19970579 Ver 1_More Info Received_20150611

Sealed Air
Charlotte North Carolina
Geoscience Project No. CH14.0160.CV
PROJECT CALCULATIONS
STORM WATER/EROSION CONTROL
11y111Gill, !!p1
E -_
10725
May 26, 2015
Prepared By:
GEOSCIENCE GROUP
NC Firm License #: F -0585
500 Clanton Road, Suite K
Charlotte, North Carolina 28217
Phone [phone]

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TOTAL TREE SAVE AREA
SEE SHEET CT4 Fn MERA4 P um5

3/23/2015
www.ecmds.com/print/analysis/6386&63865
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name. Sealed Air
Project Number: 63853
Channel Name: TD 1
Discharge
1.68
Peak Flow Period
0.1
Channel Slope
.048
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
SC 150BN
Tensar International Corporation
5401 St. Wendel- Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Manningss
Permissible Shear
Calculated Shear
Safety
I Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC 150BN
Straigh
1.68 efs
1.84
0.17 ft
0.05
2.1 lbs /ft2
0.5 lbs /ft2
4.23
STABLE
D
Unve etated
ft/s
http:i lwww. ecmds .comlprintlanalysis /63863t63865 111

3/23/2015
www.ecmds.com/printianalysis]63863163866
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Sealed Air
Project Number: 63863
Channel Name: TD2
Discharge
5.12
Peak Flow Period
0.1
Channel Slope
.006
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Ve,gtation Type
N
Vegetation Density
Stress
Soil Type
SC 150BN
Tensar International Corporation
5401 St. Wendel- Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Manning
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC 150BN
Straigh
5.12 cfs
1.37
0.56 ft
0.049
2.1 lbs /ft2
0.21 lbs /ft2
9.99
STABLE
D
Unve etated
ft/s
http :ttwww.ecmds.comlprintlanalysis /63863163866 111

3/2312015
www.er,mds.com/prinUanalysis/63863163867
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Sealed Air
Project Number: 63863
Channel Name: TD3
Discharge
1.75
Peak Flow Period
0.1
Channel SIope
065
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
SC 150BN
Tensar International Corporation
5401 St. Wendel -Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC 150BN
Straight
1.75 cfs
2.06
0.16 ft
0.05
2.1 Ibs /R2
0.63 lbs /ft2
3.33
STABLE
D
Unve etated
ft/s
hfp: /lwww.ecmds, cam /pririVanalysis /638663163867 1/1

3/23/2015
www.ecm ds.com fpti nUanal ys i s163863163869
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Sealed Air
Project Number: 63863
Channel Name: TD4
Discharge
1.47
Peak Flow Period
0.1
Channel Slope
08
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
SC 15OBN
Tensar International Corporation
5401 St. Wendel- Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC15OBN
Straight
1.47 cfs
2.07
0.13 ft
0.05
2.1 lbslft2
0.66 lbslf12
3.11
STABLE
D
Unve etated
ft/s
http:/Awm.ecmds.com/p intlanalysis /63863163869 111

3123!2015
wvvw.ecmds.com/pr!nUanalysisl63863/63870
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Sealed Air
Project Number: 63863
Channel Name: TDS
Discharge
2.63
Peak Flow Period
0,1
Channel Slope
.l
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
SC 150BN
Tensar International Corporation
5401 St. Wendel -Cynthiana. Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www. nagreen. coin
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC 150BN
Straight
2.63 efs
2.74
0.17 ft
0.05
2.1 lbs /ft2
1.09 ibs /ft2
1.94
STABLE
D
Unve etated
ft/s
http :l /www.ecmds.com /printlanalysis /63863163870 111

3/23/2015
www.ecmds.com/prirt/analysis/63863/63871
NOR 1 f i
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Sealed Air
Project Number: 63863
Channel Name: TD6
Discharge
4.46
Peak Flow Period
0.1
Channel Slope
059
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flaw Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
SC 15OBN
Tensar International Corporation
5401 St. Wendel- Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Mannings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC150BN
Straight
4.46 cfs
2,78
0.28 ft
0.05
11 lbs /ft2
1.02 lbs /ft2
2.07
STABLE
D
Unve etated
ft/s
http :flwww.ecmds.com /print/analysis /63863163871 1!Z

3/23/2015
www.ecmds.com/pritWanalysis/6386N6:3872
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Sealed Air
Project Number: 63863
Channel Name: TD7
Discharge
7.73
Peak Flow Period
0.1
Channel Slope
.066
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
SC 150BN
Tensar International Corporation
5401 St. Wendel - Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
w` w.nagreen.corn
Phase
Reach
Discharge
Velocity
Normal
Matmings
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC15OBN
Straight
7.73 efs
3.46
0.37 ft
0.05
2.1 lbs /ft2
1.51 lbs /f12
1.39
STABLE
D
Unve etated
ft/s
http:/Iwww.ecmds.com/prirTVanalysis/63863163872 1/1

M90111
www.ecmds.comlprinUanalysisi63863/63873
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Sealed Air
Project Number: 63863
Channel Name: TD8
Discharge
11.25
Peak Flow Period
0.1
Channel Slope
059
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
SC 150BN
Tensar International Corporation
5401 St, Wendel- Cynthiana Road
Poseyville, Indiana 47633
Tel, 800.772.2040
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge'
Velocity
Normal
Manning
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC 150BN
Straigh
11.25
3.76
0 47 ft
0.05
2.1 lbs /R2
1.72 lbs /ft2
1.22
STABLE
D
Unve etated
efs
ft /s
http : / /www.ecmds.com /print/analysis /63863/63873 1/1

3/23/2015
www.ecmds.com/prirvUarralysis/63863163874
NORTH
AMERICAN
GREEN
Erosion Control Materials Design Software
Version 5.0
Project Name: Sealed Air
Project Number: 63863
Channel Name: TD9
Discharge
3.85
Peak Flow Period
0.1
Channel Slope
.019
Channel Bottom Width
5
Left Side Slope
3
Right Side Slope
3
Low Flow Liner
Retardance Class
Vegtation Type
N
Vegetation Density
Stress
Soil Type
S C 150BN
Tensar International Corporation
5401 St. Wendel - Cynthiana Road
PoseyviIle, Indiana 47633
Tei. 800.772.2040
Fax [phone]
www.nagreen.com
Phase
Reach
Discharge
Velocity
Normal
Manning
Permissible Shear
Calculated Shear
Safety
Remarks
Staple
Depth
N
Stress
Stress
Factor
Pattern
SC 150BN
Straight
3.85 cfs
1.81
0.35 ft
0.05
11 1bs /ft2
0.42 lbs /ft2
5.05
STABLE
D
Unve etated
ft/s
http: / /www.eemds .com /printlanalysisl63863163874 111

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DA Map 1 "150,
------------
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Sealed Air
Project Number:
Date:
Revised:
Total Drainage Area
Disturbed Area:
Wooded /Pasture:
Other:
SKIMMER BASIN DESIGN 1
3.23.15 Required Input Data by Designer
GIVEN DATA
2.6 Acres Minimum Volume = (1,800 x TDA)
2.6 Acres Minimum Surface Area = (325 x Q10)
0 Acres Basin Dewatering Time: 24 _ 72 Hours
0 Acres Emergency Spillway Length = (L= Q101(C *h "1.5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient:
0.5
WoodedlPasture Coefficient:
0.2
Other Coefficient:
0
Average Runoff Coefficient:
0.5
Q10 = CIA
Q10= 9.4 CFS
(Sediment Storage Required:
Surface Area Required:
10 Year Storm Rainfall Intensity I = 7.26
2 Year Storm Rainfall Intensity I = 5.68
02 = CIA
Q2 = 7.4 CFS
4,680 cu.ft. Emergency Spillway Length
3,055 sq.ft. Emergency Spillway Depth:
BASIN DESIGN SIZE I ELEVATIONS
3 ft Okay
0.5 ft
Basin Top Width:
62 ft
Sediment Storage Provided:
8,315 cu.ft. Okay
Basin Top Length (2 x W Min.):
125 ft Okay
Surface Area Provided:
7,750 cu.ft. Okay
Basin Bottom Width:
3 ft
Basin Bottom Length:
60 ft
Top of Dam Elevation:
926 msl
Basin Depth:
2.5 ft
Emergency Spillway Elevation:
925.7 msl
Sediment Clean Out Depth:
1.25 ft
Basin Top Elevation:
925.2 msI
Basin Side Slopes (H:V)
3 :1
Basin Bottom Elevation:
922.7 msl
ISkimmer Size Diameter:
Skimmer Orifice Diameter:
SKIMMER DESIGN SIZE
2.5 in. PVC Basin Volume to Dewater:
Head on Skimmer (feet)
1.75 in. Dia. Time Required to Dewater:
* Skimmer Sizes Available: 1.5", 2.0 ", 2.5 ", 3 ", 4",,5", 6 ", 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section
8,315 cu.ft.
0.208
2.58 days Okay

(Sealed Air SKIMMER BASIN DESIGN 2
Project Number:
Date: 3.2315 Required Input Data by Designer
Revised:
GIVEN DATA
Total Drainage Area: 4.9 Acres Minimum Volume = (1,800 x TDA)
Disturbed Area: 4.9 Acres Minimum Surface Area= (325 x 010)
Wooded /Pasture: 0 Acres Basin Dewatering Time: 24 - 72 Hours
Other: 0 Acres Emergency Spillway Length = (L= Q101(C*h "1.5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient:
0.5
Wooded/Pasture Coefficient:
0.2
Other Coefficient:
0
Average Runoff Coefficient:
0.5
10 Year Storm Rainfall Intensity I = 7.26
2 Year Storm Rainfall Intensity I = 5.68
Q10 = CIA Q2 = CIA
Q10 = 17.8 CFS Q2 = 13.9 CFS
Sediment Storage Required: 8,820 cu.ft. Emergency Spillway Length: 4 ft
Surface Area Required: 5,785 sq.ft. Emergency Spillway Depth: 0.5 ft
BASIN DESIGN SIZE 1 ELEVATIONS
Okay
Basin Top Width:
68 ft
Sediment Storage Provided:
9,727 cu.ft. Okay
Basin Top Length (2 x W Min.):
136 ft Okay
Surface Area Provided:
9,248 cu.ft. Okay
Basin Bottom Width:
3 ft
Basin Bottom Length:
60 ft
Top of Dam Elevation:
926 msl
Basin Depth:
2.5 ft
Emergency Spillway Elevation:
925.7 msl
Sediment Clean Out Depth:
1.25 ft
Basin Top Elevation:
925.2 msl
Basin Side Slopes (H :V)
3 :1
Basin Bottom Elevation:
922.7 msl
ISkimmer Size Diameter:
ISkimmer Orifice Diameter:
SKIMMER DESIGN SIZE
3 in. PVC Basin Volume to Dewater:
Head on Skimmer (feet)
1.75 in. Dia. Time Required to Dewater
* Skimmer Sizes Available: 1.5 ", 2.0 ", 2.5 ", 3 ", 4 ", 5" 6" 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section
9,727 cu.ft.
0.25
2.75 days Okay

Sewed Air
Project Number:
Date:
Revised:
Total Drainage Area
Disturbed Area:
Wooded/Pasture:
Other:
Bare Soil Coefficient:
Wooded/Pasture Coefficient:
Other Coefficient:
Average Runoff Coefficient:
SKIMMER BASIN DESIGN 3
3.23.15 Required Input Data by Designer
GIVEN DATA
4.92 Acres Minimum Volume = (1,800 x TDA)
4.9 Acres Minimum Surface Area = (325 x Q10)
0 Acres Basin Dewatering Time: 24 - 72 Hours
0 Acres Emergency Spillway Length = (L= Q101(C *h ^1.5))
Q10 = CIA
Q10 = 17.8 CFS
(Sediment Storage Required:
Surface Area Required:
BASIN DESIGN CALCULATIONS
0.5 10 Year Storm Rainfall Intensity I = 7.26
0.2 2 Year Storm Rainfall Intensity I = 5.68
0
0.498
Q2 = CIA
Q2 = 13.9 CFS
8,820 cu.ft_ Emergency Spillway Length
5,785 sq.ft. Emergency Spillway Depth:
BASIN DESIGN SIZE 1 ELEVATIONS
4 ft Okay
0.5 ft
Basin Top Width:
58 ft
Sediment Storage Provided:
11,914 cu.ft, Okay
Basin Top Length (2 x W Min.):
208 ft Okay
Surface Area Provided:
12,064 cu.ft. Okay
Basin Bottom Width:
3 ft
Basin Bottom Length:
60 ft
Top of Dam Elevation:
926 msl
Basin Depth:
2.5 ft
Emergency Spillway Elevation:
925.7 msl
Sediment Clean Out Depth:
1.25 ft
Basin Top Elevation:
925.2 msl
Basin Side Slopes (H:V)
3 :1
Basin Bottom Elevation:
922.7 msl
Skimmer Size Diameter:
mer Orifice Diameter:
SKIMMER DESIGN SIZE
6 in. PVC Basin Volume to Dewater:
Head on Skimmer (feet)
1.75 in. Dia. Time Required to Dewater:
11,914 cu.ft.
0.417
2.61 days Okay
Skimmer Sizes Available: 1.5" 2.0" 2.611, 3" 4" 5" 6" 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section

ISealed Air SKIMMER BASIN DESIGN 4
Project Number:
Date: 2.12.15 Required Input Data by Designer
Revised:
GIVEN DATA
Total Drainage Area: 5.3 Acres Minimum Volume = (1,800 x TDA)
Disturbed Area: 5.3 Acres Minimum Surface Area = (325 x Q10)
Wooded/Pasture: 0 Acres Basin Dewatering Time: 24 - 72 Hours
Other: 0 Acres Emergency Spillway Length = (L= Q10 /(C *h ^1.5))
BASIN DESIGN CALCULATIONS
Bare Soil Coefficient: 0.5 10 Year Storm Rainfall Intensity I = 7.26
Wooded/Pasture Coefficient: 0.2 2 Year Storm Rainfall Intensity I = 5.68
Other Coefficient: 0
Average Runoff Coefficient: 0.5
Q10 = CIA
Q10= 19.2 CFS
jSediment Storage Required:
Surface Area Required:
Q2 = CIA
Q2 = 15.1 CFS
9,540 cu.ft. Emergency Spillway Length:
6,240 sq.ft. Emergency Spillway Depth:
BASIN DESIGN SIZE / ELEVATIONS
5 ft Okay
0.5 ft
Basin Top Width:
65 ft
Sediment Storage Provided:
12,305 cu.ft. Okay
Basin Top Length (2 x W Min.):
190 ft Okay
Surface Area Provided:
12,350 cu.ft. Okay
Basin Bottom Width:
3 ft
Basin Bottom Length:
60 ft
Top of Dam Elevation:
926 msl
Basin Depth:
2.5 ft
Emergency Spillway Elevation:
925.7 msl
Sediment Clean Out Depth:
125 ft
Basin Top Elevation:
925.2 msl
Basin Side Slopes (H:V)
3 :1
Basin Bottom Elevation:
922.7 msl
SKIMMER DESIGN SIZE
Skimmer Size Diameter: 2.5 in. PVC Basin Volume to Dewater: 12,305 cu.ft.
Head on Skimmer (feet) 0.208
Skimmer Orifice Diameter: 2 in. Dia. Time Required to Dewater: 2.92 days Okay
Skimmer Sizes Available: 1.5 ", 2.0 ", 2.5 ", 3 ", 4 ", 51, 61, 8"
** Refer to: Skimmer Basin Design Requirements in the NC Erosion and Sediment Control Planning
and Design Manual developed by the NCDENR Land Quality Section

City of Charlotte
Land Development Division
Post Construction Controls I Detention Worksheet
The following sections help to provide information on volume and peak controls for the site. Attach BMP Inset
tables and Design Procedure Forms for each BMP to show that each is sized appropriately per the design
requirements.
irro.lect Veserlptlon: Attach brief explanation of detention plans and anv assumptions
Skimmer basin #3 to be converted to a permanent detention pond. This project is exempt from the PCCO. The
detention pond will control the 2 and 10 year 6 hour storms. The pond will also take the discharge from the
amenity ponds adjacent to building "A ".
PRE - DEVELOPED SUMMARY
Basin area: 9.3+1.44 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcp,,: 18.9 —14.3 min. (Based on the SCS Method) (Tc path shown on attached
map) Reference 3.9.6 of the Charlotte - Mecklenburg Storm Water Design Manual — SCS Travel Time.
Curve Number, Cnp,e: 70
POST - DEVELOPED SUMMARY
Basin area: 9.3+1.44 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: S min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 3.9.6 of the Charlotte - Mecklenburg Storm Water Design Manual — SCS Travel Time.
Runoff Coefficient, Rv- NA Water Quality Volume, WQv (ac -ft)- NA
Curve Number, Cnpost: 92.53 - 98 Curve Number, CNpost(modi&ed)- NA
Channel Protection Volume, CPv (ac -ft) - NA CPv Release Rate (cfs) NA
DETENTION SUMMARY
Computer Method Used *: HEC -1
*Land Development flan Review Staff will verify all detention submittals using HEC -1 for compliance with the City of Charlotte Zoning Ordinance,
Section 12.6 This summary is to accompany all detention analysis and is not intended to replace that requirement,
Note- 2-year storm is required only for sites required detention per Chapter 12 of the zoning ordinance, If a downstream
analysis has been performed, submit complete justification for the results
Revised: October 2010
Pagel of 4
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
1"
N/A
1 yr.
N/A
2 yr.
1 3.45
36.38
2.55
618.46
10 yr.
12.89
58.81
12.03
620.56
25 yr.
50 yr.
NIA
78.02
368.63
622.23
100 yr.
N/A
Note- 2-year storm is required only for sites required detention per Chapter 12 of the zoning ordinance, If a downstream
analysis has been performed, submit complete justification for the results
Revised: October 2010
Pagel of 4

PILE- DEVELOPED SUB -BASIN CALCULATIONS: (See attached spread sheets)
Sub -basin Name /Level: (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope ( ° /s)
Mannings (n)
Time (nun.)
Sheet Unpaved
9.3
Woods good
McB/D
C
Sheet Paved
0.48
Woods good
McBfD
Shallow Cone. (Unpaved)
70
1.56
Open Space, ood
Shallow Cone. Paved
C
74
Channel
Pipe
CNPre ` 70
TOTAL
NIA
N/A
N/A
Te post = 5
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Aereogefrotal Area) x (CN)
9.3
Woods good
McB/D
C
70
0.48
Woods good
McBfD
Shallow Cone. (Unpaved)
70
1.56
Open Space, ood
Shallow Cone, Paved
C
74
Channel
Pipe
CNPre ` 70
POST - DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name /Level: (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope ( %)
Mannings (n)
Time (min.)
Sheet Unpaved
7.26
Pavement
McB/D
C
Sheet Paved
0.48
Woods good
McBfD
Shallow Cone. (Unpaved)
70
1.56
Open Space, ood
Shallow Cone, Paved
C
74
Channel
Pipe
CNP.t= 92.53
TOTAL
NIA
N/A
N/A
Te post = 5
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Aereage/Total Area) x (CN)
7.26
Pavement
McB/D
C
98
0.48
Woods good
McBfD
C
70
1.56
Open Space, ood
McB/D
C
74
CNP.t= 92.53
Revised: October 2010
Page 2 of 4

Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreageaotal Area) x (CN)
1.44
Impervious
MeB /D
C
98
0.48
Woods good
McB/D
C
70
1.56
1 Open Space, good
I MeB /D
C
"74
CNpost= 98
STORAGE / DISCHARGE CALCULATIONS SEE ATTACHED SPREAD SHEET
*(If applicable) Complete Underground Storage Volume Table
STORAGE / DISCHARGE CALCULATIONS (SEE ATTACHED SPREAD SHEET)
*(If applicable) Complete Underground Storage Volume Table
Elevation
Underground *
Above Ground
Total Ace. Volume (cf)
Ace. Volume for all
Structures (cf)
Area (sq. ft.)
Inc. Volume (cf)
Acc. Volume (cf)
(Above and
Underground)
Stage Discharge (SEE ATTACHED SPREAD SHEET)
Co= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).
Revised: October 2010
Page 3 of 4

Underground Storage Volume Table (If applicable)
Provide additional storage volume tables if more structures are used.
600 East Fourth Street, Charlotte, North Carolina 28202 -2844
Telephone: [phone] Fax: [phone] landpennits.charmeck.org
Revised; October 2010
Page 4 of 4
Ace. Volume (cf)
Ace. Volume (cf)
Ace. Volume (cf)
Ace. Volume (cf)
Elevation
Underground Structure #
Underground Structure #
Underground Structure #
Underground Structure #
Length (ft.)
Length (ft.)
Length (ft.)
Length (ft.)
Size /dia (ft.)
Size /dia (ft.)
Size /dia (ft.)
Size /dia (ft.)
Upper inv.
Upper inv.
Upper inv.
Upper inv.
Lower inv.
Lower inv.
Lower inv.
Lower inv.
Slope ( %)
Slope ( %)
Slope ( %}
Slope ( %)
Elevation 1
Stage
Orifice I
In.
Orifte
etr
FA
e—
Sp
m.
lWay
Outlet --Emergency
Control Pipe
I o a
(cfs)
(ft}
Inv.
nv.
Iriv.
(Con
[led by
Dia.
—Spillway
(F ice
flow out of
Co=
Co=
Ft'
Inv.
Ft.
nv.
Co=
Inv.
CHARLMTE.
ENGINUMNG & PROPERTY
MANAGEMENT
-
Land Developlent Division
600 East Fourth Street, Charlotte, North Carolina 28202 -2844
Telephone: [phone] Fax: [phone] landpennits.charmeck.org
Revised; October 2010
Page 4 of 4

tcl with eqns
Sheet Flow manning's n for sheet flow (table 3.1 TR -55)
_ smooth surfaces(conc.,asphalt, gravel, or bare soil) 0.011
Head= 24.00 Fallow(no residue) 0.05
mannings 0.4 Woods Cultivated Soils
- P2= 3.12 in Residue cover <20% 0,06
Length= 300 ft Residue Ccover >20% - 0.17
s =HIL= 0.080 ftlft {
Eqn 3.3 TR55 Grass
- Short grass praire 0.15
0 .007 (d )0'8 Dense grass - - 0.24
- 0.4 Bermudagrass - 0.41
Range j 0.13
where: I
Tt= travel time(hrs.) Woods I I
n= mann in s roughness coefficient - — -
9 Light underbrush 0.4
L =flow length(ft.) Dense underbrush 0.8
- -
P2 =2 -yr, 24 hr rainfall(in.)
s =land slope(ff -fft/j - -
- -- Tt= I 0.50 hr - - -
Shallow Concentrated Flow --
-- y
L=1 333 ft
--
h=1 20 ft t
- -
s= 0.06006 fUft i -
_ T 16.1345
s } - - --
V= 3.95 fps 1 - -
T= LI(3600V)= 0.02 hr. -
_Compute travel time Tc =Tt1 + Tt2....Tn -
- Tc= 0.525, hr.= 31.48 min.
k
LAG= 0.315 -- -
5/27/2015

Head= 19.00
mannings 0.4 Woods
P2= 3.12 in
Length= 228 ft
s =H1L= 0.083 ft/ft
Eqn 3.3 TR55
_0.007(d 0.8
— -- i (P 0.4
VV 2
_where:
Tt= travel time(hrs.)
n= mannings roughness coefficient
L=flow length (ft.)
P2 =2 -yr, 24 hr rainfall(in.)
s =land slope(fi./ftq
- Tt= 0.40 h r
Shallow Concentrated Flow
L=
h=
s= 0 fuft
_V --16,1345 s
-
0.00 fps
- T= LI(36001/)= O-. 0-01 hr.
tc for amenity ponds
manning's n for sheet flow(table 3.1 TR -55
smooth surfaces(conc.,asphalt, gravel, or bare soil)
0.011
Fallow(no residue)
0.05
Cultivated Soils -
-
Residue cover X20%
0.06
.Residue Ccover >20%
0.17
Grass
-
Short grass praire
0.15
Dense grass
0.24
_
Bermudagrass _
0,41
- - -- 4-
-
Range
0.13
Woods
Light underbrush - - -
- -- 0.4
Dense underbrush
- 4.8
i
o
Compute travel time Tc =Ttl + Tt2....Tn
Tc= 0.396 hr.= 23.76 min.
- -. - LAG= 0.238
5/2712015

T�e -- { I
Or �WK-M4tTi2J e---- A-0-4th0b &Ions)
o, 515,
6
(�i �- 5+K c, .
f

Sheet Flow
Head= 24.00
mannings 0.4 Woods
P2= 3.12 in
Length=[-- 300 ft
s =HIL= 0.080 ftfft
Eqn 3.3 TR55 - +
OF (n,L)
V .4
- 2
where:
rt= travel time(hrs.)
n= mannings roughness coefficient
L =flow length(ft.)
P2 =2 -yr, 24 hr rainfall(in.)
s =land slope(ft./fo
F
Tt= 0.5D hr
Shallow Concentrated Flow
L=j 333 ft
11=1 20 ft
s= 0.06006 ftlft
V =16.1 3r 5 S
V= 3.95 fps
T= LI(3600V)= D.Q2 hr.
tcl with eqns
manning's n for sheet flow (table 3.1 TR -55)
smooth surfaces(conc.,asphalt, gravel, or bare soil) 0,011
Fallow(no residue) 0.05
Cultivated Soils
Residue cover <20% 0.06
Residue Ccover >20% 0.17
Grass
Short grass praire
0.15
Dense grass
0.24
Bermudagrass
0 41
Range
0.13
Woods
Light underbrush
0.4
Dense underbrush
0.8
Compute travel time Tc =Tt1 + Tt2 .... Tn
i Tc= 0.525 hr.= E31.4$ min.
t j LANG= 0.315
5/18/2015

tc for amenity ponds
i
Sheet Flows manning's n for sheet flow(table 3.1 TR -55)
_ smooth surfaces(conc.,asphalt, gravel, or bare soil)
Head= 19.00 Fallow(no residue)
mannings 0.4 Woods Cultivated Soils
P2= 3 12 in - _ Residue cover <20%
Length = 228 ft Residue Ccover>20%
s =HIL= 0.083 ftfft -j
Eqn 3.3 TR55 Grass
Short grass praire 0.15
. VQ 12L Dense grass 0.24
- - Bermudagrass 041
-- i -V -r � (i.4
� Range 013
where:
Tt= travel time(hrs.) Woods '
n= mannings roughness coefficient Light underbrush 0.4
L =flow fength(ft.) Dense underbrush 0 8
1-2 =2 -yr, 24 hr rainfall(!n.)
s =land slope(f lft/)
l '
-Tt= 0.40 hr -
Shallow Concentrated Flow
_ h=
— s - - O jtlft
V _ 16.1345 s
V=
0.00 fps
T= LI(360OV)= 1 0.00 hr.
Compute travel time Tc =Tt1 + Tt2....Tn
_ Tc= 0.396 hr.=
- - - - - -- j-- -- - -- I - - i A SAG=
0.011
0.05
0.06
0.17
5/18/2015
2376 rnin.
0.238

HEC -J. INPUT
LINE
ID
....... 1 ....... 2 ....... 3 ....... 4.......5 ....... 6 ....... 7.,., ... 8 ....... 9 ...... 10
1
ID
SEALED AIR POND1
2
ID
2 YEAR PRE -- DEVELOPED CONDITION DRAINAGE
AREA INCLUDES A14ENITY PONDS
3
ID
GEOSCIENCE GROUP, INC..
4
IT
1 0 0 1800
5
TO
5 0 0
6
KK
RUNOFF FROM AREA
7
KM
1 YEAR - 24 HOUR STOR1.1
8
RN
0 0 0.398 0.794 1.36 1.57 1.68 2,04
2.41
2.77
9
KM
2 YEAR
10
PH
0 0 0,42 0.83
1.45
1.76 1.95 2.28
11
KM
10 YEAR
12
Kit
0 0 0.59 1.26 2.36 2.9 3.21 3.72
13
KM
25 YEAR
14
KM
0 0 0.68 1.47 2.76 3.4 3.75 4.38
15
KM
50 YEAR
16
KM
0 0 0.75 1.62 3.05
3.78
4.20 4.92
17
KM
100 YEAR
18
KM
0 0 0.83 1.78
3.34
4.12 4.56 5.34
19
KK
RUNOFF AMENITY
20
KM
AMENITY POND AREA = 1.44 ACRES
21
KO
21
22
BA
0.0023
23
LS
0 70
24
UD
0.238
25
Khi
POND 1 AREA = 9.3 ACRES
26
KK
RUNOFF POND 1
27
KO
0
21
28
BA
0.0145
29
LS
0 70
30
UD
0.315
31
KK
COMBIN E
32
KM
COMBINE 2 HYDROGRAPHS.
33
KO
21
34
HC
2
35
ZZ

*
Fes*
FLOOD HYDROGRAPH
PACKAGE (HEC -1)
* JUN
1998
* VERSION
4.1
*
*
* RUN DATE 18MAY15
TIME 11.23.05
* U.S. ARMY C
* HYDROLOGIC
* 609 S
* DAVIS, C
* (916
SEALED AIR POND1
2 YEAR PRE - DEVELOPED CONDITION DRAINAGE AREA INCLUDES AI•EENITY PONDS
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL O. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IRATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIi1E
ICENT 19 CENTURY LIARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
VALUE EXCEEDS TABLE IN LOGLOG
SQUARE RILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
01667 .01667 6.00000
* ** * ** * ** * ** * *x * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
*
19 KK * RUNOFF * AMENITY
* *
* * * * * * * * * * * * **
21 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SA`:'ED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
*
26 KK * RUNOFF * POND 1
* *

27 KO
OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAVI
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG
.01667
.01667 6.00000
*
31 KK
* COMBIN *
E
*
33 KO
OUTPUT CONTROL
7ARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAVI
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS

* ** NORMAL END OF HEC -I * **
MAXI
STA
RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE PLOW FOR MAXIMUM
PERIOD
BASIN
OPERATION
STATION
FLOW
PEAK
6 -HOUR 24 -HOUR
72 -HOUR
AREA
HYDROGRAPH
AT
RUNOFF
0.
.00
0. 0.
0.
.00
HYDROGRAPH
AT
RUNOFF
1_
3.35
0. 0.
0.
.00
HYDROGRAPH
AT
RUNOFF
3.
3.47
I. 0
0
01
2 COMBINED
AT
COMBIN
3.
3.45
1. Q.
0.
.Q2
* ** NORMAL END OF HEC -I * **
MAXI
STA

Hydrograph Peak Flow Rate
Name (CFS)
RUNOFF 0.542
RUNOFF 2.965
COMBIN 3.453
Peak Flow Total Volume
Date /Time I x1000 (CF)
Dec 01, 1900 03:22 1.895
Dec 01, 1900 03:29 11.945
Dec 01, 1900 03:28 13.84

HEC -1 INPUT
LINEID ....... 1 ....... 2 ....... 3.......4..,....5.......6. .,....7.......8.......9......10
1
ID
SEALED AIR POND1
2
ID
10 YEAR PRE -DE "ELOPED CONDITION DRAINAGE
AREA INCLUDES AMENITY PONDS
3
ID
GEOSCIENCE GROUP,
INC.
4
IT
1 0 0
1800
5
IO
5 0 0
6
KK
RUNOFF FROM AREA
7
KM
1 YEAR - 24 HOUR STORM
8
KM
0 0 0.398 0.794 1.36 1.57
1.68 2.04 2.41
2.77
9
KM
2 YEAR
10
KM
0 0 0.42 0.83 1.45 1.76
1.95 2.28
11
KM
10 YEAR
12
PH
0 0 0.59
1.26
2,36
2.9 3.21 3.72
13
KM
25 YEAR
14
KM
0 0 0.68 1.47 2.76 3.4 3.75
4.38
15
KM
50 YEAR
16
KM
0 0 0.75 1.62
3.05
3.78
4.20 4.92
17
KM
100 YEAR
1B
KM
0 0 0.83
1.78
3.34
4.12 4.56 5.34
19
KK
RUNOFF AMENITY
20
KM
AMENITY POND AREA = 1.44
ACRES
21
KO
21
22
BA
0.0023
23
LS
0 70
24
UD
0.238
25
KM
POND 1 AREA = 9.3 ACRES
26
KK
RUNOFF POND 1
27
KO
0
21
28
BA
0.0145
29
LS
0 70
30
UD
0.315
31
KK
COMBIN E
32
KM
COMBINE 2 HYDROGRAPHS
33
KO
21
34
HC
2
35
zz

*
* FLOOD HYDROGRAPH
*
PACKAGE (HEC -1)
* JUN
1998
* VERSION
4.1
*
*
" RUN DATE 18MAY15
TIME 11:25 :03
*
* U.S. ARMY C
* HYDROLOGIC
* 609 S
* DAVIS, C
* (916
*
SEALED AIR POND1
10 YEAR PRE -DE "ELOPED CONDITION DRAINAGE AREA INCLUDES AMENITY PONDS
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL O. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IRATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIME
ICENT 19 CENTURY MART{
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
VALUE EXCEEDS TABLE IN LOGLOG
SQUARE NILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
.01667 .01667 6.00000
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * *,, * ** * ** * ** * ** * **
* * * * * * * * * * * * **
* *
19 KK * RUNOFF * AMENITY
w *
* * ** * * * * * * * * **
21 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
* ** * ** * ** * ** * ** * #* * ** * ** ** * ** * ** * ** * ** * ** * ** * ** *w* * ** * ** * ** * ** * ** * ** * ** * ** *w* * **
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26 KK * RUNOFF * POND 1
* *

27 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
* * * * * * * * * * * * **
31 KK * COMBIN * E
* *
* * * * * * * * * * * * **
33 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISM 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS

* ** NORMAL END OF HEC -1 * **
BASIN
AREA
.00
.00
.01
.02
MAXI
STA
RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
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PEAK
TIME OF
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STATION
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AT
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AT
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2. 1.
0.
* ** NORMAL END OF HEC -1 * **
BASIN
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.00
.00
.01
.02
MAXI
STA

Nydrograph
Peak Flow Rate
Peak Flow
Total Volume
Name
(CFS)
Date/Time
x1000 (CF)
RUNOFF
2.024
11.043
Dec 01, 1900 03:20
Dec 01, 1900 03:26
Dec 01, 1900 0325
6.126
38.619
44.745
RUNOFF
COMBIN 112.893

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HEC -1 INPUT
LINE ID ....... 1 ....... 2 ....... 3.......4.......5.......6. ......7,......8.......9......10
1
ID
SEALED AIR DETENTION POND 1
2
ID
2 YEAR STORM POST DEVELOPMENT CONDITION
INCLUDES AMENITY
POND AND 9.3 ACRE DRA
3
ID
GEOSCIENCE GROUP, INC.
4
IT
1 0 0 1800
5
IO
5 0 0
6
KK
UPPER POND
7
KM
2 YEAR
8
PH
0 0 0.42 0.83
1.45
1.76
1.95
2.28
9
KM
10 YEAR
10
KM
0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
KM
25 YEAR
12
KM
0 0 0.68 1.47 2.76 3.4 3.75 4.38
13
KM
50 YEAR
14
KM
0 0 0.75 1.62 3.05 3.78 4.2 4.92
15
KO
21
16
KM
UPPER AMENITY POND
17
BA
0.0010 5
18
LS
0 98
19
UD
0.05
20
KO
21
21
KK
ROUTE
22
KM
ROUTE UPPER POND
23
KM
"NORMAL" DAY Q = 0.51 cfs
24
RS
1 ELEV 653.04
25
SV
0 0.07 0.167 0.293
0.433
0.605
0.85
1.164
26
SE
647 648 649 650
651
652
653
654
27
KM
20' WEIR @ ELEVATION = 653
26
SQ
0 1.9 3.49 5.37
7.5
9.86
12.42
15.18 21.21 37.21
29
SQ
60
30
SE
653 653.1 653.15 653.2
653.25
653.3
653.35
653.4 653.5 653.75
31
SE
654
32
KO
21
33
KK
LOWER POND
34
KM
LOWER POND INFLOW HYDROGRAPH
35
BA
0.0012
36
LS
0 98
37
UD
0.05
38
KO
21
39
KK
COMBIN E
40
KM
COMBINE OUTFLOW FROM UPPER WITH INFLOW TO LOWER
POND
41
HC
2
42
KO
21
43
KK
ROUTE LOWER
44
KM
ROUTE THROUGH LOWER POND
45
KM
"NORMAL" DAY Q = 0.51 cfs
46
RS
1 ELEV 643.55
47
SV
0 0.124 0.27 0.449
0.662
0.903
1.037
1.185
48
SE
638 639 640 641
642
643
643.5
644
49
SQ
0 6 16.97 31.18
48
67.08
88.18
50
SE
643.5 643.75 644 644.25
644.5
644.75
645

HEC -1 INPUT
LINE
ID
....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
51
KO
21
52
KK
POST
53
KM
9.3 ACRE DRAINAGE AREA
54
BA
0.0145
55
LS
92.53
56
UD
0.05
57
KO
21
58
KK
COMBIN E
59
HC
2
60
KO
21
61
KK
ROUTE
62
RS
1 ELEV 612
63
Sv
0 0.172 0.437
0.82
1.333
1.635
64
SE
612 614 616
618
620
621
65
KM
6" ORIFICE AT ELEVATION
= 612
66
KM
1' WEIR AT ELEVATION = 618.5
67
SQ
0 0.89 1.35
1.7
1.98
2.23 2.46 2.56 2.99 3.72
68
SQ
8.36 14.89
69
SE
612 613 614
615
616
617 618 618.5 618.75 619
70
SE
620 621
71
KM
MODEL TOP OF 4' x 4' BOX
WITH ST
RECORD
WEIR LENGHT = 16 -1 = 15'
72
ST
620.6 1 3
1.5
73
KO
21
74
ZZ

*
............
*
* FLOOD HYDROGRAPH
PACKAGE (HEC -1)
* JUN
1998
* VERSION
4.1
*
* RUN DATE 18MAY15
TIME 14:45 :52
*
*
IPLOT
0
* U.S. ARMY C
HYDROLOGIC
* 609 S
* DAVIS, C
( 916
*
* * * * * * * * * * * * * * **
SEALED AIR DETENTION POND 1
2 YEAR STORM POST DEVELOPMENT CONDITION INCLUDES AMENITY POND AND 9.3 ACRE DRA
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN I
IDATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29,9E HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * **
* *
6 KK * UPPER * POND
* *
* * * * * * * * * * * * **
20 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
* *
6 KK * UPPER *
POND
* *
* * * * * * * * * * * * **
15 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
IPLOT
0
QSCAL
0.
IPNCH
0
TOUT
21
ISAV1
1
ISAV2
1800
TIMINT
.017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * **
* *
6 KK * UPPER * POND
* *
* * * * * * * * * * * * **
20 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL

IPLOT
QSCAL
I PNCH
IOUT
ISAV1
ISAV2
TIMINT
VALUE EXCEEDS TABLE IN LOGLOG
0 PLOT CONTROL
0. BYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
.017 TIME INTERVAL IN HOURS
.01667 .01667 6.00000
* ** * ** * * * * ** * ** * ** * ** w ** *** * ** www * ** * ** * ** :r,* * ** * ** * * * www * * * * * * * * * * ** * * * *** * * * * **
* * * * * * * * * * * * **
* *
21 KK * ROUTE
* *
* ** *www * * * * *w*
32 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 I FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
* * * * *w * *w* ** **
* *
33 KK * LOWER * POND
* *
* * * *w * * * * * * * **
38 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
* ** * ** * ** * ** * ** *** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* *
39 KK * COMBIN * E
* *
* * * * ** ** * * * * **
42 KO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0,
IPNCH 0
TOUT 21
ISAV1 1
ISAV2 1800
TIMINT .017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS

* ** * ** * ** * ** * ** , ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
* *
43 KK * ROUTE * LOWER
* *
51 KO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IPNCH 0
IOUT 21
ISAV1 1
ISAV2 1800
TIMINT .017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SA'.'ED
TIME INTERVAL IN HOURS
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
*
52 KK * POST
* * * * * * * * * * * * **
57 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT 017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* *
58 KK * COMBIN * E
* *
* * * * * * * * * * * * **
60 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
'QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
* * * * * * * * * * * * **
* *
61 KK * ROUTE
* *
* * * * * * * * * * * * **

73 KO OUTPUT CONTROL
IPRNT
IPLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
VARIABLES
5 PRINT CONTROL
0 PLOT CONTROL
0. HYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
1600 LAST ORDINATE PUNCHED OR SAVED
.017 TIME INTERVAL IN HOURS

RUNOFF
SUMMARY
FLOW
IN CUBIC
FEET PER SECOND
TIME IN
HOURS, AREA
IN SQUARE MILES
OPERATION
STATION
PEAK
FLOW
TIME OF
PEAK
AVERAGE
6 -HOUR
FLOW FOR MAXIMUM
24 -HOUR
PERIOD
72 -HOUR
BASIN
AREA
MAXI
STA
HYDROGRAPH
AT
UPPER
3.
3.07
0.
0,
0.
.00
ROUTED TO
ROUTE
2.
3.15
0.
0.
0.
.00
653
HYDROGRAPH
AT
LOWER
3.
3.07
0.
0.
0.
.00
2 COMBINED
AT
COMBIN
5.
3.08
1.
C.
0
00
ROUTED TO
ROUTE
3.
3.18
1.
0.
0.
.00
643
HYDROGRAPH
AT
POST
34.
3.07
2.
1.
0.
.01
2 COMBINED
AT
COMBIN
36.
3.07
3.
1.
1.
.02
ROUTED TO
ROUTE
3,
3.98
2.
1.
1.
.02
618

* ** NORMAL END OF HEC -1 * **
SUMMARY
OF DAM OVERTOPPING /BREACH ANALYSIS
FOR STATION ROUTE
(PEAKS SHOWN
ARE FOR INTERNAL TIME
STEP USED DURING BREACH FORMATION}
PLAN 1 ...............
INITIAL VALUE
SPILLWAY CREST TOP OF DAM
ELEVATION
612.00
620.60
620.60
STORAGE
0.
2
2
OUTFLOW
0.
12.
12.
RATIO
MAXIMUM
MAXIMUM MAXIMUM
MAXIMUM
DURATION TIME OF
TIME O
OF
RESERVOIR
DEPTH STORAGE
OUTFLOW
OVER TOP MAX OUTFLOW
FAILUR
PMF
W.S.ELEV
OVER DAM AC -FT
CFS
HOURS HOURS
HOURS
1.00
618.46
.00 1.
3.
.00 4.05
.00
* ** NORMAL END OF HEC -1 * **

Hydrograph I Peak Flow Rate Peak Flow I Total Volume
me
Na (CFS) Date /Time 1 x1000 (CF)
UPPER
2.883
1.621
3.459
4.748
3.245
33.978
36.376
2.551
Dec 01, 1900 03:05
Dec 01, 1900 03:10
Dec 01, 1900 03:05
Dec 01, 1900 03:06
Dec 01, 1900 03:12
Dec 01, 1900 03:05
Dec 01, 190003.-05
Dec 01, 1900 04:01
4.767
5.314
5.721
11.035
11.68
51.672
63.351
64.892
ROUTE
LOWER
COMBIN
ROUTE
POST
COMBIN
ROUTE

nrlu -1 1NruT
LINEID ....... 1.......2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
1
ID
SEALED AIR DETENTION POND 1
2
ID
10 YEAR STORM POST DEVELOPMENT
CONDITION
INCLUDES
AMENITY
POND AND 9.3 ACRE DR
3
ID
GEOSCIENCE GROUP, INC.
4
IT
1 0 0 1800
5
IO
5 0 0
6
KK
UPPER POND
7
KM
2 YEAR
8
KM
0 0 0.42 0.83 1.45 1.76 1.95 2.28
9
KM
10 YEAR
10
PH
0 0 0.59 1.26
2.36
2.9
3.21
3.72
11
KM
25 YEAR
12
KM
0 0 0.68 1.47 2.76 3.4 3.75 4.38
13
KM
50 YEAR
14
KM
0 0 0.75 1.62 3.05 3.78 4.2 4.92
15
KO
21
16
KM
UPPER AMENITY POND
17
BA
0.0010 5
18
LS
0 98
19
U
0.05
20
KO
21
21
KK
ROUTE
22
KM
ROUTE UPPER POND
23
KM
"NORMAL" DAY Q = 0.51 cfs
24
RS
1 ELEV 653.04
25
SV
0 0.07 0.167 0.293
0.433
0.605
0.85
1.164
26
SE
647 648 649 650
651
652
653
654
27
KM
20" WEIR @ ELEVATION = 653
28
SQ
0 1.9 3.49 5.37
7.5
9.86
12.42
15.16 21.21 37.21
29
SQ
60
30
SE
653 653.1 653.15 653.2
653.25
653.3
653.35
653.4 653.5 653.75
31
SE
654
32
KO
21
33
KK
LOWER POND
34
KM
LOWER POND INFLOW HYDROGRAPH
35
BA
0.0012
36
LS
0 98
37
UD
0.05
38
KO
21
39
KK
COMBIN E
40
KM
COMBINE OUTFLOW FROM UPPER WITH
INFLOW
TO LOWER
POND
41
HC
2
42
KO
21
43
KK
ROUTE LOWER
44
KM
ROUTE THROUGH LOWER POND
45
KM
"NORMAL" DAY Q = 0.51 cfs
46
RS
1 ELEV 643.55
47
SV
0 0.124 0.27 0.4.49
0.662
0.903
1.037
1.185
48
SE
638 639 640 641
642
643
643.5
644
49
SQ
0 6 16.97 31.18
48
67.06
88.18
50
SE
643.5 643.75 644 644.25
644.5
644.75
645

hhU -1 1NYUT
LINEID
....... I ....... 2.. .....3.......4.......5.......6. ......7,.,....8.......9......10
51
KO
21
52
KK
POST
53
KM
9.3 ACRE DRAINAGE AREA
54
BA
0.0145
55
LS
92.53
56
UD
0.05
57
KO
21
58
KK
COMBIN E
59
HC
2
60
KO
21
61
KK
ROUTE
62
RS
1 ELEV 612
63
SV
0 0.172 0,437
0.82
1.333
1.635
64
SE
612 614 616
618
620
621
65
KM
6 " ORIFICE AT ELEVATION
= 612
66
KM
1' WEIR AT ELEVATION = 618.5
67
SQ
0 0.89 1.35
1.7
1.98
2.23 2,46 2.56 2.99 3,72
68
SQ
8.36 14.89
69
SE
612 613 614
615
616
617 618 618.5 618.75 619
70
SE
620 621
71
KM
MODEL TOP OF 4' x 4' BOX
WITH ST
RECORD
WEIR LENGHT = 16 -1 = 15"
72
ST
620.6 1 3
1.5
73
KO
21
74
ZZ

* FLOOD HYDROGRAPH PACKAGE (EEC -1)
* ,TUN 1998
* VERSION 4.1
* RUN DATE 18MAY15 TIME 14:48:09
*
* * * ** * * * * * * * * * **
*
* U.S. ARMY C
* HYDROLOGIC
609 S
* DAVIS, C.
(916
* * * * * * * * * * * * * * **
SEALED AIR DETENTION POND 1
10 YEAR STORM POST DEVELOPMENT CONDITION INCLUDES AMENITY POND AND 9.3 ACRE DR
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* * * * * * * * * * * * **
* *
6 KK * UPPER * POND
* *
* * * * * * * * * * * * **
15 KO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IPNCH 0
IOUT 21
ISAV1 1
ISAV2 1800
TIMINT .017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
* * * * * * * * * * * * **
6 KK * UPPER * POND
* *
20 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL

IPLOT
QSCAL
IPNCH
TOUT
ISAVI
ISAV2
TIMINT
VALUE EXCEEDS TABLE IN LOGLOG
0 PLOT CONTROL
0. HYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
.017 TIME INTERVAL IN HOURS
01667 .01667 6.00000
* * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** * * * * * * * * * * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * **
* *
21 KK * ROUTE
* *
* * * * * * * * * * * * **
32 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS
* * * * * * * * * * * * **
* *
33 KK * LOWER * POND
* *
38 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAVI 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
* * * * * * * * * * * * * * * * * * *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * ** * * * * * * * * * * * * * * * * * *
** * * * * * * * * * * **
39 KK * COMBIN * E
* * * * * * * * * * * * **
42 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS

* * * * * * * * * * * * **
*
*
43 KK * ROUTE *
LOWER
* *
51 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAVI
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS
* ** * ** * ** * ** * ** * ** * ** * ** k ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *' ** * **
* * * * * * * * * * * * **
* *
52 KK * POST
* *
57 KO OUTPUT CONT,
IPRNT
IPLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
ROL VARIABLES
5
0
0.
0
21
1
1800
.017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
* * * * * * *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* * * * * * * * * * * * **
* *
58 KK * COMBIN * E
* *
* * * * * * * * * * * * **
60 K0 OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IPNCH 0
IOUT 21
ISAV1 1
ISAV2 1800
TIMINT .017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * ** * * **
61 KK * ROUTE
* *
* * * * * * * * * * * * **

IPRNT
IPLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
5 PRINT CONTROL
0 PLOT CONTROL
0. HYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
.017 TIME INTERVAL IN HOURS

RUNOFF
SUMMARY
FLOW
IN CUBIC
FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE
FLOW FOR MAXIMUM
PERIOD
BASIN
MAXI
OPERATION
STATION
FLOW
PEAK
6 -HOUR
24 -HOUR
72 -HOUR
AREA
STA
HYDROGRAPH
AT
UPPER
4.
3.07
0.
0.
0.
.00
ROUTED TO
ROUTE
3.
3.15
0.
0.
0.
.00
653
HYDROGRAPH
AT
LOWER
51
3.07
0.
0.
0.
.00
2 COMBINED
AT
COMHIN
7.
3.08
1.
O.
0.
.00
ROUTED TO
ROUTE
5.
3.18
1.
0.
0.
.00
643
HYDROGRAPH
AT
POST
55.
3.07
5.
1.
1.
.01
2 COMBINED
AT
COMBIN
59.
3.07
5.
1.
11
.02
ROUTED TO
ROUTE
12.
3.50
4.
1.
1.
.02
620

* ** NORMAL END OF HEC -1 * **
SUMMARY
OF DAM OVERTOPPING /BREACH ANALYSIS
FOR STATION ROUTE
(PEAKS SHOWN
ARE FOR INTERNAL TIME
STEP USED DURING BREACH FORMATION)
PLAN I ...............
INITIAL VALUE
SPILLWAY CREST TOP OF DAM
ELEVATION
612.00
620.60
620.60
STORAGE
0.
2
2
OUTFLOW
0.
12.
12.
RATIO
MAXIMUM
MAXIMUM MAXIMUM
MAXIMUM
DURATION TIME OF
TIME 0
OF
RESERVOIR
DEPTH STORAGE
OUTFLOW
OVER TOP MAX OUTFLOW
FAILUR
PMF
W.S.ELEV
OVER DAM AC -FT
CFS
HOURS HOURS
HOURS
1.00
620.56
.00 2.
12.
.00 3.50
.00
* ** NORMAL END OF HEC -1 * **

Hydrograph I Peak Flow Rate Peak Flow I Total Volume
me
Na (CFS) Date/Time x1000 (CF)
UPPER
4.189
2,796
5.027
7.293
5.254
54.886
58.81
12.029
Dec 01, 190003:05
Dec 01, 1900 03 :10
Dec 01, 1900 03:05
Dec 01, 1900 03 :06
Dec 01, 1900 0312
Dec 01, 1900 03 :05
Dec 01, 1900 03:05
Dec 01, 1900 03:31
8.098
8.644
9.718
18,363
19.007
97.703
116.71
118.276
ROUTE
LOWER
COMBIN
ROUTE
POST
COMBIN
ROUTE

f
49 - --
rou. - 5b, 6 3 /o.- - fir' -
n� = 103 0:� = �` �b 1� Ord

HEC -1 INPUT
LINEID ....... 1 ....... 2 ....... 3 ....... 4.......5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
1
ID
SEALED AIR DETENTION POND 1
2
ID
50 YEAR STORM POST DEVELOPMENT
CONDITION
INCLUDES AMENITY
POND AND 9.3 ACRE DR
3
ID
GEOSCIENCE GROUP, INC.
4
IT
1 0 0 1800
5
TO
5 0 0
6
KK
UPPER POND
7
KM
2 YEAR
8
KM
0 0 0.42 0.83 1.45 1.76 1.95 2.28
9
KM
10 YEAR
10
KM
0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
KM
25 YEAR
12
KM
0 0 0.68 1.47 2.76 3.4 3.75 4.38
13
KM
50 YEAR
14
PH
0 0 0.75 1.62
3.05
3.78
4.2
4.92
15
KO
21
16
KM
UPPER AMENITY POND
17
BA
0.0010 5
18
LS
0 98
19
UD
0.05
20
KO
21
21
KK
ROUTE
22
KM
ROUTE UPPER POND
23
KM
"NORMAL" DAY Q = 0.51 cfs
24
RS
1 ELEV 653.04
25
SV
0 0.07 0,167 0.293
0.433
0.605
0.85
1.164
26
SE
647 648 649 650
651
652
653
654
27
KM
20' WEIR @ ELEVATION = 653
28
SQ
0 1.9 3.49 5.37
7.5
9.86
12.42
15.18 21.21 37.21
29
SQ
60
30
SE
653 653.1 653.15 653.2
653.25
653.3
653.35
653.4 653.5 653.75
31
SE
654
32
KO
21
33
KK
LOWER POND
34
KM
LOWER POND INFLOW HYDROGRAPH
35
BA
0.0012
36
LS
0 98
37
UD
0.05
38
KO
21
39
KK
COMBIN E
40
KM
COMBINE OUTFLOW FROM UPPER WITH
INFLOW
TO LOWER
POND
41
HC
2
42
KO
21
43
KK
ROUTE LOWER
44
KM
ROUTE THROUGH LOWER POND
45
KM
"NORMAL" DAY Q = 0.51 cfs
46
RS
1 ELEV 643.55
47
SV
0 0.124 0.27 0.449
0.662
0.903
1.037
1.185
48
SE
638 639 640 641
642
643
643.5
644
49
SQ
0 6 16.97 31.18
48
67.08
88.18
50
SE
643.5 643.75 644 644.25
644.5
644.75
645

HEC -1 INPUT
LINE
ID
....... I ....... 2 ....... 3 ....... 4 ....... 5 ....... 6... .... 7 ....... 8 ....... 9...... 10
51
Ko
21
52
KK
POST
53
KM
9.3 ACRE DRAINAGE AREA
54
BA
0.0145
55
LS
92.53
56
UD
0.05
57
KO
21
58
KK
COMBIN E
59
HC
2
60
KO
21
61
KK
ROUTE
62
RS
1 ELEV 612
63
SV
0 0.172 0.437
0.82
1.333
1.635
64
SE
612 614 616
618
620
621
65
KM
6" ORIFICE AT ELEVATION
= 612
66
KM
1' WEIR AT ELEVATION = 618.5
67
SQ
0 0.89 1.35
1,7
1.98
2.23 2.46 2.56 2.99 3.72
68
SQ
8.36 14.89
69
SE
612 613 614
615
616
617 618 618.5 618.75 619
70
SE
620 621
71
KM
MODEL TOP OF 4' x 4' BOX
WITH ST
RECORD
WEIR LENGHT = 16 -1 = 15'
72
ST
620.6 15 3
1.5
73
KO
21
74
ZZ

********** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * **
* *
* FLOOD HYDROGRAPH PACKAGE (HEC -1)
* JUN 1998
* VERSION 4.1
* *
* RUN DATE 18MAY15 TIME 14156:36
*
* * * * * * * * * * * * * * **
*
* U.S. ARMY C
* HYDROLOGIC
* 609 S
* DAVIS, C.
* (916
*
SEALED AIR DETENTION POND 1
50 YEAR STORM POST DEVELOPMENT CONDITION INCLUDES AMENITY POND AND 9.3 ACRE DR
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ***
* * * * * * * * * * * * **
* *
6 KK * UPPER * POND
* *
* * * * * * * * * * * * **
15 KO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL Q.
IPNCH 0
IQUT 21
ISAV1 1
ISAV2 1800
TIMINT .017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED_
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
* * * * * * * * * * * * **
* *
6 KK * UPPER * POND
* * * * * * * * * * * * **
20 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL

as LVa
QSCAL
IPNCH
IOUT
ISAVI
ISAV2
TIMINT
VALUE EXCEEDS TABLE IN LOGLOG
v r" vi I'UN -KUL
0. HYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
.017 TIME INTERVAL IN HOURS
01667 .01667 6.00000
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * ** ***
* * * * * * * * * * * * **
* *
21 KK * ROUTE
* *
* * * * * * * * * * * * **
32 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
I
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** + ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
*
33 KK * LOWER *
POND
38 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG
.01667 .01667 6.00000
* * * * * * * * * * * * **
* *
39 KK * COMBIN * E
* *
* * * * * * * * * * * * **
42 KO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
¢SCAT. 0.
IPNCH 0
IOUT 21
ISAV1 I
ISAV2 1800
TIMINT .017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS

* *
43 KK * ROUTE * LOWER
*
51 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
LOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 I FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
* ** * ** * ** * ** * ** * ** -* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** ***
* *
52 KK * POST
+ *
* * + + + + * * * * * + **
57 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL D. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
TOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1900 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
+ *
58 KK * COMBIN * E
* *
60 KO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IPNCH 0
IOUT 21
ISAV1 1
ISAV2 1800
TIMINT .017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
* * * * * * * ** * ** * ** * ** * ** * ** * * * * ** * ** * ** * ** *** * ** * ** * ** * ** * ** * ** * ** * ** * * * * ** * ** * ** * **
* *
61 KK * ROUTE
* * * * * * * * * * * * **

73 KO OUTPUT CONTROL
IPRNT
IPLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
VARIABLES
5 PRINT CONTROL
0 PLOT CONTROL
0. HYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
.017 TIME INTERVAL IN HOURS

RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM
PERIOD
BASIN
MAXI
OPERATION
STATION
FLOW
PEAK
6-HOUR 24 -HOUR
72 -HOUR
AREA
STA
HYDROGRAPH
AT
UPPER
S.
3.07
1. 0,
0.
.00
ROUTED TO
ROUTE
4.
3.13
1. 0.
0.
.00
653
HYDROGRAPH
AT
LOWER
6.
3.07
1. 0.
0.
.00
2 COMBINED
AT
COMBIN
10,
3.08
1. 0.
0.
.00
ROUTED TO
ROUTE
7.
3.17
1. 0.
0.
.00
643
HYDROGRAPH
AT
POST
73.
3.07
6. 2.
11
.01
2 COMBINED
AT
COMBIN
78.
3.07
7. 2.
2.
.02
ROUTED TO
ROUTE
39.
3.22
6. 2.
2.
.02
621

aUMuAKI Ur UAM OVERTUPPING /BREACH ANALYSIS FOR STATION ROUTE
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ...............
INITIAL
VALUE
SPILLWAY CREST TOP
OF DAM
ELEVATION
612.00
620.60
620.60
STORAGE
0.
2.
2.
OUTFLOW
0.
12.
12.
RATIO
MAXIMUM
MAXIMUM
MAXIMUM
MAXIMUM DURATION
TIME OF
TIME O
OF
RESERVOIR
DEPTH
STORAGE
OUTFLOW OVER TOP
MAX OUTFLOW
FAILUR
PMF
W.S.ELEV
OVER DAM
AC -FT
CFS HOURS
HOURS
HOURS
1.00
621.23
.63
2.
39. .65
3.22
.00
* ** NORMAL END OF HEC -1 * **

Hydrograph Peak Flow Rate Peak Flow Total Volume
Name (CFS) Date/Time I x1000 (CF)
UPPER
5.363
3.804
6.436
9.635
7.372
72.847
78.018
38.627
Dec 01, 1900 03:05
Dec 01, 1900 03:09
Dec 01, 1900 03:05
Dec 01, 1900 03:06
Dec 01, 1900 03:11
Dec 01, 1900 03 :05
Dec 01, 1900 03:05
Dec 01, 1900 03:14
10.88
11.427
13.056
24.483
25.127
137.041
162.169
164.214
ROUTE
LOWER
COMBIN
ROUTE
POST
COMBIN
ROUTE i

50 YEAR STORM 30" ON 0.76% SLOPE
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
ft2
Roughness Coefficient
0.012
Channel Slope
0.00760 ft/ft
Diameter
2.50 ft
Discharge
38.63 ft3 /s
Results
Critical Depth
Normal Depth
2,04
ft
Flow Area
4.29
ft2
Wetted Perimeter
5,65
ft
Hydraulic Radius
0.76
ft
Tap Width
1,93
ft
Critical Depth
2,10
ft
Percent Full
81,7
Critical Slope
0.00726
ft/ft
Velocity
9.00
ft/s
Velocity Head
1.26
ft
Specific Energy
3.30
ft
Froude Number
1.06
Maximum Discharge
41.67
fts /s
Discharge Full
38-74
ft' /S
Slope Full
0.00756
ft/ft
Flow Type
SuperCriticai
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0,00
ft
Average End Depth Over Rise
O.OD
%
Normal Depth Over Rise
81,72
%
Downstream Velocity
Infinity
ft!s
Bentley Systems, Inc. Haestad Methods SoI%ad6JalF wMaster v8i (SELECTseries 1) 108.11.01.031
5!18/2015 3:11:24 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

10 YEAR STORM 30" ON 0.76% SLOPE
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
ft2
Roughness Coefficient
0.012
Channel Slope
0.00760 fdft
Diameter
2.50 ft
Discharge
12.03 ft3 /s
Results
Critical Depth
Normal Depth
0.96
ft
Flow Area
1.73
ft2
Wetted Perimeter
3.33
ft
Hydraulic Radius
0.52
ft
Top Width
2.43
ft
Critical Depth
1.16
ft
Percent Full
38.3
%
Critical Slope
0.00375
fUft
Velocity
6.96
ft/s
Velocity Head
0.75
ft
Specific Energy
1.71
ft
Froude Number
1 A6
Maximum Discharge
41.67
Wis
Discharge Full
38.74
ft9 /s
Slope Full
0.00073
ft/ft
Flow Type Supercritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Average End Depth Over Rise
0.00
%
Normal Depth Over Rise
38.26
%
Downstream Velocity
Infinity
fus
Bentley Systems, Inc. Haestad Methods SolBfiodeg0#nwMaster V8i (SELECTseries 1 ) [08.11.01.031
5/18/2015 3:12:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

City of Charlotte
Land Development Division
Post Construction Controls / Detention Worksheet
The following sections help to provide information on volume and peak controls for the site. Attach BMP Inset
tables and Design Procedure Forms for each BMP to show that each is sized appropriately per the design
requirements.
ect Description: Attach brief explanation of detention plans and anv assumptions
Skimmer basin #4 to be converted to a permanent detention pond. This project is exempt from the PCCO. The
detention pond will control the 2 and 10 year 6 hour storms.
PRE - DEVELOPED SUMMARY
Basin area: 2.52 ac. (Delineated on attached drainage area map)
Time of Concentration, Tcpre: 32.55 min. (Based on the SCS Method) (Tc path shown on
attached map) Reference 39.6 of the Charlotte - Mecklenburg Storm Water Design Manual — SCS Travel Time.
Curve Number, Cnp,r: 70
POST- DEVELOPED SUMMARY
Basin area: 2.52 ae. (Delineated on attached drainage area map)
Time of Concentration, Tcpost: 5 min. (Based on the SCS Method) (Te path shown on
attached map) Reference 3.9.6 of the Charlotte - Mecklenburg Storm Water resign Manual — SCS Travel Time.
Runoff Coefficient, Rv- NA Water Quality Volume, WQv (ac -ft)- NA
Curve Number, Cnpost: 93.8 Curve Number, CNpost(modified)- NA
Channel Protection Volume, CPv (ac -f}) - NA _ CPv Release Rate (cfs) NA
DETENTION SUMMARY
Computer Method Used *: HEC -1
*Land Development Plan Review Staff will verb all detention submittals usingHEG1 for compliance with the City of Charlotte Zoning Ordinance,
Section 12.6. This summary is to accompany all detention analysis and is not intended to replace that requirement.
Note- 2-year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a downstream
analysis has been performed, submit complete justif cation for the results
Revised: October 2010
Pagel of 3
Pre (cfs)
Post (cfs)
Routed (cfs)
Elevation (Comments)
1"
I yr.
N/A
N/A
2 yr.
0.785
9.691
0.773
615.02
10 yr.
2.92
15.219
2.792
616.35
25 yr.
50 yr.
N/A
36.017
620.51
100 yr.
N/A
22.23
13.78
616.85 -
Note- 2-year storm is required only for sites required detention per Chapter 12 of the zoning ordinance. If a downstream
analysis has been performed, submit complete justif cation for the results
Revised: October 2010
Pagel of 3

PRE - DEVELOPED SUB -BASIN CALCULATIONS-
Sub-basin Name /Level.: (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope ( ° / ©)
Mannings (n)
Time (min.)
Sheet Unpaved
300
7
0.4
31.8
Sheet Paved
70
0.44
1 Open space, good
MeB /D
Shallow Conc. (Unpaved)
74
Shallow Conc. Paved
292
13.7
0.75
Channel
Pipe
CNPre 70
TOTAL
NIA
NIA
ILN/A
�Tcre =3 2.55
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreagerfatat Area) x (CHI)
2.52
Woods , $!ood
MeB /D
C
70
70
0.44
1 Open space, good
MeB /D
Shallow Conc. (Unpaved)
74
Shallow Cone. Paved
Channel
Pipe
CNPre 70
POST- DEVELOPED SUB -BASIN CALCULATIONS:
Sub -basin Name/Level: (Coordinate with attached drainage area map)
Type of Flow
Travel Length (ft.)
Slope ( %)
Mannings (n)
Time (min.)
Sheet Unpaved
2.08
Pavement
MeB /D
C
Sheet Paved
0.44
1 Open space, good
MeB /D
Shallow Conc. (Unpaved)
74
Shallow Cone. Paved
Channel
Pipe
CNF°st= 93.8
TOTAL
NIA
N/A
NIA
Tc p °st = 5
Acreage
Land Use
Soil Type
Hydrologic Group
CN
Weighted CN
(Acreagefrota[ Area) x (CA')
2.08
Pavement
MeB /D
C
98
0.44
1 Open space, good
MeB /D
C
74
CNF°st= 93.8
Revised: October 2410
Page 2 of 3

STORAGE / DISCHARGE CALCULATIONS (SEE ATTACHED SPREAD SHEET)
*(If applicable) Complete Underground Storage Volume Table
Elevation
Underground *
Above Ground
'Total Ace. Volume (cf)
Weir 2/Em.
Spillway
(Controlled by
outlet pipe'struct)
Ft'
Inv.
Cw=
Ace. Volume for all
Structures (cf)
Area (sq. ft.)
Inc. Volume (cf)
Ace. Volume (cf)
(Above and
Underground)
Stage Discharge (SEE ATTACHED SPREAD SHEET)
Cc= orifice coefficient: Cw = weir coefficient. Orifice Area unit shall be square feet (sf).
Elevation I
Stage
(ft)
Orifice 1
In.
Inv.
Area
Co=
Orifice 2
In.
Inv.
Area
Co=
Weir 1
Ft.
InV.
Cw=
Weir 2/Em.
Spillway
(Controlled by
outlet pipe'struct)
Ft'
Inv.
Cw=
Outlet
Control Pipe
Dia.
Length
Inv.
Co=
Emergency
Spillway
(Free flow out of
pond)
Ft.
Inv.
Cw=
Total Q
(cfs)
Underground Storage Volume Table (If applicable)
Provide additional storage volume tables if more structures are used.
Elevation
Ace. Volume (cf)
Underground Structure #
Length (ft.)
Size /dia (ft.)
Upper inv.
Lower inv.
Slope ( %)
Ace. Volume (cf)
Underground Structure #
Length (ft.)
Size /dia (ft.)
Upper inv.
Lower inv.
SIope ( %)
Ace. Volume (cf)
Underground Structure #
Length (ft.)
Size /dia (ft.)
Upper inv.
Lower inv.
Slope ( %)
Ace. Volume (cf)
Underground Structure #
Length (ft.)
Size /dia (ft.)
Upper inv.
Lower inv.
SIope ( %)
CH1'M.
ENGINEERING & PROPERTY
MANAGEMENT
Land Development Division
600 East Fourth Street, Charlotte, North Carolina 28202 -2844
Telephone: [phone] Fax: [phone] landpermits.charmeck.org
Revised: October 2010
Page 3 of 3

Figure 8.06a: Design of outlet protection from a round pipe flowing full,
minimum tailwater condition (Tw<0.5 diameter)
i
,frfv
*.j
s � "rte ���.p'' •�� � � � �- .,,,y�'"e
•i.
j
t
l� IP
�v - + It

5c;n Irl) A
rxA,A .I ktnr Ava, = Z 5Z
C aM �1(*( 'I c���G2�L��:
GU►fl, �I)M W9,
biooD'

Pre - Development Tc
Sheet Flow
Head= 21.00 - —
mannings 0.4 Woods _
P2= 3.12 in
Length= 300 ft - -
s =H1L= _ 0.070 ftlft - - - —
Eqn 33 TR55 -
- M -
Tf
P2 S
where:
Tt =travel time(hrs.)
n= mannings roughness coell`icient'
L =flow length(ft.) — -- —
P2 =2 yr, 24 hr rainfall(in.)
s =land slope
hr- - — --- —
L71 292 ft
h=1 40 ft
s= 0.136986,ft/ft - —
V I 345V�-
V= � 5.97�fps
T =LI(3600V)=
manning's n for sheet flow {tabs
smooth surfaces (conc.,asphalt, gravel, or ba
Fallow(no_r_esidu_ e)
Cultivated Soils_ —� -
_ Residue cover <20% I - - --
Residue Ccover�20_%
Grass —
_!Short grass pra_ire - -
Dense grass
Berm udagrass
Range- - - - -_ -- __ - -- --
W oods
1 Light underbrush
Dense underbrush
3.1 TR -55
sail) _ 0._011
0,05
0.06
0.'17
6.15
0.24
0.41
-s Q.131
Compute travel time 'Tc =Tt1 + Tt2....Tn
Tc= - r- 0.542 hr.= 32.55 min.
-- - LAG = Wm�.
4/17/2015
M.I

0.00
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
HEC -1 INPUT
ID....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7. ...... 8 ....... 9......10
ID SEALED AIR POND 2
ID 2 YEAR PRE - DEVELOPED CONDITION
ID GECSCIENCE GROUP, INC.
IT 1 0 0 1800
10 5 0 0
KK RUNOFF FROM AREA
KM 2 YEAR
PH 0 0 0.42 0.83
KM 10 YEAR
KM 0 0 0.59 1.26 2.36 2.9 3.21 3.72
KM 25 YEAR
KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
KM 50 YEAR
KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92
KM 100 YEAR
KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
KO 0
BA 0.0039
LS 0 70
UD 0.325
ZZ
1.45
21
1.76 1.95 2.28

*
* FLOOD HYDROGRAPH
PACKAGE (HEC -1)
* JUN
1998
VERSION
4.1
*
*
* RUN DATE 21APR15
TIME 10:37,26
*
*
SEALED AIR POND 2
2 YEAR PRE- DEVELOPED CONDITION
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
COMPUTATION INTERVAL
TOTAL TIME SASE
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
.02 HOURS
29.98 HOURS
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* *1�
* U.S. ARMY C
* HYDROLOGIC
* 609 S
* DAVIS, C
* (916
*
* * * * * * * * * * * * **
* *
6 KK RUNOFF * FROM AREA
* *
17 KO OUTPUT CONT
IPRNT
IPLOT
QSCAL
IUNCH
IOUT
ISAV1
ISAV2
TIMINT
20L VARIABLES
5
0
0.
0
21
1
1800
.017
PRINT CONTROL
PLOT CONTROL,
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000

OPERATION STATION
HYDROGRAPH AT RUNOFF
* ** NORMAL END OF HEC -1 * **
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
FLOW PEAK 6 -HOUR 24 -HOUR 72 -HOUR AREA
1. 3.47 0. 0. 4. .00
MAXI
STA

Hydrograph
Name
RUNOFF
Peak Flow Rate
(CFS)
0.785
Peak Flow
Date /Time
Dec 01, 1900 03:30
Total Volume
x1000 (CF)
3.213

Hydrograph
Name
RUNOFF
Peak Flow Rate
(CFS)
0.785
Peak Flow
Date /Time
Dec 01, 1 900 03:30
Total Volume
x1000 (CF)
3.213

LINE
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
HEC -1 INPUT
1D.......1.......2.. .....3.......4.......5.......6. ......7.......8.......9......10
ID SEALED AIR POND 2
ID 10 YEAR PRE - DEVELOPED CONDITION
ID GEOSCIENCE GROUP, INC.
IT 1 0 0 1800
IO 5 0 0
KK RUNOFF FROM AREA
KM 2 YEAR
KM 0 0 0.42 0.83 1.45 1.76 1.95 2.28
KM 10 YEAR
PH 0 0 0.59 1.26
KM 25 YEAR
KM 0 0 0.68 1.47 2.76 3.4 3.75 4.38
KM 50 YEAR
KM 0 0 0.75 1.62 3.05 3.78 4.2 4.92
KM 100 YEAR
KM 0 0 0.83 1.78 3.34 4.12 4.56 5.34
KO 0
BA O.0039
LS 0 70
UD 0.325
ZZ
2.36
21
2.9 3.21 3.72

SEALED AIR POND 2
10 YEAR PRE-- DEVELOPED CONDITION
GEOSCIENCE GROUP, INC.
5 10 OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IRATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
COMPUTATION INTERVAL
TOTAL TIME BASE
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME,
SURFACE AREA
TEMPERATURE
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
L1INUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
.02 HOURS
29.98 HOURS
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* *
6 KK * RUNOFF * FROM AREA
* * * * * * * * * * * * **
17 KO OUTPUT CONT
IPRNT
IPLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
ROL VARIABLES
5
0
0.
0
21
1
1800
.017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000
* FLOOD HYDROGRAPH PACKAGE (HEC -1)
* JUN 1998
U.S. ARMY C
* VERSION 4.1
*
* HYDROLOGIC
*
*
' 609 S
* RUN DATE 21APR15 TIME 10:39:36
* DAVIS, C.
*
*
* {916
SEALED AIR POND 2
10 YEAR PRE-- DEVELOPED CONDITION
GEOSCIENCE GROUP, INC.
5 10 OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IRATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
COMPUTATION INTERVAL
TOTAL TIME BASE
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME,
SURFACE AREA
TEMPERATURE
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
L1INUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
.02 HOURS
29.98 HOURS
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* *
6 KK * RUNOFF * FROM AREA
* * * * * * * * * * * * **
17 KO OUTPUT CONT
IPRNT
IPLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
ROL VARIABLES
5
0
0.
0
21
1
1800
.017
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
PUNCH COMPUTED HYDROGRAPH
SAVE HYDROGRAPH ON THIS UNIT
FIRST ORDINATE PUNCHED OR SAVED
LAST ORDINATE PUNCHED OR SAVED
TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 6.00000

OPERATION STATION
HYDROGRAPH AT RUNOFF
'** NORMAL END OF HEC -1 * **
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN
FLOW PEAK 6 -HOUR 24 -HOUR 72 -HOUR AREA
3. 3.42 O. O. O. .DO
MAXI
STA

Hydrograph
Name
RUNOFF
Peak Flow Rate
(CFS)
2.92
Peak Flow
Date /Time
Dec 01, 1900 03:27
Total Volume
x1000 (CF)
10.388

�t,►IWE �U���
a� - 2, �V
!i/ O1
gg

Rev 2 Stage Storage
4121/2015
Area
delta Vol
Volume
Volume
Elevation
(ft2)
ft3)
(ft3)
(ac -ft)
612
1,898
0
0
2,241
613
2,584
2,241
0.051
2,973
614
3,361
5,214
0.120
3,778
615
4,195
8,992
0,206
4,642
616
5,089
13,634
0.313
5,566
617
5,043
19,200
0.441
6,5.50
618
7,057
25,750
0.591
7,595
619
8,132
33,344
0.765
8,700
620
9,267
42,044
0.965
4121/2015

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E
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HEC -1 INPUT
LINE
ID
....... 1 ....... 2 ....... 3 ....... 4 ....... 5
....... 6
....... 7
....... 8
....... 9 ...... 10
1
ID
SEALED AIR POND 2
2
ID
2 YEAR POST DEVELOPMENT
CONDITION
3
ID
GEOSCIENCE GROUP,
INC.
4
IT
1 0 0
1600
5
IO
5 0 0
6
KK
RUNOFF FROM AREA
7
KM
2 YEAR
8
PH
0 0 0,42
0.83
1.45
1.76
1.95
2.28
9
KM
10 YEAR
10
KM
0 0 0.59 1.26 2.36 2.9
3.21 3.72
11
KM
25 YEAR
12
KM
0 0 0.68 1.47 2.76 3.4
3.75 4.38
13
KM
50 YEAR
14
KM
0 0 0.75 1.62 3.05 3.78
4.2 4.92
15
KM
100 YEAR
16
KM
0 0 0.83 1.78 3.34 4.12
4.56 5.34
17
KO
0
21
18
SA
0.0039
19
LS
0 93,8
20
UD
0.05
21
KO
21
22
KK
ROUTE
23
RS
1 ELEV 612
24
SV
0 0.051 0.12
0.206 0.313
0.441
0.591
0.765
0.965
25
SE
612 613 614
615
616
617
618
619
620
26
KM
4" Orifice, Invert Elevation = 612
27
SQ
0 0.42 0.62
0.77
0.89
1
1.1
1.19
1.27
28
SE
612 613 614
615
616
617
618
619
620
29
ST
620 20 3
1.5
30
KO
21
31
ZZ

SEALED AIR POND 2
2 YEAR POST DEVELOPMENT CONDITION
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* * * * * * * * * * * * * * **
* FLOOD HYDROGRAPH PACKAGE (HEC -1)
*
*
* UN 1996
* U.S. U ARMY C
* VERSION 9.1
*
* HYDROLOGIC
*
*
* 609 S
* RUN DATE 21APR15 TIME 15:46:35
*
* DAVIS, C
IPLOT
0
* (916
QSCAL
*
HYDROGRAPH PLOT SCALE
IPNCH
0
SEALED AIR POND 2
2 YEAR POST DEVELOPMENT CONDITION
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5
IPLOT 0
QSCAL 0.
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
PRINT CONTROL
PLOT CONTROL
HYDROGRAPH PLOT SCALE
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* *
6 KK * RUNOFF * FROM AREA
* * * * * * * * * * * * **
21 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
* *
6 KK * RUNOFF *
FROM
AREA
17 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
I
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL, IN HOURS
* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * * * * * * * * ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * *
* *
6 KK * RUNOFF * FROM AREA
* * * * * * * * * * * * **
21 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL

IPLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
VALUE EXCEEDS TABLE IN LOGLOG
0 PLOT CONTROL
0. HYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
.017 TIME INTERVAL IN HOURS
.01667 .01567 6.00000
22 KK * ROUTE
30 KO OUTPUT CONTROL
VARIABLES
IPRNT
5
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
TOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS

RUNOFF SUITI-]ARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
OPERATION STATION FLOW
TIME OF
PEAK
AVERAGE FLOW FOR MAXIMUM PERIOD
6 -HOUR 24 -HOUR 72 -HOUR
BASIN MAXI
AREA STA
HYDROGRAPH AT RUNOFF 10,
3.07
1. 0. 0.
00
ROUTED TO ROUTE 1.
3.60
1. 0. 0.
.00 615

* ** NORMAL END OF HEC -1 * **
SUMMARY
OF DAM OVERTOPPING/BREACH ANALYSIS
FOR STATION ROUTE
(PEAKS SHOWN
ARE FOR INTERNAL TIME
STEP USED DURING BREACH FORMATION)
PLAN 1 ...............
INITIAL VALUE
SPILLWAY CREST TOP OF DAM
ELEVATION
612.00
620.00
620.00
STORAGE
0.
1.
1.
OUTFLOW
0.
1.
1.
RATIO
t-I1XIMUM
MAXIMUM MAXIMUM
MAXIMUM
DURATION TIME OF
TIME O
OF
PMF
RESERVOIR
DEPTH STORAGE
OUTFLOW
OVER TOP MAX OUTFLOW
FAILUR
W.S.ELEV
OVER DAM AC -FT
CFS
HOURS HOURS
HOURS
1,00
615.02
.00 0.
1.
.00 3.73
.00
* ** NORMAL END OF HEC -1 * **

Hydrograph Peak Flow Rate Peak Flow I Total Volume
me
Na (CFS) Date /Time x1000 (CF)
RUNOFF 9.091 Dec 01, 1900 03:05 14.88
ROUTE 10.773 Dec 01, 1900 03:40 15.195

122 _
pr
• - - .r ,
fb - U 15
i Ix-
. hvog2 .

-702v

HEC -1 INPUT
LINE ID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6. ...... 7 ....... 8 ....... 9 ...... 10
1
ID
SEALED AIR POND 2
2
ID
10 YEAR POST DEVELOPMENT
CONDITION
3
ID
GEOSCIENCE GROUP,
INC.
4
IT
1 0 0
1800
5
IO
5 0 0
6
KK
RUNOFF FROM AREA
7
KM
2 YEAR
8
KM
0 0 0.42 0.83 1.45 1.76
1.95 2.28
9
KM
10 YEAR
10
PH
0 0 0.59
1.26
2.36
2.9
3.21
3.72
11
KM
25 YEAR
12
KM
0 0 0.68 1.47 2,76 3.4
3.75 4.38
13
KM
50 YEAR
14
KM
0 0 0.75 1.62 3.05 3.78
4.2 4.92
15
KM
100 YEAR
16
KM
0 0 0.83 1.78 3.34 4.12
4.56 5.34
17
KO
0
21
18
BA
0.0039
19
LS
0 93.8
20
UD
0.05
21
KO
21
22
KK
ROUTE
23
RS
1 ELEV 612
24
SV
0 0,051 0.12
0.206
0.313
0.441
0.591
0.765
0.965
25
SE
612 613 614
615
616
617
618
619
620
26
KM
4" Orifice, Invert Elevation
= 612
-- 6"
Weir at
Elevation
615.25
27
SQ
0 0.42 0.62
0.77
1.02
1,87
4.47
7.94
12.08 16.8
28
SE
612 613 614
615
615.5
616
617
618
619 620
29
ST
620 20 3
1.5
30
KO
21
31
ZZ

SEALED AIR POND 2
10 YEAR POST DEVELOPMENT CONDITION
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0, HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
* *
6 KK * RUNOFF * FROM AREA
* *
* * * * * * * * * * * * **
17 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
6 KK * RUNOFF * FROM AREA
* *
21 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
*
*
*
* FLOOD HYDROGRAPH
PACKAGE (HEC -1)
*
*
U.S. ARMY C
* JUN
1998
*
#
HYDROLOGIC
* VERSION
9,1
*
*
609 S
*
*
*
DAVIS, C
* RUN DATE 21APR15
TIME 15;20.53
*
(916
********** * * * * * * * * * * *
* * * * * * * * * * * * * * * * * * **
* * *
* * * * * * * * * * * **
SEALED AIR POND 2
10 YEAR POST DEVELOPMENT CONDITION
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0, HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1
IDATE 1 0
ITIME 0000
NQ 1800
NDDATE 2 0
NDTIME 0559
ICENT 19
MINUTES IN COMPUTATION INTERVAL
STARTING DATE
STARTING TIME
NUMBER OF HYDROGRAPH ORDINATES
ENDING DATE
ENDING TIME
CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
* *
6 KK * RUNOFF * FROM AREA
* *
* * * * * * * * * * * * **
17 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
6 KK * RUNOFF * FROM AREA
* *
21 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL

IPLOT
QSCAL
IPNCH
IOUT
ISAV1
ISAV2
TIMINT
VALUE EXCEEDS TABLE IN LOGLOG
0 PLOT CONTROL
0. HYDROGRAPH PLOT SCALE
0 PUNCH COMPUTED HYDROGRAPH
21 SAVE HYDROGRAPH ON THIS UNIT
1 FIRST ORDINATE PUNCHED OR SAVED
1800 LAST ORDINATE PUNCHED OR SAVED
.017 TIME INTERVAL IN HOURS
01667 .01667 6.00000
22 KK * ROUTE
*
* * * * * * * * * * * * **
30 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0, HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1800 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS

RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUM PERIOD
BASIN MAXI
OPERATION STATION FLOW
PEAK
6 -HOUR 24 -HOUR 72 -HOUR
AREA STA
HYDROGRAPH AT RUNOFF 15.
3.07
1. 0. 0.
.00
ROUTED TO ROUTE 3.
3.42
1. 0. 0.
.00 616

* ** NORMAL END OF HEC -1 * **
SUMMARY
OF DAM OVERTOPPING /BREACH ANALYSIS
FOR STATION ROUTE
tPEAKS SHOWN
ARE FOR INTERNAL TIME
STEP USED DURING BREACH FORMATION)
PLAN 1 ...............
INITIAL VALUE
SPILLWAY CREST TOP OF DAM
ELEVATION
512.00
620.00
620.00
STORAGE
0.
1.
1.
OUTFLOW
0.
17.
17.
RATIO
MAXIMUM
MAXIMUM MAXIMUM
MAXIMUM
DURATION TIME OF
TIME 0
OF
RESERVOIR
DEPTH STORAGE
OUTFLOW
OVER TOP MAX OUTFLOW
FAILUR
PMF
W.S.ELEV
OVER DAM AC-FT
CFS
HOURS HOURS
HOURS
1.00
616.35
.00 0.
3.
.00 3.43
.00
* ** NORMAL END OF HEC -1 * **

Hydrograph I Peak Flow Rate I Peak Flow I Total Volume
me
Na (CFS) Date /Time x1000 (CF)
RUNOFF 15.219 Dec 01, 1900 03:05 27.45
ROUTE 2.792 Dec 01, 1900 03:26 28.046

a
N
a
M
v
M
II
C {n
C
O
+
ooa0©C)C)0
co
CL
co
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N
rn
En EL
II
Q
C,0
J Q
❑O❑
w
❑m
N
Q
N
O
CD
O
O
O
O
0
C)
C7
0
0
Ca
O
iu
O W
w
al
111
7O o
>1
E
91N
y
w
cD -D
LLJ
1-101
n0
U
C)o0
a
C)
va
0
a)
E
a>
E
C]
O
C7
C]
O
N
O
O E
OD
(�
O
O
9
q
C]
1
�OC7OC]Om4,.
(D
N
C7
d
I-
a
0
0
co
E
N
c
0
a
as
x
0
m
d1
J
c
a
N
a
M
v
M
II
C {n
C
O
M
co
CL
co
O
N
rn
En EL
II
Q
Q
J Q
w
N
N
O
CD
O
CD
Q%
Qi
L
iu
O W
w
al
111
7O o
>1
E
91N
y
w
cD -D
LLJ
1-101
U
a
co -0
va
0
a)
E
a>
E
O E
aa)
m
C7
r
-C
(D
.=
a
0
0
�o
w
O
0
Ca
7
0
in
o
V
V
E
Q1
L
0
co
.0
co
r
• �
C7
V
tL7
E
N
c
0
a
as
x
0
m
d1
J
c
a
N
a
M
v
M
II
C {n
C
O
M
CL
co
N
rn
En EL
II
a) 0
M�
w
En
m
— _0
U (Q
C �
W
v
U
C
rr.
0 *-
w N
cn 1 1
cqo Q a
Ln
ea
N
N
6r'
N
C
O
D
M
O
Q
W
M
II
as
m
U
C
rr.
0 *-
w N
cn 1 1
cqo Q a
Ln
ea
N
N
6r'

HEC -1 INPUT
LINEID ....... 1 ....... 2 ....... 3 ....... 4 ....... 5 ....... 6 ....... 7 ....... 8 ....... 9 ...... 10
I
ID
SEALED AIR POND 2
2
ID
100 YEAR POST DEVELOPMENT CONDITION
3
ID
GEOSCIENCE GROUP, INC.
4
IT
1 0 0 1800
5
IO
5 0 0
6
KK
RUNOFF FROM AREA
7
KM
2 YEAR
8
KM
0 0 0.42 0.83 1.45 1.76 1.95 2.28
9
KM
10 YEAR
10
KM
0 0 0.59 1.26 2.36 2.9 3.21 3.72
11
KM
25 YEAR
12
KM
0 0 0.68 1.47 2.76 3.4 3.75 4.38
13
KM
50 YEAR
14
KM
0 0 0.75 1.62 3.05 3.78 4.2 4.92
15
KM
100 YEAR
16
PH
0 0 0.83 1.78 3.34
4.12
4.56
5,34
17
KO
0 21
18
BA
0.0039
19
LS
0 93.8
20
UD
0.05
21
KO
21
22
KK
ROUTE
23
RS
1 ELEV 612
24
SV
0 0.051 0.12 0.206 0.313
0.441
0.591
0.765
0.965
25
SE
612 613 614 615 616
617
618
619
620
26
KM
4" Orifice, Invert Elevation = 612 - 6"
Weir at
Elevation
615.25
27
S4
0 0.42 0.62 0.77 1.02
1.87
4.47
7.94
12.08 16.6
28
SE
612 613 614 615 615.5
616
617
618
619 620
29
KM
Model 4' x 4' Riser with ST record - Weir length
= 15.5'
Weir
Crest = 616.5
30
ST
616.5 15.5 3 1.5
31
KO
21
32
ZZ

SEALED AIR POND 2
100 YEAR POST DEVELOPMENT CONDITION
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IRATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIRE
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
* *
6 KK * RUNOFF * FROM AREA
* *
17 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1600 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
* * * * * * * * * * * * **
* *
6 KK * RUNOFF * FROM AREA
* *
* * * * * * * * * * * * **
21 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
* FLOOD HYDROGRAPH PACKAGE (HEC --1)
*
*
U.S. ARMY C
JUN 1998
*
*
HYDROLOGIC
* VERSION 4.1
*
609 S
*
*
*
DAVIS, C
* RUN DATE 21APR15 TIME 15;26:48
*
*
(916
*
*
*
SEALED AIR POND 2
100 YEAR POST DEVELOPMENT CONDITION
GEOSCIENCE GROUP, INC.
5 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 1 MINUTES IN COMPUTATION INTERVAL
IRATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 1800 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 2 0 ENDING DATE
NDTIME 0559 ENDING TIRE
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL .02 HOURS
TOTAL TIME BASE 29.98 HOURS
ENGLISH UNITS
DRAINAGE AREA
PRECIPITATION DEPTH
LENGTH, ELEVATION
FLOW
STORAGE VOLUME
SURFACE AREA
TEMPERATURE
SQUARE MILES
INCHES
FEET
CUBIC FEET PER SECOND
ACRE -FEET
ACRES
DEGREES FAHRENHEIT
* ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * ** * **
* * * * * * * * * * * * **
* *
6 KK * RUNOFF * FROM AREA
* *
17 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IPNCH 0 PUNCH COMPUTED HYDROGRAPH
IOUT 21 SAVE HYDROGRAPH ON THIS UNIT
ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED
ISAV2 1600 LAST ORDINATE PUNCHED OR SAVED
TIMINT .017 TIME INTERVAL IN HOURS
* * * * * * * * * * * * **
* *
6 KK * RUNOFF * FROM AREA
* *
* * * * * * * * * * * * **
21 KO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL

IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
IOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
I
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS
VALUE EXCEEDS TABLE IN LOGLOG
.01667
.01667 6.00000
* *
22 KK * ROUTE
*
31 KO OUTPUT CONTROL
VARIABLES
IRRNT
4
PRINT CONTROL
IPLOT
0
PLOT CONTROL
QSCAL
0.
HYDROGRAPH PLOT SCALE
IPNCH
0
PUNCH COMPUTED HYDROGRAPH
TOUT
21
SAVE HYDROGRAPH ON THIS UNIT
ISAV1
1
FIRST ORDINATE PUNCHED OR SAVED
ISAV2
1800
LAST ORDINATE PUNCHED OR SAVED
TIMINT
.017
TIME INTERVAL IN HOURS

RUNOFF SUMMARY
FLOW
IN CUBIC FEET PER SECOND
TIME IN
HOURS, AREA IN SQUARE MILES
PEAK
TIME OF
AVERAGE FLOW FOR MAXIMUS -7 PERIOD
BASIN MAXI
OPERATION STATION FLOW
PEAK
6 -HOUR 24 -HOUR 72 -HOUR
AREA STA
HYDROGRAPH AT RUNOFF 22.
3.07
2. 0. 0.
.00
ROUTED TO ROUTE 14.
3.15
2. 0. 0.
.00 616

SUMMARY OF DAM OVERTOPPING /BREACH ANALYSIS FOR STATION ROUTE
(PEAKS SHOWN ARE FOR INTERNAL TIME STEP USED DURING BREACH FORMATION)
PLAN 1 ...............
INITIAL
VALUE
SPILLWAY CREST TOP
OF DAM
ELEVATION
612.00
616.50
616.50
STORAGE
0.
0.
0.
OUTFLOW
0.
3.
3.
RATIO
MAXIMUM
MAXIMUM
MAXIMUM
MAXIMUM DURATION
TIME OF
TIME 0
OF
RESERVOIR
DEPTH
STORAGE
OUTFLOW OVER TOP
MAX OUTFLOW
FAILUR
PMF
W.S.ELEV
OVER DAM
AC -FT
CFS HOURS
HOURS
HOURS
1.00
616.85
.35
0.
14. .5-7
3.15
.00
* ** NORMAL END OF HEC -1 * **

Hydrograph Peak Flaw Rate Peale Flow Total Volume
Name (CFS) DateMme x1000 (CF)
RUNOFF 22.234 Dec 01, 1900 03:05 41.871
ROUTE 113.777 Dec 01, 1900 0310 42.88

Pond_ 2 Barrel[ 10 Year Storm
Project Description
0.42
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
1.68
Roughness Coefficient
0.012
Channel Slope
0,02000 ft/ft
Diameter
150 ft
Discharge
2.79 ft3 /s
Results
ft
Normal Depth
0.42
ft
Flow Area
0.41
ftz
Wetted Perimeter
1.68
ft
Hydraulic Radius
0.24
ft
Top Width
1.35
ft
Critical Depth
0.63
ft
Percent Full
28,2
%
Critical Slope
0.00433
ft/ft
Velocity
6.83
ft/s
Velocity Head
0.72
ft
Specific Energy
1.15
ft
Froude Number
2.19
Maximum Discharge
17.31
ft3 /s
Discharge Full
16.09
ft' /s
Slope Full
0.00060
ft/ft
Flow Type
SuperCritical
GVF Input Data
Downstream Depth
0.0Q
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description
Profile Headloss
0.00
ft
Average End Depth Over Rise
0.00
Normal Depth Over Rise
28.18
%
Downstream Velocity
Infinity
ff/s
Bentley Systems, Inc, Haestad Methods SolBli'oticfy�Master VBi (SELECTseries 1) (08.11.0i.03]
4/211201.5 3:55 «28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Pond 2 Barrell Full Flow Capacity
Project Description
Friction Method
Manning Formula
ft3 /s
Solve For
Full Flow Capacity
ft
Input Data
177
fta
Roughness Coefficient
0.012
ft
Channel Slope
0.02000
ft/ft
Normal Depth
1.50
ft
Diameter
150
ft
Discharge
16.09
ft3 /s
Results
0.01733
ft/ft
Discharge
16.09
ft3 /s
Normal Depth
1.50
ft
Flow Area
177
fta
Wetted Perimeter
4.71
ft
Hydraulic Radius
0.38
ft
Top Width
0.00
ft
Critical Depth
1.43
ft
Percent Full
100.0
%
Critical Slope
0.01733
ft/ft
Velocity
9-11
ftis
Velocity Head
1.29
ft
Specific Energy
2.79
ft
Froude Number
0.00
Maximum Discharge
17.31
ft' /s
Discharge Full
16.09
ft' /s
Slope Full
0.02000
ft/ft
Flow Type
SubCritical
+GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley systems, Inc. Haestad Methods sc'IMQIJQdtewMaster V6i (SELECTseries 1) [08.11.01.031
412112015 3:57:03 PM 27 Siemons Company Drive suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

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4a
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P

Sealed Air - Slope Drains
Orifice Equation
Q = CdA(2gb)o.s
Minimum Height of Berm above Top of Pipe = 1.5'
Let Freeboard (10 year storm) =12"
Qya = CIA
_ Tc =
5 min.
Rational C =
0.5
Iaa (in/hr.)
7.03
-
Location
SDl
Comment
Drainage Area (acres)
1.20
Qlo (CS)
4.22
Pipe Invert
642.00
Pipe Diameter (inches)
12.00
Pipe Diameter (feet)
1
Area (ft)
0.78
Head A. Required for Q`0
1.07
Head Elevation
643.57
Min. Top of Berm Elevation (top of pipe +1.5')
644.50
freeboard too low
Revised Top of Berm
644.57
ok
Freeboard
1.00
ok
Hw/D
1.57
ok
A. measured from c/1 of pipe.
Location
SD 2
Comment
Drainage Area (acres)
0.67
Qto (cfs)
2.36
Pipe Invert
638.00
Pipe Diameter (inches)
12.00
Pipe Diameter (feet)
1
Area (ft)
0.78
Head A' Required for Q10
0.33
Head Elevation
638.83
Mira. Top of Berm Elevation (top of pipe +I S)
640.50
ok
Revised Top of Berm
na
Freeboard
1.67
ok
Hw/D
0.83
ok
A. measured from c/i of pipe.

Location
SD3
Comment
Drainage Area (acres)
Qta(cfs)
2.13
7.49
-
Pipe Invert
636.00
Pipe Diameter (inches)
15.00
Pipe Diameter (feet)
Area (ft)
1.25
1.22
Head A' Required for Q10
1.38
Head Elevation
638.01
Min. Top of Berm Elevation (top of pine +1S)
638.75
freeboard too low
Revised Top of Berm
639.01
ok
Freeboard
1.00
ok
Hw/D
1.61
ok
A. measured from c/I of pipe.
Location
SD4
Comment
Drainage Area (acres)
1.05
Q 14 (cfs)
3.69
Pipe Invert
640.00
Pipe Diameter (inches)
12.00
Pipe Diameter (feet)
1
Area (ft')
0.78
Head A. Required for Q10
0.82
Head Elevation
641.32
Min. Top of Berm Elevation (top of pi pe +1.51)
642.50
ok
Revised Top of Berm
Freeboard
1.18
ok
Hw/D
1.32
ok
A. measured from c/I of pipe.
Location
SD5
Comment
Drainage Area (acres)
2.40
Qjo(efs)
Pipe Invert
8.44
632.00
Pipe Diameter (inches)
18.00
Pipe Diameter (feet)
1.5
Area (ft)
1.76
Head A. Required for Q10
0.85
Head Elevation
633.60
ok
Min. Top of Berm Elevation (top of pipe +1.5 ")
635.00
ok
Revised Top of Berm
Freeboard
1.40
ok
Hw/D
1.06
ok
A. measured from c/1 of pipe.

Location
SD6
Comment
Drainage Area (acres)
L19
Qio (cfs)
4.18
Pipe Invert
650.00
Pipe Diameter (inches)
12.00
Pipe Diameter (feet)
1
Area (ft)
0.78
Head A'Required for Q10
1.05
Head Elevation
651.55
ok
Min, Top of Berm Elevation (top of pipe +1.51)
652.50
Revised Top of Berm
652.55
ok
Freeboard
1.00
ak
Hw'D
1.55
ok
A. measured from c/1 of pipe.
Location
SD7
Comment
Drainage Area (acres)
3.18
Qia(efs)
11.18
Pipe Invert
638.00
Pipe Diameter (inches)
18.00
Pipe Diameter (feet)
1.5
Area W)
1.76
Head A. Required for Qbo
1.49
_ Head Elevation
640.24
ok
Min. Top_ of Berm Elevation (top of pipe +1.5')
641.00
ok
Revised Top of Berm
641.24
ok
Freeboard
1.00
ok
Hw/D
1.49
ok
A. measured from c/l of pipe.
Location
SD8
Comment
Drainage Area (acres)
1.55
Qlo (cfs)
5.45
Pipe Invert
625,00
Pipe Diameter (inches)
12.00
Pipe Diameter (feet)
1
Area (ft)
0.78
Head A' Required for Qlo
1.79
Head Elevation
627.29
ok
Min.. Top of Berm Elevation (top of pipe +1.5')
627.50
Revised Top of Berm
628.29
ok
Freeboard
1.00
ok
Hw /D
2.29
ok
A. measured from c/1 of pipe.

Location
Drainage Area (acres)
Q 10 (cfs)
Pipe Invert
Pipe Diameter (inches)
SD9
0.60
2.11
632.00
12.40
Comment
Pipe Diameter (feet)
1
Area (ft)
0.78
Head A' Required for Qla
Head Elevation
0.27
632.77
ok
Min. Top of Berm Elevation (top of pipe +1S)
634.50
ok
Revised Top of Berm
Freeboard
1.50
na
ok
HW/D
0.77
ok
A. measured from c/l of pipe.

oce ti
1
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Worksheet for Temp IS" flexible pipe
Project Description
Friction Method
Manning Formula
ftg/s
Solve For
Full Flow Capacity
ft
Input Data
1.23
ft2
Roughness Coefficient
0.010
ft
Channel Slope
0.12000
fUft
Normal Depth
1.25
ft.
Diameter
1.25
ft
Discharge
29.09
ft3/s
Results
Discharge
29.09
ftg/s
Normal Depth
1.25
ft
Flow Area
1.23
ft2
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
1.25
ft
Percent Full
100.0
Critical Slope
0.11716
ft /ft
Velocity
23.70
fUS
Velocity Head
8.73
ft
Specific Energy
9.98
ft
Froude Number
0.00
Maximum Discharge
31.29
ft3 /s
Discharge Full
29.09
ftlls
Slope Full
0.12000
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods Sol &1kffll0prdewMaster V8i (SELECTseries 1) [08.11.01.03]
3/2312015 11:16:16 AM 27 5iemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for Temp 15" flexible pipe
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ftls
Normal Depth
1.25
ft
Critical Depth
1.25
ft
Channel Slope
0.12000
fUft
Critical Slope
0.11716
ft/ft
Bentley Systems, Inc. Waestad Methods Sald1Wnl *fitewMaster V8i (SEI-ECTseries 1) [05.19.01.03]
312312015 11:15:15 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for str2 -strl
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3is
Channel Slope
0.00500
ft/ft
Normal Depth
3.50
ft
Diameter
3.50
ft
Discharge
77.07
ftg /s
Results
Discharge
77.07
ft3is
Normal Depth
3.50
ft
Flow Area
9.62
ft'
Wetted Perimeter
11.00
ft
Hydraulic Radius
0.88
ft
Top Width
0.00
ft
Critical Depth
2.75
ft
Percent Full
100.0
%
Critical Slope
0.00544
fUft
Velocity
8.01
ftls
Velocity Head
1.00
ft
Specific Energy
4.50
ft
Froude Number
0.00
Maximum Discharge
82.90
ft-/s
Discharge Full
77.07
ft' /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods SoldkiiudlOptiitewMaster V8i (SELECTseries 1) [08.11.01.03]
4/28/2015 8:30:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for str2 -stri
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ftls
Normal Depth
3.50
ft
Critical Depth
2.75
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00544
ft/ft
Bentley Systems, Inc. Haestad Methods Solk@iodl*KtawMaster V81 (SELECTseries 1) [08.11.01.03]
4128/2015 8:30:45 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.765 -1666 Page 2 of 2

Worksheet for STR3 -STR2
Project Description
Friction Method Manning Formula
Salve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.00000
ft/ft
Normal Depth
3.00
ft
Diameter
3.00
ft
Discharge
129.25
ft31s
Results
Discharge
129.25
ft3 /s
Normal Depth
3.00
ft
Flow Area
7.07
ft2
Wetted Perimeter
9.42
ft
Hydraulic Radius
0.75
ft
Top Width
0.00
ft
Critical Depth
2.96
ft
Percent Full
100.0
%
Critical Slope
0.02919
ft/ft
Velocity
18.29
fUs
Velocity Head
5.20
ft
Specific Energy
8.20
ft
Froude Number
0.00
Maximum Discharge
139.03
ft' /s
Discharge Full
129.25
ft3 /s
Slope Full
0.03200
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth OAO ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods Soli EortlOpeFtewMaster V8i (SELECTseries 1 ) [08.11.01.03]
4/28/2015 8:35:20 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR3 -STR2
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
fUs.
Upstream Velocity
Infinity
fUs
Normal Depth
3.00
ft
Critical Depth
2.96
ft
Channel Slope
0.00000
ft/ft
Critical Slope
0.02919
ft/ft
Bentley Systems, Inc. Haestad Methods SoliftiodlOpfitewMaster V8i (SELECTseries 1) [08.11.01.031
4128!2015 8;35:20 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR4 -STR3
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.00500
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
ft3 /s
Results
Discharge
4.95
ft3 /s
Normal Depth
1.25
ft
Flow Area
1.23
ftz
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
fttft
Velocity
4.03
ft/s.
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft-Is
Discharge Full
4.95
ft3 /s
Slope Full
0.00500
Rift
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods SoLRiuffl pifftewMaster VBi (SELECTseries 1) [08.11.01.03]
4/2812016 8:36:11 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -203. 755 -1666 Page 1 of 2

Worksheet for STR4 -STR3
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ftts
Upstream Velocity
Infinity
ftls
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
f}/ft
Critical Slope
0.00660
ft/ft
Bentley Systems, Inc. Haestad Methods SoliftWitlOpfftewMaster V8i (SELECTseries 1) [08.11.01.03]
4/2812015 8:36:11 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR4 -STR3
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft' /s
Channel Slope
0.00500
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
W/6
Results
Discharge
4.95
ft' /s
Normal Depth
1.25
ft
Flow Area
1.23
ftz
Wefted Perimeter
3,93
ft
Hydraulic Radius
0,31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
ftlft
Velocity
4.03
ftls
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
fts /s
Discharge Full
4.95
fP /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Dumber Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol ifii orIN)e 1ewMaster V8i (SELECTseries 1 ) [08,11.01.43]
4/2812015 8:36:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR4 -STR3
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ftlft
Critical Slope
0.00660
Tuft
Bentley Systems, Inc. Haestad Methods 5aldUsdltpfitewMaster VBi (SELECTseries 1) [08.11.01.031
4/28/2015 8:36:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for STR5 -STR4
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
'Input Data
Roughness Coefficient
0.012
ft3ls
Channel Slope
0.00500
ft/ft
Normal Depth
1.25
ft
Diameter
1 -25
ft
Discharge
4.95
ft31s
Results
Discharge
4.95
ft3ls
Normal Depth
1.25
ft
Flow Area
1.23
ftz
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%®
Critical Slope
0.00660
fUft
Velocity
4.03
fus
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft-11s
Discharge Full
4.95
f{3 /s
Slope Full
0.00500
ft /ft
Flow Type
SubCriticai
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SWRindlOpBtewMaster V81 (SELECTseries 1) [08.11.01.03]
412812015 8:36:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203 - 755.1666 Page 1 of 2

Worksheet for STR5 -STR4
,GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft1s
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00660
ftltt
Bentley Systems, Inc. Haestad Methods Sol fentlt�-FtewMaster V8i (SELECTserles 1) [08.11.01.83]
4/28/2015 8:36:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR6 -STR3
Project Description
Friction Method
Manning Formula
ft31s
Solve For
Full Flow Capacity
ft
Input Data
1.77
fta
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
fuft
Normal Depth
1.50
ft
Diameter
1.50
ft
Discharge
8.05
ft -Is
Results
Discharge
8.05
ft31s
Normal Depth
1.50
ft
Flow Area
1.77
fta
Wetted Perimeter
4.71
ft
Hydraulic Radius
0.38
ft
Top Width
0.00
ft
Critical Depth
1.10
ft
Percent Full
100.0
%
Critical Slope
0.00636
ftlft
Velocity
4.55
ftls
Velocity Head
0.32
ft
Specific Energy
1.82
ft
Froude Number
0.00
Maximum Discharge
8.66
ft'Is
Discharge Full
8.05
ft3 /s
Slope Full
0.00500
ftlft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Solilthyd]44- gtewMaster V8i (SELECTseries 1) [08.11.01.03]
4/2812015 8.37:52 AM 27 Siemans Company Drive Suite 200 W Watertown, CT 06796 USA +1- 203 - 755 -1656 Page 1 of 2

Worksheet for STR6 -STR3
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftIs
Upstream Velocity
Infinity
ft/5
Normal depth
1.50
ft
Critical Depth
1.10
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00636
ft/ft
Bentley Systems, Inc. Haestad Methods Sol dteudlBppttowMaster V8i (SELECTseries 1) [08.11.01.031
4/2812015 8:37:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR7 -STR6
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft' /s
Channel Slope
0.00500
fUft
Normal Depth
1.50
ft
Diameter
1.50
ft
Discharge
8.05
ft3ts
Results
Discharge
8.05
ft' /s
Normal Depth
1.50
ft
Flow Area
1.77
ft=
Wetted Perimeter
4.71
ft
Hydraulic Radius
0.38
ft
Top Width
O.DO
ft
Critical Depth
1.10
ft
Percent Full
100.0
%
Critical Slope
0.00636
ft/ft
Velocity
4.55
ft/s
Velocity Head
0.32
ft
Specific Energy
1.82
ft
Froude Number
0,00
Maximum Discharge
8.66
ft' /s
Discharge Full
8.05
ft3 /s
Slope Full
0.00500
fUft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
-GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Soh livAlOefftewMaster V8i (SELECTsenes 1) [08,11.09.031
4/2812015 8:38:23 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203. 755 -1666 Page 1 of 2

Worksheet for STR7 -STR6
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ft/s
Normal Depth
1.50
ft
Critical Depth
1.10
ft
Channel Slope
0.00500
ft /ft
Critical Slope
0.00636
ftlft
Bentley Systems, Inc. Waestad Methods SoliBiartlOpfitewMaster V8i (SELECTseries t) [08.11.01.03]
4128/2015 8:38:23 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STRB -STR7
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.00500
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
ft °/s
Results
Discharge
4.95
ft3 /s
Normal Depth
1.25
ft
Flow Area
1.23
ft2
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
ft/ft
Velocity
4.03
ft/s
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft3 /s
Discharge Full
4.95
ft3 /s
Slope Full
0.00500
ft]ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
bVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol dliutlOpfilewMaster V81 (SELECTseries 1 ) [08.11.01.03]
412812015 8:38:56 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.765 -1666 Page 1 of 2

Worksheet for STRS -STR7
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.0066D
ft/ft
Bentley Systems, Inc. Haestad Methods Soh BirtlOafitewMaster V8i (SELECTseries 1) [08.11.01.03]
4128/2015 8:38:56 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 LISA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for STR9 -STR2
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
fi' /s
Channel Slope
0.00500
fUft
Normal Depth
3.00
ft
Diameter
3.00
ft
Discharge
51.09
ft3 /s
Results
Discharge
51.09
fi' /s
Normal Depth
3.OD
ft
Flow Area
7.07
ftz
Wetted Perimeter
9.42
ft
Hydraulic Radius
0.75
ft
Top Width
0.00
ft
Critical Depth
2.33
ft
Percent Full
100.0
%
Critical Slope
0.00558
ft/ft
Velocity
7.23
ftfs
Velocity Head
0.81
ft
Specific Energy
3.81
ft
Froude Number
0.00
Maximum Discharge
54.96
ft8 /s
Discharge Full
51.09
ft3 /S
Slope Full
0.00500
fUft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol dNm1I*fr1ewMaster V8i (SELE=CTseries 1) [08.11.01.03]
4/2612015 8:40:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR9 -STR2
GVF Output Data
Norma! Depth Over rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ftls
Normal Depth
3.00
ft
Critical Depth
2.33
ft
Channel Slope
4.00500
ftlft
Critical Slope
D.00558
ft/ft
Bentley Systems, Inc. Haestad Methods Sol OkMIG�eFtea+Master VBi (SELECTseries 1) [08.11.01.031
4128!2015 8:40:27 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone]$6 Page 2 of 2

Worksheet for STR7 0 -STR9
Project Description
Friction Method
Manning Formula
WIS
Solve For
Full Flow Capacity
ft
Input Data
7.07
ft3
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
ft/ft
Normal Depth
3.00
ft
Diameter
3.00
ft
Discharge
51.09
ft' /s
Results
Discharge
51.09
WIS
Normal Depth
3.00
ft
Flow Area
7.07
ft3
Wetted Perimeter
9.42
ft
Hydraulic Radius
0.75
ft
Top Width
0.00
ft
Critical Depth
2.33
ft
Percent Full
100.0
%
Critical Slope
0.00558
ft/ft
Velocity
7.23
ft/s
Velocity Head
0.81
ft
Specific Energy
3.81
ft
Froude Number
0.00
Maximum Discharge
54.96
ft -/s
Discharge Full
51.09
ft3 /s
Slope Full
0.00500
ft/ft
Flow Type
SubCriticai
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc, Haestad Methods SDIiRbAl6}eFtewMaster V8i (SELECTseries 1) [08.19.01.03]
4/28/2015 8:41:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203- 765 -1666 Page f of 2

Worksheet for STR1 O -STR9
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ft is
Normal Depth
3.00
ft
Critical Depth
2.33
ft
Channel Slope
0.00500
ftfff
Critical Slope
0.00558
ft/ft
Bentley Systems, Inc. Haestad Methods Soli fi r tldpFtewMaster V8i (SELECTseries 1) [08.11.01.03]
4/28/2015 8:41:03 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for STRI I -STR10
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft� /s
Channel Slope
0.00500
ft/ft
Normal Depth
3.00
ft
Diameter
3.00
ft
Discharge
51.09
W/s
Results
Discharge
51.09
ft� /s
Normal Depth
3.00
ft
Flow Area
7.07
ft2
Wetted Perimeter
9.42
ft
Hydraulic Radius
015
ft
Top Width
0.00
ft
Critical Depth
2.33
ft
Percent Full
100.0
%
Critical Slope
0.00558
ft/ft
Velocity
7.23
ftls
Velocity Head
0.81
ft
Specific Energy
3.81
ft
Froude Number
0.00
Maximum Discharge
54.96
ft -/s
Discharge Full
51.09
ftsls
Slope Full
0.045D0
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
IGVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Soli@ioAlOpfStewMaster V8i {SELECTseries 1} 108.11.01.031
4/2812015 8:52:04 AM 27 Siemons Company Drive Suite 200 Ohl Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

Worksheet for STR7 a -STRI Q
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
3.00
ft
Critical Depth
2.33
ft
Channel Slope
0.00500
ft!ft
Critical Slope
0.00558
fUft
Bentley Systems, Inc. Haestad Methods SohBarrtltpfitewMaster VBi (SELECTseries 1) [08.11.01.031
4/2812015 8:52:04 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 09795 USA [phone] Page 2 of 2

Worksheet for STR7 2 -STR11
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft' /s
Channel Slope
0.00500
ftlft
Normal Depth
3.00
ft
Diameter
3.00
ft
Discharge
51.09
fts /s
Results
Discharge
51.05
ft' /s
Normal Depth
3.00
ft
Flow Area
7.07
ft2
Wetted Perimeter
9.42
ft
Hydraulic Radius
0.75
ft
Top Width
0.00
ft
Critical Depth
2.33
ft
Percent Full
100.0
Critical Slope
0.00558
Tuft
Velocity
7.73
ft/s,
Velocity Head
0.81
ft
Specific Energy
3.81
ft
Froude Number
0.00
Maximum Discharge
54.96
ft /s
Discharge Full
51.09
fta /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SoliB6urtlepRiewMaster V81 (SELECTseries 1) [08.11.01.03]
4/2812015 8:52:39 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR7 2 -STRI I
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
3.00
ft
Critical Depth
2.33
ft
Channel Slope
0.00500
fUft
Critical Slope
0.00558
ft/ft
Bentley Systems, Inc. Haestad Methods Solrgbatl0ftftewMaster V8i (SELECTseries 1) [08.11.01.03]
4128/2015 8:52:39 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STRI2 -STRI I
Project Description
Friction Method
Manning Formula
ft3 /s
Solve For
Full Flow Capacity
ft
,Input Data
7.07
ftz
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
ft/ft
Normal Depth
3.00
ft
Diameter
3.00
ft
Discharge
51.09
ft' /s
Results
Discharge
51.09
ft3 /s
Normal Depth
3.00
ft
Flow Area
7.07
ftz
Wetted Perimeter
9.42
ft
Hydraulic Radius
0.75
ft
Top Width
0.00
ft
Critical Depth
2.33
ft
Percent Full
100.0
%
Critical Slope
0.00558
ft/ft
Velocity
7.23
ft/s
Velocity Head
0.81
ft
Specific Energy
3.81
ft
Froude Number
0.00
Maximum Discharge
54.96
ft'/s
Discharge Full
51.09
ft3 /8
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SoIa®rt1g�--6tewMaster V8i (SELECTseries 1) [08.11.o1.o3]
4/2612015 8:53:00 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 LISA [phone] Page 1 of 2

Worksheet for STRI2 -STR71
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ftls
Normal Depth
3.00
ft
Critical Depth
2.33
ft
Channel Slope
0.00500
fuft
Critical Slope
0.00558
ft/ft
Bentley Systems, Inc, Haestad Methods Sah6mdiWtewMaster V8i 1SELECTserfes 1) [08.11.01.03]
4/28/2015 8;53:00 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR13 -STR12
'Project Description
Friction Method Manning Formula
Solve For Discharge
Input Data
Roughness Coefficient 0.000
Channel Slope 0.00000 ft/ft
Normal Depth 0,00 ft
Diameter 0.00 ft
Results
Discharge
0.00
ft9 /s
Flow Area
0.00
ftz
Wetted Perimeter
0,00
ft
Hydraulic Radius
0.00
ft
Top Width
0,00
ft
Critical Depth
0.00
ft
Percent Full
0.0
%
Critical Slope
0.00000
ft/ft
Velocity
0.00
ft/s
Velocity Head
0.00
ft
Specific Energy
0.00
ft
Froude Number
0.00
Maximum Discharge
0.00
fts /s
Discharge Full
0,00
ft3 /s
Slope Full
0.00000
ft/ft
Flow Type
Undefined
'GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth
0.00
ft
Profile Description NIA
Profile Headloss
0.00
ft
Average End Depth Over Rise
0.00
%b
Normal Depth Over Rise
0.00
%n
Downstream Velocity
0. DO
ft/s
Bentley Systems, Inc. Haestad Methods SolftbMlf�eritewMaster V8i (SELECTseries 1) [08.11.01.03]
4/2812015 8:53:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR73 -STR12
GVF Output Data
Upstream Velocity
0.00
ft/s
Normal Depth
0.00
ft
Critical Depth
0.00
ft
Channel Slope
0.00000
Tuft
Critical Slope
0.00000
ft/ft
Bentley Systems, Inc. Haestad Methods Sol AlurflOpFtewMaster V81 (SELECTseries 1) [08.11.01.03]
4128/2015 8:53:32 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR7 3 -STR12
Project Description
Friction Method
Manning Formula
fts /s
Solve For
Full Flow Capacity
ft
Input Data
7.07
ft2
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
ft/ft
Normal Depth
3.00
ft
Diameter
3.00
ft
Discharge
51.09
ft'Is
Results
Discharge
51.09
fts /s
Normal Depth
3.00
ft
Flow Area
7.07
ft2
Wetted Perimeter
9.42
ft
Hydraulic Radius
0.75
ft
Top Width
0.00
ft
Critical Depth
2.33
ft
Percent Full
100.0
%
Critical Slope
0.00558
Rift
Velocity
7.23
ft/s
Velocity Head
0.81
ft
Specific Energy
3.81
ft
Froude Number
0.00
Maximum Discharge
54.96
ft3 /S
Discharge Full
51.09
W/s
Slope Full
0.00500
Rift
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 It
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Soldr3indlOpIftewMaster V8i (SELECTseries 1) [08.11.01.03]
4128/2015 8:54:00 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR13 -STRi 2
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft is
Normal Depth
3.00
ft
Critical Depth
2.33
ft
Channel Slope
0.00500
fUft
Critical Slope
0.00558
ftlft
Bentley Systems, Inc. Haestad Methods SolOemtlipfftervMaster V8i (SELECTseries 1) [08.11.01.03]
4128/2016 8:54:00 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203. 755 -1666 Page 2 of 2

Worksheet for STR14 -STR13
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft' /s
Channel Slope
0.00500
ftlft
Normal Depth
2.50
ft
Diameter
2.50
ft
Discharge
31.42
ftl /s
Results
Discharge
31.42
ft' /s
Normal Depth
2.50
ft
Flow Area
4.91
ft-
Wetted Perimeter
7.85
ft
Hydraulic Radius
0.63
ft
Top Width
0.00
ft
Critical Depth
1.91
ft
Percent Full
100.0
%
Critical Slope
0.00577
ft/ft
Velocity
6.40
ft/s
Velocity Head
0.64
ft
Specific Energy
3.14
ft
Froude Number
0.00
Maximum Discharge
33.80
ft3 /s
Discharge Full
31.42
ft' /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
'GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Soh@imtlOpfitewMaster V8i (SELECTseries 1) [08.11.01,031
4/2812015 9:00:05 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755.1666 Page 1 of 2

Worksheet for STR7 4 -STR1 3
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
fUs
Normal Depth
2.50
ft
Critical Depth
1.91
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00577
ft/ft
Bentley Systems, Inc. Haested Methods Sohaan81p6towMaster V8i (SELECTseries 1) [08.11.01.03]
4/2812015 9:00.05 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for STR15 -STR14
Project Description
Friction Method
Manning Formula
ft'Is
Solve For
Full Flow Capacity
ft
Input Data
3.14
ft2
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
ft/ft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ft' /s
Results
Discharge
17.33
ft'Is
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
Critical Slope
0.00601
ft/ft
Velocity
5.52
ft/s
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft'Is
Discharge Full
17.33
ft-Is
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods SoldkbdlepgtewMaster V8i (SELECTseries 1) [08.11.01.031
4/28/2015 9:00:53 AM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 7 of 2

Worksheet for STR15 -STR14
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
fVs
Upstream Velocity
Infinity
ft/s
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00601
fVft
Bentley Systems, Inc. Haestad Methods SoltlitimtivfitewMaster V8i (SELECTseries 1) [08.11.01.03]
412812016 9:00;53 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 2 of 2

Worksheet for STR7 6 -STR7 5
Project Description
Friction Method
Manning Formula
ft3 /s
Solve For
Full Flow Capacity
ft
Input Data
3.14
ft;
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
ft/ft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ft3fs
Results
Discharge
17.33
ft3 /s
Normal Depth
2.00
ft
Flow Area
3.14
ft;
Wetted Perimeter
6.28
ft
Hydraulic Radius
D.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
10D.0
%
Critical Slope
0.00601
ft/ft
Velocity
5.52
fus
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft'Is
Discharge Full
17.33
ft3 /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.0D ft
Length 0.00 ft
Number Of Steps 0
�GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SoidlWdl efitewMaster V8i (SELECTseries 1) [08.11.01.03]
4/2812015 9:01:38 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1- 203 - 755 -1666 Page 1 of 2

Worksheet for STRI6 -STRI5
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
ftlft
Critical Slope
0.00601
{t/ft
Bentley Systems, Inc. Haestad Methods Sol ii®rti0p6tewMaster VBi {SELECTseries 1} [08.11.01.03]
4128/2015 9:01:38 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1. 203 -755 -1666 Page 2 of 2

Worksheet for STR17 -STRI4
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
W/s
Channel Slope
0.00500
Tuft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ft' /s
Results
Discharge
17.33
W/s
Normal Depth
2.00
ft
Flow Area
3.14
ft-
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
Critical Slope
0.00601
ftift
Velocity
5.52
ft/s
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
W/s
Discharge Full
17.33
fl' /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol ffivniOp6fewMaster V8i (SELECTseries 1) [08.11.01.03]
4/28/2015 9:02:05 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

Worksheet for STR17 -STRI4
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00601
ft/ft
Bentley Systems, Inc. Haestad Methods Soli@i*AlWtowMaster VBi {SELECTseries 1} [08,11.01.03]
4128/2015 9:02 :05 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR7 S -STR17
Project Description
Friction Method
Manning Formula
ft'Is
Solve For
Full Flow Capacity
ft
Input Data
3.14
ft2
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
ft/ft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ft'Is
Results
Discharge
17.33
ft'Is
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
%
Critical Slope
0.00601
fuft
Velocity
5.52
fUs
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft'Is
Discharge Full
17.33
ft' /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
,GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol i@eyrtlG}efiteovMaster V8i (SELECTseries 1) [08.11.01.03]
4/2812015 9:03:07 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR18 -STR17
iGVF Output Data
Normal Depth Over Rise
100.OD
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00601
Rift
Bentley Systems, Inc. Haestad Methods Vai (SELECTseries t ) 108.11.01.03]
4128/2015 9:03:07 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STRI9 -STR18
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
W/s
Channel Slope
0.00500
ft/ft
Normal Depth
2.00
ft
Diameter
2,00
ft
Discharge
17.33
fts /s
Results
Discharge
17.33
W/s
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
%
Critical Slope
0.00601
ft/ft
Velocity
5.52
fUs
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ff 1s
Discharge Full
17.33
ft3ls
Slope Full
0.00500
ftlft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SoItftW I0plVtewMaster V8i (SELECTseries 1 ) [08.11.01.03]
4/2812015 9:03:56 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR19 -STRI8
GVF Output Data
Normal Depth Over Rise
1MOO
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ftls
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00601
ft/ft
Bentley Systems, Inc. Haestad Methods SolOb3itlOpfitewMaster VBi (SELECTseries 1 ) [08.11.01.031
4/28/2015 9.03:56 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 2 of 2

Worksheet for STR20-STR17
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.00500
ft/ft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ftsts
Results
Discharge
17.33
ft3 /s
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
%
Critical Slope
0.00601
fdft
Velocity
5.52
ftls
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft' /s
Discharge Full
17.33
ft'fs
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods SolSbAtlfpfitegWaster V8i (SELECrseries 1) [08.11,01,03]
4128/2015 9:04:29 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR20 -STR17
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ftfs
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00601
ft/ft
Bentley Systems, Inc. Haestad Methods SOIEW tl0pfitewMaster V8i (SELECTseries 1) [08.11.07.03]
412812015 9:04:29 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 page 2 of 2

Worksheet for STR21 -STR20
Project Description
Friction Method Manning Formula
Solve For Full Flaw Capacity
Input Data
Roughness Coefficient
0.012
fV1s
Channel Slope
0.00500
ft/ft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ft'Is
Results
Discharge
17.33
fV1s
Normal Depth
2.00
ft
Flow Area
3.14
ftl
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
%
Critical Slope
0.00601
ft/ft
Velocity
5.52
ft/s
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft3 /s
Discharge Full
17.33
ft� /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol iWirtlOpffiewMaster V8i (SELECTseries 1 ) [08.11.01.03]
4128/2015 9 :04:56 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

Worksheet for STR21 -STR20
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
fUft
Critical Slope
0.00601
fUft
Bentley Systems, Inc. Haestad Methods Soh@®rtlG�efitawMaster Vol tSELECTseries 1 j [08.11.01.03]
412812015 9:04:56 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755.1866 Page 2 of 2

Worksheet for STR23 -STR22
Project Description
Friction Method Manning Formula
Salve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft'!s
Channel Slope
0.00500
ftlft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
ft3 /s
Results
Discharge
4.95
ft'!s
Normal Depth
1.25
ft
Flow Area
1.23
ft2
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
ft/ft
Velocity
4.03
ft/s
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft9 /s
Discharge Full
4.95
ft3 /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
'GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods Soh@e7110pRtewMaster Val (SELECTseries 1 ) [08.1 1,01,031
412812015 9:06:07 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 1 of 2

Worksheet for STR23 -STR22
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
tnfinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ft/ft
Criticai Slope
0.00660
ft/ft
Bentley Systems, Inc. Haestad Methods Sol&�n dlC�efitocvMaster V8i (SELECTser es 1) [08.11. 01,03]
412812015 0:06:07 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR25 -STR24
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ftl /s
Channel Slope
0.02000
fUft
Normal Depth
9.25
ft
Diameter
125
ft
Discharge
9.90
ft °!s
Results
Discharge
9.90
ftl /s
Normal Depth
1.25
ft
Flow Area
1.23
ft'
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
1.18
ft
Percent Full
100.0
%
Critical Slope
0.01730
fUft
Velocity
8.06
ft/s
Velocity Head
1.01
ft
Specific Energy
2.26
ft
Froude Number
0.00
Maximum Discharge
10.65
ft °Is
Discharge Full
9.90
ft31s
Slope Full
0.02000
ft /ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Soli@®rtlg�errtewMaster V8i (SELECTseries 1) [08,11.01.03)
4/2812015 9:17:113 AM 27 Siemons Company drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR25 -STR24
' GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
1.18
ft
Channel Slope
0.02000
ft/ft
Critical Slope
0.01730
ft/ft
Bentley Systems, Inc. Haestad Methods SolftWAIWtewMaster V8i (SELECTseries 1) [06.11.01.03]
412812015 9:17:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR27 -STR26
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft'/s
Channel Slope
0.02000
Rift
Normal Depth
1.25
ft
Diameter
125
ft
Discharge
9.90
ft-Is
Results
Discharge
9.90
ft'/s
Normal Depth
1.25
ft
Flow Area
1.23
ft2
Wetted Perimeter
193
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
1.18
ft
Percent Full
100.0
%
Critical Slope
0.01730
ft/ft
Velocity
8.06
ft/s
Velocity Head
1.01
ft
Specific Energy
2.26
ft
Froude Number
0.00
Maximum Discharge
10.65
ft'!s
Discharge Full
9.90
ft °Is
Slope Full
0.02000
ftlft
Flaw Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol kRbrtl6yeFtewMaster V81 (SELECTseries 1) [08.11.01.031
412812015 9:17 :52 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page i of 2

Worksheet for STR27 -STR26
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
fUs
Normal Depth
1.25
ft
Critical Depth
1.18
ft
Channel Slope
0.02000
ft/ ft
Critical Slope
0.01730
ft/ft
Bentley Systems, Inc, Haestad Methods SoIdibrkl0e6tewMaster V8i (SELECTseries 1) [08.11.01.033
4/28/2015 9:17:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for STR29 -STR28
Project Description
Friction Method Manning Formula
9.90
ft3 /s
Solve For Full Flow Capacity
1.25
ft
Input Data
1.23
ftz
Roughness Coefficient
0.012
ft
Channel Slope
0.02000
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
9.90
ft31s
Results
Discharge
9.90
ft3 /s
Normal Depth
1.25
ft
Flow Area
1.23
ftz
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
1.18
ft
Percent Full
100.0
%
Critical Slope
0.07730
fdft
Velocity
8.06
ft/s
Velocity Head
1.01
ft
Specific Energy
226
ft
Froude Number
0.00
Maximum Discharge
10.65
ft3 /s
Discharge Full
9.90
ft3 /s
Slope Full
0.02000
ft/ft
Flow Type
SubCritical.
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods SolebalOpfitewMaster V8i (SELECTseries 1) [08.11.01.03]
4/28/2015 9:18:43 AM 27 Siemens Company drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR30 -STR29
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft'/s
Channel Slope
0.100D0
fVft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
22.13
W/s
Results
Discharge
22.13
ft'/s
Normal Depth
1.25
ft
Flow Area
1.23
ft=
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
1.25
ft
Percent Full
100.0
%
Critical Slope
0.09596
ft/ft
Velocity
18.03
ftfs
Velocity Head
5.05
ft
Specific Energy
6.30
ft
Froude Number
0.00
Maximum Discharge
23.80
ft3 /s
Discharge Full
22.13
ft9 /s
Slope Full
0.10000
ftlft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SolieWdi ftnewMaster V8i {SELECTseries 1 ) 108.11.01.03]
4/2812015 9,19.21 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

Worksheet for STR29 -STR28
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
1.18
ft
Channel Slope
0.02000
fuft
Critical Slope
0.01730
ft/ft
Bentley Systems, Inc. Haestad Methods Sol RiudiMptiitewMaster V8i (SELECTseries 1 ) [08.11.01.03]
4/28/2015 9:18:43 AM 27 Siemons Company Drlve Suite 200 W Watertown, CT 06795 USA [phone] Rage 2 of 2

Worksheet for STR30 -STR29
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft /s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
1.25
ft
Channel Slope
0.30000
fuft
Critical Slope
0.09596
ft/ft
Bentley Systems, Inc. Haestad Methods SolLR®ntl6}e6lewMaster V8i (SSLBCTseries 1) [08.11.01.03]
412812015 9:19:21 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR3I -STR29
Project Description
Friction Method
Manning Formula
ft'Is
Solve For
Full Flow Capacity
ft
Input Data
1.23
ft3
Roughness Coefficient
0.012
ft
Channel Slope
0.03900
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
13.82
ft' /s
Results
Discharge
13.82
ft'Is
Normal Depth
1.25
ft
Flow Area
1.23
ft3
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
1.23
ft
Percent Full
100.0
Critical Slope
0.03531
fUft
Velocity
11.26
ft/s
Velocity Head
1.97
ft
Specific Energy
3.22
ft
Froude Number
0.00
Maximum Discharge
14.87
ft' /s
Discharge Full
13.82
ft' /s
Slope Full
0,03900
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
am
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods Soll@tortl0pfitewMaster V81 (SELECTseries 1) [08.11.01.031
4/28/2015 9:20:01 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR31 -STR29
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
fUs
Normal Depth
1.25
ft
Critical Depth
1.23
ft
Channel Slope
0.03900
Rift
Critical Slope
0.03531
Rift
Bentley Systems, Inc. Haestad Methods Soli@imflOp tewMaster V8i (SELECTseries 1) [08.11.01.03]
4128/2015 9:20:01 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR32 -STR31
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.10000
ft/ft
Normal Depth
1.25
ft.
Diameter
125
ft
Discharge
22.13
ft3 /s
Results
Discharge
22.13
ft3 /s
Normal Depth
1.25
ft
Flow Area
1.23
ft2
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
1.25
ft
Percent Full
100.0
%
Critical Slope
0.09596
ft/ft
Velocity
18.03
ft/s
Velocity Head
5.05
ft
Specific Energy
6.30
ft
Froude Number
0.00
Maximum Discharge
23.80
ft' /s
Discharge Full
22.13
ft' /s
Slope Full
0.10000
Rift
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SoltakffIdOpflewMaster V81(SELECTseries 1) [08.11.01.03]
412812015 9:20 :26 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR32 -STR31
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
fUs
Normal Depth
1.25
ft .
Critical Depth
1.25
ft
Channel Slope
0.10000
ftlft
Critical Slope
0.09596
ft/ft
Bentley Systems, Inc. Haestad Methods SOIRW II®q tewvlVlaster V8i (SELECTseries 1) [08.11.01.03]
4/2812015 9:20:26 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 2 of 2

Worksheet for STR34 -STR33
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.02000
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
9.90
ft' /s
Results
Discharge
9.90
ft3 /s
Normal Depth
1.25
ft
Flow Area
1.23
ft2
Wetted Perimeter
193
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
1.18
ft
Percent Full
100,0
Critical Slope
0.01730
ft/ft
Velocity
8.06
ft+s
Velocity Head
1,01
ft
Specific Energy
2.26
ft
Froude Number
0.00
Maximum Discharge
10.65
ft3 /s
Discharge Full
9.90
ft3/s
Slope Full
0.02000
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol i1b7di pliftewMaster V8i (SELECTseries 1) [08.11.01.03]
412812015 9:30:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR34 -STR33
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
1.18
ft
Channel Slope
0.02000
ft/ft
Critical Slope
0.01730
ft/ft
Bentley Systems, Inc. Haestad Methods Sol dftaml0pfr1owMaster V8i (SELECTseries 1) [08.11.01.03]
4/2812015 8:30:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR36-STR35
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft'!s
Channel Slope
0.02000
fUft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
34.66
ft'Is
Results
Discharge
34.66
ft'!s
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.92
ft
Percent Full
100.0
%
Critical Slope
0.01741
ft/ft
Velocity
11.03
ft,s
Velocity Head
1.89
ft
Specific Energy
3.89
ft
Froude Number
0.00
Maximum Discharge
37.28
ft'Is
Discharge Full
34.66
ft3is
Slope Full
0.02000
ftlft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol0odlWtewMaster V8i (SELECTserles 1) [08.11.01.03]
4/28/2015 9:44:29 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR36 -STR35
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ftls
Normal Depth
2.40
ft
Critical Depth
1.92
ft
Channel Slope
0.02000
#t/$
Critical Slope
0.01741
Rift
Bentley Systems, Inc. Haestad Methods S01LR1iartl0ftfitewMaster V8i (SELECTseries 1) [08.11.01.03]
412812015 9:44:29 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR37 -STR36
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft' /s
Channel Slope
0.00500
ft /ft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ft3 /s
Results
Discharge
17.33
ft' /s
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
Critical Slope
0.00601
ftlit
Velocity
5.52
ft/s
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft- /s
Discharge Full
17.33
W/s
Slope Full
0.00500
fuft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol iabyllopli"IewMaster Vai (SELECTseries 1) [08.11.01.03]
4/2812015 9:43:54 AM 27 Siennons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

Worksheet for STR37 -STR36
OVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Shope
0.00500
ft/ft
Critical Slope
0.00601
fUft
Bentley Systems, Inc. Haestad Methods Sol tHWdl8}efftewMaster V8i {SELECTseries 1) 106.11.01.03]
412812015 9:43:54 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 LISA [phone] Page 2 of 2

Worksheet for STR38 -STR37
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft,15
Channel Slope
0.03220
ft/ft
Normal Depth
1.50
ft
Diameter
1.50
ft
Discharge
20.42
ft3/s
results
Discharge
20.42
ft,15
Normal Depth
1.50
ft
Flow Area
1.77
ftz
Wetted Perimeter
4.71
ft
Hydraulic Radius
0.38
ft
Top Width
0.00
ft
Critical Depth
1.47
ft
Percent Full
100.0
%
Critical Slope
0.02884
ft/ft
Velocity
11.55
ft/s
Velocity Head
2.07
ft
Specific Energy
3.57
ft
Froude Number
0.00
Maximum Discharge
21.96
ftl /s
Discharge Full
20.42
ft -/s
Slope Full
0.03220
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods SoliHeariloprrtesvMaster Vai (SELECTseries 1) [08.11.01.03]
4/2812015 9:45:15 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 7 of 2

Worksheet for STR38 -STR37
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ftls
Normal Depth
1.50
ft
Critical Depth
1.47
ft
Channel Slope
0.03220
ft/ft
Critical Slope
0.02884
ft/ft
Bentley Systems, Inc. Haestad Methods SoliftbMlGp flewMaster V8i tSELE=CTseries 1 j [08.11.01.03]
4/2612015 9:45:15 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 2 of 2

Worksheet for STR39 -STR40
Project Description
Friction Method Manning Formula
Salve For Full Flow Capacity
'Input Data
Roughness Coefficient
0,012
fts /s
Channel Slope
0.00500
ft/ft
Normal Depth
1.50
ft
Diameter
1.50
ft
Discharge
8.05
fts /s
Results
Discharge
8.05
fts /s
Normal Depth
1.50
ft
Flow Area
1.77
ft2
Wetted Perimeter
4.71
ft
Hydraulic Radius
0.38
ft
Top Width
0.00
ft
Critical Depth
1.10
ft
Percent Full
100.0
%
Critical Slope
0.00636
fUft
Velocity
4.55
ft/s
Velocity Head
0.32
ft
Specific Energy
1.82
ft
Froude Number
0.00
Maximum Discharge
8.66
ft' /s
Discharge Full
8.05
ft' /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %,
Bentley Systems, Inc. Haestad Methods Sol i@emtlOpfetewlVlaster VSi (SELECTseries 1) [08,11.01.031
4128/2015 9:45:54 AM 27 siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR39 -STR40
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ftls
Normal Depth
1.50
ft
Critical Depth
1.10
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00636
tuft
Bentley Systems, Inc. Haestad Methods Soli6hritlOeFtewMaster V8i (SELECTseries 1) [08,11.01.03]
4/2812015 9:45:54 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR40 -STR39
Project Description
Friction Method
Manning Formula
ft-/s
Solve For
Full f=low Capacity
ft
Input Data
1.77
ftZ
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
ft/ft
Normal Depth
1.50
ft
Diameter
1.50
ft
Discharge
8.05
ft' /s
Results
Discharge
8.05
ft-/s
Normal Depth
1.50
ft
Flaw Area
1.77
ftZ
Wetted Perimeter
4.71
ft
Hydraulic Radius
0.36
ft
Top Width
0.00
ft
Critical Depth
1.10
ft
Percent Full
100.0
%
Critical Slope
0.00636
ft/ft
Velocity
4.55
ft/s
Velocity Head
0.32
ft
Specific Energy
1.82
ft
Froude Number
0.00
Maximum Discharge
6.66
ft3/s
Discharge Full
8.05
fts /s
Slope Full
0.00500
fuft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Waestad Methods SohRemtl18jefitew master V8i (SELECTseries 1) [08.11.01.031
412812015 8:46:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 1 of 2

Worksheet for STR40 -STR39
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.60
ft
Critical Depth
1.10
ft
Channel Slope
0.00500
Rift
Critical Slope
0.00636
Rift
Bentley Systems, Inc. Waestad Methods Sot &MIMp6iewMaster V8 (SELECTserles 1) [08.11,01.03]
4/28/2015 9:46:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR41 -STR40
Project Description
Friction Method Manning Formula
Salve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.00500
fUft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
ft3 /s
Results
Discharge
4.95
ft3 /s
Normal Depth
1.25
ft
Flow Area
1.23
ft2
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
Tuft
Velocity
4.03
ft/8
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft' /s
Discharge Full
4.95
ft3/s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
;GVF Output Data
Upstream Depth 0.00 It
Profile Description
Profile Headloss mo ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods Sol ObndoefitewMaster V8i (SELECTseries 1) [08.11.01.03]
4128/2015 9:47:07 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

Worksheet for STR41 -STR40
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
fus
Upstream Velocity
Infinity
fus
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00660
ft/ft
Bentley Systems, Inc, Haestad Methods SoI*tWdl&eFtewMaster V8i (SELECTseries 1) [08.11.01.03]
4128/2015 9:47:07 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR42 -EXFES
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft' /s
Channel Slope
0.01900
ft/ft
Normal Depth
1.50
ft
Diameter
1.50
ft
Discharge
15.68
ft' /s
Results
Discharge
15.68
ft' /s
Normal Depth
1.50
ft
Flow Area
1.77
ft'
Wetted Perimeter
4.71
ft
Hydraulic Radius
0.38
ft
Top Width
0.00
ft
Critical Depth
1.42
ft
Percent Full
100.0
Critical Slope
0.01644
ft/ft
Velocity
8.88
ft/s
Velocity Head
1.22
ft
Specific Energy
2.72
ft
Froude Number
0.00
Maximum Discharge
16.87
ft'/s
Discharge Full
15.68
ft'Is
Slope Full
0.01900
Rift
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
,GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Sol i@®rtlSpfilewMaster V8i (SELECTseries 1) [08.11.01.03]
5/22/2015 1:56:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR42 -EXFES
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ft/s
Normal Depth
1.50
ft
Critical Depth
1.42
ft
Channel Slope
0.01900
Rift
Critical Slope
0.01644
fklft
Bentley Systems, Inc. Haestad Methods Soh BarrtltpFtewMaster 116i (SELECTseries 1) [08.11.01.031
5/2212615 1:56:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755.1666 Page 2 of 2

Worksheet for STR43 -STR42
Project Description
Friction Method
Manning Formula
fWs
Solve For
Full Flow Capacity
ft
Input Data
3.14
fta
Roughness Coefficient
0.012
ft
Channel Slope
0.03560
ftlft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
46.24
ft'!s
Results
Discharge
46.24
fWs
Normal Depth
2.00
ft
Flow Area
3.14
fta
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.97
ft
Percent Full
100.0
Critical Slope
0.03240
Rift
Velocity
14.72
ft is
Velocity Head
3.37
ft
Specific Energy
5.37
ft
Froude Number
0.00
Maximum Discharge
49.74
ft'15
Discharge Full
46.24
ft' /s
Slope Full
0.03560
fUft
Flow Type
SubCritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods Sol Rtk"OpfilewMaster V8i (SELECTseries 1 ) [08.11.01.03]
512212015 1:55:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR43 -STR42
GVF Output Data
Normal Depth Over Rise
100.()0
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ftls
Normal Depth
2.00
ft
Critical Depth
1.97
ft
Channel Slope
0.03560
f{/ft
Critical Slope
0.03240
ft/ft
Bentley Systems, Inc. Haestad Methods SoldlibdiSpRtewMaster V8i (SELECTseries 1) [08.11.01.03]
512212016 1:55:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR44 -STR43
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.00500
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
ft' /s
Results
Discharge
4.95
ft3 /s
Normal Depth
1.25
ft
Flow Area
1.23
ft,
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
ft/ft
Velocity
4.03
ft/s
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft3/s
Discharge Full
4.95
ft3 /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
,GVF Input Data
Downstream Depth
0.0D
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0D %
Bentley Systems, Inc. Haestad Methods Sohftb 0QpfftowMaster V8i (SELECTseries 1) [68.11.09.031
5/2212015 1:54:32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755.1666 Page 1 of 2

Worksheet for STR44 -STR43
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00660
it/ft
Bentley Systems, Inc. Haestad Methods Sal tfl:Wrtld�p6tewMaster V8i (SELECTseries 1) [08.91.01.03]
5/2212015 1:54.32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for STR45 -STR44
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft2 /s
Channel Slope
0.00500
fUft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
ft' /s
Results
Discharge
4.95
ft2 /s
Normal Depth
1.25
ft
Flow Area
1.23
ft2
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
fUft
Velocity
4.03
ft/s
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft3 /s
Discharge Full
4.95
ftl /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss o.0o ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc- Haestad Methods Sol ifty4ll8p itewMaster V8i (SELECTseries 1 ) [08.19.01.03]
5122!2015 1:54:17 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR45 -STR44
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00660
ft/ft
Bentley Systems, Inc. Haestad Methods SDI @®rtl@�efrtewMaster VBf (SELECTseries 1) [08.11.01.03]
512212015 1:54:17 PM 27 Siem©ns Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755 -1666 Page 2 of 2

Worksheet for STR46 -STR43
Project Description
Friction Method Manning Formula
Solve For Full Flaw Capacity
'Input Data
Roughness Coefficient
0.012
ft'Is
Channel Slope
0.00500
ftlft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ft$/s
Results
Discharge
17.33
ft'Is
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
Critical Slope
0.00601
fuft
Velocity
5.52
ftls
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft' /s
Discharge Full
17.33
ft3]s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
!GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc, Haestad Methods Soldlim lOpfitawMaster V8i (SELECTseries 1) [08.11.01.03]
5/2212015 1:54:06 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 1 of 2

Worksheet for STR46 -STR43
GVF Output Data
Normal Depth Over Rise
100.00
Downstream Velocity
Infinity
ftis
Upstream Velocity
Infinity
fus
Normal 'Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
fUft
Critical Slope
0.00601
ft!ft
Bentley Systems, Inc. Haestad Methods Sal iBentlg�eRtewMaster Vai (SELECTseries 1) [08.11.01.03]
512212015 1:54:06 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR47 -STR46
Project Description
Friction Method
Manning Formula
ft3ls
Solve For
Full Flow Capacity
ft
Input Data
3.14
ft2
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
Rift
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ftsls
Results
Discharge
17.33
ft3ls
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
%
Critical Slope
0.00601
ft /ft
Velocity
5.52
ftls
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft3 /s
Discharge Full
17.33
ft3 /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
'GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SoldRb t]0pFtocvMaster V8i (SELECTseries 1) [08.11.01.03]
5/22/2015 1:53:48 PM 27 Siemons Company Drive suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for STR47 -STR46
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
fUs
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00601
ft/ft
Bentley Systems, Inc. Haestad Methods SOI&W16pfitewMaster V8i (SELECTseries 1) [08.11.01.03]
5!22!2015 1:53:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755-1666 Page 2 of 2

Worksheet for STR48 -STR47
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft3 /s
Channel Slope
0.00500
Rift
Normal Depth
2.QD
ft
Diameter
2.00
ft
Discharge
17.33
ft'Js
Results
Discharge
17.33
ft3 /s
Normal Depth
2.00
ft
Flow Area
3.14
ft2
Wetted Perimeter
6.28
ft
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
%
Critical Slope
0.00601
Rift
Velocity
5.52
ft/s
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
0.00
Maximum Discharge
18.64
ft3JS
Discharge Full
17.33
ft-Is
Slope Full
0.00500
Tuft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SohaWoltpfftewMaster Vai (SELECTseries 1) [08.11.01.03]
512212015 1:53:39 PM 27 Siemons company Drive Suite 200 W Watertown, CT 06795 LISA [phone] Page 1 of 2

Worksheet for STR48 -STR47
GVF Output Data
Normal Depth Over Rise
100,00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ftls
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00601
ft/ft
Bentley Systems, Inc. Haestad Methods Soli WdIGpFteueMaster V8i (SELECTseries 1) [08.91.01.03)
5/22!2015 9:53:39 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

Worksheet for STR49 -STR48
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
fts /s
Channel Slope
0.00500
ft/ft
Normal Depth
2.00
ft
Diameter
2.00
ft
Discharge
17.33
ft3 /s
Results
Discharge
1733
fts /s
Normal Depth
2.00
ft
Flow Area
3.14
ft3
Wetted Perimeter
6.28
It
Hydraulic Radius
0.50
ft
Top Width
0.00
ft
Critical Depth
1.50
ft
Percent Full
100.0
Critical Slope
0.00601
ft/ft
Velocity
5.52
ft/s
Velocity Head
0.47
ft
Specific Energy
2.47
ft
Froude Number
O.DO
Maximum Discharge
18.64
fts /s
Discharge Full
17.33
fts /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0. DO ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SolAarrtlGpfitewMaster VBi (SELECTseries 1) [08.11.67.63]
5/2212015 1 :53:30 PM 27 5iemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203.755 -1666 Page 1 of 2

Worksheet for STR49 -STR48
GVF Output Data
Normal Depth Over Rise
100.00
%u
Downstream Velocity
Infinity
fk/s
Upstream Velocity
Infinity
ft/s
Normal Depth
2.00
ft
Critical Depth
1.50
ft
Channel Slope
0.00500
Tuft
Critical Slope
0.00601
ftlft
Bentley Systems, Inc. Haestad Methods SoIMb3dIWfitewMaster V8t (SELECTseries 1 ) [06.11.01.03]
5122120151:53:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755.1668 Page 2 of 2

Worksheet for STRSO -STR49
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft'Is
Channel Slope
0.00500
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
ft' /s
Results
Discharge
4.95
ft'Is
Normal Depth
1.25
ft
Flow Area
1.23
ftz
Wetted Perimeter
193
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
ft/ft
Velocity
4.03
ft/s
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft'Is
Discharge Full
4.95
ft9 /s
Slope Full
0.00500
ftlfi
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Solilleyr fflewMaster V81 (SELECTseries 1) [08.11.01.03]
5/2212615 1:53:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 LISA f1- 263. 755 -1666 Page 1 of 2

Worksheet for STRSO- STR49
GVF Output Data
Normal Depth Over Rise
100.OD
%
Downstream Velocity
Infinity
fUs
Upstream Velocity
Infinity
ft/s
Normal Depth
115
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ftlft
Critical Slope
0.00660
ftift
Bentley Systems, Inc. Haestad Methods Solidi dltpEtewMasterV6i (SELECTseries 1) [08.11.01.03]
512212015 1:53.15 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203 -755 -1666 Page 2 of 2

Worksheet for 3TR51 -STR50
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.012
ft'Is
Channel Slope
0.00500
fuft
Normal Depth
1,25
fit
Diameter
1.25
ft
Discharge
4.95
ft3 /s
Results
Discharge
4.55
ft'Is
Normal Depth
1.25
ft
Flow Area
1,23
ft2
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
ft/ft
Velocity
4.03
ft/s
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft-/s
Discharge Full
4.95
ft' /s
Slope Full
0.00500
ft/ft
Flow Type
SubCritical
iGVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00
Bentley Systems, Inc. Haestad Methods SoItftWdl®pfftearMaster V8i (SELECTseries 1) [08,11,01.03]
512212016 1:58:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1 -x03- 755 -1666 Page 1 of 2

Worksheet for STR59 -STR50
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ft/s
Upstream Velocity
Infinity
ft/s
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
ft/ft
Critical Slope
0.00660
fflft
Bentley Systems, Inc. Haestad Methods Solfib7dlWtewMasterviii (SELECTseries 1) [08.11.01.031
5/22/2015 1:58:44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for STR52 -STR51
Project Description
Friction Method
Manning Formula
ft3 /s
Solve For
Full Flow Capacity
ft
Input Data
1.23
ft2
Roughness Coefficient
0.012
ft
Channel Slope
0.00500
ft/ft
Normal Depth
1.25
ft
Diameter
1.25
ft
Discharge
4.95
ft3 /s
Results
Discharge
4.55
ft3 /s
Normal Depth
1.28
ft
Flow Area
1.23
ft2
Wetted Perimeter
3.93
ft
Hydraulic Radius
0.31
ft
Top Width
0.00
ft
Critical Depth
0.90
ft
Percent Full
100.0
%
Critical Slope
0.00660
ft /ft
Velocity
4.03
ft is
Velocity Head
0.25
ft
Specific Energy
1.50
ft
Froude Number
0.00
Maximum Discharge
5.32
ft3/s
Discharge Full
4.95
ft3 /s
Slope Full
0.00500
fuft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods Soli bd[OjeFtewMasterV8i (SELECTseries 1) [08.11.01,03]
512212015 1:52:46 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203. 755 -1666 Page 1 of 2

Worksheet for STR52 -STRSI
GVF Output data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ftls
Normal Depth
1.25
ft
Critical Depth
0.90
ft
Channel Slope
0.00500
{tiff
Critical Slope
0.00660
ft/{t
Bentley Systems, Inc. Haestad Methods Sol iffiadllpfitewMaster V& fSELECTseries 1) (0811.01.03]
5/22/2015 1:52:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1- 203 - 755 -1666 Page 2 of 2

Worksheet for 18 "PVC SYSTEM
Project Description
Friction Method Manning Formula
Solve For Full Flow Capacity
Input Data
Roughness Coefficient
0.010
ft3/s
Channel Slope
0.00500
ft/ft
Normal Depth
1.50
ft
Diameter
1.50
ft
Discharge
9.66
ft3 /s
Results
Discharge
9.66
ft3/s
Normal Depth
1,50
ft
Flow Area
1,77
ft2
Wetted Perimeter
4.71
ft
Hydraulic Radius
0.38
ft
Top Width
0.00
ft
Critical Depth
1.20
ft
Percent Full
100.0
%p
Critical Slope
0.00524
fUft
Velocity
5.46
fUs
Velocity Head
0,46
ft
Specific Energy
1.96
ft
Froude Number
0.00
Maximum Discharge
10.39
ft3 /s
Discharge Full
9.66
ft3/s
Slope Full
0.00500
fUft
Flow Type
SubCritical
GVF Input Data
Downstream Depth
0.00
ft
Length
0.00
ft
Number Of Steps
0
�GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Bentley Systems, Inc. Haestad Methods SoliftdiOeiftewMaster V8i (SELECTseries 1) [08,11.-01.03)
5!2212015 2:14:49 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

Worksheet for 18 "PVC SYSTEM
GVF Output Data
Normal Depth Over Rise
100.00
%
Downstream Velocity
Infinity
ftls
Upstream Velocity
Infinity
ft/s
Normal Depth
1.50
ft
Critical Depth
1.20
ft
Channel Slope
0.00500
fuft
Critical Slope
0.00524
ft/ft
Bentley Systems, Ine- Haestad Methods SolRbdI&,- FtewMaster V8i {SELECTseries 1} [08.11.01.03)
5/22/2015 2:14;44 PM 27 Siemons Company 'Drive Suite 200 W Watertown, CT 06795 USA }1- 203. 755.1666 Page 2 of 2

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