainage area (Table 8.03b).
If the Lund use and soil cover is homogenous over the drainage area. a C
value can be determined directly front Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St-- z. Determine peak discharge. Q (cubic feet per second), by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 0,2

ESTIMATING RUNOFF
Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (CitylTown) PEA RIDGE RD
Watershed Basin Id. CB -33
The rational formula is
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = nmoff coeii iem. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. Tc
A = dramaee area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
I Deternmu the dramagt area in acres.
Total Drainage Area 0.76
Step 2. Determine the runoff coefficient. C. for the type of soil toter in the
drainage area (Table 8.03b).
If the land use and soil corer is homogenous over the drainage area. a C
value can be determined directh• from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area mazy be
subdivided
I
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St— -5. Determine peak discharge. Q (cubic feet per second), by multiplying
riously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 3.6

•
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -34
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration, T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample problem 8.03 a.
1. Determine- the drainage area in acres.
Total Drainage Area 0.6
Step ?. Determine the nutoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determined directh, from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St S. Determine peak discharge. 0 (cubic feet per second). by multiplying
iotisly determined factors using the rational formula S
(ample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2.8

ESTIMATING RUNOFF
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City /Town) PEA RIDGE RD
Watershed Basin Id. CB -35
The rational formula is.
Q = CIA
;where:
Q = peak rate of runoff in cubic feet per second 40
C = runoff coefficient an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in incheshour . for a storm duration equal
to the time of concentration. Tc
A = drainage area in acres
The general procedure for determining peak discharge using due rational
formula is presented below and illustrated in sample Problem 8.03x.
1. Determine the drainage area in acres.
Total Drainage Area 0.34
Step 2. Determine the runoff coefficient. C. for the type of soil'corer in the
drainage area (Table 8.03b).
If the Lind use and soil co%w is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If these are multiple soil
:o %w conditions, a weighted average must be calculated or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
=o to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
S— S. Determine peak discharge. Q (cubic feet per seconid)• by multiplying
viotsly determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 1.6

•
Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
113017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -36
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = nmoffcoe$tcimt, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches<hour. for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03x.
1. Detmmne the damage area in acres.
Total Drainage Area 0.02
Step 2. Determine the nmoff coefficient. C, for the type of soil-cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated, or the area may be
subdivided,
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Determine peak discharge, Q (cubic feet per second). by multiplying
W; viously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.1

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (CitylTown) PEA RIDGE RD
Watershed Basin Id. CB -37
The rational liommrla is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches, hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
. Derenniix the drainage area um acres.
Total Drainage Area 0.69
Step 2. Determine the runoff coefficient. C. for the type of soil covet in the
drainage area (Table 8.03b).
If the Land use and soil corer is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
it
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Star S. Determine peak discharge. Q (cubic feet per second). by multiplying
rr : viomly determined factors using the rational formula (S:inple problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 3.2

•
R thod
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -38
The rational formula is:
Q = CIA
where:
Q = peak rate of rmoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = avenge intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. Tc
A = drainage area in acres
The general procedure for deternmmng peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
1. Determine the drainage area in acres.
Total Drainage Area 0.51
Step 2. Determine the runoff coefficient. C. for the type of soil cover to the
drainage area (Table 8.03b).
If the land use and sotl corer is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted m erage must be calculated. or the area may be
subdivided,
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
�o to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St-- _. Determine peak discharge. Q (cubic feet per second), by multiplying
iously determined factors using the rational formula (Simple Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2.4

ESTIMATING RUNOFF
Rational Method
Ober Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -39
The rational formula is.
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = avenge intensity of rainfall m niches hour, for a storm duration equal
to the time of concentration. Tc
A = dramage area in acres
The general procedure for determining peak discharge using die rational
formula is presented below and illustrated in Sample Problem 8.03 a.
I Determine the drainage area un acres.
Total Drainage Area 0.53
Step 2. Determine the runoff coefficient. C. for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated or the area way be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Ston :. Determine peak discharge. Q (cubic feet per second), by multnpl}wg
iowly determined factors using the rational formula (Sample problem
Q =CIA
QZ Flow (cfs)
Q2e Flow (cfs) 2,5

R ethod
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -40
The rational formula is:
Q = CIA
where:
Q = peak rate of nmoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationslup between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. T.
A = dtama¢e area in acres
The general procedure for determining peak- discharge using the rational
formula is presented below and illustrated m Sample problem 8.03a.
I Determine the drainage area ui acres.
Total Drainage Area 0.6
Step 2. Determine the runoff coefficient. C. for the type of sod cover in the
drainage area (Table &03b).
If the laud use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdnvided.
I
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
S— s. Determine peak discharge. Q (cubic feet per second). be multnpl"W
viottsly determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 4.8

Rational Method
limier Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -41
The rational formula is
Q = CIA
inhere:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relauonshtp between rainfall rate and runoff rate
I = average intensity of rainfall in itches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determue the drainage area in acres
Total Drainage Area 0.8
Step ?. Determine the nnoff coefficient. C. for the type of soil corer in the
drainage area (Table 8.03b).
If the land use and sal corer is homogenous over the drainage area. a C
value can be determined directh, from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Stron 5. Determine peak discharge. Q (cubic feet per second), by mulnplying
riousiv determined factors using the rational foruntla (Simple Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 3,7

ESTIMATING RUNOFF
Rational Method
Uber Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -42
The rational formula is
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
Determine the drainage area in acres.
Total Drainage Area 0.47
Step 2. Determine the runoff coefficient. C. for the npe of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directh' from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St-- s. Deternne peak discharge. Q (cubic feet per second), by multipl}wg
viowly determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2.2

•
Rational Method
Vaer Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (CitylTown) PEA RIDGE RD
Watershed Basin Id. CB -43
the rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coetTkient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peals discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
i. Detemuie the drainage area in acres.
Total Drainage Area 0.4
Step 2. Detefmme the runoff coefficient. C. for the type of soil voter in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over die drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Sta- _. Deternn ie peak discharge. Q (cubic feet per second). by multiplying
iously determined factors using the rational formula (Simple problem
a ,
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 1.9

Rational Method
Uz er Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Bas". CB -44
The rational formula is
Q = CIA
where:
Q = Peale rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mchfthour. for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedrtre for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determme the drainage aria in acres.
Total Drainage Area 0.52
Step 2. Determine the runoff coefficient. C. for the type of soil corer in the
drainage an (Table 8.03b).
If the land use and soil coder is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdwided.
I
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 -
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
Ston 5. Determine peak discharge. Q (cubic feet per second). by multiplying
viously determined factors ruing the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q2e Flow (cfs) 2.4

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -45
The rational formula is:
Q = CIA
w -:ere:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
I Determine the drainage area in acres.
Total Drainage Area 0.61
Step 2. Determine the runoff coefficient. C. for the type of soil corer in the
drainage area (Table 8.03b).
If the land use and soil corer is homogenous over the drainage area. a C
rahu can be determined directh• from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
m.,n 5. Deternnne peak discharge. Q (cubic feet per second), by multiplying
iomly determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 2,9

Rational Method
l»er Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -46
The rational formula is.
Q = CIA
w�ere:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and nmoff rate
I = average intensity of rainfall in inches hour. for a storm duration equal
to the time of concentration. T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
I Detemine the drainage area in acres.
Total Drainage Area 0.8
Step 2 Determine the runoff coefficient. C. for the type of sod corer in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple sod
cover conditions. a wnghted average must be calculated. or the area may be
sll)diLYded.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
o to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
ram s. Determime peak discharge. Q (cubic feet per second), by multiplying
viously determined factors using the rational fominla (Sample Problem
Q =CIA
Qz Flow (cfs)
Q25 Flow (cfs) 3.7

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
113017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -47
rite rational formula is
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient. an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in incheshour. for a storm duration equal
to the time of concentration, Tc
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03 a.
I . Determine the drainage area in acres.
Total Drainage Area 0.02
Step 2. Detemime the runoff coefficient, C. for the type of soil cover in the
drainage aria (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area, a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated, or the area Wray be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
S— 5. Determine peak discharge, Q (cubic feet per second). by multiplying
iously determined factors using the rational formula (Sample Problem
L. is
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.1

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -48
The rational fonutaa is:
Q = CIA
when:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in inches: hour, for a storm duration equal
to the time of concentration, T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
1. Determinx the drainage area in acres.
Total Drainage Area
Step 2. Determine the runoff coefficient. C. for the type of soil cower in the
drainage area (Table 8.03b).
If the land use and soil covet: is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average trout be calculated. or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 �unoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St— c. Determine peak discharge. Q (cubic feet per second). by multiplying
viously determined factors using the rational formula (Sample Problem
Q =CIA
QZ Flow (cfs)
Q25 Flow (cfs) 0.2

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB 48
The rational formula is
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rue
I = average intensity of rainfall in inches;lour, for a storm duration equal
to the time of concentration, T.
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8,03a.
1. Determaw the drainage area in acres.
Total Drainage Area 0.05
Step 2. Determine the runoff coefficient, C, for the type of soil -cover in the
drainage an (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions. a weighted average must be calculated, or the area may be
subdivided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
o to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
s - c. Determine peak discharge, Q (cubic feet per second), by multiplying
iously deternned factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 0.2

Rational Method
User Input Data
Calculated Value
Reference Data
Designed By:
PNE
Date:
4- Feb -14
Checked By:
DWO
Date:
4- Feb -14
Company:
ODOM ENGINEER
Project Name:
TRYON EQ. PH. 1
Project No.:
13017
Site Location (City/Town) PEA RIDGE RD
Watershed Basin Id. CB -49
The rational formula is:
Q = CIA
where:
Q = peak rate of runoff in cubic feet per second (cfs)
C = runoff coefficient, an empirical coefficient representing the
relationship between rainfall rate and runoff rate
I = average intensity of rainfall in mches/hour. for a storm duration equal
to the time of concentration, To
A = drainage area in acres
The general procedure for determining peak discharge using the rational
formula is presented below and illustrated in Sample Problem 8.03a.
L Determine the drainage area in acres.
Total Drainage Area 2.79'
Step 2. Determine the runoff coefficient. C, for the type of soil cover in the
drainage area (Table 8.03b).
If the land use and soil cover is homogenous over the drainage area. a C
value can be determined directly from Table 8.03b. If there are multiple soil
cover conditions, a weighted average must be calculated. or the area may be
ottbdnided.
Subarea A (acres) 0.1
Subarea A Runoff Coefficient 0.75 Runoff Coefficient
Subarea B (acres)
Subarea B Runoff Coefficient
Subarea C (acres)
Subarea C Runoff Coefficient
Subarea D (acres)
Subarea D Runoff Coefficient
Weighted Runoff Coefficient 0.55
Step 3.
Go to Intensity Worksheet
Step 4.
2 -year Rainfall Intensity, i (in /hr)
25 -year Rainfall Intensity, i (in /hr) 8.52
St— 5. Determine peak discharge. Q (cubic feet per second). by multiplying
-iously determined factors using the rational formula (Sample Problem
Q =CIA
Q2 Flow (cfs)
Q25 Flow (cfs) 13.1

��� Tensar International Corporation
5401 St. Wendel - Cynthiana Road
Tensar ! AMERICAN Poseyville, Indiana 47633
GREEN
Tel. [phone]
Fax [phone]
www.nagreen.com
Material and Performance Specification
SC250 Turf Reinforcement Mat
The composite turf reinforcement mat (C -TRM) shall be a
machine- produced mat of 70% straw and 30% coconut fiber
matrix incorporated into permanent three - dimensional turf
reinforcement matting. The matrix shall be evenly distributed
across the entire width of the matting and stitch bonded between
a heavy duty UV stabilized nettings with 0.50 x 0.50 inch (1.27 x
1.27 cm) openings, an ultra heavy UV stabilized, dramatically
corrugated (crimped) intermediate netting with 0.5 x 0.5 inch
(1.27 x 1.27 cm) openings, and covered by an heavy duty UV
stabilized nettings with 0.50 x 0.50 inch (1.27 x 1.27 cm)
openings. The middle corrugated netting shall form prominent
closely spaced ridges across the entire width of the mat. The
three nettings shall be stitched together on 1.50 inch (3.81cm)
centers with UV stabilized polypropylene thread to form
permanent three - dimensional turf reinforcement matting. All
mats shall be manufactured with a colored thread stitched along
both outer edges as an overlap guide for adjacent mats.
The SC250 shall meet Type 5A, B, and C specification
requirements established by the Erosion Control Technology
Council (ECTC) and Federal Highway Administration's (FHWA)
FP -03 Section 713.18
Matrix
70% Straw Fiber
0.35 Ibs /yd` (0.27
55.5 ft (16.9 m)
30% Coconut Fiber
0.15 Ibs/ dz 0.08
Area
Top and Bottom, UV
5 lb/1000 ftZ
Netting
stabilized Polypropylene
(2.44 kg /100m2)
Density
Middle, Corrugated UV 1
24 lb/1000 ft Z
stabilized Polypropylene
(11.7 k /100m2)
Mass /Unit Area
Thread I
Polypropylene, UV
UV Stability
stable
100%
Width
6.5 ft (2.0 m)
Length
55.5 ft (16.9 m)
Weight t 10%
34 Ibs (15.42 kg)
Area
40 yd (33.4 mZ)
ECTC 2 50 mm (2 in) /hr -30 min SLR ** = 18.25
Rainfall 100mm (4 in) /hr -30 min SLR ** = 20.97
150 mm (6 in) /hr -30 min SLR ** = 22.74
ECTC 3 Shear at 0.50 inch soil
Shear Res. loss 7.7 Ibs /ftZ
ECTC 4 Top Soil, Fescue, 21 day 523% improvement
Germination incubation i of biomass
* Bench Scale tests should not be used for design purposes
** Soil Loss Ratio = Soil Loss Bare Soil /Soil Loss with RECP
Property Index
..
Typical
Thickness
ASTM D6525
0.72 in
18.3 mm
Resiliency
ASTM 6524
95.2%
Density
ASTM D792
0.53 oz /in3
17.88oz /ydZ
Mass /Unit Area
ASTM 6566
606 g /mz)
UV Stability
ASTM D4355
100%
/1000 hr
Porosity
ECTC Guidelines
99%
ASTM D1388
ECTC Guidelines
222.65 oz -in
8.9%
Stiffness
Light Penetration
Tensile Strength -MD
ASTM D6818
620 Ibs /ft
9.05 kN /m)
Elongation - MD ASTM D6818
35%
Tensile Strength - TD
ASTM D6818
737 Ibs /ft
10.75 kN /m
Elongation - TD ASTM D6818
-
16%
Maximum Permissible Shear Stress
Short Duration
Long Duration
Phase 1 Unvegetated 3.0 Ibs /ftZ 2.5 Ibs /ftZ
144 Pa) 120Pa
Phase 2 Partially Veg. 8.0 Ibs/ ftZ 8.0 Ibs /ftZ
(383 Pa 383 Pa
Phase 3 Fully Veg. 10.0 Ibs /ftZ 8.0 Ibs / ftZ
(480 Pa ) (383 Pa
I Unve etated Velocity 9.5 ft/s 2.9 m/s
Vegetated Velocity
15 ft/s (4.6 m /s)
Slope Length (L)
5 20 ft (6 m)
20 -50 ft
>_ 50 ft (15.2 m)
j :5 3:1 3:1 - 2:1
00 010 0.0209
0.0081 0.0266
0.0455 0.0555
z 2 :1
0.0507
0.0574
0.081
Flow Depth
<_ 0.50 ft (0.15 m)
0.50 - 2.0 ft
>_ 2.0 ft (0.60 m)
Proud Participant of:
Manning's n
0.040
0.040 -0.012
0.011
r 1..
Tensar International Corporation warrants that at the time of delivery the product furnished hereunder shall conform to the specification stated herein.
Any other warranty including merchantability and fitness for a particular purpose, are hereby executed. If the product does not meet specifications on
this page and Tensar is notified prior to installation, Tensar will replace the product at no cost to the customer. This product specification
supersedes all prior specifications for the product described above is and is not applicable to any products shipped prior to January 1,
2011.

Hydrology Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
Friday, Feb 7 2014
CHANNEL #1
Hydrograph type
= Rational
Peak discharge (cfs)
= 5.067
Storm frequency (yrs)
= 10
Time interval (min)
= 1
Drainage area (ac)
= 1.750
Runoff coeff. (C)
= 0.4
Rainfall Inten (in /hr)
= 7.238
Tc by User (min)
= 5
OF Curve
= asheville.IDF
Rec limb factor
= 1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00
Runoff Hydrograph
10 -yr frequency
Hydrograph Volume = 1,520 (cuft); 0.035 (acft)
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
000
0 5 10
Time (min)
Runoff Hyd - Qp = 5.07 (cfs)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
CHANNEL #1
Q (cfs)
Trapezoidal
Area (sqft)
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 897.00
Slope ( %)
= 0.01
N -Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 5.06
Elev (ft) Section
)0.00
899.50
:•• 11
898.50
897.50
897.00
896.50
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.87
Q (cfs)
= 5.060
Area (sqft)
= 8.86
Velocity (ft/s)
= 0.57
Wetted Perim (ft)
= 9.36
Crit Depth, Yc (ft)
= 0.63
Top Width (ft)
= 8.48
EGL (ft)
= 1.88
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
n
-0.50
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)

0
N
v
A
0
d
r� N Fia 8.05b Sldeslope, Z
� STN •N• R N
°
w o
Fjg 8 05b
_ Bottom wa
; b
N R..N
u v
Fio. 8050
s Max. Depth
o
m m
Fio 8.05b
3 Top width,
P
p
•w
� T
Cro -
D
� H m3
Fia. 8.05b
? sectional ar
A
if
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$
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Fa 8.056
Perimeter, f
Hydraulic
C2
on
F,a 805h
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Vegetal
G
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Retardance
a w
VR
o O
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ode �
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Fm 805c I""-
Manning's
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Kz
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Fig 805,
Z Velocity, V
4DIV /0!
PROCEE
p
Velocity CM
DOCEE
Fig 8 05,
'n Channel
a m
or Capacity, O
*DI V /0!
PROCEE PROCEE
Capacity
D D
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w ✓
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NOTE: This procedure is for uniform flow in channels and is riot to be
used for design of deenergizing devices and may not be valid for larger
channel,
User Input Data
Calculated Value
Reference Data
Designed By: JCw Date: 2/7/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: TRYON STORM TREATMENT
Project No.: 13017
Site Location (City/Town) TRYON
Chan nel/Waterwa Id. 1
step 1. Select s hnn mart. :al -,nr ,ie fo: a audm.m and itrya,
Determine roughness f'ow" .peci5c.m.. ❑...
3 04. page 8 05 IO
Liner material NAG SC250
Roughness coefficient, n 0.033 Table 8 U—
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the normal tlow depth uung M-n—g s equatim (Elute
8 054). Check to see that depth is consistent with that assumed for selection of
Ilammg'am is Figure 8.054. page 8.05.11. For amalln runoffi Figure 8.05d
us ant as clearly defined. Recommended sohmom cm be dete mind by using
the Taming ect"hoa
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed ,hear stress with the permissible shear stress for
the huar.
Step 6. If computed shear u pester than pemusuble shear. adjust channel
drmemtom to seduce shear or steer a more resistant lmwg and repeat :rep;
I through 4
Design storm 10-yr
Required Flow, Q (cfs) 5,06
Unit weight of water, y
(lb/ft') 62.4
Channel slope, s (ft/ft) 0.01
Permissible shear
stress, Taud (lb /ft) 8.00 Table 8.050
N
L
a
Q
m
B
E
n
5
Q
o a
fin c
c u
>
�
m
f-
0 5
m
C6
m e
m 2
-
:8
a
no
�w
a
�C
Trapezoidal a
�
a
ouo
y
� o
o
0
eoi
W
M
eUi
d
ei d
Figure 8.05b
((fft)
a
Fr
(ft)
('.flrtz)
a
�
(ft,))
20
>
(fus)
>0
UU
(cfss))
00
(lb/f,2)
nin
�J(ft)
0 V(ft)
�
O
LLI OI
(LI
al Q�I
a� W
LLI O
tom' Co
�i
i CO
5 ,A1
W
iz o
W C)
2
2.0
1.00
6.00
4.00
6.47
0.62
0.033
3.28
� W
13.1
p
0.62
p
0.00
0
0.00
#DIV /01
0.033
#DIV /01
#DIV /01
0.00
p
0.00
0
0.00
#DIV /01
0.033
#DIV /0!
#DIV /0!
0.00
p
0.00
0
0.00
#DIV /01
0.033
#DIV /0!
#DIV /0!
0.00
Y
O

Hydrology Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc
CHANNEL #2
Hydrograph type
= Rational
Storm frequency (yrs)
= 10
Drainage area (ac)
= 1.670
Rainfall Inten (in /hr)
= 7.238
OF Curve
= asheville.IDF
Q (cfs)
5.00
4.00
3.00
2.00
1.00
Friday, Feb 7 2014
Peak discharge (cfs) = 4.835
Time interval (min) = 1
Runoff coeff. (C) = 0.4
Tc by User (min) = 5
Rec limb factor = 1.00
Runoff Hydrograph
10 -yr frequency
Hydrograph Volume = 1,451 (cuft); 0.033 (acft)
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0 5 10
Time (min)
Runoff Hyd - Qp = 4.84 (cfs)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CHANNEL #2
Q (cfs)
Trapezoidal
Area (sqft)
Bottom Width (ft)
= 1.00
Side Slopes (z:1)
= 2.00, 2.00
Total Depth (ft)
= 2.00
Invert Elev (ft)
= 897.00
Slope ( %)
= 0.01
N -Value
= 0.025
Calculations
Compute by:
Known Q
Known Q (cfs)
= 4.83
Elev (ft) Section
110.00
899.50
898.50
897.50
897.00
896.50
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.84
Q (cfs)
= 4.830
Area (sqft)
= 8.61
Velocity (ft/s)
= 0.56
Wetted Perim (ft)
= 9.23
Crit Depth, Yc (ft)
= 0.62
Top Width (ft)
= 8.36
EGL (ft)
= 1.84
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
MIN
-0.50
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)

User input Data
Calculated Value
Reference Data
O
Designed By:
JCw Date: 2/7/2014
Checked By:
DWO Date:
Company:
ODOM ENGINEERING
Project Name:
TRYON STORM TREATMENT
Project No.:
13017
Site Location (CitylTown)
TRYON
Chann=aterwa Id.
2
Step L At-- the q—,d ft.. capacity O. by esrunatmg peak —If
rate for the destgm storm Opp rdir S 03'l.
Design storm 10-yr
Required Flow, 0 (cfs) 4.835
Step 2. Determine the slope aril select chatmel geometry and la» mg.
Slope (fUf) 0.01
Channel geometry: V, Parabolic,
or Trapezoidal Trapezoidal
Channel lining Tall Fescue
Step 3. Detetrume the perwisslble velocity for the lining alerted, ar the
desired •: elo nv, if paved. (s" Table 8.05x. pane 8 05 4)
Permissible velocity (ft/s) 4.5 r10KA106a
Srep ,11. Make an mirctl estrroetr of charnel size -- divade therequirnd 0 by the
Permissible velocity to reach 3 --first m' estimste of charnel flmv area. lheu
select a gwmemy depth, and top wi th to fit site cauditioru
Channel Flow area (fe) "first try" 1,07
Step s. Calcaiare the hydrauhc radius, R. firm rha—I geometn (Figure
8 O5b- page 8 OS 5)-
St.p C Determine roughness coeffi—t n.
Srrvetiteal Liniags —see Table 8 OSb. page 8.05.6.
Grass Lutes:
a. oeternune retardance crass fa vegetattou fi— Table 8.05.. page
g.05 8 To meet stability requirement, use retudartce for newly
eaoaYd coedinon (generally C m D). To detv7mue chraaoel capx-,
use at least one retardance class higher
b Derermne n from Figure S 05c. page 8 05.7
Step '. Ca1-1 -- the actual ctrl vel -ir, V. usmg Mam stag -s equation
(Frgttre S 053. pg S 05 3), and calculae channel capacttv.. U. using the
-mmutty equahon.
Step S. Check results against perms —ble vehoctty aid req.—d devgm
capacan ro deremine tf design is acceptable.
Step 4. If dectim is not acceptable alter charnel dmi —toms 3s appropn-
For trapezoidal channels. this adImmaeot is usually made by chamgrua the
bottom vn tr.
See table below for Steps 5 -9...
#DIV /0!
U
O
_ E o 3
_
c o f
= tt _ m.4
_ `�
>
-6
Trapezoidal ;� m a
v„ a 3 a
4.
£¢ >" > u
>
>
v v v v
(ft) (ft) (ft)
W) (ft)
(ft)
(ft/s)
(afs)
w
w
W
U
0
w
U
0
2 1.0 2 9
10 9,94
1.01 4.53 D 0.043
3.48
a o
W
34.8 a 0
w
W
2 1.5 2 9.5
11 10.44
1.05 4.74 D 0.042
3.67
U
O
a o
U
O
40.4 a o
0
0 0.00
#DIV /01 #DIV /0!
#01V/0!
>
>
#Ww#
#DIV /0!

NOTE: This procedure is for uniform Bow in channels and is not to be
used for design of do-energizing devices and may not be valid for target-
channels.
User Input Data
Calculated Value
Reference Data
Designed By: JCW Date: 2/7/2014
Checked By: DWO Date:
Company: ODOM ENGINEERING
Project Name: TRYON STORM TREATMENT
Project No.: 13017
Site Location (City /Town) TRYON
Channel/Waterway Id. 2
mep 1. Select s liner materul - .uuabie fot ,rte Conditions and apphcanon
Detettnine toughness ccelfi. tent 5cm m.mufactruer s specification, or Table
8 04e page 8 O5 10
Liner material NAG SC250
Roughness coefficient, n 0.033 Table 8.05e Table 8.05f
Permissible velocity, Vp
(ft/s) 2.0 Max. allowable velocity for bare soil
Step 2. Calculate the oormal dow- depth using \iaon:nr : equauon (Figure
905d) Check to see that depth is consauent with that assumed for selection of
N1aming's n m Figure 8.05d. page 8.05 -11. For smallet rtitioiYs Figure 8.OSd
is not as clearly defined. Itecommended solutions can be det—ed by rising
the %fammd equation
Step 3. Calculate shear stress at normal depth
Step a. Compme computed shear sness with the permissible shear suess for
the liner.
Step S. If computed shear is greater than permissible shear adjust chamel
dmrennom to reduce them. or select a more resistant hang and repeat steps
1 duoueb 4
Design storm 10-yr
Required Flow, Q (cfs) 4.835
Unit weight of water, y
(lb/ft') 62.4
Channel slope, s (ft/ft) 0.01
Permissible shear
stress, Taud (lb /ft) 8.00 Table 8 05a
%
N
Et
Nog
P
T
c�
.6
.0
C U
M
U Y
41
Trapezoidal
m
2�
0
0 N�
3 a
=
� C)
>
> 0
0 U
0 0
W
J)
Figure 8.05b
(ft)
(ft)
�
(ft)
(ft)
of
(fVs)
(cfs)
n
(Ib/ff)
�J'(ft)
J(ft)
U
LLI
LL�
aDl
WI
�+-I J
LLI
1 NI
.
W�
Q� P
W 0
2
2.0
1.00
6.00
4.00
6.47
0.62
0.033
3.28
? ¢ LU
13.1
p
0.62
p
0.00
0
0.00
#DIV /01
0.033
#DIV 101
#DIV /0!
0.00
p
0.00
0
0.00
#DIV /0I
0.033
#DIV /01
#DIV /01
0.00
p
0.00
0
0.00
#DIV /0!
0.033
#DIV /0!
#DIV /0I
0.00
Y
0

Channel Report
Hydraflow Express Extension for AutoCAE® Civil 3D® 2013 by Autodesk, Inc.
INVERT A TO CB A
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.00
Invert Elev (ft)
= 892.00
Slope ( %)
= 4.78
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 5.07
Elev (ft)
'94.00 —
893.50
893.00
892.50
892.00
891.50
1
Section
Reach (ft)
2
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.56
Q (cfs)
= 5.070
Area (sqft)
= 0.45
Velocity (ft/s)
= 11.16
Wetted Perim (ft)
= 1.69
Crit Depth, Yc (ft)
= 0.92
Top Width (ft)
= 0.99
EGL (ft)
= 2.49
Depth (ft)
2.00
1.50
1.00
0.50
omi
L -0.50
3

Channel Report
Hydraflow Express Extension for AUtoCAD® Civil 3D® 2013 by Autodesk, Inc.
CBATOCBB
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 890.00
Slope ( %)
= 2.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 9.90
Elev (ft)
'93.00
892.50
892.00
891.50
891.00
890.50
889.50
0 1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.69
Q (cfs)
= 9.900
Area (sqft)
= 0.97
Velocity (ft/s)
= 10.22
Wetted Perim (ft)
= 2.52
Crit Depth, Yc (ft)
= 1.13
Top Width (ft)
= 1.90
EGL (ft)
= 2.31
3
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
M
L -0.50
4

Channel Report
Hydraflow Express Extension for AUtoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB B TO OUTLET
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 889.68
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 12.62
Elev (ft)
92.00 -
891.50
891.00
890.50
889.50
0
1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.27
Q (cfs)
= 12.62
Area (sqft)
= 2.11
Velocity (ft/s)
= 5.99
Wetted Perim (ft)
= 3.69
Crit Depth, Yc (ft)
= 1.28
Top Width (ft)
= 1.93
EGL (ft)
= 1.83
3
Depth (ft)
2.32
1.82
1.32
0.82
0.32
-0.18
L -0.68
4

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D@ 2013 by Autodesk, Inc.
CATCH BASIN A
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
...i dimensions in feet
= Sag
_ -0-
_ -0-
= 2.00
= 1.50
= 4.00
= 0.080
= 0.080
_ -0-
= 1.50
_ -0-
= 0.016
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Feb 7 2014
Known Q
= 4.84
= 4.84
= 4.84
_ -0-
= 3.33
= 100
= 8.44
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
CATCH BASIN B
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
.d dimensions in feet
0
= Sag
_ -0-
_ -0-
= 2.00
= 1.50
= 4.00
= 0.080
= 0.080
_ -0-
= 1.50
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Feb 7 2014
Known Q
= 2.72
= 2.72
= 2.72
_ -0-
= 2.27
= 100
= 6.23
_ -0-
_ -0-
_ -0-

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
PIPE -1
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 893.33
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 0.60
Elev (ft)
895.00
894.50
894.00
893.50
893.00
892.50
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 0.30
Q (cfs)
= 0.600
Area (sqft)
= 0.23
Velocity (ft/s)
= 2.64
Wetted Perim (ft)
= 1.28
Crit Depth, Yc (ft)
= 0.31
Top Width (ft)
= 1.07
EGL (ft)
= 0.41
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -2
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 894.00
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 0.24
Elev (ft)
896.00
895.50
895.00
894.50
894.00
893.50
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 0.19
Q (cfs)
= 0.240
Area (sqft)
= 0.12
Velocity (ft/s)
= 2.01
Wetted Perim (ft)
= 1.01
Crit Depth, Yc (ft)
= 0.19
Top Width (ft)
= 0.90
EGL (ft)
= 0.25
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
PIPE -3
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 893.60
Slope ( %) = 0.92
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 3.30
Elev (ft)
895.00
894.50
894.00
893.50
893.00
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 0.62
Q (cfs)
= 3.300
Area (sqft)
= 0.61
Velocity (ft/s)
= 5.42
Wetted Perim (ft)
= 1.96
Crit Depth, Yc (ft)
= 0.74
Top Width (ft)
= 1.25
EGL (ft)
= 1.08
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -4
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 893.00
Slope ( %)
= 0.91
N -Value
= 0.012
Calculations
= 5.75
Compute by:
Known Q
Known Q (cfs)
= 4.50
Elev (ft)
895.00
894.50
894.00
893.50
893.00
892.50
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 0.76
Q (cfs)
= 4.500
Area (sqft)
= 0.78
Velocity (ft/s)
= 5.75
Wetted Perim (ft)
= 2.24
Crit Depth, Yc (ft)
= 0.86
Top Width (ft)
= 1.22
EGL (ft)
= 1.27
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AUtoCADO Civil 3D® 2013 by Autodesk, Inc.
PIPE -5
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 891.00
Slope ( %)
= 0.56
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 16.10
Elev (ft)
894.00 -
893.50
893.00
892.50
892.00
891.50
891.00
890.50
0 1
Section
2
Reach (ft)
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 1.46
Q (cfs)
= 16.10
Area (sqft)
= 2.46
Velocity (ft/s)
= 6.55
Wetted Perim (ft)
= 4.10
Crit Depth, Yc (ft)
= 1.45
Top Width (ft)
= 1.77
EGL (ft)
= 2.13
3
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
M
L -0.50
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -6
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 890.60
Slope ( %)
= 0.40
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 16.50
Elev (ft)
893.00 -
892.50
892.00
891.50
891.00
890.50
Section
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 1.80
Q (cfs)
= 16.50
Area (sqft)
= 2.98
Velocity (ft/s)
= 5.54
Wetted Perim (ft)
= 5.00
Crit Depth, Yc (ft)
= 1.47
Top Width (ft)
= 1.20
EGL (ft)
= 2.28
1 2 3
Reach (ft)
Depth (ft)
2.40
1.90
1.40
M
0.40
-0.10
L -0.60
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -7
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.50
Invert Elev (ft)
= 889.50
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 20.20
Elev (ft)
893.00
892.00
891.00
:•1 11
888.00
0
Section
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 1.46
Q (cfs)
= 20.20
Area (sqft)
= 2.98
Velocity (ft/s)
= 6.78
Wetted Perim (ft)
= 4.35
Crit Depth, Yc (ft)
= 1.53
Top Width (ft)
= 2.46
EGL (ft)
= 2.18
1
2 3
Reach (ft)
4
Depth (ft)
3.50
2.50
1.50
0.50
-0.50
-1.50
5

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
PIPE -8
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.50
Invert Elev (ft)
= 889.00
Slope ( %)
= 1.00
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 24.50
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 1.33
Q (cfs)
= 24.50
Area (sqft)
= 2.65
Velocity (ft/s)
= 9.23
Wetted Perim (ft)
= 4.09
Crit Depth, Yc (ft)
= 1.69
Top Width (ft)
= 2.49
EGL (ft)
= 2.65
Elev (ft)
Section
892.00
891.50
891.00
890.50
N7
890.00
889.50
889.00
888.50
0 1 2 3
Reach (ft)
4
-0.5( 1
5

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -9
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.50
Invert Elev (ft)
= 888.00
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 28.60
Elev (ft)
891.00
890.50
890.00
889.50
889.00
888.50
- �
887.50
0 1
2
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 1.88
Q (cfs)
= 28.60
Area (sqft)
= 3.96
Velocity (ft /s)
= 7.22
Wetted Perim (ft)
= 5.25
Crit Depth, Yc (ft)
= 1.83
Top Width (ft)
= 2.16
EGL (ft)
= 2.69
Section
Reach (ft)
3
4
Dep
3.00
2.50
2.00
1.50
1.00
0.50
we
L -0.5(
5

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -10
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 894.00
Slope ( %) = 0.51
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 2.00
Elev (ft)
895.50
895.00
894.50
894.00
893.50
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 0.55
Q (cfs)
= 2.000
Area (sqft)
= 0.52
Velocity (ft/s)
= 3.82
Wetted Perim (ft)
= 1.82
Crit Depth, Yc (ft)
= 0.57
Top Width (ft)
= 1.24
EGL (ft)
= 0.78
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
PIPE -11
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.66
Q (cfs)
= 2.700
Area (sqft)
= 0.66
Invert Elev (ft)
= 893.50
Velocity (ft/s)
= 4.09
Slope ( %)
= 0.50
Wetted Perim (ft)
= 2.04
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.66
Top Width (ft)
= 1.25
Calculations
EGL (ft)
= 0.92
Compute by:
Known Q
Known Q (cfs)
= 2.70
Elev (ft)
Section
895.00
894.50
894.00
893.50
893.00
0
1 2
3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
PIPE -12
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.99
Q (cfs)
= 4.900
Area (sqft)
= 1.04
Invert Elev (ft)
= 892.50
Velocity (ft /s)
= 4.70
Slope ( %)
= 0.53
Wetted Perim (ft)
= 2.74
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.90
Top Width (ft)
= 1.01
Calculations
EGL (ft)
= 1.33
Compute by:
Known Q
Known Q (cfs)
= 4.90
Elev (ft)
Section
894.00
893.50
0
893.00
892.50
892.00
0
1 2
3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -13
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 892.00
Slope ( %)
= 0.80
N -Value
= 0.012
Calculations
= 5.70
Compute by:
Known Q
Known Q (cfs)
= 5.60
Elev (ft)
894.00
893.50
893.00
892.50
892.00
891.50
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 0.93
Q (cfs)
= 5.600
Area (sqft)
= 0.98
Velocity (ft/s)
= 5.70
Wetted Perim (ft)
= 2.61
Crit Depth, Yc (ft)
= 0.96
Top Width (ft)
= 1.09
EGL (ft)
= 1.44
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3130 2013 by Autodesk, Inc.
PIPE -14
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.25
Invert Elev (ft)
= 891.80
Slope ( %)
= 1.40
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 8.30
Elev (ft)
894.00
893.50
893.00
892.50
892.00
891.50
891.00
Section
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 1.03
Q (cfs)
= 8.300
Area (sqft)
= 1.08
Velocity (ft/s)
= 7.66
Wetted Perim (ft)
= 2.85
Crit Depth, Yc (ft)
= 1.13
Top Width (ft)
= 0.95
EGL (ft)
= 1.94
0
1
2
Reach (ft)
3
Depth (ft)
2.20
1.70
1.20
0.70
0.20
-0.30
-0.80
4

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
PIPE -15
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 894.00
Slope ( %)
= 0.80
N -Value
= 0.012
Calculations
= 4.47
Compute by:
Known Q
Known Q (cfs)
= 2.00
Elev (ft)
896.00
895.50
895.00
894.50
894.00
893.50
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 0.49
Q (cfs)
= 2.000
Area (sqft)
= 0.45
Velocity (ft/s)
= 4.47
Wetted Perim (ft)
= 1.69
Crit Depth, Yc (ft)
= 0.57
Top Width (ft)
= 1.22
EGL (ft)
= 0.80
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -16
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.25
Invert Elev (ft)
= 893.80
Slope ( %)
= 2.02
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 2.70
Elev (ft)
896.00
895.50
895.00
894.50
894.00
893.50
893.00
Section
Tuesday, Feb 4 2014
Highlighted
Depth (ft)
= 0.45
Q (cfs)
= 2.700
Area (sqft)
= 0.40
Velocity (ft /s)
= 6.75
Wetted Perim (ft)
= 1.61
Crit Depth, Yc (ft)
= 0.66
Top Width (ft)
= 1.20
EGL (ft)
= 1.16
0
1
2
Reach (ft)
3
Depth (ft)
2.20
1.70
1.20
0.70
0.20
-0.30
-0.80
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -17
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 894.00
Slope ( %)
= 0.51
N -Value
= 0.012
Calculations
= 3.82
Compute by:
Known Q
Known Q (cfs)
= 2.00
Elev (ft)
896.00
895.50
895.00
894.50
894.00
893.50
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 0.55
Q (cfs)
= 2.000
Area (sqft)
= 0.52
Velocity (ft/s)
= 3.82
Wetted Perim (ft)
= 1.82
Crit Depth, Yc (ft)
= 0.57
Top Width (ft)
= 1.24
EGL (ft)
= 0.78
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Thursday, Feb 6 2014
PIPE -18
Circular
Diameter (ft)
Invert Elev (ft)
Slope ( %)
N -Value
Calculations
Compute by:
Known Q (cfs)
Elev (ft)
895.00
= 1.25
= 893.50
= 0.50
= 0.012
Known Q
= 2.70
Highlighted
Depth (ft)
Q (cfs)
Area (sqft)
Velocity (ft /s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Section
= 0.66
= 2.700
= 0.66
= 4.09
= 2.04
= 0.66
= 1.25
= 0.92
894.50
894.00
893.50
893.00
0
1 2
3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -19
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 894.00
Slope ( %) = 2.66
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 2.30
Elev (ft)
895.50
895.00
894.50
894.00
893.50
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 0.38
Q (cfs)
= 2.300
Area (sqft)
= 0.32
Velocity (ft /s)
= 7.26
Wetted Perim (ft)
= 1.46
Crit Depth, Yc (ft)
= 0.61
Top Width (ft)
= 1.15
EGL (ft)
= 1.20
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AUtoCAD® Civil 3D® 2013 by Autodesk, Inc.
PIPE -20
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 892.00
Slope ( %)
= 2.71
N -Value
= 0.012
Calculations
= 8.23
Compute by:
Known Q
Known Q (cfs)
= 3.50
Elev (ft)
894.00
893.50
893.00
892.50
892.00
891.50
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 0.47
Q (cfs)
= 3.500
Area (sqft)
= 0.43
Velocity (ft /s)
= 8.23
Wetted Perim (ft)
= 1.66
Crit Depth, Yc (ft)
= 0.76
Top Width (ft)
= 1.21
EGL (ft)
= 1.52
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3DO 2013 by Autodesk, Inc.
PIPE -21
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 889.50
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 14.80
Elev (ft)
892.00
891.50
891.00
890.50
889.50
889.00
0
Section
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 1.43
Q (cfs)
= 14.80
Area (sqft)
= 2.41
Velocity (ft/s)
= 6.14
Wetted Perim (ft)
= 4.04
Crit Depth, Yc (ft)
= 1.39
Top Width (ft)
= 1.80
EGL (ft)
= 2.02
1
2
Reach (ft)
3
Depth (ft)
2.50
4111]
1.50
1.00
0.50
WIN
-0.50
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -22
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 889.20
Slope ( %)
= 1.52
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 19.90
Elev
892.00
891.50
891.00
890.50
890.00
889.50
E::• 11
888.50
ft) Section
eo�o_ 77�
0 1
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.19
Q (cfs)
= 19.90
Area (sqft)
= 1.95
Velocity (ft/s)
= 10.18
Wetted Perim (ft)
= 3.53
Crit Depth, Yc (ft)
= 1.61
Top Width (ft)
= 1.96
EGL (ft)
= 2.80
3
4
Depth (ft)
2.80
2.30
1.80
1.30
0.80
0.30
-0.20
0 70

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
PIPE -23
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 889.60
Slope ( %) = 0.54
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 0.40
Elev (ft)
891.00
890.50
889.50
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 0.24
Q (cfs)
= 0.400
Area (sqft)
= 0.17
Velocity (ft/s)
= 2.41
Wetted Perim (ft)
= 1.14
Crit Depth, Yc (ft)
= 0.25
Top Width (ft)
= 0.99
EGL (ft)
= 0.33
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2013 by Autodesk, Inc.
PIPE -24
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 894.00
Slope ( %)
= 0.54
N -Value
= 0.012
Calculations
= 4.02
Compute by:
Known Q
Known Q (cfs)
= 2.20
Elev (ft)
896.00
895.50
895.00
894.50
894.00
893.50
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 0.57
Q (cfs)
= 2.200
Area (sqft)
= 0.55
Velocity (ft/s)
= 4.02
Wetted Perim (ft)
= 1.86
Crit Depth, Yc (ft)
= 0.60
Top Width (ft)
= 1.25
EGL (ft)
= 0.82
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Thursday, Feb 6 2014
PIPE -25
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.77
Q (cfs)
= 3.600
Area (sqft)
= 0.79
Invert Elev (ft)
= 893.50
Velocity (ft/s)
= 4.54
Slope ( %)
= 0.56
Wetted Perim (ft)
= 2.26
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.77
Top Width (ft)
= 1.22
Calculations
EGL (ft)
= 1.09
Compute by:
Known Q
Known Q (cfs)
= 3.60
Elev (ft)
Section
895.00
894.50
894.00
893.50
893.00
0
2
3
Reach (ft)

Channel Report
Hydraflow Express Extension for AUtoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -26
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.25
Invert Elev (ft)
= 892.80
Slope ( %)
= 0.63
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 3.90
Elev (ft)
895.00
894.50
894.00
893.50
893.00
892.50
892.00
Section
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 0.78
Q (cfs)
= 3.900
Area (sqft)
= 0.81
Velocity (ft/s)
= 4.83
Wetted Perim (ft)
= 2.28
Crit Depth, Yc (ft)
= 0.80
Top Width (ft)
= 1.21
EGL (ft)
= 1.14
0
1
2
Reach (ft)
3
Depth (ft)
2.20
1.70
1.20
0.70
0.20
-0.30
-0.80
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
Thursday, Feb 6 2014
PIPE -27
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.89
Q (cfs)
= 4.200
Area (sqft)
= 0.94
Invert Elev (ft)
= 892.50
Velocity (ft /s)
= 4.49
Slope ( %)
= 0.50
Wetted Perim (ft)
= 2.51
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.84
Top Width (ft)
= 1.13
Calculations
EGL (ft)
= 1.20
Compute by:
Known Q
Known Q (cfs)
= 4.20
Elev (ft)
Section
894.00
893.50
893.00
892.50
892.00
0
1
2
3
Reach (ft)

Channel Report
Hydraflow Express Extension for AUtoCAD® Civil 3D® 2013 by Autodesk, Inc.
PIPE -28
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 892.20
Slope ( %) = 0.65
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 5.80
Elev (ft)
894.00
893.50
893.00
892.50
892.00
891.50
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 1.06
Q (cfs)
= 5.800
Area (sqft)
= 1.11
Velocity (ft/s)
= 5.22
Wetted Perim (ft)
= 2.93
Crit Depth, Yc (ft)
= 0.98
Top Width (ft)
= 0.89
EGL (ft)
= 1.48
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
PIPE -29
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.50
Invert Elev (ft)
= 891.80
Slope ( %)
= 0.57
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 6.60
Elev (ft)
894.00
N7
893.50
893.00
892.50
892.00
891.50
891.00
0
1
Section
2
Reach (ft)
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 0.99
Q (cfs)
= 6.600
Area (sqft)
= 1.24
Velocity (ft/s)
= 5.32
Wetted Perim (ft)
= 2.85
Crit Depth, Yc (ft)
= 1.00
Top Width (ft)
= 1.42
EGL (ft)
= 1.43
3
Depth (ft)
2.20
1.70
1.20
0.70
0.20
-0.30
-0.80
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -30
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 891.20
Slope ( %) = 0.52
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 8.80
Elev (ft)
893.00
892.50
892.00
891.50
891.00
890.50
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 1.38
Q (cfs)
= 8.800
Area (sqft)
= 1.70
Velocity (ft/s)
= 5.17
Wetted Perim (ft)
= 3.86
Crit Depth, Yc (ft)
= 1.15
Top Width (ft)
= 0.81
EGL (ft)
= 1.80
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -31
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 890.30
Slope ( %)
= 0.54
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 10.10
Elev (ft)
893.00 —
892.50
892.00
891.50
891.00
890.50
:•d wo
889.50
0 1
Section
2
Reach (ft)
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 1.07
Q (cfs)
= 10.10
Area (sqft)
= 1.72
Velocity (ft /s)
= 5.88
Wetted Perim (ft)
= 3.29
Crit Depth, Yc (ft)
= 1.14
Top Width (ft)
= 1.99
EGL (ft)
= 1.61
3
Depth (ft)
2.70
2.20
1.70
1.20
0.70
0.20
-0.30
1— -0.80
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -32
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 890.10
Slope ( %)
= 0.56
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 10.40
Elev (ft) Section
893.00
892.50
892.00
891.50
891.00
890.50
:•1 11
889.50
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 1.08
Q (cfs)
= 10.40
Area (sqft)
= 1.74
Velocity (ft/s)
= 5.98
Wetted Perim (ft)
= 3.31
Crit Depth, Yc (ft)
= 1.16
Top Width (ft)
= 1.99
EGL (ft)
= 1.64
0 1
2
Reach (ft)
3
4
Depth (ft)
2.90
2.40
1.90
1.40
•1
0.40
-0.10
0 60

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -33
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 889.70
Slope ( %)
= 0.77
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 10.60
Elev (ft)
892.00 --7
891.50
891.00
890.50
889.50
0
1
Section
2
Reach (ft)
Thursday, Feb 6 2014
Highlighted
Depth (ft)
= 0.99
Q (cfs)
= 10.60
Area (sqft)
= 1.56
Velocity (ft/s)
= 6.80
Wetted Perim (ft)
= 3.13
Crit Depth, Yc (ft)
= 1.17
Top Width (ft)
= 2.00
EGL (ft)
= 1.71
3
Depth (ft)
2.30
1.80
1.30
� :I
0.30
-0.20
L -0.70
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Thursday, Feb 6 2014
PIPE -34
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.24
Q (cfs)
= 0.400
Area (sqft)
= 0.17
Invert Elev (ft)
= 891.50
Velocity (ft/s)
= 2.41
Slope ( %)
= 0.52
Wetted Perim (ft)
= 1.14
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.25
Top Width (ft)
= 0.99
Calculations
EGL (ft)
= 0.33
Compute by:
Known Q
Known Q (cfs)
= 0.40
Elev (ft)
Section
893.00
892.50
892.00
891.50
891.00
0
1 2
3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -35
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.25
Invert Elev (ft)
= 890.90
Slope ( %)
= 0.53
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 2.80
Elev (ft)
893.00
892.50
892.00
891.50
891.00
890.50
:•1 11
Section
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.66
Q (cfs)
= 2.800
Area (sqft)
= 0.66
Velocity (ft/s)
= 4.24
Wetted Perim (ft)
= 2.04
Crit Depth, Yc (ft)
= 0.68
Top Width (ft)
= 1.25
EGL (ft)
= 0.94
1 2 3
Reach (ft)
Depth (ft)
2.10
1.60
1.10
1 .1
0.10
-0.40
-0.90
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
Friday, Feb 7 2014
PIPE -36
Circular
Highlighted
Diameter (ft)
= 1.25
Depth (ft)
= 0.64
Q (cfs)
= 3.000
Area (sqft)
= 0.63
Invert Elev (ft)
= 890.50
Velocity (ft/s)
= 4.74
Slope ( %)
= 0.71
Wetted Perim (ft)
= 1.99
N -Value
= 0.012
Crit Depth, Yc (ft)
= 0.70
Top Width (ft)
= 1.25
Calculations
EGL (ft)
= 0.99
Compute by:
Known Q
Known Q (cfs)
= 3.00
Elev (ft)
Section
892.00
891.50
Q
891.00
890.50
890.00
0
1
2
3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -38
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 886.00
Slope ( %)
= 0.51
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 9.10
Elev (ft)
889.00
888.50
887.50
887.00
886.50
885.50
0 1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.02
Q (cfs)
= 9.100
Area (sqft)
= 1.62
Velocity (ft/s)
= 5.62
Wetted Perim (ft)
= 3.19
Crit Depth, Yc (ft)
= 1.08
Top Width (ft)
= 2.00
EGL (ft)
= 1.51
3
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
IIIM
-0.50
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -39
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 884.80
Slope ( %)
= 0.68
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 11.90
Elev (ft)
887.00
886.50
885.50
885.00
884.50
884.00
0
1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.10
Q (cfs)
= 11.90
Area (sqft)
= 1.78
Velocity (ft/s)
= 6.69
Wetted Perim (ft)
= 3.35
Crit Depth, Yc (ft)
= 1.24
Top Width (ft)
= 1.99
EGL (ft)
= 1.80
3
Depth (ft)
2.20
1.70
1.20
0.70
0.20
-0.30
L -0.80
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -40
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 898.00
Slope ( %)
= 0.56
N -Value
= 0.012
Calculations
= 4.58
Compute by:
Known Q
Known Q (cfs)
= 3.70
Elev (ft)
900.00
899.50
:•• I
898.50
897.50
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.78
Q (cfs)
= 3.700
Area (sqft)
= 0.81
Velocity (ft/s)
= 4.58
Wetted Perim (ft)
= 2.28
Crit Depth, Yc (ft)
= 0.78
Top Width (ft)
= 1.21
EGL (ft)
= 1.11
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2013 by Autodesk, Inc.
PIPE -41
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 897.10
Slope ( %) = 0.63
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 6.50
Elev (ft)
899.00
898.50
897.50
897.00
896.50
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.95
Q (cfs)
= 6.500
Area (sqft)
= 1.18
Velocity (ft /s)
= 5.49
Wetted Perim (ft)
= 2.77
Crit Depth, Yc (ft)
= 0.99
Top Width (ft)
= 1.44
EGL (ft)
= 1.42
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
PIPE -42
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 896.40
Slope ( %)
= 0.52
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 9.00
Elev (ft)
899.00
898.50
897.50
897.00
896.50
895.50
0
Section
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.01
Q (cfs)
= 9.000
Area (sqft)
= 1.60
Velocity (ft/s)
= 5.63
Wetted Perim (ft)
= 3.17
Crit Depth, Yc (ft)
= 1.07
Top Width (ft)
= 2.00
EGL (ft)
= 1.50
1
2
Reach (ft)
3
Depth (ft)
2.60
2.10
1.60
1.10
M
0.10
-0.40
-0.90
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -43
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 895.20
Slope ( %)
= 0.51
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 11.40
Elev (ft)
898.00 -
897.50
897.00
896.50
•. 11
895.50
895.00
894.50
0 1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.18
Q (cfs)
= 11.40
Area (sqft)
= 1.94
Velocity (ft /s)
= 5.89
Wetted Perim (ft)
= 3.51
Crit Depth, Yc (ft)
= 1.21
Top Width (ft)
= 1.97
EGL (ft)
= 1.72
3
Depth (ft)
2.80
2.30
1.80
1.30
IIIM
0.30
-0.20
L- -0.70
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -44
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 894.00
Slope ( %)
= 0.54
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 18.80
Elev (ft)
897.00 —
896.50
896.00
895.50
895.00
894.50
894.00
893.50
0 1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.74
Q (cfs)
= 18.80
Area (sqft)
= 2.90
Velocity (ft/s)
= 6.48
Wetted Perim (ft)
= 4.81
Crit Depth, Yc (ft)
= 1.56
Top Width (ft)
= 1.34
EGL (ft)
= 2.39
3
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
we]
-0.50
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -45
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.50
Invert Elev (ft)
= 892.90
Slope ( %)
= 0.71
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 30.00
Elev (ft)
896.00
895.00
894.00
893.00
892.00
891.00
0
Section
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.69
Q (cfs)
= 30.00
Area (sqft)
= 3.54
Velocity (ft/s)
= 8.47
Wetted Perim (ft)
= 4.84
Crit Depth, Yc (ft)
= 1.87
Top Width (ft)
= 2.34
EGL (ft)
= 2.80
1
2 3
Reach (ft)
4
Depth (ft)
3.10
2.10
1.10
0.10
K LOU
-1.90
5

Channel Report
Hydraflow Express Extension for AUtoCAD® Civil 3D® 2013 by Autodesk, Inc.
PIPE -46
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 898.00
Slope ( %)
= 0.56
N -Value
= 0.012
Calculations
= 3.08
Compute by:
Known Q
Known Q (cfs)
= 0.80
Elev (ft)
900.00
899.50
898.50
:•: O4,
897.50
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.33
Q (cfs)
= 0.800
Area (sqft)
= 0.26
Velocity (ft /s)
= 3.08
Wetted Perim (ft)
= 1.35
Crit Depth, Yc (ft)
= 0.35
Top Width (ft)
= 1.10
EGL (ft)
= 0.48
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
PIPE -47
Circular
Diameter (ft) = 1.25
Invert Elev (ft)
= 897.10
Slope ( %)
= 0.52
N -Value
= 0.012
Calculations
= 4.46
Compute by:
Known Q
Known Q (cfs)
= 3.70
Elev (ft)
899.00
898.50
897.50
897.00
896.50
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.80
Q (cfs)
= 3.700
Area (sqft)
= 0.83
Velocity (ft /s)
= 4.46
Wetted Perim (ft)
= 2.32
Crit Depth, Yc (ft)
= 0.78
Top Width (ft)
= 1.20
EGL (ft)
= 1.11
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2013 by Autodesk, Inc.
PIPE -48
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.50
Invert Elev (ft)
= 896.50
Slope ( %)
= 0.54
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 6.10
Elev (ft)
899.00 -
898.50
897.50
897.00
896.50
:•. §0
Section
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.95
Q (cfs)
= 6.100
Area (sqft)
= 1.18
Velocity (ft/s)
= 5.15
Wetted Perim (ft)
= 2.77
Crit Depth, Yc (ft)
= 0.96
Top Width (ft)
= 1.44
EGL (ft)
= 1.36
1 2 3
Reach (ft)
Depth (ft)
2.50
2.00
1.50
1.00
0.50
IIIMI
L -0.50
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -49
Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 895.30
Slope ( %) = 0.51
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 8.00
Elev (ft)
897.00
896.50
895.50
895.00
894.50
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.21
Q (cfs)
= 8.000
Area (sqft)
= 1.53
Velocity (ft/s)
= 5.23
Wetted Perim (ft)
= 3.35
Crit Depth, Yc (ft)
= 1.10
Top Width (ft)
= 1.18
EGL (ft)
= 1.63
Section
0 1 2 3
Reach (ft)

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -50
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 1.50
Invert Elev (ft)
= 894.70
Slope ( %)
= 8.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 10.20
Elev (ft)
Section
897.00
896.50
896.00
895.50
895.00
894.50
894.00
0
1
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.57
Q (cfs)
= 10.20
Area (sqft)
= 0.62
Velocity (ft /s)
= 16.51
Wetted Perim (ft)
= 1.99
Crit Depth, Yc (ft)
= 1.23
Top Width (ft)
= 1.46
EGL (ft)
= 4.81
3
Depth (ft)
2.30
1.80
1.30
Ms
0.30
-0.20
-0.70
4

Channel Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
PIPE -51
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 888.00
Slope ( %)
= 0.70
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 13.10
Elev (ft)
891.00 -
890.50
889.50
888.50
: ::
887.50
0 1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.16
Q (cfs)
= 13.10
Area (sqft)
= 1.90
Velocity (ft /s)
= 6.91
Wetted Perim (ft)
= 3.47
Crit Depth, Yc (ft)
= 1.30
Top Width (ft)
= 1.97
EGL (ft)
= 1.90
3
Depth (ft)
3.00
2.50
2.00
1.50
1.00
0.50
IIIM
1 -0.50
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -52
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 887.70
Slope ( %)
= 0.55
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 13.20
Elev (ft)
890.00
889.50
::• II
888.50
887.50
887.00
0
1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.27
Q (cfs)
= 13.20
Area (sqft)
= 2.11
Velocity (ft /s)
= 6.27
Wetted Perim (ft)
= 3.69
Crit Depth, Yc (ft)
= 1.31
Top Width (ft)
= 1.93
EGL (ft)
= 1.88
3
Depth (ft)
2.30
1.80
1.30
fa :I
0.30
—0.20
L —0.70
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
PIPE -53
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 887.40
Slope ( %)
= 0.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 13.30
Elev (ft)
890.00 -
889.50
889.00
888.50
888.00
887.50
887.00
886.50
0 1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 1.31
Q (cfs)
= 13.30
Area (sqft)
= 2.19
Velocity (ft/s)
= 6.08
Wetted Perim (ft)
= 3.78
Crit Depth, Yc (ft)
= 1.31
Top Width (ft)
= 1.90
EGL (ft)
= 1.88
3
Depth (ft)
2.60
2.10
1.60
1.10
0.60
0.10
-0.40
L -0.90
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
PIPE -54
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 883.60
Slope ( %)
= 7.50
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 25.10
Elev (ft)
886.00
885.50
885.00
884.50
884.00
883.50
883.00
0
1
Section
2
Reach (ft)
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.85
Q (cfs)
= 25.10
Area (sqft)
= 1.28
Velocity (ft/s)
= 19.59
Wetted Perim (ft)
= 2.85
Crit Depth, Yc (ft)
= 1.77
Top Width (ft)
= 1.98
EGL (ft)
= 6.82
3
Depth (ft)
2.40
1.90
1.40
1 •s
0.40
-0.10
L -0.60
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2013 by Autodesk, Inc.
PIPE -55
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 895.40
Slope ( %)
= 1.00
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 11.20
Elev (ft)
898.00 --7
897.50
897.00
896.50
EMS - 11
895.50
895.00
894.50
Section
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.95
Q (cfs)
= 11.20
Area (sqft)
= 1.48
Velocity (ft/s)
= 7.57
Wetted Perim (ft)
= 3.05
Crit Depth, Yc (ft)
= 1.20
Top Width (ft)
= 2.00
EGL (ft)
= 1.84
0 1
2
Reach (ft)
3
Depth (ft)
2.60
2.10
1.60
1.10
1 .1
0.10
-0.40
1 -0.90
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
PIPE -56
Q (cfs)
Circular
Area (sqft)
Diameter (ft)
= 2.00
Invert Elev (ft)
= 892.70
Slope ( %)
= 32.40
N -Value
= 0.012
Calculations
EGL (ft)
Compute by:
Known Q
Known Q (cfs)
= 30.00
Elev (ft)
895.00
894.50
894.00
893.50
893.00
892.50
892.00
Section
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.63
Q (cfs)
= 30.00
Area (sqft)
= 0.85
Velocity (ft/s)
= 35.15
Wetted Perim (ft)
= 2.39
Crit Depth, Yc (ft)
= 1.87
Top Width (ft)
= 1.86
EGL (ft)
= 19.83
1 2 3
Reach (ft)
Depth (ft)
2.30
1.80
1.30
IM
0.30
-0.20
-0.70
4

Channel Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2013 by Autodesk, Inc.
PIPE -57
Circular
Diameter (ft) = 1.25
Invert Elev (ft) = 894.30
Slope ( %) = 0.50
N -Value = 0.012
Calculations
Compute by: Known Q
Known Q (cfs) = 4.20
Elev (ft)
896.00
895.50
895.00
894.50
894.00
893.50
Friday, Feb 7 2014
Highlighted
Depth (ft)
= 0.89
Q (cfs)
= 4.200
Area (sqft)
= 0.94
Velocity (ft/s)
= 4.49
Wetted Perim (ft)
= 2.51
Crit Depth, Yc (ft)
= 0.84
Top Width (ft)
= 1.13
EGL (ft)
= 1.20
Section
0 1 2 3
Reach (ft)

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D@ 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 2.40
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.40
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.40
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.23
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.24
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
CB-2
Drop Grate Inlet
Location
= Sag
Curb Length (ft)
= -0-
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Grate Width (ft)
= 2.00
Grate Length (ft)
= 3.00
Gutter
Slope, Sw (ft/ft)
= 0.300
Slope, Sx (ft/ft)
= 0.300
Local Depr (in)
= -0-
Gutter Width (ft)
= 1.00
Gutter Slope ( %)
= -0-
Gutter n -value
= -0-
., dimensions in fed
0.1
Tuesday, Feb 4 2014
Calculations
Compute by: Known Q
Q (cfs) = 0.90
Highlighted
Q Total (cfs)
= 0.90
Q Capt (cfs)
= 0.90
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 1.16
Efficiency ( %)
= 100
Gutter Spread (ft)
= 2.64
Gutter Vel (ft/s)
= -0-
Bypass Spread (ft)
= -0-
Bypass Depth (in)
= -0-
0.a2 1.00 0.8 2

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
Is �?
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.20
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.20
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.20
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.40
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.78
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
., dimensions in feat
0.12
0.39 1 1.00 1 0.89

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
CB-4
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 3.30
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 3.30
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 3.30
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 2.75
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.53
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
dimensions in fed
0.23

Inlet Report
Hydraflow Express Extension for AUtoCAD@ Civil 3D® 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
M--W
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.70
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.70
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.98
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.54
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
., dimensions in feet
0.08

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
Lei t
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 2.00
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.00
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.00
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.97
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.10
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
„A, -s o ^s f:-e

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
CB-7
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 2.00
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.00
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.00
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.97
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft /ft)
= 0.300
Gutter Spread (ft)
= 3.10
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
dimensions infect
0.16

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
�- '-,
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 0.70
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.70
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 0.98
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft /ft)
= 0.300
Gutter Spread (ft)
= 2.54
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
C ille" 5 D`i "fc+
0.08
0.77
1.00

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft /ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in feet
�.ta
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Tuesday, Feb 4 2014
Known Q
= 2.20
= 2.20
= 2.20
_ -0-
= 2.10
= 100
= 3.17
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AUtoCAD® Civil 3D® 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
CB-10
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.70
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.70
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.98
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.54
Local Depr (in)
= -0-
Gutter Vel (ft /s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
d mensions in fed
0.08
0.77 1 1.00 1 0.77

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
, B
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 2.00
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.00
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.00
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 1.97
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.10
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
,fee
0.16

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
CB -12
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 3.70
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 3.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 3.70
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 2.97
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.65
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
dimensions in feet
0.25
7

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
CB -13
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 4.30
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 4.30
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 4.30
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 3.28
Slope, Sw (ft /ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.82
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
^,
0.27

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
�ltsu
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 4.10
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 4.10
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 4.10
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 3.18
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.77
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
0.27

Inlet Report
Hydraflow Express Extension for AUtoCAD® Civil 3D® 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
CB -15
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 2.00
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.00
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.00
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.97
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.10
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
J Ill e'.s,, y,.,5 r. fey
C., r

Inlet Report
Hydraflow Express Extension for AUtoCAD® Civil 3130 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
CB -16
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.70
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.70
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.98
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.54
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
;. In C'5']''$ ,'fC*
0.08

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
CB-17
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft /ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
., dimensions in fed
6.18
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Wednesday, Feb 5 2014
Known Q
= 2.30
= 2.30
= 2.30
_ -0-
= 2.16
= 100
= 3.20
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
MME:
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.20
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.20
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.20
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.40
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.78
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
dimensions in feet
0.12

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
M 41P.
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.70
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.70
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.98
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.54
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
III cr.5 D " S ,. fe'��
0.08

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D@ 2013 by Autodesk, Inc.
M
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in feet
0.29
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Wednesday, Feb 5 2014
Known Q
= 4.70
= 4.70
= 4.70
_ -0-
= 3.49
= 100
= 3.94
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB-21
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in feet
0.04
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Wednesday, Feb 5 2014
Known Q
= 0.20
= 0.20
= 0.20
_ -0-
= 0.42
= 100
= 2.24
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
Wednesday, Feb 5 2014
CB-22
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.30
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.30
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.30
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.56
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.31
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
dimensions in feet
0.05
1.60 0.65

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
CB -23
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.30
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.30
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.30
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.48
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.82
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
911 x,- 5 �' i r. f:-F
0.12

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 1.80
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.80
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.80
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 1.84
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft /ft)
= 0.300
Gutter Spread (ft)
= 3.02
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
.. dimensions in feet
0.15

Inlet Report
Hydraflow Express Extension for AUtoCADO Civil 3D® 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.80
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.80
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.80
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.07
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.59
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
dimensions in feet
0.09
080 h m nan

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
CB-26
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.60
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.60
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.60
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.70
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.94
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
III A,..510r5 In fe*_'i
0.14

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
CB -27
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in feet
0.05
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Wednesday, Feb 5 2014
Calculations
Compute by: Known Q
Q (cfs) = 0.30
Highlighted
Q Total (cfs)
= 0.30
Q Capt (cfs)
= 0.30
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 0.56
Efficiency ( %)
= 100
Gutter Spread (ft)
= 2.31
Gutter Vel (ft/s)
= -0-
Bypass Spread (ft)
= -0-
Bypass Depth (in)
= -0-
0.651 1.00 10.66

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3t@ 2013 by Autodesk, Inc.
Drop Grate Inlet
Location
= Sag
Curb Length (ft)
= -0-
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Grate Width (ft)
= 2.00
Grate Length (ft)
= 3.00
Gutter
Slope, Sw (ft/ft)
= 0.300
Slope, Sx (ft/ft)
= 0.300
Local Depr (in)
= -0-
Gutter Width (ft)
= 1.00
Gutter Slope ( %)
= -0-
Gutter n -value
= -0-
. mill e' ^ f2e
0.05
Wednesday, Feb 5 2014
Calculations
Compute by: Known Q
Q (cfs) = 0.30
Highlighted
Q Total (cfs)
= 0.30
Q Capt (cfs)
= 0.30
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 0.56
Efficiency ( %)
= 100
Gutter Spread (ft)
= 2.31
Gutter Vel (ft /s)
= -0-
Bypass Spread (ft)
= -0-
Bypass Depth (in)
= -0-
0.66' 1.00 10.66

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
r
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 1.40
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.40
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.40
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 1.55
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.86
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
dimensions in fed
0.13

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. Wednesday, Feb 5 2014
r IJ
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 2.20
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.20
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.20
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.10
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.17
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
,fimensions infest
0.18

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Thursday, Feb 6 2014
r
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 0.20
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.20
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.20
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 0.42
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.24
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
dimensions in fed
0.04
1.00 '0.62

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Friday, Feb 7 2014
CB -33
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 3.60
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 3.60
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 3.60
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.92
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.62
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
.,dimensions in fat
0.24

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
CB -34
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in feet
0.21
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Feb 7 2014
Known Q
= 2.80
= 2.80
= 2.80
_ -0-
= 2.47
= 100
= 3.37
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Friday, Feb 7 2014
1.
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 1.60
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 1.60
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 1.60
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.70
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft /ft)
= 0.300
Gutter Spread (ft)
= 2.94
Local Depr (in)
= -0-
Gutter Vel (ft /s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
, dimensions in fee
0.14

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Friday, Feb 7 2014
CB -36
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.10
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.10
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.10
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.27
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.15
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
I ,., ; ; • r
.,.02
1.00 x.57

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
CB -37
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in feet
0.22
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
X
Friday, Feb 7 2014
Known Q
= 3.20
= 3.20
= 3.20
_ -0-
= 2.70
= 100
= 3.50
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
CB -38
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in fed
0.19
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Feb 7 2014
Known Q
= 2.40
= 2.40
= 2.40
_ -0-
= 2.23
= 100
= 3.24
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
CB -39
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in feet
0.19
= Sag
_ -0-
- -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Feb 7 2014
Known Q
= 2.50
= 2.50
= 2.50
_ -0-
= 2.29
= 100
= 3.27
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc. Friday, Feb 7 2014
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 2.80
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.80
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.80
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.47
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.37
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
dimensions in feet
0.21

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc.
CB-41
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
.., dimensions in feet
Q.25
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
- -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft /s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Feb 7 2014
Known Q
= 3.70
= 3.70
= 3.70
_ -0-
= 2.97
= 100
= 3.65
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Friday, Feb 7 2014
CB -42
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 2.20
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.20
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.20
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 2.10
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.17
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
....dimensions in feet
0.18

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D® 2013 by Autodesk, Inc.
CB -43
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
n�'- s �.- s , f
0.16
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Feb 7 2014
Known Q
= 1.90
= 1.90
= 1.90
_ -0-
= 1.90
= 100
= 3.06
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc.
CB-44
Drop Grate Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft /ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
dimensions in feet
0.19
= Sag
_ -0-
_ -0-
= 6.00
= 2.00
= 3.00
= 0.300
= 0.300
_ -0-
= 1.00
_ -0-
_ -0-
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft/s)
Bypass Spread (ft)
Bypass Depth (in)
Friday, Feb 7 2014
Known Q
= 2.40
= 2.40
= 2.40
_ -0-
= 2.23
= 100
= 3.24
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Friday, Feb 7 2014
CB -45
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 2.90
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 2.90
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 2.90
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 2.53
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.40
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
_: ine''S _ ^s , f
0.21

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. Friday, Feb 7 2014
A
El .,
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 3.70
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 3.70
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 3.70
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 2.97
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.65
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
InP,5 B' "i r f�.
_dl
I
i
i

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
CB -47
Drop Grate Inlet
Location
= Sag
Curb Length (ft)
_ -0-
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Grate Width (ft)
= 2.00
Grate Length (ft)
= 3.00
Gutter
Slope, Sw (ft/ft)
= 0.300
Slope, Sx (ft/ft)
= 0.300
Local Depr (in)
_ -0-
Gutter Width (ft)
= 1.00
Gutter Slope ( %)
_ -0-
Gutter n -value
= -0-
dimension sin feet
0.02
Calculations
Compute by:
Q (cfs)
Highlighted
Q Total (cfs)
Q Capt (cfs)
Q Bypass (cfs)
Depth at Inlet (in)
Efficiency ( %)
Gutter Spread (ft)
Gutter Vel (ft /s)
Bypass Spread (ft)
Bypass Depth (in)
1.00 b.57
Friday, Feb 7 2014
Known Q
= 0.10
= 0.10
= 0.10
_ -0-
= 0.27
= 100
= 2.15
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCAD® Civil 3D® 2013 by Autodesk, Inc. Friday, Feb 7 2014
M
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 0.20
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.20
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.20
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 0.42
Slope, Sw (ft /ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 2.24
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
me S _ , r fe:
0.04

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Friday, Feb 7 2014
r , •
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= -0-
Q (cfs)
= 13.10
Throat Height (in)
= -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 13.10
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 13.10
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 6.90
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 5.84
Local Depr (in)
= -0-
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
mess . , r
O.E

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Friday, Feb 7 2014
r = T1
Drop Grate Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
_ -0-
Q (cfs)
= 4.20
Throat Height (in)
_ -0-
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 4.20
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 4.20
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 3.23
Slope, Sw (ft/ft)
= 0.300
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.300
Gutter Spread (ft)
= 3.80
Local Depr (in)
_ -0-
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
11)A, -5 o r f,,,-�
0.27

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc.
CIA
Combination Inlet
Location
Curb Length (ft)
Throat Height (in)
Grate Area (sqft)
Grate Width (ft)
Grate Length (ft)
Gutter
Slope, Sw (ft/ft)
Slope, Sx (ft/ft)
Local Depr (in)
Gutter Width (ft)
Gutter Slope ( %)
Gutter n -value
, dimensions in feet
= Sag
= 3.00
= 6.00
= 6.00
= 2.00
= 3.00
= 0.050
= 0.020
= 0.36
= 1.00
_ -0-
= 0.013
0.14
Tuesday, Feb 4 2014
Calculations
Compute by:
Known Q
Q (cfs)
= 0.60
Highlighted
Q Total (cfs)
= 0.60
Q Capt (cfs)
= 0.60
Q Bypass (cfs)
= -0-
Depth at Inlet (in)
= 1.73
Efficiency ( %)
= 100
Gutter Spread (ft)
= 5.70
Gutter Vel (ft/s)
= -0-
Bypass Spread (ft)
= -0-
Bypass Depth (in)
= -0-
4.7

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3DO 2013 by Autodesk, Inc. Tuesday, Feb 4 2014
CI -2
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.40
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.40
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.40
Q Bypass (cfs)
_ -0-
Gutter
Depth at Inlet (in)
= 1.46
Slope, Sw (ft/ft)
= 0.050
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 4.60
Local Depr (in)
= 0.36
Gutter Vel (ft/s)
_ -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
_ -0-
Gutter Slope ( %)
_ -0-
Bypass Depth (in)
_ -0-
Gutter n -value
= -0-
.., dimensions in feet

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 31DO 2013 by Autodesk, Inc.
CI -3
Combination Inlet
Calculations
Location
= Sag
Compute by:
Curb Length (ft)
= 3.00
Q (cfs)
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
Grate Length (ft)
= 3.00
Q Capt (cfs)
Q Bypass (cfs)
Gutter
Depth at Inlet (in)
Slope, Sw (ft/ft)
= 0.050
Efficiency ( %)
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
Local Depr (in)
= 0.36
Gutter Vel (ft/s)
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
Gutter Slope ( %)
= -0-
Bypass Depth (in)
Gutter n -value
= -0-
_, dimensions in feet
Thursday, Feb 6 2014
Known Q
= 0.40
= 0.40
= 0.40
_ -0-
= 1.46
= 100
= 4.60
_ -0-
_ -0-
_ -0-

Inlet Report
Hydraflow Express Extension for AutoCADO Civil 3D0 2013 by Autodesk, Inc. Thursday, Feb 6 2014
CI -4
Combination Inlet
Calculations
Location
= Sag
Compute by:
Known Q
Curb Length (ft)
= 3.00
Q (cfs)
= 0.40
Throat Height (in)
= 6.00
Grate Area (sqft)
= 6.00
Highlighted
Grate Width (ft)
= 2.00
Q Total (cfs)
= 0.40
Grate Length (ft)
= 3.00
Q Capt (cfs)
= 0.40
Q Bypass (cfs)
= -0-
Gutter
Depth at Inlet (in)
= 1.46
Slope, Sw (ft/ft)
= 0.050
Efficiency ( %)
= 100
Slope, Sx (ft/ft)
= 0.020
Gutter Spread (ft)
= 4.60
Local Depr (in)
= 0.36
Gutter Vel (ft/s)
= -0-
Gutter Width (ft)
= 1.00
Bypass Spread (ft)
= -0-
Gutter Slope ( %)
= -0-
Bypass Depth (in)
= -0-
Gutter n -value
= -0-
dimensions in teat