20020783 Ver 1_Complete File_20020424

SITEWORK CALCULATIONS
for
Cambrifge Commons
Phase
Edgecombe County, NC
April 24, 2002
ACE JN: 01-0736
Edgecombe County, Nort Carolina
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CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS -

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MAY
YWETLAiibS &6UP -
Index to Sitework '"'e • ; E 3 ;LITY SECTQN
. G
Cambridge Commons Subdivision iL
• Note to Reviewer
• Pre-Development Runoff Areas
• Post Development Runoff Areasw
• Storm Pipe Calculations
• Pipe Outlet Calculations
• Ditch Calculations
• Excavated Inlet Protection and Sediment Basin Calculations
• Existing Ditch Calculations
• Dry Detention Pond Calculations
• Attachment A - Foxhall Subdivision Runoff Calculations

Note to Reviewer:
Phase II portions of these calculations are provided to show the total impact
' of the project, the detention pond as will be built in the first phase, but
however will eventually serve Phase I and Phase II together. Therefore,
additional information is provided to show how the portions of Phase I have
' been derived and what plans have been made for future Phase 11.
' Plans and specs will be provided for review on Phase II once the
owner/developer decides to proceed whenever that may be.

1

RUNOFF COMPUTATIONS
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CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
PROJECT: Cambridge Commons - PRE Development Runoff
DATE: 4/18/02
SHEET: T

' TIC PIPE UPPER
TO LOWER A EA BASINS C I Qn 'Y_Qn
12 Inflow at 5
Ex. Pipe 5 #0 6 26.54
---- --
27.05 lb
lab .25
---- 6.8*
---- 45.12
---- ----
48.96.
.8 Inflow at 7
Pipe 7 to 8 2.62
--- ---- Ila
Ila .25
---- 7.5*
---- 4.91
---- ----
4.91

1 11.5
<5 Inflow at 27 -
Inflow at 28 6.62
4.02 ----
---- Ilia
Iva .25
.25 5.8
7.5 8.15
7.53 8.15
7.53
<5 Inflow at 29 4.91 --- Va .25 775 9.21 9.21
78.7(0
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CONSULTING ENGINEERS, RUNOFF COMPUTATIONS
CIVIL, MUNICIPAL& STRUCTURAL ENGINEERS
* 25 year
** see attached supporting data
1
PROJECT:. Cambridge Commons - POST Development Runoff
DATE: 4/16/02
SHEET: 1
TC PIPE UPPER
TO LOWER A YA BASINS C 1 Qn EQn
<5 Inflow at 1 2.52 - -- la .39 8.5* 8.35 ----
Pipe 1 to 2 ---- 3.03 la and Foxhall 1** ---- ---- ---- 11.33
<5 Inflow at 3 1.11 ---- lb .42 8.5* 3.96 3.96
Pipe 3 to 4 ---- 1.11 lb ---- ---- ---- 3.96
<5 Inflow at 5 2.82 ---- Ic .36 8.5* 8.63 8.63
Pipe 5 to 6 ---- 6.96 la, b, c, (Foxhall 1**) ---- ---- ---- 23.92
9.5 inflow at 25 9.76 ---- Ila .21 6.3 12.91 12.91
7.3 Inflow at 11 1.92 --- Ilb .57 66 7.22 7.22
Pipe 11 to 12 ---- 1.92 Ilb ---- ---- ---- 7.22
7.3 Inflow at 12 3.10 ---- Ilc .60 6.6 12.27 12.27
Pipe 12 to 1.3 to 14 ---- 5.02 Ilb,c ---- ---- ---- 19.49

<5 Inflow at 26 4.02 ---- Ild .22 7.5 6.63 6.63
Ditch 26 to 23 ---- 18.80 Ila,b,c,d --- --- ---- 39.03
5 Inflow at 15 2.93 ---- Iif .57 7.5 12.53 12.53
Pipe 15 to 16 to 17 ---- 2.93 Iif ---- ---- ---- 12.53

<5 Inflow at 17 2.18 -f ---- Il?c .35 7.5 5.72 5.72
Pipe 17 to 18 to 19, ---- 5.11. Ilfg --- ---- ---- 18.25

7.5 Inflow at 19 1.93 ---- llh .51 6.5 6.40 6.40
Pipe 19 to 20
----
7.04
llf,g,h
----
----
----
24.65
7.5 Inflow at 20 2.32 ---- Ili .59 6.5 8.89 8.89
Pipe 20 to 21 to 22 ---- 9.36 Ilf"g,h,i - ---- ---- ----

<5 Inflow at 9 .60 - llla .35 8.5* 1.79 1.79

e 9 to 10 ----
.60
Ilia ---- ---- ----
1.79
<5 Inflow at Ditch 1 .63 ---- Iva .31 8.5* 1.66 1.66
<5 Inflow at Ditch 2 ,62 ---- Ivb .31 8.5* 1.64 1.64
ACE E-3
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Appian
RUNOFF COMPUTATIONS CONSULTING ENGINEERS,
CIVIL, MUNICIPAL&STRUCfURAL ENGINEERS
PROJECT:Cambridge Commons- POST Development Runoff
DATE: 4116/02
SHEET:2
TC PIPE UPPER
TO LOWER A EA BASINS C I Qn Y-Qn
t <5 Inflow at 7 0.3 ---- Ivc .53 8.5* 1.35 1.35
Pipe 7 to 8 ---- 1.55 Iva,b,c ---- ---- ---- 4.65

6.5 Inflow at 23 5.0 ---
-
Ile
.24
6.8
-8.16
8.16
Pipe 23 to 24 ---- 32.95 Ila,b,c,d,e,f,p,h,i ---- ---- ---- 80.73

1

ACE E-3

Runoff Coefficient Computations
Project: Cambridge Commons
Date`. 4/16/2002
By: GSJ
Basin Area-1 C-1 Area-2 C-2 Area-3 C-3 Acreage Area-Weighted
(ac) (ac) (ac) Coefficient
la _ 1.88 0.20 0.64 0.95 0.00 0.00 2.52 0.39
b 0.78 0.20 0.33 0.95 0.00 0.00 . 1.11 0.42
Ic 2.21 0.20 0.61 0.95 0.00 0.00 2.82 0.36
Ila 9.60 0.20 0.16 0.95 0.00 0.00 9.76 0.21
Ilb 0.98 0.20 0.94 0.95 0.00 0.00 1.92 0.57
Ilc 1.45 0.20 1.65 0.95 0.00 0.00 3.10 0.60
Ild 3.90 0.20 0.12 0.95 0.00 0.00 4.02 0.22.
Ile 4.72 0.20 0.28 0.95 0.00 0.00 5.00 0.24
[if 1.50 0.20 1.43 0.95 0.00 0.00 2.93 0.57
Ilg 1.75 0.20 0.43 0.95 0.00 0.00 2.18 0.35
Ilh 1.14 0.20 0.79 0.95 0.00 0.00 .1.93 0.51
Ili 1.11 0.20 1.21 0.95 0.00 0.00 2.32 0.59
Ilia 0.48 0.20 0.12 0.95 0.00 0.00 0.60 0.35
Iva 0.54 0.20 0.09 0.95 0.00 0.00 0.63 0.31
Ivb 0.53 0.20 0.09 0.95 0.00 0.00 0.62 0.31
Ivc 0.17 0.20 0.13 0.95 0.00 0.00 0.30 0.53

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' Analysis Results
Scenario: Base
Title: Cambridge Pipe 1 to 2
Project Engineer, Bobby L. Joyner, P.E.
Project Date: 04/19/02
Comments:
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local' Local Additional
Area Rational CA CA Inlet of Intensity Rational Carryover
(acres) C (acres) (acres) CA Concentration (in/hr) Flow (cfs)
(acres) (min) (cfs)

tal Total
Carryover Flow
Flow To Inlet
(cfs) (cfs)
1 ` 3.03 0.39 1.18 0.00 1.18 5.00 0.00 8.50 10.12 0.00 0.00
Inlets
' Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow M
(cfs) (cfs) (cfs)
1 N/A Default 100% Generic Inlet 10.12 10.12 0.00 100.0
Pipes For Network With Outlet: 2
1 Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of Shape Size Length ` Slope System Velocity'- Invert Invert In Out
Sections (ft) (ft/ft) Flow (ft/s) (ft)' (ft) (ft) (ft)
(cfs)

' 1 to 2 None 1 Circular 15 inch 99.00 0.011010 10.12 8.33 71.76 70.67 74.33 71.86
Structures For Network With Outlet: 2
Label Hydraulic Hydraulic Calculated Total System System
1 Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft) Flow (min) (in/hr)
(cfs)
1 74.33 74.33 0.00 10.12 5.00 8.50
2 71.80 71.80 0.00 10.12 5.20 8.50

Title: Cambridge Pipe 1 to 2 Project Engineer: Bobby L. Joyner, P.E.
c:\shaun\canbrudgepipe 1 to 2.stm Appian Consulting Engineers,.P.A: _ StormCAD v3.0 [319].
' 04/19/02 10:22:20 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA ( 203) 755-1666 Page 1 of 1
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Analysis Results
' Scenario: Base
Title: Cambridge Commons P. pc S J-L,
Project Engineer: Bobby L. Joyner, P.E.
Project Date: 04/24/02
Comments:
Inlet Rational Flows
' Label Inlet Composite Inlet Carryover Total Time Local Local Additional Total Total
- Area Rational CA CA Inlet of Intensity Rational Carryover Carryover Flow
(acres) C (acres) (acres) CA Concentration (in/hr) Flow (cfs) Flow To Inlet
(acres) (min) (cfs) (cfs) (cfs)
3 1.11 0.42 0.47 0.00 0.47 5.00 0.00 8.50 3.99 0.00 0.00
Inlets
Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow (%)
(cfs) (cfs) (cfs)
3 N/A Default 100% Generic Inlet 3.99 3.99 0.00 100.0

Pipes For Network With Outlet: 4 -
Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (ft/ft) Flow (ft/s) (ft) (ft) (ft) (ft)
(cfs)

3 to 4 None 1 Circular 15 inch 146.00 0.011712 3:99 4.12 68.75 67.04 69.56 68.14
Structures For Network With Outlet: 4
Label Hydraulic Hydraulic Calculated Total System System
1 Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft) Flow. (min) (in/hr)
(cfs)
3 69.56 69.56 0.00 3.99 5.00 8.50
4 68.14 68.14 0.00 3.99 5.59 8.50

Title: Cambridge Commons Project Engineer: Bobby L. Joyner, P.E.
c:\shaun\cambridge 3 to 4.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
04/24/02 09:03:59 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
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Analysis Results
' Scenario: Base

' Title: Cambridge Pipe 5 to 6
Project Engineer: Bobby L. Joyner, P.E.
Project Date: 04/19/02
Comments:
- Inlet Rational Flows
' Label Inlet Composite Inlet Carryover Total Time Local Local Additional Total Total
Area Rational: CA CA Inlet of Intensity Rational Carryover Carryover Flow
(acres) C (acres) (acres) CA Concentration (in/hr) Flow (cfs) Flow To Inlet
(acres) (min) (cfs) (cfs) (cfs)
5 6.96 0.36 2.51 0.00 2.51 5.00 0.00 8.50 21.47 0.00 0.00
Inlets
' Label Bypass. Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow (%)
(cfs) (cfs) (cfs)
' 5 N/A Default 100% Generic Inlet 21.47 21.47 0.00 100.0

Pipes For Network With Outlet: 6
Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (ft/ft) Flow (fUs) (ft) (ft) (ft) (ft)
(cfs)
' 5 to 6 None 1 Circular 60 inch 63.00 0.003651 21.47 1.43 66.25 66.02 69.72 69.72
Structures For Network With Outlet: 6
Label Hydraulic Hydraulic Calculated Total System System
Grade In Grade Out Headloss , System Flow Time Intensity
(ft) (ft) (ft) Flow (min) (in/hr)
(cfs)
5 69.72 69.72 0.00 21.47 5.00 8.50
' 6 69.72 69.72 0.00 21.47 5.74 8.50

Title: Cambridge pipe 5 to 6 Project Engineer: Bobby L. Joyner, P.E.
c:\shaun\cambridge 5 to 6.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
' 04/19/02 10:57:40 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708.USA ( 203) 755-1666 Page 1 of 1
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' Analysis Results
Scenario: Base
Title: Cambridge Pipe 7 to 8
Project Engineer: Bobby L. Joyner, P.E.
Project Date: 04/19/02
Comments:
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local Local Additional
Area Rational CA CA Inlet of Intensity Rational Carryover
- (acres) C (acres) (acres) CA Concentration (in/hr) Flow (cfs)
(acres) (min) (cfs)

tal Total
Carryover Flow
Flow To Inlet
(cfs) (cfs)
' 7 1.55 0.53 0.82 0.00 0.82 5.00 0.00 8.50 7.04 0.00 0.00
Inlets
' Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow (%)
(cfs) (cfs) (cfs)
7 N/A Default 100% Generic Inlet 7.04 7.04 0.00 100.0
Pipes For Network With Outlet:8
' Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (ft/ft) Flow (ft/s) (ft) (ft) (ft) (ft)
(cfs)
7 to 8 None 1 Circular 24 inch 58.00 0.001724 7.04 2.32 68.97 68.87 70.80 70.75
Structures For Network With Outlet: 8
Label -Hydraulic Hydraulic Calculated Total System System
' Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft)` Flow (min) (in/hr)
(cfs)
7 70.80 70.80 0.00 7.04 5.00 8.50
' 8 70.75 70.75 0.00 7.04 5.42 8.50

Title: Cambridge Pipe 7 to 8 Project Engineer: Bobby L. Joyner, P.E.
c:\shaun\cambridge pipe 7 to 8.stm Appian Consulting Engineers, P.A. StormCAD.v3.0 [319]
' 04/19/02 10:51:19 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Pagel of l
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' Analysis Results
Scenario: Base
Title: Cambridge lPC q T-0 i C>
Project Engineer: Bobby L. Joyner, P.E.
Project Date: 04/18102
Comments:
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local Local Additional
Area Rational CA CA Inlet of Intensity Rational Carryover
(acres) C (acres) (acres) CA Concentration (in/hr) Flow (cfs)
(acres) (min) (cfs)

tal Total
Carryover Flow
Flow To Inlet
(cfs) (cfs)
' 9 0.60 0.35 0.21 0.00 0.21 5.00 0.00 8.50 1.80 0.00 0.00
Inlets
Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow (%)
(cfs) (cfs) (cfs)
9 N/A Default 100% Generic inlet 1.80 ' 1.80 0.00 100.0
Pipes For Network With Outlet: 10
' Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of. Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (fuft) Flow MIS) (ft) (ft) (ft) (ft)
(cfs)
.
' 9 to 10 None 1 Circular 15 inch 146.00 0.005000 1.80 2.54 6623 65.50 66.78 66.60
Structures For Network With Outlet: 10
Label Hydraulic Hydraulic Calculated Total System System
' Grade In Grade Out Headloss -System Flow Time Intensity
(ft) (ft) (ft) Flow (min)_ (in/hr)
(cfs)
9 66.78 66.78 0.00 1.80 5.00 8.50
' 10 66.60 66.60 0.00 1.80 5.96 8.50

Title: Cambridge 3 Project Engineer: Bobby L. Joyner, P.E.
c:\shaun\cambridge 3.stm Appian Consulting Engineers, P.A. StormCAD v3:0 [319]
' 04/19/02 10:00:25 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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- Analysis Results
Scenario: Base
Title: Cambridge Run 2
Project Engineer. Bobby L. Joyner, P.E.
Project Date: 04118/02
Comments:
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local Local
Area Rational CA CA Inlet of Intensity Rational
(acres) C (acres) (acres) CA Concentration (in/hr) Flow
(acres) (min) (cfs)

ditional Total
Carryover Carryover
(cfs) Flow
(cfs)

tal
Flow
To Inlet
(cfs)
11 1.92 0.57 1.09 0.00 1.09 7.30 0.00 7.50 8.27 0.00 0.00
12 3.10 0.60 1.86 0.00 1.86 7.30 0.00 7.50 14.06 0.00 0.00
Inl
t
e
s
Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
' To Inlet Flow Flow. (%)
(cls) (cfs) (cfs)
11 N/A Default 100% Generic Inlet 8.27 8.27 0.00 100. 0
' 12 WA Default 100% Generic Inlet 14.06 14.06 0.00 100.0
Pipes For Network With Outlet: 14
Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (ft/ft) Flow (ft/s) (ft) (ft) (ft) (ft)
(cfs)
11 to 12 12 to 13 1 Circular 18 inch 27.00 0.002963 8.27 ` 4.68 66.34 66.26 69.15 68.98
12 to 13 13 to 14 1 - Circular 24 inch 137.00 0.002993 22.34 7.22 66.16 65.75 68.98 67.61
13 to 14 None 1 Circular 24 inch 17.00 0.002941 22.34 7.52 65.65 65.60 67.61 67.29
Structures For Network With Outlet: 14
Label Hydraulic Hydraulic Calculated Total System System
Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft) Flow (min) (in/hr)
(cfs)
11 69.15 69.15 0.00 8.27 7.30 7.50
' 12 68.98 68.98 0.00 22.34 7.40 7.50
13 67.61 67.61 0.00 22.34 7.71 7.50
14 67.29 67.29 0.00 22.34 7.75 7.50

Title: Cambridge Run 2 Project En gineer. Bobby L. Joyner, P.E.
c:\shaun\cambridge 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [3191 .
04/18/02 04:50:56 PM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Analysis Results
Scenario: Base
Title: Cambridge Commons
Project Engineer. Bobby L. Joyner, P.E.
Project Date: 04/18/02
Comments:
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local Local Additional Total
Area Rational CA CA ` Inlet Of Intensity Rational Carryover Carryover
(acres)' C (acres) (acres) CA Concentration (in/hr) Flow (cfs) Flow
(acres) (min) (cfs) (cfs)

tal
Flow
To Inlet
(cfs)
15 2.93 0.57 1.67 0,00 1.67 5.00 0.00 7.50 12.63 0.00 0.00
17 2.18 0.35 0.76 0.00 0.76 5.00 . 0.00 7.50 5.77 0.00 0.00
19 1.93 0.51 0.98 0.00 0.98 7.50 0.00 7.50 7.44 0.00 0.00
20 2.32 0.59 1.37 0.00 1.37 7.50 0.00 7.50 10.35 0.00 0.00
Inlets
r Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow (%)
(cfs) (cfs) (cfs)
r 15 WA Default 100% Generic Inlet 12.63 12.63 0,00 100.0
17 N/A Default 100% Generic Inlet 5.77 5.77 0.00 100.0
19 N/A Default 100% Generic Inlet 7.44 7.44 0.00 100.0
r 20 N/A Default 100% Generic Inlet 10.35 10.35 0.00 100.0
r Pipes For Network With Outlet: 22
Label Dn. Number Section Section Pipe Pipe, Total Average Up Dn HGL HGL
Pipe of Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (It/ft) Flow (ft/s) (ft) (ft) (ft) (ft)
r (cls)
15 to 16 16 to 17 1 Circular 18 inch 140.00 0.003000 12.63 7.14 63.51 63.09 68.82 66.79
16 to 17 17 to 18 1 Circular 24 inch 84.00 0.002976 _12.63 4.02 62.99 62.74 66.79 66.53
17 to 18 18 to 19 1 Circular 24 inch 164.00 0.002988 18.39 5.86 62.64 62.15 66.53 65.45
' 18 to 19 19 to 20 1 Circular 24 inch 25.00 0.003200 18.39 5.86 62.05 61.97 65.45 65.28
19 to 20 20 to 21 1 Circular 30 inch 28.00 0.002857 25.84 5.26 61.87 61.79 65.28 65.17
20 to 21 21 to 22 1 Circular 30 inch 145.00 0.002966 36.18 7.37 61.69 61.26 65.17 64.04
21 to 22 None 1 Circular 30 inch 165.00 0.004000 36.18 7.75 61.16 60.50 64.04 62.63
Structures For Network With Outlet: 22
r Label Hydraulic Hydraulic Calculated Total System System
Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft) Flow (min) (in/hr)
(cfs)
r 15 68.82 68.82 0.00 12.63 5.00 7.50
16 66.79 66.79 0.00 12.63 5.33 7.50
17 66.53 66.53 0.00 18.39 5.67 7.50
r 18 65.45 65.45 0.00 _ 18.39 6.14 7.50
19 65.28 65.28 0.00 25.84 7.50 7.50
20 65.17 65.17 0.00 36.18 7.59 7.50
21 64.04 64.04 0.00 36.18 7.92 7.50
r 22 62.63 62.63 0.00 36.18 8.27 7.50
Title: Cambridge Commons Project Engineer: Bobby L. Joyner, P.E.
c:Lshaun\cambridge.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
04/18/02 05:01:54 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1
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Appendices

300
l l ??
Outlet
?' Do + La
9 ! }
: ?
e
diameter (Dt?)
La.
T ilwater.-0.500

-?
0
{ PP
.
rp 6 ,; .

IYCI
t +
4 _ a .
V I Ir l ol l 4

3 2 d?

20 15 3
2
D "?
10

2 N
?i U)
a Q
f 1111 1 W

.
.o

?S 70
v-95-

3 30 20 so.
* 100
200. 0
500
'1000
.
D:Schar^ye t :3Ise6) ,

Curves may not be extrapolated_
,Figure 8.06a Design of outlet protection protection from a round pipe flowing full , minimum tailwater condition (TM, < 0.5 dfameter)_' . .

. Rcv- 1283
8.06-3

i

.300 .

' Outlet N _ Do + 0.4La 120
pipe
.
!
.
7
diametei (Do)
L 1 f

-

' a
• 120
- - - Taiaw _ r _ . 0_SD0
. - - - . . t - ,.
100

90. Tj
tt

: i I i li
l gp

.
e?? 50

141 a i.
a

I -
40 3 .

30 !j!

20
t 1

t6

T

a

? ?-

1
PI
t.
V 10

3 S ID 20 " 50-; 100 200 500 1000
i Discharge (ft3/sec) '

Curves. may not-be bxtrapotated_
Figure 8.06b Design of outlet protection from around pipe flowing full maximum 'tailwater condition (Tw ? 0,5 diarneter)-

' 8.06.4
Nw
12,93
.

_----- ---
------------------------
DITCH CALCULATIONS-FOR-DITCH: D-3
0.00500 ft/ft 4 19.5 cfs V= 4.48 fps
1.20 ft L 130.0 ft (n= 0.02000)
0.00735 ft/ft Vc= 4.42 fps Dc 1.2 ftL ABC
in channel= 0.483 MIN
?Ult/
JACTIVE FORCE in channel= 0.38 psf
VEE CHANNEL B= 0.0 ft
LT SS= 3.0:1 RT SS= 3.0:1
Itemporary lining is needed. Use STRAW WITH A FIBERGLASS NET AND ASPHALT TACK.
Roll out lining parallel to the direction of flow and over the protective mulch
d seedbed. Anchor and bury the upstream end in a 6 inch trench and tamp
Irmly.
Join adjacent ends by an 18 inch overlap and staple. Staple the lining
inches o. c. across the top end and every 3;feet around the edges and bottom.
Ide laps are to be ,3 inches minimum and Zapled together. Staple each strip
down the center at 3 feet. Do not stretch the net when appling staples.
LIZ t
3 3
ST ?T,AcK -1 F4 BCQU -A'-
---------------------------------------------------------
DITCH CALCULATIONS FOR DITCH: t:?8 I::) -3
>' 0.00500 ft/ft Q= 19.5 cfs V= 2.95 fps
1.49 ft L= 130.0 ft (n= 0.03500)
0.02252 ft/ft Vc= 4.42 fps Dc= 1.2 ft
'?in,channel= 0.736 MIN
ICTIVE FORCE in channel 0.46 psf
VEE CHANNEL B`= 0.0 ft
LT SS= 3.0:1 RT SS= 3.0:1
3 i,N9
1
? ''
l
€?-o ?+
Ve-lco ,j .2.9 s Ll ?/ -Fad( 4-scve- rte"
------------
DITCH CALCULATIONS FOR DITCH: D-4.
0.01330 ft/ft Q= 12.9 cfs V= 5.83 fps
0.86 ft L= 300.0 ft (n= 0.02000)
Sa
3c= 0.00777 ft/ft Vc= 4.07 fps Dc= 1.0 ft
P in channel 0.857 MIN
PRACTIVE FORCE in channel= 0.71 psf
' VEE CHANNEL B= 0.0 ft
LT SS= 3.0:1 RT SS= 3.0:1
L emporary lining is needed. Use STRAW WITH A FIBERGLASS NET AND ASPHALT TACK.
l out lining parallel to the direction of flow and over the protective mulch
and seed bed. Anchor and bury the upstream end in a 6 inch trench and tamp
frmly
Join adjacent ends by an 18 inch overlap and3staple. Staple the linind bottom.
feet around the edges
inches o. c. across the top end a every
de laps are to be 3 inches minimum and stapled together. Staple each strip
Jwn the center at 3 feet. Do not stretch the net when appling staples.
1
3
3 ? ?r
1
' <„? F t i3 E?2-C-,?.n-ss ?+1 e?tnic,
i
1
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
DITCH CALCULATIONS FOR DITCH: D-4
0.01330 ft/ft Q= 12.9 cfs V= 3.83 fps
1.06 ft L= 300.0 ft (n= 0.03500
?A-f31 LI2?'D
t s 0.02379 ft/ft Vc 4.07 fps be 1.0 ft
in channel= 1.304 MIN
TRACTIVE FORCE in channel= 0.88 psf
' VEE CHANNEL B= 0.0 ft
LT SS 3.0:1 RT SS= 3.0:1
1
t
I.n(9
3 3
8-o5q
Veloo,4,1 3.x'3 9:5 tY +411 4stue. P°Y
' No ?Ma•'tC:rL{ I ; q8r /l2e-C?. ?G??
DITCH CALCULATIONS FOR DITCH: D-5
---------------------------------------------------------------
0.00500 ft/ft Q= 39.0 cfs V 5.33 fps
1.56 ft L= 380.0 ft (n= 0.02000)
501L,
_,w ?Ave Sc 0.00670 ft/ft Vc 5.08 fps Dc= 1.6 ft
in channel 1.188 MIN
TRACTIVE FORCE in channel= 0.49 psf
VEE CHANNEL B= 0,.0 ft
LT SS= 3.0:1 RT SS= 3.0:1
temporary lining is needed. Use STRAW WITH A FIBERGLASS NET AND ASPHALT TACK.
ll out lining parallel to the direction of flow and over the protective mulch
and seed bed. Anchor and bury the upstream end in `a 6 inch trench and tamp
t rmly.
in adjacent ends by an 18 inch overlap and staple. Staple the lining
12 inches o. c. across the top end and every 3 feet around the edges and bottom.
'de laps are to be 3'inches minimum and stapled together. Staple each strip
wn the center at 3 feet. Do not stretch the net when appling staples.
1
i•5?c
-------------------
DITCH CALCULATIONS FOR DITCH: D-5
0.00500 ft/ft Q 39.0-cfs V= 3.50 fps
1.93 ft L= 380.0 ft (n= 0.03500) _ S'?BlUZ.c
= 0.02053 ft/ft Vc= 5.08 fps Dc= 1.6 ft
in'channel= 1.808 MIN
JACTIVE FORCE in channel= 0:60 psf
VEE CHANNEL B= 0.0 ft
LT SS= 3.0:1 RT SS 3.0:1
3
1
per' S.a?
------------------- ---------
DITCH CALCULATIONS FOR DITCH: D-6
0.00500 ft/ft 4= 39.0 cfs V= 5.33 fps
D= 1.56 ft L _600.0 ft (n= 0.02000)
U 0.00670 ft/ft Vc= 5.08 fps Dc= 1.6 ft
TT in channel= 1.876 MIN
I[ACTIVE FORCE in channel= 0.49 psf
VEE CHANNEL B= 0.0 ft
' LT SS 3.0:1 RT SS= 3.0:1
A temporary lining is needed Use STRAW WITH `A FIBERGLASS NET AND ASPHALT TACK.
11 out lining parallel tothe direction of flow and over the protective mulch
d seed bed. Anchor and bury the upstream end in a 6 inch trench and tamp
firmly.
In adjacent ends.by an 18 inch overlap and staple. Staple the lining
inches o. c. across the top end and every 3 feet around the edges and bottom.
Side laps are to be 3 inches minimum and stapled together. Staple each strip
wn the center at 3 feet_ Do not stretch the net when appling staples.
a
S'C12ta?„?a -(wci< vJ?'FIP?C?GUAS5 `NC'fINC.
r
DITCH CALCULATIONS' FOR DITCH: D-6
----------------------------------------------------------------
r
S= 0.00500 ft/ft Q= 39.0 cfs V 3.50 fps
1.93 ft L= 600.0 ft (n= 0.03500) cze>
Sc= 0.02053 ft/ft Vc= 5.08 fps Dc 1.6 ft
T in channel 2.854 MIN
RACTIVE FORCE in channel= 0.60 psf
VEE CHANNEL B= 0.0 ft
LT SS= 3.0:1 RT SS= 3.0:1
r
i
1
1
1
1
r
? x.58
l,°t
3 3
1
r
-'--------------- ---_- --------- - --
DITCH CALCULATIONS FOR DITCH: D-7
0.00500 ft/ft
Q= 4:0 cfs V 2.65 fps
D= 0.55 ft L 350.0 ft (n 0.02000)
0.00932 ft/ft Vc= 2.90 fps Dc= 0.5 ft gAKG so?C?
TT in channel= 2.203 MIN
`ACTIVE FORCE in channel= 0.17 psf
VEE CHANNEL B= 0.0 ft
LT SS= 5.0:1 RT SS 5.0:1
A temporary lining is needed. Use STRAW WITH A FIBERGLASS NET AND ASPHALT TACK.
11 out lining parallel to the direction of flow and over the protective mulch
d seed bed. Anchor and bury the upstream end in a 6 inch trench and tamp
firmly.
in adjacent ends by an 18 inch overlap and staple. Staple the lining
inches o. c. across the top end and every 3 feet around the edges and bottom.
de laps are to be 3 inches minimum and stapled' together. Staple each strip
down the center at 3 feet. Do not stretch the net when appling staples.
5-5
r -p9
5
Bic, (,Ass N e`tTiNC.
1
--- ---- ---------- --------- ----------------- ---
DITCH CALCULATIONS FOR DITCH: D-7
0.00500 ft ft = 4.0 cfs V= 1.74 fps
0.67 ft L= 350.0 ft (n 0.03500)
- - g-narStl.tZ?b
= 0.02853 ft/ft Vc= 2.90 fps Dc 0.5 ft
TT in channel= 3.352 MIN
JUACTIVE FORCE in channel= 0.21 psf
VEE CHANNEL B= 0.0 ft
LT SS= 5.0:1 RT SS 5.0:1
Channel does not need a liner at this velocity
ply seed, fertilizer, straw mulch and tack with a liquid emulsified asphalt
town from a sprayer. Use rapid setting RS or CRS liquid asphalt at the rate
of 10 gallons per 1000 SF.
1
1
t
5 ?
i
t
1
1
--------------------------------------------------------------
DITCH CALCULATIONS FOR DITCH: D-8
S= 0.00500 ft/ft Q= 9.0 cfs V= 3.70 fps
0.90 ft L= 100.0 ft (n= 0.02000)
z-? tbAZC-- so L
Sc= 0.00815 ft/ft Vc= 3.79 fps Dc= 0.9 ft
in channel= 0.451 MIN
TRACTIVE FORCE in channel= 0.28'psf
' VEE CHANNEL B 0.0 ft
LT SS= 3.0:1 RT SS= 3.0:1
temporary lining is needed. Use STRAW WITH A FIBERGLASS NET AND ASPHALT TACK.
ll out lining parallel to the direction of flow and over the protective mulch
and seed bed. Anchor and bury the upstream end in a 6 inch trench and tamp
rmly.
in adjacent ends by an 18 inch overlap and staple. Staple the lining
1 inches o. c. across the. top end and every 3 feet around the edges and bottom.
'de laps are to be 3 inches minimum and stapled together. Staple each strip
wn the center at 3 feet. Do not stretch the net when appling staples.
5 .?
3
1
?.?q'??TIFtc<<.. w??1?SG2L???S NG?INC?
1
---------
. DITCH CALCULATIONS FOR DITCH: D-8
S= 0.00500 ft/ft Q= 9.0 cfs V 2.43 fps
t 1.11 ft L= 100.0 ft (n= 0.03500)
?xtR.?ll, i Z C??
Sc 0.02495 ft/ft Vc 3.79 fps Dc= 0.9 ft
in channel= 0.686 MIN
LCTIVE FORCE in channel 0.35 psf
' VEE CHANNEL B 0.0 ft
' LT SS= 3.0:1 RT SS
3.0:1
annel does not need a liner at this velocity'
ply seed, fertilizer, straw mulch and tack with a liquid emulsified asphalt
own from a sprayer.. Use rapid setting RS or CRS liquid asphalt at the rate
10 gallons per 1000 SF.
t.ll
3
3 r

Table 8.05a
s
iti
e
Maximum Allowable Design Veloc
for Vegetated Channels
Grass Lining Permissible Velocity3
Typical Soil 2 for Established Grass
Channel Slope Characteristics Lining (ft/sec)
' Application
Easily Erodible Bermudagrass 5.0
0-5% Tall fescue 4.5

' Nonlastic
(Sands & Silts) Bahiagrass 4.5
4.5
Kentucky bluegrass
3 5
Grass-legume mixture
Erosion Resistant Bermudagrass 6.0
5.5
Tall fescue
1 Plastic
5.5
(Clay mixes) Bahiagrass 5.5
Kentucky bluegrass
4.5
Grass-legume mixture

Bermudagrass 4.5
5-10% Non- lastiG ble Tall fescue 4.0
0
4

'
.
(Sands & & S
Silts) Bahiagrass
-' (Sand
Kentucky bluegrass 4.0
3.0
Grass-legume mixture

'
.5
Erosion Resistant BermudaTall fescuerass 5 5.0
Plastic 5.0
s
hi
agras
(Clay Mixes) Ba
5.0
Kentucky, bluegrass
{
3.5
Grass-legume mixture
5

3.
>10% Easily Erodible Bermudagrass
Tall fescue 2.5

' Non lastic
(Sands & Silts) Bahiagrass 2.5
Kentucky bluegrass 2.5
Erosion Resistant - Bermudagrass 4.5
Tall fescue 3.5
' Plastic -
(Clay Mixes) Bahiagrass .3.5
3.5
Kentucky bluegrass
Source: USDA-SCS Modified
' NOTE: 'Permissible Velocity based on 10-yr storm peak runoff
Soil erodibility based on resistance to soil movement from concentrated flowing water.
ined by the type of temporary liner used.
t
i
d
erm
e
s
36efore grass is established, permissible velocity
' i
fl
s
ow
me the desi
alculate the required size of an open channel, assn gn
To
c
Selecting Channel
uniform and does not vary with time. Since actual flow conditions change
' Cross-Section throughout the length of a channel, subdivide the channel into design reaches,
Geometry and design each reach to carry the appropriate capacity.
' The three most commonly used channel cross-sections are "W-shaped, par-
h
e area, ,
abolic, and trapezoidal. Figure 8.05b gives mathematical formulas for t
hydraulic radius and top width of each of these shapes.

8.05.4

i
* SEDIMENT TRAP DESIGN
LECT NAME: Cambridge No. 11
DIMENT TRAP NO. ? 11
DATE PREPARED: 4/22/02
SIGNED BY: sj
***********************DESIGN OF SEDIMENT PIT********************
AREA DISTURBED 1.92 ACRES
1 VOLUME OF SEDIMENT = ( 1.92 AC)(1800CF/AC-YR)( 1 YR)
3456 CU FT.
ASSUME- 4 ' DEEP: AREA OF PIT = 864 SQ. FT.
USE 30 1 LONG x 30 ' WIDE x 4 DEEP PIT
1*************************DESIGN OF SPILLWAY**********************
1
1
1
1
i
i
1
1
SEDIMENT TRAP DESIGN
PlOJECT NAME Cambridge Commons
?DIMENT TRAP NO. 12
DATE PREPARED: 4/22/02
JSIGNED BY: sj
**********************DESIGN OF SEDIMENT PIT********************
AREA DISTURBED = 3.1 ACRES
' VOLUME OF SEDIMENT = ( 3.1 AC) (1800CF/AC-YR) ( 1 YR) _
5580 - CU. FT.
ASSUME 4 ' DEEP AREA OF PIT = 1395 SQ. FT.
USE 38 ' LONG x 38 WIDE x 4 ' DEEP PIT
1
* SEDIMENT TRAP DESIGN
OJECT NAME: Cambridge Commons
SEDIMENT TRAP NO. SB-1
ITE PREPARED: 4/22/02
DESIGNED BY: Si
1**********************DESIGN OF SEDIMENT PIT********************
' AREA DISTURBED = 2.82 ACRES
VOLUME OF SEDIMENT ( 2.82 AC)(1800CF/AC-YR)( 1 YR) _
= 5076 CU. FT.
ASSUME 4 ' DEEP: AREA OF PIT = 1269 SQ. FT.
' USE 36 ' LONG x 36 ' WIDE x 4 ' DEEP PIT
**************************DESIGN OF SPILLWAY*********************
Qdes = 8.63 CFS - SEE RUNOFF CALCS
DEPTH OF SPILLWAY 1.5 ' - 0.5' FREEBOARD 1 '
8.63
Q
Lmin = -------- _ ----- ----- - 3.22 FEET
C(H^1.5) (2.68) ( 1 "1.5)
TRY 10 ' LONG SPILLWAY
ACT. DEPTH (Q/CL)-.67 ( 9/2.68* 10).67 = 0.47 FEET
VEL Q/A 9/(0.47*10) = 1.84 FPS < 4 FPS - OK
****************************RESULTS*******************************
USE 36- LONG x 36 ' WIDE x 4 ' DEEP PIT
WITH 10 LONG x 1.5 ' DEEP SPILLWAY
CLEANOUT PERIOD = 12 MONTHS
' fi?1ZNi ! h?C ST?kzT I ?l C? Twc` Q_ 1 n)C> Li /VC 7
------------- ------------------------------------------------
DITCH CALCULATIONS FOR DITCH: 6X1ST1NC-) ptfi:?o 4-r -Fanrp ov-rcCT
S= 0.00250 ft/ft Q= 400.0 cfs V= 4.42 fps
5.20.: ft L= 60.0 ft (n= 0.03500)
e Tw?
1
Sc 93 ft/ft Vc= 8.55 fps Dc=
= 0.0 3.4 ft
in channel= 0.226 MIN
ACTIVE FORCE in channel= 0.81 psf
' TRAPEZOIDAL CHANNEL B= 7.0 ft
LT SS= 2.0:1 RT SS= 2.0:1
temporary lining is needed. Use FIBERGLASS ROVING-DOUBLE.
ply fiberglass roving in accordance with the NCDOT Standard Specifications
fo r Roads and Structures, section 851-3. Mate rials shall meet section 851-2.

2 5.Z
1
r Ex.

1

2-72
PEAK RATES OF DISCHARGE FOR SMALL WATERSHEDS
TYPE IC STORM DISTRIBUTION
SLOPES- STEEP
CURVE NUMBER 75
24 HOUR RAINFALL FROM US WB TP-40

Lo to m CO o) --? ?
- 0 0
O
to r W ol N 0 0
O O O O O OOO
co
? ? l0 I? OJ m ? 0

?N
2000
7777 2000
1000
90C 1000

800 gpp
gpp
700 700
600
_ 600

500 IX i
500
z
OU 400 400
w
cn 300 app

w
a
I- 200 200
w
w
U_
U
m
100
U 11000
z 80
so
w 70 70
c0 60

0 60
50 5
= 0
U 40
40 .

Y 30 30
Q
w
a
20
i i4 20
10

9 10

8 g

7 g
7
6 6

5

80 5

DRAINAGE AREA IN ACRES c1j
Exhibit 2-10
REFERENCE ST ND
A ARD DWG. N0.
Chapter 2, Engineering Field Manual U. S. DEPARTMENT OF AGRICULTURE ES- 1027
for Conservation Practices" SOIL CONSERVATION SERVICE SHEET 18 OF 21
ENGINEERING DIVISION - HYDROLOGY BRANCH
DATE 2-15-71

I HYDROLOGIC REPORT
0
.... .... .......
H
d
No. 1
y
.
' Hydrograph type = S.C.S. RUNOFF Peak discharge = 397.47 cfs
Storm frequency = 24 yr Time interval = 10 min
Basin area
Ave basin slope = 642, ac
=.385 o Basin curve No.
Hydraulic len = 75
= 6000 ft
Basin lag = 149.6 min Time of concen =249.85 min
Total precip. = 6.00 in Distribution = S.C.S. II

1

1
HYDROGRAPH DISCHARGE TABLE
' TIME- -OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW
(hrs cfs) (hrs' cfs) (hrs cfs) (hrs cfs)
8.83 0.35 9.00 0.52 9.17 0.74 9.33 1.02
9.50 1.36 9.67 1.78 9.83 2.29 10.00 2.89
10.17 3.62 10.33 4.48 10.50 5.50 10.67 6.69
10.83
11.50 8.10
16.90 11.00
11.67 9.76
21.57 11.17
11.83 11.70
32.03 11.33
12.00 14.05
52.83
12.17 75.31 12.33 99.07 12.50 123.74 12.67 149.05
12.83 174.88 13.00 201.12 13.17 227.65 13.33 254.35
13.50 281.10 13.67 307.80 13.83 334.20 14.00 360.08
' 14.17 383.28 14.33 397.47 14.50 395.28 14.67 390.58
14.83 383.94 15.00 375.93 15.17 366.91 15.33 357.00

' 15.50
16.17 346.33
297.69 15.67
16.33 335.00
284.35 15.83
16.50 323.07
270.65 16.00
16.67 310.62
256.63
16.83 242.32 17.00 227.74 17.17 212.92 17.33 197.91
17.50 182.72 17.67 167.42 17.83 152.04 18.00 136.66
18.17 121.39 18.33 107.03 18.50 95.97 18.67 90.97
18.83 86.84 19.00 83.36 19.17 80.32 19.33 77.57
19.50 75.08 19.67 72.80 19.83 70.68 20.00 68.70
20.17 66.84 20.33 65.09 20.50 63.42 20.67 61.83
20.83 60.30 21.00 58.83 21.17 57.43 21.33 56.09
21.50 54.82 21.67 53.61 21.83 52.46 22.00 51.37
22.17
22.83 50.34
46.77 22.33
23.00 49.36
46.01 22.50
23.17 48.45
45.29 22.67
23.33 47.59
44.61
23.50 43.97 23.67 43.37 23.83 42.81 24.00 42.29
24.17 41.67 24.33 40.97 24.50 40.17 24.67 39.28
24.83 38.30 25.00 37.23 25.17 36.06 25.33 34.79
25.50 33.43 -25.67 31.96 25.83 30.40 26.00 28.73
26.17 26.96 26.33 25.08 26.50 23.10 26.67 21.21
26.83` 19.40 27.00 17.67 27.17 16.03 27.33 14.47
' 27.50 12.99 27.67 11.60 27.83 10.29 28.00 9.06
r
r
r

r_

HYDRO GRAPH DIS CHARGE TABLE Co nt'd
TIME- -OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
28.17 7.91 28.33 6.84 28.50 5.85 28.67 4.94
28.83 4.10 29.00 3.35 29.17 2.67 29.33 2.07
29.50 1.55 29.67 1.11 29.83 0.74 30.00 0.44

1

r

SY--L? ------- DATE_YLtC -l SUBJECT----------------------------------------- SHEET NO---------- OF.------
CHKD. BY-------DATE---------
----------------- -------------- -------------- JOB NO. ----------------
--------------------------------------------------- ------------------- ----------

l

-fig He
cr ' lltlmlfy. Ti , C? Z o d

'
Z"
ICo(( VF ?5' RcP INV 55.q-7
1 Ntl (QO.or? 6'
1
falls -c t pc?; h ck. C13 : s ` ?
'. CFS 5{0.? ? ?Z-DS ?1 eEJ
?.C7
3
`
p

1
x N(yrC : PlT'q- S %Z- -C> A45 `[ j Vre-NTwio oorLL-'T-
' Se'L i i CAl'F lGU ?0?? C,4?,C4

BY -------------DATE--------- SUBJECT--CSHEET NO---------- OF.------
CHKD. BY------- DATE--------- -------- N-LQ 1-- ---------- JOB NO-----------------------
-----------------------
' ??, ? 111 _'? ? ? ss 1??5 ???
C p 78.-7 tom. c? i? t C <<

,v ra.Qi 23.2 ? 3'? 1.7`? 4.Ca.?' .38.°i ?g•?(r, -?-1l,7.G
r o ?'<--mot r.?l
Quo « ?? - Qom. l t? h ill 9 If 4 32.614

14 ?, 1 c ,o
5 T O j ' eo, I CFS (D? a. 35
' ,
It / Q~ao .3 IID.Z' G>CS G/ ,o cF-s
It s ? y2.3 eFS l ?-2 GF?

7 21-2 - 9.03 ? Ca ?. ?5q

_Q5V0 5- S. 1'1 4.11
V Q2- - 7.85 63 81
(NV CoO.ot3
1-7(0
L o. 3 9,

r

t
HYDROLOGIC REPORT FOR
2 yr storm
Cambridge Commons
I HYDROLOGIC REPORT
0
' 2 year storm event ....
.7........
d ....
. No.
Hy
' Hydrograph type = RATIONAL Peak discharge = 61.71 cfs
Storm frequency = 2 yr
i Time interval
i
I = 1 min
/h
5
59 i

' Time of conc. =
Runoff coeff. _ n
5 m
.335 `` ntens
ty
Basin area n
.
r
=
= 32.95 ac

' HYDRO GRAPH DIS CHARGE TABLE
' TIME- -OUTFLOW TIME --OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW
(min cfs) (min cfs) (min cfs) (min cfs)
1.00 12.34 2.00 24.69 3.00 37.03 4.00 49.37
' 5.00 61.71 6.00 49.37 7.00 37.03 -8.00 24.69
9.00 12.34 10.00 0.00 11.00 0.00 12.00 0.00

1

i.
1
1

HYDROLOGIC REPORT FOR

' R
t
2
t
h
ou
e
yr s
orm t
ru
Pond
' Cambridge Commons

'1 HYDROLOGIC REPORT
0
' Route 2 year storm....
Thru pond..
' . .......
Hyd. No. 8_
' Hydro.graph type = RESERVOIR ROUTE Peak discharge = 7.85 cfs
Storm'frequency = 2 yr Time interval = 1 min
Inflow hyd. no. = 7 Reservoir no. 1
HYDROGRAPH DISCHARGE TABLE
' TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+0 (j) OUTFLOW
min cfs cfs cfs cfs cfs
1.00
2.00 12.34
24.69 24.69
37.03 9.73
39
98 12.34 1.31
. 46.76 3.39
3.00 37.03 49.37 91.61 101.69 5.04
4.00 49.37 61.71 166.23 178.01 5
89
' 5.00 61.71 49.37 263.77 277.31 .
6.77
6.00 49.37 37.03 360.39 374.86 7.23
7.00 37.03 24.69 431.68 446.79 7.56
8.00 24.69 12.34 477.88 493.40 7.76
' 9.00 12.34 0.00 499.21 514.91 7.85
10.00 0.00 0.00 495.88 511.55 7.84

' 11.00
12.00 0.00
0.00 0.00
0.00 480.34
464
94 495.88
480
34 7.77
7

13.00
0.00
0.00 .
449.67 .
464.94 .70
7.64
14.00 0.00 0.00 434.53 449.67 7.57
' 15.00 0.00 0.00 419.53 434.53 7.50
16.00 0.00 0.00 404.66 419.53 7.44
17.00 0.00 0.00 389.92 404.66 7.37
18.00
19.00 0.00
0.00 0.00
0
00 375.32
360
85 389.92
37 7.30
. . 5.32 7.24
20.00 0.00 0.00 346.51 360.85 7.17
21.00 0.00 0.00 332.31 346.51 7
10
' 22.00 0.00 0.00 318.24 332.31 .
7.04
23.00 0.00 0.00 304.30 318.24 6.97
24.00 0.00 0.00 290.49 304.30 6.90
' 25.00 0.00 0.00 276.82 290.49 6.84

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
min cfs cfs cfs cfs cfs
26.00 0.00 0.00 263.29 276.82 6.77
27.00 0.00 0.00 249.88 263.29 6.70
28.00 0.00 0.00 236.69 249.88 6.60
29.00 0.00 0.00 223.74 236.69 6.47
30.00 0.00 0.00 211.04 223.74 6
35
31.00 0.00 0.00 198.59 211.04 .
6.23
32.00 0.00 0.00 186.38 198.59 6.10
33.00 0.00 0.00 174.43 186.38 5.98
34.;00 0.00 0.00 162.72 174.43 5.86
35.00 0.00 0.00 151.25 162.72 5.73
36.00 0.00 0.00 140.04 151.25 5.61

' 37.00
38.00. 0.00
0.00 0.00
0.00 129.07
118.35 140.04
129.07 5.48
5.36
- 39.00 0.00 0.00 107.88 118.35 5.24
40.00 0.00 0.00 97.65 107.88 5.11
' 41.00 0.00 0.00 87.70 97.65 4.97
42.00 0.00 0.00 78.29 87.70 4.70
43.00 0.00 0.00 69.42 78.29 4.44
44.00 0.00 0.00 61.08 69.42 4.17
' 45.00 0.00 0.00 53.28 61.08 3.90
46.00 0.00 0.00 46.02 53.28 3.63
47.00 0.00 0.00 39.29 46.02 3
36
48.00 0.00 0.00 32.61 39.29 .
3.34
49.00 0.00 0.00 25.98 32.61 3.31
50.00 0.00 0.00 19.55 25.98 3.22
51.00 0.00 0.00 14.66 19.55 2.45
' 52.00 0.00 0.00 11.27 14.66 1.69
.53.00 0.00 0.00 9.00 11.27 1.13
Maximum outflow (cfs) = 7.85
Maximum storage (cu ft) _ 15212
Maximum elevation (ft) - 63.87

HYDROLOGIC REPORT FOR
5 yr storm
' Cambridge Commons

HYDROLOGIC REPORT
0
' 5 year storm event ....
' .S.... '
•No
.
HYd.
' Hydrograph type = RATIONAL Peak discharge = 72.31 cfs
Storm frequency = 5 yr Time interval = 1 min
Time of conc. =
=
Runoff coeff 5 min
335 Intensity
Basin area = 6.55 in/hr
= 32.95 ac
. -

1

r

r
' HYDRO GRAPH DIS CHARGE TABLE
r TIME- -OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW
(min cfs) (min cfs) (min cfs) (min cfs)
1.00 14.46 2.00 28.93 3.00 43.39 4.00 57.85
' 5.00 72.31 6.00 57.85 7.00 43.39 8.00 28.93
9.00 14.46 10.00 0.00 11.00 0.00 12.00 0.00
1
1
r

r

r
r
r
r
r
r
r
r
r
11 HYDROLOGIC REPORT
0
' Route 5 year storm
Thru Pond. .. ... .
Hyd.•No..6.. ...
' Hydrograph type RESERVOIR ROUTE Peak discharge = 8.17 cfs
Storm frequency = 5 yr Time interval = 1 min
Inflow hyd. no. 5 Reservoir no. = 1
' HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j)
min cfs cfs

' 1.00
2.00 14.46
28.93 28.93
43.39
3.00 43.39 57.85
4.00 57.85 72.31
5.00 72.31 57.85
6.00 57.85 43.39
7.00 43.39 28.93
8.00 28.93 14.46
9.00 14.46 0.00
10.00 0.00 0.00
11.00 0.00 0.00
' - 12.00 0.00 0.00
13.00 0.00 0.00
14.00 0.00 0.00
15.00 0.00 0.00
' 16.00 0.00 0.00
17.00 0.00 0.00

' 18:00
19.00 0.00
0.00 0.00
0.00
20.00 0.00 0.00
21.00 0.00 0.00
' 22.00 0.00 0.00
23.00 0.00 0.00
24.00 0.00 0.00
25.00 0.00 0.00
2S/dt-O (i)
cfs
11.14
47.18
108.99
197.80
313.93
429.01
514.42
570.55
597.60
595.75
579.51
563.35
547.28
531.31
515.47
499.77
484.20
468.76
453.46
438.29
423.25
408.34
393.57
378.94
364.43
2S/dt+O (j) OUTFLOW
cfs cfs
14.46 1.66
54.53 3.67
119.49 5.25
210.23 6.22
327.96 7.01
444.10 7.54
530.25 7.91
586.74 8.10
613.94 8.17
612.07 8.16
595.75 8.12
579.51 8.08
563.35 8.04
547.28 7.99
531.31 7.92
515.47 7.85
499.77 7.79
484.20 7.72
468.76 7.65
453.46 7.59
438.29 7.52
423.25 7.45
408.34 7.39
393.57 7.32
378.94 7.25

HYDROGRAPH DISCHARGE TABLE C ont'd
TIME INFLOW (i) INFLOW (j)
' min cfs cfs
26.00 0.00 0.00
27.00 0.00 0.00
' 28.00 0.00 0.00
29.00 0.00 0.00
30.00 0.00 0.00
31.00 0.00 0.00
32.00 0.00 0.00
33.00 0.00 0.U0
34.00 0.00 0.00
' 35.00 0.00 0.00
36.00 0.00 0.00
37.00
38.00 0.00
0.00 0.00
0.00
39.00 0.00 0.00
40.00 0.00 0.00
41.00 0.00 0.00
' 42.00 0.00 0.00
43.00 0.00 0.00
44.00 0.00 0.00
' 45.00 0.00 0.00
46.00 0.00 0.00
47.00 0.00 0.00
48.00 0.00 0.00
49.00 0.00 0.00
50.00 0.00 0.00
51.00 0.00 0.00
' 52.00 0.00 0.00
53.00 0.00 0.00

' 54.00
55.00 0.00
0.00 0.00
0.00
56.00 0.00 0.00
57.00 0.00 0.00
' 58.00 0.00 0.00
59.00 0.00 0.00
Maximum outflow (cfs) _ 8.17
' Maximum storage (cu ft) = 18173
Maximum elevation (ft) = 64.13

2S/dt-O (i) 2S/dt+O (j) OUTFLOW
cfs cfs cfs
350.06 364.43 7.19
335.83 350.06 7.12
321.72 335.83 7.05
307.75 321.72 6.99
293.92 307.75 6.92
280.21 293.`92 6.85
266.64 280.21 6.78
253.21 266.64 6.72
239.95 253.21 6.63
226.94 239.95 6.50
214.18 226.94 6.38
201.66 214.18 6.26
189.40 201.66 6.13
177.38 189.40 6.01
165.61 177.38 5.89
154.08 165.61 5.76
142.81 154.08 5.64
131.78 142.81 5.51
120.99 131`.78 5.39
110.46 120.99 5.27
100.17 110.46 5.14
90.13 100.17 5.02
80.59 90.13 4.77
71.58 80.59 4.50
63.11 71.58 4.23
55.18 63.11 3.97
47.79 55.18 3.70
40.93 47.79 3.43
34.23 40.93 3.35
27.60 34.23 3.32
21.11 27.60 3.24
15.78 21.11 2.66
12.04 15.78 1.87
9.52 12.04 1.26

HYDROLOGIC REPORT
0
Cambridge Commons.`....
10 year storm runoff..
1. .....
Hyd. No.
' Hydrograph type = RATIONAL Peak discharge = 80.10 cfs
Storm frequency = 10 yr Time interval = 1 min

' Time of conc. = 5 min
_ .335
Runoff coeff Intensity
Basin area - 7.26 in/hr
= 32.95 ac
.

1
1

1

1

' HYDRO GRAPH DIS CHARGE TABLE
' TIME- -OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW
(min cfs) (min cfs) (min cfs) (min cfs)
1.00 16.02 2.00 32.04 3.00 48.06 4.00 64.08
' 5.00 80.10 6.00 64.08 7.00 48.06 8.00 32.04
9.00 16.02 10.00 0.00 11.00 0.00 12.00 0.00

HYDROLOGIC REPORT FOR

s
h
ru
torm t
Route 10 yr
' Pond
' Cambridge Commons

HYDROLOGIC REPORT
0
' Route 10 yr thru pond.
i . ....
H
No
d
2 .
y
.
.
.
' Hydrograph type =-RESERVOIR ROUTE Peak discharge = 8.35 cfs
Storm frequency = 10 yr Time interval = 1 min
Inflow hyd. no. = 1 Reservoir no. = 1

' HYDROGRAPH DISCHARGE TABLE
' TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
min cfs cfs cfs cfs cfs

' 1.00
2.00 16.02
32.04 32.04
48.06 12.20
52.51 16.02
60.25 1.91
3.87
3.00 48.06 64.08 121.81 132.61 5.40
4.00 64.08 _ 80.10 221.05 233.94 6.45
5.00 80.10 64.08 350.84 365.22 7.19
6.00 64.08 48.06 479.48 495.01 7.77
7.00 48.06 32.04 575.40 591.62 8.11
8.00 32.04 16.02 638.96 655.49 8.27
9.00 16.02 0.00 670.32 687.01 8.35
10.00 0.00 0.00 669.65 686.34 8.35

' 11.00
12.00 0.00
0.00 0.00
0.00 653.04
636.51 669.65
653.04 8.30
8.26
13.00 0.00 0.00 620.07 636.51 8.22
14.00 0.00 0.00 603.71 620.07 8.18
15.00 0.00 0.00 587.43 603.71 8.14
16.00 0.00 0.00 571.23 587.43 8.10
17.00 0.00 0.00 555.12 571.23 8.06
18.00
19.00 0.00
0.00 0.00
0.00 539.09
523.18 555.12
539.09 8.02
7.95
20.00 0.00 0.00 507.41 523.18 7.88
21.00 0.00 0.00 491.78 507.41 7.82

' 22.00 0.00 0.00 476.28 491.78 7.75
23.00 0.00 0.00 460.91 476.28 7.68
24.00 0.00 0.00 445.67 460.91 7.62
' 25.00 0.00 0.00 430.57 445.67 7.55

HYDROGRAPH'DISCHARGE 'TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i)
' min cfs cfs cfs
26.00 0.00 0.00 415.60
27.00 0.00 0.00 400.77
' 28.00 0.00 0.00 386.06
29.00 0.00 0.00 371.50
30.00 0.00 0.00 357.06
' 31.00 0.00 0.00 342.76
32.00 0.00 0.00 328.59
33.00 0.0C 0.00 314.56
34.00 0.00 0.00 300.65
' 35.00 0.00 0.00 286.88
36.00 0.00 0.00 273.25

' 37.00
38.00 0.00
0.00 0.00
0.00 259.75
246.38
39.00 0.00 0.00 233.25
40.00 0.00 0.00 220.37
41.00 0.00 0.00 207.73
42.00 0.00 0.00 195.35
43.00 0.00 0.00 183.21
44.00 0.00 0.00 171.31
' 45.00 0.00 0.00 159.67
46.00 0.00 0.00 148.27
47.00 0.00 0.00 137.12
' 48.00 0.00 0.00 126.22
49.00 0.00 0.00 115.56
50.00 0.00 0.00 105.15
51.00 0.00 0.00 94.99
' 52.00 0.00 0.00 85.19
53.00 0.00 0.00 75.92

' 54.00
55.00 0.00
0.00 0.00
0.00 67.18
58.99
56.00 0.00 0.00 51.33
57.00 0.00 0.00 44.22
58.00 0.00 0.00 37.50
59.00 0.00 0.00 30.83
60.00 0.00 0.00 24.24
61.00 0.00 0.00 17.86
62.00 0.00 0.00 13.47
63.00 0.00 0.00 10.47
64.00 0.00 0.00 8.45
' Maximum outflow (cfs) _
Maximum storage (cu ft) _
' Maximum elevation (ft) _

8.35
20360
64.28
2S/dt+O (j) OUTFLOW
cfs cfs
430.57
415.60
400.77
386.06
371.50
357.06
342.76
328.59
314.56
300.65
286.88
273.25
259.75
246.38
233.25
220.37
207.73
195.35
183.21
171.31
159.67
148.27
137.12
126.22
115.56
105.15
94.99
85.19
75.92
67.18
58.99
51.33
44.22
37.50
30.83
24.24
17.86
13.47
10.47
7.48
7.42
7.35
7.28
7.22
7.15
7.08
7.02
6.95
6.88
6.82
6.75
6.68
6.56
6.44
6.32
6.19
6.07
5.95
5.82
5.70
5.58
5.45
5.33
5.20
5.08
4.90
4.63
4.37
4.10
3.83
3.56
3.36
3.34
3:30
3.19
2.20
1.50
1.01
HYDROLOGIC REPORT
0
' Q100............ ....
H
d
N
3
y
.
o.
' Hydrograph type = RATIONAL Peak discharge = ,110.24 cfs
Storm frequency = 100 yr Time interval = 1 min

' Time of conc. = 5 min
Runoff coeff. = .335 Intensity
Basin area = 9.99 in/hr
= 32.95 ac

' HYDROGRAPH DIS CHARGE TABLE
' TIME--OUTFLOW TIME- -OUTFLOW TIME- -OUTFLOW TIME--OUTFLOW
(min cfs) (min cfs) (min cfs) (min cfs)
1.00 22.05 2.00 44.10 3.00 66.14 4.00 88.19
' 5.00 110.24 6.00 88.19 7.00 66.14 8.00 44.10
9.00 -22.05 10.00 0.00 11.00 0.00 12.00 0.00

'l
HYDROLOGIC REPORT FOR
10
' Ro
te 100
t
th
u
yr s
orm
ru
Pond
Cambridge Commons

r1
0 HYDROLOGIC REPORT
' Route Q100 thru pond..
' 4.....
H
d
No ... .
.,
y
.
Hydrograph type = RESERVOIR ROUTE Peak discharge = 9.03 cfs
Storm frequency = 100 yr Time interval = l min
Inflow hyd. no. = 3 Reservoir no. = 1

HYDROGRAPH DISCHARGE TABLE
' TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
min cfs cfs cfs cfs cfs
1.00 22.05 44.10 16.41 22.05 2.82
2.00 44.10 66.14 73.43 82.55 4.56
3.00 66.14 88.19 171.77 183.67 5.95
4.00 88.19 110.24 312.09 326.10 7
01
5.00 110.24 88.19 494.86 510.52 .
7.83
6.00 88.19 66.14 676.56 693.29 8.36
7.00 66.14 44.10 813.51 830.90 8.69
8.00 44.10 22.05 905.93 923.75 8.91
' 9.00 22.05 0.00 954.02 972.07 9.02
10.00 0.00 0.00 958.01 976.07 9.03
' 11.00
12.00 0.00
0.00 0.00
0.00 940.03
922.13 958.01
940.03 8.99
8.95
13.00 0.00 0.00 904.31 922.13 8.91
14.00 0.00 0.00 886.58 904.31 8.87
' 15.00 0.00 0.00 868.93 886.58 8.83
16.00 0.00 0.00 851.36 868.93 8.78
17.00 0.00 0.00 833.88 851.36 8.74
18.00 0.00 0.00 816.47 833.88 8.70
19.00 0.00 0.00 799.15 816.47 8.66
20.00 0.00 0.00 781.91 799.15 8.62
21.00 0.00 0.00 764.76 781.91 5.58
' 22.00 0.00 0.00 747.69 764.76 8.54
23.00 0.00 0.00 730.69 747.69 8.50
24.00 0.00 0.00 713.79 730.69 8.45
' 25.00 0.00 0.00 696.96 713.79 8 .41

i
HYDROGRAPH DISCHARGE TABLE Cont'd

TIME INFLOW INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
i min cfs cfs cfs cfs cfs
26.00 0.00 0.00 680.22 696.96 8.37

1 27.00
28.00 0.00
0.00 0.-00
0.00 663.56
646
98 680.22 8.33
. 663.56 8.29
29.00 0.00 0.00 630.48 646.98 8.25
30.00 0.00 0.00 614.07 630.48 8
21
i 31`.00 0.00 0.00 597.74 614.07 .
8.17
32.00 0.00 0.00 581.49 597.74 8.12
33.00 0.00 0.00 565.32 581.49 8.08
34.00 0.00 0.00 549.24 565.32 8.04
i 35.00 0.00 0.00- 533.25 549.24 7.99
36.00 0.00 0.00 517.40 533.25 7.93

i 37.00
38.00 0.00
0.00 0.00
0.00 501.68
486
09 517.40
501.68 7.86

39.00
0.00
0.00 .
470.64
486.09 7.79
7.73
40.00 0.00 0.00 455.32 470.64 7.66
1 41.00 0.00 0.00 440.13 455.32 7.59
42.00 0.00 0.00 425.08 440.13 7.53
43.00 0.00 0.00 410.16 425.08 7.46

i 44.00
45.00 0.00
0.00 0.00
0
00 395.37
380
72 410.16
39 7.39
. . 5.37 7.33
46.00 0.00 0.00 366.20 380.72 7.26
47.00 0.00 0.00 351.81 366.20 7
19
1 48.00 0.00 0.00 337.56 351.81 .
7.13
49.00 0.00 0.00 323.44 337.56 7.06
50.00 0.00 0.00 309.45 323.44 6.99
51.00 0.00 0.00 295.60 309.45 6.93
i 52.00 0.00 0.00 281.88 295.60 6.86
53.00 0.00 0.00 268.29 281.88 6.79

' 54.00
55.00 0.00
0.00 0.00
0.00 254.84
241
55 268.29
254
84 6.73
6
6

56.00
0.00
0.00 .
228.51 .
241.55 .
4
6.52
57.00 0.00 0.00 215.72 22.8.51 6.40
' 58.00 0.00 0.00 203.18 215.72 6.27
59.00 0.00 0.00 190.88 203.18 6.15
60.00 0.00 0.00 178.83 190.88 6.02
61.00 0.00 0.00 167.03 178.83 5.90
i 62.00 0.00 0.00 155.47 167.03 5.78
63.00 0.00 0.00 144.17 155.47 5.65

i 64.00
65.00 0.00
0.00 0.00
0.00 133.11
122.30 144.17
133
11 5.53
5
41
66.00 0.00 0.00 111.73 .
122.30 .
5.28
67.00 0.00 0.00 101.41 111.73 5.16

i
i _
i

HYDROGRAPH DISCHARGE TA BLE Cont'd

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
min cfs cfs cfs cfs cfs
68.00 0.00 0.00 91.34 101.41 5.04

' 69.00
70.00 0.00
0.00 0.00
0
00 81.73
72
66 91.34
81
7 4.81
. . .
3 4.54
71.00 0.00 0.00 64.12 72.66 4.27
72.00 0.00 0.00 56.13 64.12 4
00
73.00 0.00 0.00 48.67 56.13 .
3.73
74.00 0.00 0.00 41.75 48.67 3.46
75.00 0.00 v.^v^v 35.05 41.75 3.35
76.00 0.00 0.00 28.40 35.05 3.32
' 77.00 0.00 0.00 21.89 28.40 3.26
78.00 0.00 0.00 16.31 21.89 2.79

' 79.00
80.00 0.00
0.00 0.00
0.00 12.39
9.76 16.31
12.39 1.96
1.32
Maximum outflow (cfs) - 9. 03
Maximum storage (cu ft) 29011
' Maximum elevation (ft) 64.89
r

1

1
1
1
1
1 Sitework Calculations
1
for
1
1
-
Foxhall
1 Subdivision
1 Tarboro, NC
Edgecombe County
1
1. - lilt
O_•oES ?ti
30April 2001 _ SEAL
8421

L
1 Appian Consulting Engineers; PA
?nnnr
PO Box 7966 0

1 Rocky Mount, NC 27804
252.972.7703
252.972.7638 (Fax) CONSULTING ENGINEERS, PA

1 CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
1
1

' BY !------------ J? 3 Q- F =---
DATE -- --1 SUBJECT ------------------ --
CHKD. BY-------DATE--------- ----------- S,f-fl `-----------
-
----------- SHEET NO.-------L0E-I---

----------- JOB NO.-----------??---------
-------------------------------- -----------------------------

.tJG Itiv It J 7 3
S/
I W CUT- 7--. Za .
e = R eo8

-? t rj?t O La
e -48 `

t
s 2 _9S C-rs //e, LF / ?z) & FEES
TW )=

/?.
0--75,
2 Z
' I.l = j ? E 14T r Jill ?! 1 ?? f Alm
SCRS-acs??4Q, '{}r' LiS b° < f.C? t ?TJ t? MAx/lj*-

? QrYlnX G4
4

i7c _ 0.75f

RUNOFF COMPUTATIONS
'1MIM nrr
ApPiAn
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
' PROJECT: Foxhall Subdivision 01-015
DATE: 5/2/01
SHEET: 1/1
'
' TC LOCATION A Y-A BASINS C I Qn lan
10 Year Storm
<5
< 5 Back of SID
Back of SID 1.30
.0.29 ---
--- II
III 0.62
0.85 7.5
7.5 6.05
1.84 ---
---
--- Back of SID --- 1.59 11, 111 --- --- - 7.89
' 25 Year Storm
<5 Into Pro. 15" RCP 0.51 --- I 0.68 . 8.6 2.98
--- Pipe Inlet. at D/W --- 0.51 [ -=- --- --= 2.98
' <5 Back of SID 1.30 --- Il 0.62 8.6 6..93 ---
5 Back of S/D 0.29 --- 111 0.85 .8.6 2.12 --
' --- Back of SID --- 1.59 11, III --- --- --- 9.05.
100 Year Storm
< 5 Into Pro. 15" RCP 0.51 --- I 0.68 10 3.47 ---
--- Pipe Inlet at D/W --- 0.51 I --- --- --- 3.47
' <5 Back. of SID 1.30 --- I1 0.62 10 8.06 ---
<5 .
=-- Back of S/D

Back of SID 0.29

--- ---

1.59 111

II, 111 0.85

--- 10

--- 2.47

--- ---

10.53

1 _ 1 1 1 I ? ? ? ? ?
' ACE E-3

Runoff Coefficient Calculations
Project
Date:
By: : ' foxhall Subdivision
5/2/01
PWS
Basin Area-1.(ac) C-1 Area-2 (ac) C-2 Total
Acrea e ac Area-Weighted.
Coefficient
0.17 0.95 0.34 0.55 0.51 0.68
11 0.22. 0.95 1.08 0.55 1.3 0:62
III 0.22 0.95 0.07 0.55 0.29 0.85

Culvert Calculator Report
RCP under Lansdowne Rd. - 25 yr storm
Solve For: Section Size
' Culvert Summary.
Allowable HW Elevation 74.99 ft Headwater Depth/ Height.. 0.88
Computed Headwater Elevation 74.82 ft Discharge 2.98 cfs
Inlet Control HW Elev 74.75. ft Tailwater Elevation 74.37 ft
- Outlet Control HW Elev 74.82 ft. Control Type Outlet Control
Grades
Upstream Invert 7172 ft Downstream Invert 73.37 ft
Length 76.00 ft Constructed Slope 0.004605 ft/ft
' d
li
fil
Hy
rau
c Pro
e
Profile M1 Depth, Downstream 1.00 ft

' Slope Type Mild Normal Depth 0.72 ft
Flow Regime Subcritical Critical Depth 0.69 ft
Velocity Downstream.: 2.83 ft/s. Critical Slope. 0.005123 ft/ft .
` Section
Section Shape Circular Mannings Coefficient 0.012

' Section Material
Section Size Concrete
15 inch Span
Rise 125 ft
125 ft
Number Sections 1
' Outlet Control Properties
Outlet Control HW Elev 74.82 ft Upstream Velocity Head 0.23 ft
Ke 0.50 Entrance Loss 0.12 ft
' I
let C
l P
nt
ti
ro
n
o
roper
es
Inlet Control HW Elev 74.75 ft Flow Control Unsubmerged
Inlet Type Square edge w/headwall Area Full 1.2 W
' K 0.00980 HDS 5 Chart
1
M 2.00000 HDS 5 Scale 1
C' 0.03980. Equation. Form
' Y 0.67000

' Project Engineer: Bobby L. Joyner, PE
c:\ :.\david rose sd\storm drainage\15 rcp.cvm Appian Consulting Engineers, PA CulvertMaster v1.0
05/03/01 08:50:57 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1: of 1

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BYi------------- DATE --------- SUBJECT----------------------------------------- SHEET NO.-- /-----OF------
CHKD. BY-------DATE--------- --------------------------------------------------- JOB NO. --------------------
-------------------------------- --------------------------------------------------- -----------------------------
40 r
64 ??t+ Z 7?! 2 f /e
/ 3a.
/ao
C P. e, k
7syj A 20! '614
-3 f {/ 6 6,

!2
r BY--------------DATE--------- SUBJECT ----------------------------------------- SHEET NO.._-L---OF------
CHKD. BY-------DATE--------- --------------------------------------------------- JOB NO
--------------
-------------- --------------------------------------------------- -----------------------------
e4os? -leo-vf - d4e--,a--

6/ !? !;;7D
eo ?-. / ?"75Z?
63 ;23
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1 1,
12 yz
2 768 GP
1ibo X2..73
?-= 3960'
57.9
jts 2. S- elt S , AW/!fr -?- 2 -:? % -
BY•------------- DATE --------- SUBJECT --------------------------- '-------------
CHKD. BY-------DATE--------- ---------------------------------------------------
-------------------------------- ---------------------------------------------------
7 4 74-,,k
SHEET NO.- 3____-OF
JOB NO.---------------------
-----------------------------
???riu ?v?? ? Pras 1 P? s ,? po s 3 -nos ?
Q U ? x,10 1:71 .4.
Ike r
7K, ?G
G P
74
Ps = '30 ,.s4- cps
4--s, ?,Z- -,f
BY4 ------------- DATE ---------
CHKD. BY------- DATE _--------
-----------------------

O
C A U ? ?
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0
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156
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SUBJECT ------------------
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N
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Z
a
--------------------- SHEET NO..---.
--------------------- JOB NO.-------
--------------------- ---------------
i
z

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------------
------------
BY--------------DATE--------- SUBJECT----------------------------------------- SHEET NO..--------OF------
CHKD. BY-------DATE--------- --------------------------------------------------- JOB NO. --------------------
-------------------------------- --------------------------------------------------- -----------------------------
f3U??`,?iv? CF/CC..LS.....
5
i
It
Till0-
?t s-R.f?cGtr.?-?'
V t3ox = y X32 x 3.5Z = ?5.q 9 c?
8q..3.
vPufir = 9R . 5 z x co,?. q = 5,57-79 # 11
C. rAurTY
SnX 3.52 r?e? 33 x . 5 2? +-3.33 x, 5 x2)? 120
3,33 12.0 = 3,z3fQ`
,< &1736:e
. :f
5F 4, 73S _ 1.21 OK
S,5-7q
BY-------------- DATE--------- SUBJECT----------------------------------------- SHEET NO.---------OF•------
s •
CH KD. BY------- DATE--------- --------------------------------------------------- JOB NO.---------------------
-------------------------------- --------------------------------------------------- --------------------------
Cr??-.?c
2 s
area = GZ s'"-' Z) ? - (L
vD T-
2 ,.o - 1,.23 5

2,07) . 1Zq
1 z
/o?4-7L- 74 ?c /7L-
+----------------------------- OUTLET STRUCTURES +
Reservoir: 1
CULVERT STRUC A.
1. WIDTH (in) = 2.5
2. HEIGHT (in) = 2.5
3. No. BARRELS =L.
4. INVERT ELEV. = 61.......
5. Co = 0.60
6. CULVERT LENGTH (ft) =1...
7. CULVERT SLOPE (%) =.3..
8. NL NNING'S N-VALUE =.012
CULVERT STRUC B.
WEIR STRUCTURE A.
18. CREST LENGTH (ft) = 13.33..
19. CREST ELEVATION =61 .....
20. Cw = 3.00
21.EXP=1.50
22. MULTI-STAGE OPTION? (Y/N) Y
9. WIDTH (in) = 15.
10. HEIGHT (in) =15.
11. No. BARRELS = L.
12. INVERT ELEV. = 59.......
13. Co = 0.60
14. CULVERT LENGTH (ft) = 336.
15. CULVERT SLOPE (%) =.3..
16. MANNING'S N-VALUE =.O 12
17. MULTI-STAGE OPTION ? (Y/1) Y
WEIR STRUCTURE B.
23. CREST LENGTH (ft) =I 0 .....
24. CREST ELEVATION = 67.25
25. Cw = 3.00
26. EXP = 1.50
27. MULTI-STAGE OPTION ? (Y/N) Y
+------------------- STAGE / STORAGE / DISCHARGE SUMMARY
RESERVOIR No = 1 RESERVOIR NAME = Cambridge 1.
STAGE ELEVATION STORAGE DISCHARGE
ft ft cu ft cfs
0.00 61.00 0 0.00
1.00 62.00 17500 0.16
2.00 63.00 38750 0.23
3.00 64.00 64875 0.28
4.00 65.00 96750 0.32
BY--------------DATE--------- SUBJECT------------------------------ ----------- SHEET NO.-----`--- OF------
CHKD. BY-------DATE---------
-------------------------------- -----------------
----------------- -----------------------
----------------------- ----------- JOB NO.---------------------
----------- -----------------------------
5??1 'GG1?vp 1
Aerol L144-174 /r2?laW plc, oc,.y 4),e,cl
r7 rst- / '' d '049,VK 13 Z8, 7G8 Gf? / O.2 ( 2-, 5Z
?s7cwt4?-?

Qom., 7 72,E
evfa / W./10
.ed /lr?. -?
r r
I
0
HYDROLOGIC REPORT
2 year storm event....
......................
Hyd. No. 7
Hydrograph type = RATIONAL
Storm frequency = 2 yr
Time of conc. = 5 min
Runoff coeff. _ .335
Peak discharge
Time interval
Intensity
Basin area
61.71 cfs
1 min
5.59 in/hr
= 32.95 ac
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW TIME--OUTFLOW
(min cfs) (min cfs) (min cfs) (min cfs)
1.00 12.34 2.00 24.69 3.00 37.03 4.00 49.37
5.00 61.71 6.00 49.37 7.00 37.03 8.00 24.69
9.00 12.34 10.00 0.00 11.00 0.00 12.00 0.00
L
3
HYDROLOGIC REPORT
5 year storm event....
......................
Hyd. No. 5
Hydrograph type = RATIONAL
Storm frequency = 5 yr
Time of conc. = 5 min
Runoff coeff. = .335
Peak discharge
Time interval
Intensity
Basin area
72.31 cfs
1 min
6.55 in/hr
32.95 ac
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW
(min cfs)
TIME--OUTFLOW
(min cfs)
1.00 14.46
5.00 72.31
9.00 14.46
2.00 28.93
6.00 57.85
10.00 0.00
TIME--OUTFLOW
(min cfs)
3.00 43.39
7.00 43.39
11.00 0.00
TIME--OUTFLOW
(min cfs)
4.00 57.85
8.00 28.93
12.00 0.00
L
D

HYDROLOGIC REPORT
Cambridge Commons.....
10 year storm runoff..
......................
Hyd. No. 1
Hydrograph type = RATIONAL
Storm frequency = 10 yr
Time of conc. = 5 min
Runoff coeff. _ .335
Peak discharge
Time interval
Intensity
Basin area
80.10 cfs
1 min
7.26 in/hr
32.95 ac
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW
(min cfs)
TIME--OUTFLOW
(min cfs)
1.00 16.02
5.00 80.10
9.00 16.02
2.00 32.04
6.00 64.08
10.00 0.00
TIME--OUTFLOW
(min cfs)
3.00 48.06
7.00 48.06
11.00 0.00
TIME--OUTFLOW
(min cfs)
4.00 64.08
8.00 32.04
12.00 0.00
L
HYDROLOGIC REPORT
Q100 ..................
......................
Hyd. No. 3
Hydrograph type = RATIONAL
Storm frequency = 100 yr
Time of conc. = 5 min
Runoff coeff. _ .335
Peak discharge
Time interval
Intensity
Basin area
110.24 cfs
1 min
9.99 in/hr
= 32.95 ac
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW
(min cfs)
TIME--OUTFLOW
(min cfs)
TIME--OUTFLOW TIME--OUTFLOW
(min cfs) (min cfs)
1.00 22.05 2.00 44.10 3.00 66.14 4.00 88.19
5.00 110.24 6.00 88.19 7.00 66.14 8.00 44.10
9.00 22.05 10.00 0.00 11.00 0.00 12.00 0.00
HYDROLOGIC REPORT FOR
Route first f inch of
runoff thru pond
Cambridge Commons

1 HYDROLOGIC REPORT
0
Route 28,768 CF thru .
pond ..................
......................
Hyd. No. 14
Hydrograph type = RESERVOIR ROUTE Peak discharge = 0.20 cfs
Storm frequency = 10 yr Time interval = 5 min
Inflow hyd. no. = 13 Reservoir no. = 1

HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.08 10.66 21.31 10.64 10.66 0.01
0.17 21.31 31.97 42.45 42.61 0.08
0.25 31.97 21.31 95.45 95.73 0.14
0.33 21.31 10.66 148.38 148.72 0.17
0.42 10.66 0.00 179.96 180.34 0.19
0.50 0.00 0.00 190.23 190.62 0.20
0.58 0.00 0.00 189.84 190.23 0.20
0.67 0.00 0.00 189.45 189.84 0.19
0.75 0.00 0.00 189.06 189.45 0.19
0.83 0.00 0.00 188.67 189.06 0.19
0.92 0.00 0.00 188.28 188.67 0.19
1.00 0.00 0.00 187.89 188.28 0.19
1.08 0.00 0.00 187.50 187.89 0.19
1.17 0.00 0.00 187.12 187.50 0.19
1.25 0.00 0.00 186.73 187.12 0.19
1.33 0.00 0.00 186.34 186.73 0.19
1.42 0.00 0.00 185.95 186.34 0.19
1.50 0.00 0.00 185.57 185.95 0.19
1.58 0.00 0.00 185.18 185.57 0.19
1.67 0.00 0.00 184.80 185.18 0.19
1.75 0.00 0.00 184.41 184.80 0.19
1.83 0.00 0.00 184.03 184.41 0.19
1.92 0.00 0.00 183.64 184.03 0.19
2.00 0.00 0.00 183.26 183.64 0.19
2.08 0.00 0.00 182.88 183.26 0.19

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
2.17 0.00 0.00 182.49 182.88 0.19
2.25 0.00 0.00 182.11 182.49 0.19
2.33 0.00 0.00 181.73 182.11 0.19
2.42 0.00 0.00 181.35 181.73 0.19
2.50 0.00 0.00 180.97 181.35 0.19
2.58 0.00 0.00 180.59 180.97 0.19
2.67 0.00 0.00 180.20 180.59 0.19
2.75 0.00 0.00 179.82 180.20 0.19
2.83 0.00 0.00 179.44 179.82 0.19
2.92 0.00 0.00 179.06 179.44 0.19
3.00 0.00 0.00 178.69 179.06 0.19
3.08 0.00 0.00 178.31 178.69 0.19
3.17 0.00 0.00 177.93 178.31 0.19
3.25 0.00 0.00 177.55 177.93 0.19
3.33 0.00 0.00 177.17 177.55 0.19
3.42 0.00 0.00 176.80 177.17 0.19
3.50 0.00 0.00 176.42 176.80 0.19
3.58 0.00 0.00 176.04 176.42 0.19
3.67 0.00 0.00 175.67 176.04 0.19
3.75 0.00 0.00 175.29 175.67 0.19
3.83 0.00 0.00 174.91 175.29 0.19
3.92 0.00 0.00 174.54 174.91 0.19
4.00 0.00 0.00 174.16 174.54 0.19
4.08 0.00 0.00 173.79 174.16 0.19
4.17 0.00 0.00 173.42 173.79 0.19
4.25 0.00 0.00 173.04 173.42 0.19
4.33 0.00 0.00 172.67 173.04 0.19
4.42 0.00 0.00 172.30 172.67 0.19
4.50 0.00 0.00 171.92 172.30 0.19
4.58 0.00 0.00 171.55 171.92 0.19
4.67 0.00 0.00 171.18 171.55 0.19
4.75 0.00 0.00 170.81 171.18 0.19
4.83 0.00 0.00 170.44 170.81 0.19
4.92 0.00 0.00 170.07 170.44 0.19
5.00 0.00 0.00 169.70 170.07 0.19
5.08 0.00 0.00 169.33 169.70 0.18
5.17 0.00 0.00 168.96 169.33 0.18
5.25 0.00 0.00 168.59 168.96 0.18
5.33 0.00 0.00 168.22 168.59 0.18
5.42 0.00 0.00 167.85 168.22 0.18
5.50 0.00 0.00 167.49 167.85 0.18
5.58 0.00 0.00 167.12 167.49 0.18
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
5.67 0.00 0.00 166.75 167.12 0.18
5.75 0.00 0.00 166.39 166.75 0.18
5.83 0.00 0.00 166.02 166.39 0.18
5.92 0.00 0.00 165.65 166.02 0.18
6.00 0.00 0.00 165.29 165.65 0.18
6.08 0.00 0.00 164.92 165.29 0.18
6.17 0.00 0.00 164.56 164.92 0.18
6.25 0.00 0.00 164.19 164.56 0.18
6.33 0.00 0.00 163.83 164.19 0.18
6.42 0.00 0.00 163.47 163.83 0.18
6.50 0.00 0.00 163.10 163.47 0.18
6.58 0.00 0.00 162.74 163.10 0.18
6.67 0.00 0.00 162.38 162.74 0.18
6.75 0.00 0.00 162.02 162.38 0.18
6.83 0.00 0.00 161.65 162.02 0.18
6.92 0.00 0.00 161.29 161.65 0.18
7.00 0.00 0.00 160.93 161.29 0.18
7.08 0.00 0.00 160.57 160.93 0.18
7.17 0.00 0.00 160.21 160.57 0.18
7.25 0.00 0.00 159.85 160.21 0.18
7.33 0.00 0.00 159.49 159.85 0.18
7.42 0.00 0.00 159.13 159.49 0.18
7.50 0.00 0.00 158.77 159.13 0.18
7.58 0.00 0.00 158.42 158.77 0.18
7.67 0.00 0.00 158.06 158.42 0.18
7.75 0.00 0.00 157.70 158.06 0.18
7.83 0.00 0.00 157.34 157.70 0.18
7.92 0.00 0.00 156.99 157.34 0.18
8.00 0.00 0.00 156.63 156.99 0.18
8.08 0.00 0.00 156.27 156.63 0.18
8.17 0.00 0.00 155.92 156.27 0.18
8.25 0.00 0.00 155.56 155.92 0.18
8.33 0.00 0.00 155.21 155.56 0.18
8.42 0.00 0.00 154.85 155.21 0.18
8.50 0.00 0.00 154.50 154.85 0.18
8.58 0.00 0.00 154.15 154.50 0.18
8.67 0.00 0.00 153.79 154.15 0.18
8.75 0.00 0.00 153.44 153.79 0.18
8.83 0.00 0.00 153.09 153.44 0.18
8.92 0.00 0.00 152.73 153.09 0.18
9.00 0.00 0.00 152.38 152.73 0.18
9.08 0.00 0.00 152.03 152.38 0.18
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
9.17 0.00 0.00 151.68 152.03 0.18
9.25 0.00 0.00 151.33 151.68 0.18
9.33 0.00 0.00 150.98 151.33 0.18
9.42 0.00 0.00 150.63 150.98 0.17
9.50 0.00 0.00 150.28 150.63 0.17
9.58 0.00 0.00 149.93 150.28 0.17
9.67 0.00 0.00 149.58 149.93 0.17
9.75 0.00 0.00 149.23 149.58 0.17
9.83 0.00 0.00 148.89 149.23 0.17
9.92 0.00 0.00 148.54 148.89 0.17
10.00 0.00 0.00 148.19 148.54 0.17
10.08 0.00 0.00 147.84 148.19 0.17
10.17 0.00 0.00 147.50 147.84 0.17
10.25 0.00 0.00 147.15 147.50 0.17
10.33 0.00 0.00 146.81 147.15 0.17
10.42 0.00 0.00 146.46 146.81 0.17
10.50 0.00 0.00 146.12 146.46 0.17
10.58 0.00 0.00 145.77 146.12 0.17
10.67 0.00 0.00 145.43 145.77 0.17
10.75 0.00 0.00 145.08 145.43 0.17
10.83 0.00 0.00 144.74 145.08 0.17
10.92 0.00 0.00 144.40 144.74 0.17
11.00 0.00 0.00 144.05 144.40 0.17
11.08 0.00 0.00 143.71 144.05 0.17
11.17 0.00 0.00 143.37 143.71 0.17
11.25 0.00 0.00 143.03 143.37 0.17
11.33 0.00 0.00 142.69 143.03 0.17
11.42 0.00 0.00 142.35 142.69 0.17
11.50 0.00 0.00 142.01 142.35 0.17
11.58 0.00 0.00 141.67 142.01 0.17
11.67 0.00 0.00 141.33 141.67 0.17
11.75 0.00 0.00 140.99 141.33 0.17
11.83 0.00 0.00 140.65 140.99 0.17
11.92 0.00 0.00 140.31 140.65 0.17
12.00 0.00 0.00 139.97 140.31 0.17
12.08 0.00 0.00 139.63 139.97 0.17
12.17 0.00 0.00 139.30 139.63 0.17
12.25 0.00 0.00 138.96 139.30 0.17
12.33 0.00 0.00 138.62 138.96 0.17
12.42 0.00 0.00 138.29 138.62 0.17
12.50 0.00 0.00 137.95 138.29 0.17
12.58 0.00 0.00 137.62 137.95 0.17
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i). 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
12.67 0.00 0.00 137.28 137.62 0.17
12.75 0.00 0.00 136.95 137.28 0.17
12.83 0.00 0.00 136.61 136.95 0.17
12.92 0.00 0.00 136.28 136.61 0.17
13.00 0.00 0.00 135.94 136.28 0.17
13.08 0.00 0.00 135.61 135.94 0.17
13.17 0.00 0.00 135.28 135.61 0.17
13.25 0.00 0.00 134.95 135.28 0.17
13.33 0.00 0.00 134.61 134.95 0.17
13.42 0.00 0.00 134.28 134.61 0.17
13.50 0.00 0.00 133.95 134.28 0.17
13.58 0.00 0.00 133.62 133.95 0.17
13.67 0.00 0.00 133.29 133.62 0.17
13.75 0.00 0.00 132.96 133.29 0.17
13.83 0.00 0.00 132.63 132.96 0.16
13.92 0.00 0.00 132.30 132.63 0.16
14.00 0.00 0.00 131.97 132.30 0.16
14.08 0.00 0.00 131.64 131.97 0.16
14.17 0.00 0.00 131.31 131.64 0.16
14.25 0.00 0.00 130.99 131.31 0.16
14.33 0.00 0.00 130.66 130.99 0.16
14.42 0.00 0.00 130.33 130.66 0.16
14.50 0.00 0.00 130.00 130.33 0.16
14.58 0.00 0.00 129.68 130.00 0.16
14.67 0.00 0.00 129.35 129.68 0.16
14.75 0.00 0.00 129.03 129.35 0.16
14.83 0.00 0.00 128.70 129.03 0.16
14.92 0.00 0.00 128.38 128.70 0.16
15.00 0.00 0.00 128.05 128.38 0.16
15.08 0.00 0.00 127.73 128.05 0.16
15.17 0.00 0.00 127.40 127.73 0.16
15.25 0.00 0.00 127.08 127.40 0.16
15.33 0.00 0.00 126.76 127.08 0.16
15.42 0.00 0.00 126.44 126.76 0.16
15.50 0.00 0.00 126.11 126.44 0.16
15.58 0.00 0.00 125.79 126.11 0.16
15.67 0.00 0.00 125.47 125.79 0.16
15.75 0.00 0.00 125.15 125.47 0.16
15.83 0.00 0.00 124.83 125.15 0.16
15.92 0.00 0.00 124.51 124.83 0.16
16.00 0.00 0.00 124.19 124.51 0.16
16.08 0.00 0.00 123.87 124.19 0.16
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
16.17 0.00 0.00 123.55 123.87 0.16
16.25 0.00 0.00 123.23 123.55 0.16
16.33 0.00 0.00 122.91 123.23 0.16
16.42 0.00 0.00 122.60 122.91 0.16
16.50 0.00 0.00 122.28 122.60 0.16
16.58 0.00 0.00 121.96 122.28 0.16
16.67 0.00 0.00 121.64 121.96 0.16
16.75 0.00 0.00 121.33 121.64 0.16
16.83 0.00 0.00 121.01 121.33 0.16
16.92 0.00 0.00 120.70 121.01 0.16
17.00 0.00 0.00 120.38 120.70 0.16
17.08 0.00 0.00 120.07 120.38 0.16
17.17 0.00 0.00 119.75 120.07 0.16
17.25 0.00 0.00 119.44 119.75 0.16
17.33 0.00 0.00 119.12 119.44 0.16
17.42 0.00 0.00 118.81 119.12 0.16
17.50 0.00 0.00 118.50 118.81 0.16
17.58 0.00 0.00 118.18 118.50 0.16
17.67 0.00 0.00 117.87 118.18 0.16
17.75 0.00 0.00 117.56 117.87 0.16
17.83 0.00 0.00 117.25 117.56 0.16
17.92 0.00 0.00 116.94 117.25 0.16.
18.00 0.00 0.00 116.63 116.94 0.16
18.08 0.00 0.00 116.32 116.63 0.16
18.17 0.00 0.00 116.01 116.32 0.15
18.25 0.00 0.00 115.70 116.01 0.15
18.33 0.00 0.00 115.39 115.70 0.15
18.42 0.00 0.00 115.08 115.39 0.15
18.50 0.00 0.00 114.77 115.08 0.15
18.58 0.00 - 0.00 114.46 114.77 0.15
18.67 0.00 0.00 114.16 114.46 0.15
18.75 0.00 0.00 113.85 114.16 0.15
18.83 0.00 0.00 113.54 113.85 0.15
18.92 0.00 0.00 113.24 113.54 0.15
19.00 0.00 0.00 112.93 113.24 0.15
19.08 0.00 0.00 112.63 112.93 0.15
19.17 0.00 0.00 112.32 112.63 0.15
19.25 0.00 0.00 112.02 112.32 0.15
19.33 0.00 0.00 111.72 112.02 0.15
19.42 0.00 0.00 111.41 111.72 0.15
19.50 0.00 0.00 111.11 111.41 0.15
19.58 0.00 0.00 110.81 111.11 0.15
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
19.67 0.00 0.00 110.51 110.81 0.15
19.75 0.00 0.00 110.21 110.51 0.15
19.83 0.00 0.00 109.91 110.21 0.15
19.92 0.00 0.00 109.61 109.91 0.15
20.00 0.00 0.00 109.31 109.61 0.15
20.08 0.00 0.00 109.01 109.31 0.15
20.17 0.00 0.00 108.71 109.01 0.15
20.25 0.00 0.00 108.41 108.71 0.15
20.33 0.00 0.00 108.11 108.41 0.15
20.42 0.00 0.00 107.82 108.11 0.15
20.50 0.00 0.00 107.52 107.82 0.15
20.58 0.00 0.00 107.22 107.52 0.15
20.67 0.00 0.00 106.93 107.22 0.15
20.75 0.00 0.00 106.63 106.93 0.15
20.83 0.00 0.00 106.34 106.63 0.15
20.92 0.00 0.00 106.04 106.34 0.15
21.00 0.00 0.00 105.75 106.04 0.15
21.08 0.00 0.00 105.45 105.75 0.15
21.17 0.00 0.00 105.16 105.45 0.15
21.25 0.00 0.00 104.87 105.16 0.15
21.33 0.00 0.00 104.58 104.87 0.15
21.42 0.00 0.00 104.28 104.58 0.15
21.50 0.00 0.00 103.99 104.28 0.15
21.58 0.00 0.00 103.70 103.99 0.15
21.67 0.00 0.00 103.41 103.70 0.15
21.75 0.00 0.00 103.12 103.41 0.14
21.83 0.00 0.00 102.83 103.12 0.14
21.92 0.00 0.00 102.54 102.83 0.14
22.00 0.00 0.00 102.25 102.54 0.14
22.08 0.00 0.00 101.97 102.25 0.14
22.17 0.00 0.00 101.68 101.97 0.14
22.25 0.00 0.00 101.39 101.68 0.14
22.33 0.00 0.00 101.10 101.39 0.14
22.42 0.00 0.00 100.82 101.10 0.14
22.50 0.00 0.00 100.53 100.82 0.14
22.58 0.00 0.00 100.25 100.53 0.14
22.67 0.00 0.00 99.96 100.25 0.14
22.75 0.00 0.00 99.68 99.96 0.14
22.83 0.00 0.00 99.39 99.68 0.14
22.92 0.00 0.00 99.11 99.39 0.14
23.00 0.00 0.00 98.83 99.11 0.14
23.08 0.00 0.00 98.54 98.83 0.14
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
23.17 0.00 0.00 98.26 98.54 0.14
23.25 0.00 0.00 97.98 98.26 0.14
23.33 0.00 0.00 97.70 97.98 0.14
23.42 0.00 0.00 97.42 97.70 0.14
23.50 0.00 0.00 97.14 97.42 0.14
-23.58 0.00 0.00 96.86 97.14 0.14
23.67 0.00 0.00 96.58 96.86 0.14
23.75 0.00 0.00 96.30 96.58 0.14
23.83 0.00 0.00 96.02 96.30 0.14
23.92 0.00 0.00 95.74 96.02 0.14
24.00 0.00 0.00 95.47 95.74 0.14
24.08 0.00 0.00 95.19 95.47 0.14
24.17 0.00 0.00 94.91 95.19 0.14
24.25 0.00 0.00 94.64 94.91 0.14
24.33 0.00 0.00 94.36 94.64 0.14
24.42 0.00 0.00 94.09 94.36 0.14
24.50 0.00 0.00 93.81 94.09 0.14
24.58 0.00 0.00 93.54 93.81 0.14
24.67 0.00 0.00 93.26 93.54 0.14
24.75 0.00 0.00 92.99 93.26 0.14
24.83 0.00 0.00 92.72 92.99 0.14
24.92 0.00 0.00 92.44 92.72 0.14
25.00 0.00 0.00 92.17 92.44 0.14
25.08 0.00 0.00 91.90 92.17 0.14
25.17 0.00 0.00 91.63 91.90 0.14
25.25 0.00 0.00 91.36 91.63 0.14
25.33 0.00 0.00 91.09 91.36 0.14
25.42 0.00 0.00 90.82 91.09 0.13
25.50 0.00 0.00 90.55 90.82 0.13
25.58 0.00 0.00 90.28 90.55 0.13
25.67 0.00 0.00 90.01 90.28 0.13
25.75 0.00 0.00 89.75 90.01 0.13
25.83 0.00 0.00 89.48 89.75 0.13
25.92 0.00 0.00 89.21 89.48 0.13
26.00 0.00 0.00 88.95 89.21 0.13
26.08 0.00 0.00 88.68 88.95 0.13
26.17 0.00 0.00 88.41 88.68 0.13
26.25 0.00 0.00 88.15 88.41 0.13
26.33 0.00 0.00 87.88 88.15 0.13
26.42 0.00 0.00 87.62 87.88 0.13
26.50 0.00 0.00 87.36 87.62 0.13
26.58 0.00 0.00 87.09 87.36 0.13
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
26.67 0.00 0.00 86.83 87.09 0.13
26.75 0.00 0.00 86.57 86.83 0.13
26.83 0.00 0.00 86.31 86.57 0.13
26.92 0.00 0.00 86.05 86.31 0.13
27.00 0.00 0.00 85.79 86.05 0.13
27.08 0.00 0.00 85.53 85.79 0.13
27.17 0.00 0.00 85.27 85.53 0.13
27.25 0.00 0.00 85.01 85.27 0.13
27.33 0.00 0.00 84.75 85.01 0.13
27.42 0.00 0.00 84.49 84.75 0.13
27.50 0.00 0.00 84.23 84.49 0.13
27.58 0.00 0.00 83.97 84.23 0.13
27.67 0.00 0.00 83.72 83.97 0.13
27.75 0.00 0.00 83.46 83.72 0.13
27.83 0.00 0.00 83.20 83.46 0.13
27.92 0.00 0.00 82.95 83.20 0.13
28.00 0.00 0.00 82.69 82.95 0.13
28.08 0.00 0.00 82.44 82.69 0.13
28.17 0.00 0.00 82.18 82.44 0.13
28.25 0.00 0.00 81.93 82.18 0.13
28.33 0.00 0.00 81.67 81.93 0.13
28.42 0.00 0.00 81.42 81.67 0.13
28.50 0.00 0.00 81.17 81.42 0.13
28.58 0.00 0.00 80.92 81.17 0.13
28.67 0.00 0.00 80.66 80.92 0.13
28.75 0.00 0.00 80.41 80.66 0.13
28.83 0.00 0.00 80.16 80.41 0.13
28.92 0.00 0.00 79.91 80.16 0.13
29.00 0.00 0.00 79.66 79.91 0.12
29.08 0.00 0.00 79.41 79.66 0.12
29.17 0.00 0.00 79.16 79.41 0.12
29.25 0.00 0.00 78.92 79.16 0.12
29.33 0.00 0.00 78.67 78.92 0.12
29.42 0.00 0.00 78.42 78.67 0.12
29.50 0.00 0.00 78.17 78.42 0.12
29.58 0.00 0.00 77.93 78.17 0.12
29.67 0.00 0.00 77.68 77.93 0.12
29.75 0.00 0.00 77.44 77.68 0.12
29.83 0.00 0.00 77.19 77.44 0.12
29.92 0.00 0.00 76.95 77.19 0.12
30.00 0.00 0.00 76.70 76.95 0.12
30.08 0.00 0.00 76.46 76.70 0.12
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
30.17 0.00 0.00 76.22 76.46 0.12
30.25 0.00 0.00 75.97 76.22 0.12
30.33 0.00 0.00 75.73 75.97 0.12
30.42 0.00 0.00 75.49 75.73 0.12
30.50 0.00 0.00 75.25 75.49 0.12
30.58 0.00 0.00 75.01 75.25 0.12
30.67 0.00 0.00 74.77 75.01 0.12
30.75 0.00 0.00 74.53 74.77 0.12
30.83 0.00 0.00 74.29 74.53 0.12
30.92 0.00 0.00 74.05 74.29 0.12
31.00 0.00 0.00 73.81 74.05 0.12
31.08 0.00 0.00 73.57 73.81 0.12
31.17 0.00 0.00 73.33 73.57 0.12
31.25 0.00 0.00 73.10 73.33 0.12
31.33 0.00 0.00 72.86 73.10 0.12
31.42 0.00 0.00 72.62 72.86 0.12
31.50 0.00 0.00 72.39 72.62 0.12
31.58 0.00 0.00 72.15 72.39 0.12
31.67 0.00 0.00 71.92 72.15 0.12
31.75 0.00 0.00 71.68 71.92 0.12
31.83 0.00 0.00 71.45 71.68 0.12
31.92 0.00 0.00 71.21 71.45 0.12
32.00 0.00 0.00 70.98 71.21 0.12
32.08 0.00 0.00 70.75 70.98 0.12
32.17 0.00 0.00 70.52 70.75 0.12
32.25 0.00 0.00 70.28 70.52 0.12
32.33 0.00 0.00 70.05 70.28 0.12
32.42 0.00 0.00 69.82 70.05 0.12
32.50 0.00 0.00 69.59 69.82 0.12
32.58 0.00 0.00 69.36 69.59 0.12
32.67 0.00 0.00 69.13 69.36 0.11
32.75 0.00 0.00 68.90 69.13 0.11
32.83 0.00 0.00 68.67 68.90 0.11
32.92 0.00 0.00 68.45 68.67 0.11
33.00 0.00 0.00 68.22 68.45 0.11
33.08 0.00 0.00 67.99 68.22 0.11
33.17 0.00 0.00 67.76 67.99 0.11
33.25 0.00 0.00 67.54 67.76 0.11
33.33 0.00 0.00 67.31 67.54 0.11
33.42 0.00 0.00 67.09 67.31 0.11
33.50 0.00 0.00 66.86 67.09 0.11
33.58 0.00 0.00 66.64 66.86 0.11
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
33.67 0.00 0.00 66.41 66.64 0.11
33.75 0.00 0.00 66.19 66.41 0.11
33.83 0.00 0.00 65.97 66.19 0.11
33.92 0.00 0.00 65.75 65.97 0.11
34.00 0.00 0.00 65.52 65.75 0.11
34.08 0.00 0.00 65.30 65.52 0.11
34.17 0.00 0.00 65.08 65.30 0.11
34.25 0.00 0.00 64.86 65.08 0.11
34.33 0.00 0.00 64.64 64.86 0.11
34.42 0.00 0.00 64.42 64.64 0.11
34.50 0.00 0.00 64.20 64.42 0.11
34.58 0.00 0.00 63.98 64.20 0.11
34.67 0.00 0.00 63.77 63.98 0.11
34.75 0.00 0.00 63.55 63.77 0.11
34.83 0.00 0.00 63.33 63.55 0.11
34.92 0.00 0.00 63.11 63.33 0.11
35.00 0.00 0.00 62.90 63.11 0.11
35.08 0.00 0.00 62.68 62.90 0.11
35.17 0.00 0.00 62.47 62.68 0.11
35.25 0.00 0.00 62.25 62.47 0.11
35.33 0.00 0.00 62.04 62.25 0.11
35.42 0.00 0.00 61.82 62.04 0.11
35.50 0.00 0.00 61.61 61.82 0.11
35.58 0.00 0.00 61.40 61.61 0.11
35.67 0.00 0.00 61.18 61.40 0.11
35.75 0.00 0.00 60.97 61.18 0.11
35.83 0.00 0.00 60.76 60.97 0.11
35.92 0.00 0.00 60.55 60.76 0.11
36.00 0.00 0.00 60.34 60.55 0.11
36.08 0.00 0.00 60.13 60.34 0.11
36.17 0.00 0.00 59.92 60.13 0.11
36.25 0.00 0.00 59.71 59.92 0.10
36.33 0.00 0.00 59.50 59.71 0.10
36.42 0.00 0.00 59.29 59.50 0.10
36.50 0.00 0.00 59.08 59.29 0.10
36.58 0.00 0.00 58.87 59.08 0.10
36.67 0.00 0.00 58.66 58.87 0.10
36.75 0.00 0.00 58.46 58.66 0.10
36.83 0.00 0.00 58.25 58.46 0.10
36.92 0.00 0.00 58.04 58.25 0.10
37.00 0.00 0.00 57.84 58.04 0.10
37.08 0.00 0.00 57.63 57.84 0.10
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
37.17 0.00 0.00 57.43 57.63 0.10
37.25 0.00 0.00 57.23 57.43 0.10
37.33 0.00 0.00 57.02 57.23 0.10
37.42 0.00 0.00 56.82 57.02 0.10
37.50 0.00 0.00 56.62 56.82 0.10
37.58 0.00 0.00 56.41 56.62 0.10
37.67 0.00 0.00 56.21 56.41 0.10
37.75 0.00 0.00 56.01 56.21 0.10
37.83 0.00 0.00 55.81 56.01 0.10
37.92 0.00 0.00 55.61 55.81 0.10
38.00 0.00 0.00 55.41 55.61 0.10
38.08 0.00 0.00 55.21 55.41 0.10
38.17 0.00 0.00 55.01 55.21 0.10
38.25 0.00 0.00 54.81 55.01 0.10
38.33 0.00 0.00 54.62 54.81 0.10
38.42 0.00 0.00 54.42 54.62 0.10
38.50 0.00 0.00 54.22 54.42 0.10
38.58 0.00 0.00 54.03 54.22 0.10
38.67 0.00 0.00 53.83 54.03 0.10
38.75 0.00 0.00 53.63 53.83 0.10
38.83 0.00 0.00 53.44 53.63 0.10
38.92 0.00 0.00 53.24 53.44 0.10
39.00 0.00 0.00 53.05 53.24 0.10
39.08 0.00 0.00 52.86 53.05 0.10
39.17 0.00 0.00 52.66 52.86 0.10
39.25 0.00 0.00 52.47 52.66 0.10
39.33 0.00 0.00 52.28 52.47 0.10
39.42 0.00 0.00 52.09 52.28 0.10
39.50 0.00 0.00 51.90 52.09 0.10
39.58 0.00 0.00 51.70 51.90 0.10
39.67 0.00 0.00 51.51 51.70 0.10
39.75 0.00 0.00 51.32 51.51 0.09
39.83 0.00 0.00 51.14 51.32 0.09
39.92 0.00 0.00 50.95 51.14 0.09
40.00 0.00 0.00 50.76 50.95 0.09
40.08 0.00 0.00 50.57 50.76 0.09
40.17 0.00 0.00 50.38 50.57 0.09
40.25 0.00 0.00 50.19 50.38 0.09
40.33 0.00 0.00 50.01 50.19 0.09
40.42 0.00 0.00 49.82 50.01 0.09
40.50 0.00 0.00 49.64 49.82 0.09
40.58 0.00 0.00 49.45 49.64 0.09
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i)
hrs cfs cfs cfs
40.67 0-.00 0.00 49.27
40.75 0.00 0.00 49.08
40.83 0.00 0.00 48.90
40.92 0.00 0.00 48.71
41.00 0.00 0.00 48.53
41.08 0.00 0.00 48.35
41.17 0.00 0.00 48.16
41.25 0.00 0.00 47.98
41.33 0.00 0.00 47.80
41.42 0.00 0.00 47.62
41.50 0.00 0.00 47.44
41.58 0.00 0.00 47.26
41.67 0.00 0.00 47.08
41.75 0.00 0.00 46.90
41.83 0.00 0.00 46.72
41.92 0.00 0.00 46.54
42.00 0.00 0.00 46.37
42.08 0.00 0.00 46.19
42.17 0.00 0.00 46.01
42.25 0.00 0.00 45.84
42.33 0.00 0.00 45.66
42.42 0.00 0.00 45.49
42.50 0.00 0.00 45.32
42.58 0.00 0.00 45.14
42.67 0.00 0.00 44.97
42.75 0.00 0.00 44.80
42.83 0.00 0.00 44.63
42.92 0.00 0.00 44.46
43.00 0.00 0.00 44.29
43.08 0.00 0.00 44.12
43.17 0.00 0.00 43.96
43.25 0.00 0.00 43.79
43.33 0.00 0.00 43.62
43.42 0.00 0.00 43.46
43.50 0.00 0.00 43.30
43.58 0.00 0.00 43.13
43.67 0.00 0.00 42.97
43.75 0.00 0.00 42.81
43.83 0.00 0.00 42.64
43.92 0.00 0.00 42.48
44.00 0.00 0.00 42.32
44.08 0.00 0.00 42.16
2S/dt+O (j) OUTFLOW
cfs cfs
49.45 0.09
49.27 0.09
49.08 0.09
48.90 0.09
48.71 0.09
48.53 0.09
48.35 0.09
48.16 0.09
47.98 0.09
47.80 0.09
47.62 0.09
47.44 0.09
47.26 0.09
47.08 0.09
46.90 0.09
46.72 0.09
46.54 0.09
46.37 0.09
46.19 0.09
46.01 0.09
45.84 0.09
45.66 0.09
45.49 0.09
45.32 0.09
45.14 0.09
44.97 0.09
44.80 0.09
44.63 0.08
44.46 0.08
44.29 0.08
44.12 0.08
43.96 0.08
43.79 0.08
43.62 0.08
43.46 0.08
43.30 0.08
43.13 0.08
42.97 0.08
42.81 0.08
42.64 0.08
42.48 0.08
42.32 0.08
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i)
hrs cfs cfs cfs
44.17 0.00 0.00 42.00
44.25 0.00 0.00 41.85
44.33 0.00 0.00 41.69
44.42 0.00 0.00 41.53
44.50 0.00 0.00 41.38
44.58 0.00 0.00 41.22
44.67 0.00 0.00 41.07
44.75 0.00 0.00 40.91
44.83 0.00 0.00 40.76
44.92 0.00 0.00 40.60
45.00 0.00 0.00 40.45
45.08 0.00 0.00 40.30
45.17 0.00 0.00 40.15
45.25 0.00 0.00 40.00
45.33 0.00 0.00 39.85
45.42 0.00 0.00 39.70
45.50 0.00 0.00 39.55
45.58 0.00 0.00 39.40
45.67 0.00 0.00 39.26
45.75 0.00 0.00 39.11
45.83 0.00 0.00 38.96
45.92 0.00 0.00 38.82
46.00 0.00 0.00 38.67
46.08 0.00 0.00 38.53
46.17 0.00 0.00 38.39
46.25 0.00 0.00 38.24
46.33 0.00 0.00 38.10
46.42 0.00 0.00 37.96
46.50 0.00 0.00 37.82
46.58 0.00 0.00 37.68
46.67 0.00 0.00 37.54
46.75 0.00 0.00 37.40
46.83 0.00 0.00 37.26
46.92 0.00 0.00 37.12
47.00 0.00 0.00 36.99
47.08 0.00 0.00 36.85
47.17 0.00 0.00 36.71
47.25 0.00 0.00 36.58
47.33 0.00 0.00 36.44
47.42 0.00 0.00 36.31
47.50 0.00 0.00 36.17
47.58 0.00 0.00 36.04
2S/dt+O (j) OUTFLOW
cfs cfs
42.16 0.08
42.00 0.08
41.85 0.08
41.69 0.08
41.53 0.08
41.38 0.08
41.22 0.08
41.07 0.08
40.91 0.08
40.76 0.08
40.60 0.08
40.45 0.08
40.30 0.08
40.15 0.08
40.00 0.07
39.85 0.07
39.70 0.07
39.55 0.07
39.40 0.07
39.26 0.07
39.11 0.07
38.96 0.07
38.82 0.07
38.67 0.07
38.53 0.07
38.39 0.07
38.24 0.07
38.10 0.07
37.96 0.07
37.82 0.07
37.68 0.07
37.54 0.07
37.40 0.07
37.26 0.07
37.12 0.07
36.99 0.07
36.85 0.07
36.71 0.07
36.58 0.07
36.44 0.07
36.31 0.07
36.17 0.07
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
47.67 0.00 0.00 35.91 36.04 0.07
47.75 0.00 0.00 35.78 35.91 0.07
47.83 0.00 0.00 35.64 35.78 0.07
47.92 0.00 0.00 35.51 35.64 0.07
48.00 0.00 0.00 35.38 35.51 0.07
48.08 0.00 0.00 35.25 35.38 0.06
48.17 0.00 0.00 35.12 35.25 0.06
48.25 0.00 0.00 34.99 35.12 0.06
48.33 0.00 0.00 34.87 34.99 0.06
48.42 0.00 0.00 34.74 34.87 0.06
48.50 0.00 0.00 34.61 34.74 0.06
48.58 0.00 0.00 34.49 34.61 0.06
48.67 0.00 0.00 34.37 34.49 0.06
48.75 0.00 0.00 34.24 34.37 0.06
48.83 0.00 0.00 34.12 34.24 0.06
48.92 0.00 0.00 34.00 34.12 0.06
49.00 0.00 0.00 33.88 34.00 0.06
49.08 0.00 0.00 33.77 33.88 0.06
49.17 0.00 0.00 33.65 33.77 0.06
49.25 0.00 0.00 33.53 33.65 0.06
49.33 0.00 0.00 33.42 33.53 0.06
49.42 0.00 0.00 33.30 33.42 0.06
49.50 0.00 0.00 33.19 33.30 0.06
49.58 0.00 0.00 33.08 33.19 0.06
49.67 0.00 0.00 32.97 33.08 0.06
49.75 0.00 0.00 32.86 32.97 0.05
49.83 0.00 0.00 32.75 32.86 0.05
49.92 0.00 0.00 32.64 32.75 0.05
50.00 0.00 0.00 32.54 32.64 0.05
50.08 0.00 0.00 32.43 32.54 0.05
50.17 0.00 0.00 32.33 32.43 0.05
50.25 0.00 0.00 32.22 32.33 0.05
50.33 0.00 0.00 32.12 32.22 0.05
50.42 0.00 0.00 32.02 32.12 0.05
50.50 0.00 0.00 31.92 32.02 0.05
50.58 0.00 0.00 31.81 31.92 0.05
50.67 0.00 0.00 31.72 31.81 0.05
50.75 0.00 0.00 31.62 31.72 0.05
50.83 0.00 0.00 31.52 31.62 0.05
50.92 0.00 0.00 31.42 31.52 0.05
51.00 0.00 0.00 31.33 31.42 0.05
51.08 0.00 0.00 31.23 31.33 0.05
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
51.17 0.00 0.00 31.14 31.23 0.05
51.25 0.00 0.00 31.05 31.14 0.05
51.33 0.00 0.00 30.95 31.05 0.05
51.42 0.00 0.00 30.86 30.95 0.05
51.50 0.00 0.00 30.77 30.86 0.05
51.58 0.00 0.00 30.68 30.77 0.04
51.67 0.00 0.00 30.59 30.68 0.04
51.75 0.00 0.00 30.50 30.59 0.04
51.83 0.00 0.00 30.42 30.50 0.04
51.92 0.00 0.00 30.33 30.42 0.04
52.00 0.00 0.00 30.24 30.33 0.04
52.08 0.00 0.00 30.16 30.24 0.04
52.17 0.00 0.00 30.07 30.16 0.04
52.25 0.00 0.00 29.99 30.07 0.04
52.33 0.00 0.00 29.91 29.99 0.04
52.42 0.00 0.00 29.83 29.91 0.04
52.50 0.00 0.00 29.74 29.83 0.04
52.58 0.00 0.00 29.66 29.74 0.04
52.67 0.00 0.00 29.58 29.66 0.04
52.75 0.00 0.00 29.50 29.58 0.04
52.83 0.00 0.00 29.43 29.50 0.04
52.92 0.00 0.00 29.35 29.43 0.04
53.00 0.00 0.00 29.27 29.35 0.04
53.08 0.00 0.00 29.19 29.27 0.04
53.17 0.00 0.00 29.12 29.19 0.04
53.25 0.00 0.00 29.04 29.12 0.04
53.33 0.00 0.00 28.97 29.04 0.04
53.42 0.00 0.00 28.90 28.97 0.04
53.50 0.00 0.00 28.82 28.90 0.04
53.58 0.00 0.00 28.75 28.82 0.04
53.67 0.00 0.00 28.68 28.75 0.04
53.75 0.00 0.00 28.61 28.68 0.04
53.83 0.00 0.00 28.54 28.61 0.04
53.92 0.00 0.00 28.47 28.54 0.03
54.00 0.00 0.00 28.40 28.47 0.03
54.08 0.00 0.00 28.33 28.40 0.03
54.17 0.00 0.00 28.26 28.33 0.03
54.25 0.00 0.00 28.19 28.26 0.03
54.33 0.00 0.00 28.13 28.19 0.03
54.42 0.00 0.00 28.06 28.13 0.03
54.50 0.00 0.00 28.00 28.06 0.03
54.58 0.00 0.00 27.93 28.00 0.03
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
54.67 0.00 0.00 27.87 27.93 0.03
54.75 0.00 0.00 27.80 27.87 0.03
54.83 0.00 0.00 27.74 27.80 0.03
54.92 0.00 0.00 27.68 27.74 0.03
55.00 0.00 0.00 27.62 27.68 0.03
55.08 0.00 0.00 27.55 27.62 0.03
55.17 0.00 0.00 27.49 27.55 0.03
55.25 0.00 0.00 27.43 27.49 0.03
55.33 0.00 0.00 27.37 27.43 0.03
55.42 0.00 0.00 27.31 27.37 0.03
55.50 0.00 0.00 27.26 27.31 0.03
55.58 0.00 0.00 27.20 27.26 0.03
55.67 0.00 0.00 27.14 27.20 0.03
55.75 0.00 0.00 27.08 27.14 0.03
55.83 0.00 0.00 27.03 27.08 0.03
55.92 0.00 0.00 26.97 27.03 0.03
56.00 0.00 0.00 26.91 26.97 0.03
56.08 0.00 0.00 26.86 26.91 0.03
56.17 0.00 0.00 26.80 26.86 0.03
56.25 0.00 0.00 26.75 26.80 0.03
56.33 0.00 0.00 26.70 26.75 0.03
56.42 0.00 0.00 26.64 26.70 0.03
56.50 0.00 0.00 26.59 26.64 0.03
56.58 0.00 0.00 26.54 26.59 0.03
56.67 0.00 0.00 26.49 26.54 0.03
56.75 0.00 0.00 26.44 26.49 0.03
56.83 0.00 0.00 26.38 26.44 0.03
56.92 0.00 0.00 26.33 26.38 0.03
57.00 0.00 0.00 26.28 26.33 0.02
57.08 0.00 0.00 26.24 26.28 0.02
57.17 0.00 0.00 26.19 26.24 0.02
57.25 0.00 0.00 26.14 26.19 0.02
57.33 0.00 0.00 26.09 26.14 0.02
57.42 0.00 0.00 26.04 26.09 0.02
57.50 0.00 0.00 25.99 26.04 0.02
57.58 0.00 0.00 25.95 25.99 0.02
57.67 0.00 0.00 25.90 25.95 0.02
57.75 0.00 0.00 25.86 25.90 0.02
57.83 0.00 0.00 25.81 25.86 0.02
57.92 0.00 0.00 25.76 25.81 0.02
58.00 0.00 0.00 25.72 25.76 0.02
58.08 0.00 0.00 25.68 25.72 0.02

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW ( i ) INFLOW ( j )
hrs cfs cfs
58.17 0.00
58.25 0.00
58.33 0.00
58.42 0.00
58.50 0.00
58.58 0.00
58.67 0.00
58.75 0.00
58.83 0.00
58.92 0.00
59.00 0.00
59.08 0.00
59.17 0.00
59.25 0.00
59.33 0.00
59.42 0.00
59.50 0.00
59.58 0.00
59.67 0.00
59.75 0.00
59.83 0.00
5 0.00
0 0.0 0
imum
g outflow (cfs)
imum storage (cu ft)
imum
xx elevation (ft)

2S/dt-O (i) 2S/dt+O (j) OUTFLOW
cfs cfs cfs
0.00 25.63 25.68 0.02
0.00 25.59 25.63 0.02
0.00 25.55 25.59 0.02
0.00 25.50 25.55 0.02
0.00 25.46 25.50 0.02
0.00 25.42 25.46 0.02
0.00 25.38 25.42 0.02
0.00 25.34 25.38 0.02
0.00 25.29 25.34 0.02
0.00 25.25 25.29 0.02
0.00 25.21 25.25 0.02
0.00 25.17 25.21 0.02
0.00 25.13 25.17 0.02
0.00 25.10 25.13 0.02
0.00 25.06 25.10 0.02
0.00 25.02 25.06 0.02
0.00 24.98 25.02 0.02
0.00 24.94 24.98 0.02
0.00 24.91 24.94 0.02
0.00 24.87 24.91 0.02
0.00 24.83 24.87 0.02
0.00 24.80 24.83 0.02
0.00 24.76 24.80 0.02

= 0.20
= 2 8 5 6 3 ?! /
= 62.52

HYDROLOGIC REPORT
Route 10 yr thru pond.
......................
......................
Hyd. No. 2
Hydrograph type = RESERVOIR ROUTE Peak discharge = 0.18 cfs
Storm frequency = 10 yr Time interval = 1 min
Inflow hyd. no. = 1 Reservoir no. = 1
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.02 16.02 32.04 16.02 16.02 0.00
0.03 32.04 48.06 64.06 64.07 0.01
0.05 48.06 64.08 144.08 144.16 0.04
0.07 64.08 80.10 256.03 256.22 0.09
0.08 80.10 64.08 399.95 400.20 0.13
0.10 64.08 48.06 543.82 544.12 0.15
0.12 48.06 32.04 655.63 655.96 0.16
0.13 32.04 16.02 735.38 735.73 0.17
0.15 16.02 0.00 783.08 783.44 0.18
0.17 0.00 0.00 798.74 799.10 0.18
0.18 0.00 0.00 798.38 798.74 0.18
0.20 0.00 0.00 798.02 798.38 0.18
0.22 0.00 0.00 797.66 798.02 0.18
0.23 0.00 0.00 797.30 797.66 0.18
0.25 0.00 0.00 796.95 797.30 0.18
0.27 0.00 0.00 796.59 796.95 0.18
0.28 0.00 0.00 796.23 796.59 0.18
0.30 0.00 0.00 795.87 796.23 0.18
0.32 0.00 0.00 795.51 795.87 0.18
0.33 0.00 0.00 795.15 795.51 0.18
0.35 0.00 0.00 794.79 795.15 0.18
0.37 0.00 0.00 794.43 794.79 0.18
0.38 0.00 0.00 794.07 794.43 0.18
0.40 0.00 0.00 793.72 794.07 0.18
0.42 0.00 0.00 793.36 793.72 0.18
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.43 0.00 0.00 793.00 793.36 0.18
0.45 0.00 0.00 792.64 793.00 0.18
0.47 0.00 0.00 792.28 792.64 0.18
0.48 0.00 0.00 791.92 792.28 0.18
0.50 0.00 0.00 791.57 791.92 0.18
0.52 0.00 0.00 791.21 791.57 0.18
0.53 0.00 0.00 790.85 791.21 0.18
0.55 0.00 0.00 790.49 790.85 0.18
0.57 0.00 0.00 790.13 790.49 0.18
0.58 0.00 0.00 789.78 790.13 0.18
0.60 0.00 0.00 789.42 789.78 0.18
0.62 0.00 0.00 789.06 789.42 0.18
0.63 0.00 0.00 788.70 789.06 0.18
0.65 0.00 0.00 788.35 788.70 0.18
0.67 0.00 0.00 787.99 788.35 0.18
0.68 0.00 0.00 787.63 787.99 0.18
0.70 0.00 0.00 787.28 787.63 0.18
0.72 0.00 0.00 786.92 787.28 0.18
0.73 0.00 0.00 786.56 786.92 0.18
0.75 0.00 0.00 786.20 786.56 0.18
0.77 0.00 0.00 785.85 786.20 0.18
0.78 0.00 0.00 785.49 785.85 0.18
0.80 0.00 0.00 785.13 785.49 0.18
0.82 0.00 0.00 784.78 785.13 0.18
0.83 0.00 0.00 784.42 784.78 0.18
0.85 0.00 0.00 784.07 784.42 0.18
0.87 0.00 0.00 783.71 784.07 0.18
0.88 0.00 0.00 783.35 783.71 0.18
0.90 0.00 0.00 783.00 783.35 0.18
0.92 0.00 0.00 782.64 783.00 0.18
0.93 0.00 0.00 782.28 782.64 0.18
0.95 0.00 0.00 781.93 782.28 0.18
0.97 0.00 0.00 781.57 781.93 0.18
0.98 0.00 0.00 781.22 781.57 0.18
1.00 0.00 0.00 780.86 781.22 0.18
1.02 0.00 0.00 780.51 780.86 0.18
1.03 0.00 0.00 780.15 780.51 0.18
1.05 0.00 0.00 779.79 780.15 0.18
1.07 0.00 0.00 779.44 779.79 0.18
,1.08 0.00 0.00 779.08 779.44 0.18
1.10 0.00 0.00 778.73 779.08 0.18
1.12 0.00 0.00 778.37 778.73 0.18
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.13 0.00 0.00 778.02 778.37 0.18
1.15 0.00 0.00 777.66 778.02 0.18
1.17 0.00 0.00 777.31 777.66 0.18
1.18 0.00 0.00 776.95 777.31 0.18
1.20 0.00 .0.00 776.60 776.95 0.18
1.22 0.00 0.00 776.24 776.60 0.18
1.23 0.00 0.00 775.89 776.24 0.18
1.25 0.00 0.00 775.53 775.89 0.18
1.27 0.00 0.00 775.18 775.53 0.18
1.28 0.00 0.00 774.83 775.18 0.18
1.30 0.00 0.00 774.47 774.83 0.18
1.32 0.00 0.00 774.12 774.47 0.18
1.33 0.00 0.00 773.76 774.12 0.18
1.35 0.00 0.00 773.41 773.76 0.18
1.37 0.00 0.00 773.05 773.41 0.18
1.38 0.00 0.00 772.70 773.05 0.18
1.40 0.00 0.00 772.35 772.70 0.18
1.42 0.00 0.00 771.99 772.35 0.18
1.43 0.00 0.00 771.64 771.99 0.18
1.45 0.00 0.00 771.29 771.64 0.18
1.47 0.00 0.00 770.93 771.29 0.18
1.48 0.00 0.00 770.58 770.93 0.18
1.50 0.00 0.00 770.22 770.58 0.18
1.52 0.00 0.00 769.87 770.22 0.18
1.53 0.00 0.00 769.52 769.87 0.18
1.55 0.00 0.00 769.16 769.52 0.18
1.57 0.00 0.00 768.81 769.16 0.18
1.58 0.00 0.00 768.46 768.81 0.18
1.60 0.00 0.00 768.11 768.46 0.18
1.62 0.00 0.00 767.75 768.11 0.18
1.63 0.00 0.00 767.40 767.75 0.18
1.65 0.00 0.00 767.05 767.40 0.18
1.67 0.00 0.00 766.69 767.05 0.18
1.68 0.00 0.00 766.34 766.69 0.18
1.70 0.00 0.00 765.99 766.34 0.18
1.72 0.00 0.00 765.64 765.99 0.18
1.73 0.00 0.00 765.28 765.64 0.18
1.75 0.00 0.00 764.93 765.28 0.18
1.77 0.00 0.00 764.58 764.93 0.18
1.78 0.00 0.00 764.23 764.58 0.18
1.80 0.00 0.00 763.88 764.23 0.18
1.82 0.00 0.00 763.52 763.88 0.18
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.83 0.00 0.00 763.17 763.52 0.18
1.85 0.00 0.00 762.82 763.17 0.18
1.87 0.00 0.00 762.47 762.82 0.18
1.88 0.00 0.00 762.12 762.47 0.18
1.90 0.00 0.00 761.77 762.12 0.18
1.92 0.00 0.00 761.41 761.77 0.18
1.93 0.00 0.00 761.06 761.41 0.18
1.95 0.00 0.00 760.71 761.06 0.18
1.97 0.00 0.00 760.36 760.71 0.18
1.98 0.00 0.00 760.01 760.36 0.18
2.00 0.00 0.00 759.66 760.01 0.18
2.02 0.00 0.00 759.31 759.66 0.18
2.03 0.00 0.00 758.96 759.31 0.18
2.05 0.00 0.00 758.60 758.96 0.18
2.07 0.00 0.00 758.25 758.60 0.18
2.08 0.00 0.00 757.90 758.25 0.18
2.10 0.00 0.00 757.55 757.90 0.18
2.12 0.00 0.00 757.20 -757.55 0.18
2.13 0.00 0.00 756.85 757.20 0.18
2.15 0.00 0.00 756.50 756.85 0.18
2.17 0.00 0.00 756.15 756.50 0.18
2.18 0.00 0.00 755.80 756.15 0.18
2.20 0.00 0.00 755.45 755.80 0.18
2.22 0.00 0.00 755.10 755.45 0.18
2.23 0.00 0.00 754.75 755.10 0.18
2.25 0.00 0.00 754.40 754.75 0.17
2.27 0.00 0.00 754.05 754.40 0.17
2.28 0.00 0.00 753.70 754.05 0.17
2.30 0.00 0.00 753.35 753.70 0.17
2.32 0.00 0.00 753.00 753.35 0.17
2.33 0.00 0.00 752.65 753.00 0.17
2.35 0.00 0.00 752.30 752.65 0.17
2.37 0.00 0.00 751.95 752.30 0.17
2.38 0.00 0.00 751.60 751.95 0.17
2.40 0.00 0.00 751.25 751.60 0.17
2.42 0.00 0.00 750.90 751.25 0.17
2.43 0.00 0.00 750.55 750.90 0.17
2.45 0.00 0.00 750.21 750.55 0.17
2.47 0.00 0.00 749.86 750.21 0.17
2.48 0.00 0.00 749.51 749.86 0.17
2.50 0.00 0.00 749.16 749.51 0.17
2.52 0.00 0.00 748.81 749.16 0.17
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+0 (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
2.53 0.00 0.00 748.46 748.81 0.17
2.55 0.00 0.00 748.11 748.46 0.17
2.57 0.00 0.00 747.76 748.11 0.17
2.58 0.00 0.00 747.42 747.76 0.17
2.60 0.00 0.00 747.07 747.42 0.17
2.62 0.00 0.00 746.72 747.07 0.17
2.63 0.00 0.00 746.37 746.72 0.17
2.65 0.00 0.00 746.02 746.37 0.17
2.67 0.00 0.00 745.67 746.02 0.17
2.68 0.00 0.00 745.33 745.67 0.17
2.70 0.00 0.00 744.98 745.33 0.17
2.72 0.00 0.00 744.63 744.98 0.17
2.73 0.00 0.00 744.28 744.63 0.17
2.75 0.00 0.00 743.93 744.28 0.17
2.77 0.00 0.00 743.59 743.93 0.17
2.78 0.00 0.00 743.24 743.59 0.17
2.80 0.00 0.00 742.89 743.24 0.17
2.82 0.00 0.00 742.54 742.89 0.17
2.83 0.00 0.00 742.20 742.54 0.17
2.85 0.00 0.00 741.85 742.20 0.17
2.87 0.00 0.00 741.50 741.85 0.17
2.88 0.00 0.00 741.16 741.50 0.17
2.90 0.00 0.00 740.81 741.16 0.17
2.92 0.00 0.00 740.46 740.81 0.17
2.93 0.00 0.00 740.11 740.46 0.17
2.95 0.00 0.00 739.77 740.11 0.17
2.97 0.00 0.00 739.42 739.77 0.17
2.98 0.00 0.00 739.07 739.42 0.17
3.00 0.00 0.00 738.73 739.07 0.17
3.02 0.00 0.00 738.38 738.73 0.17
3.03 0.00 0.00 738.03 738.38 0.17
3.05 0.00 0.00 737.69 738.03 0.17
3.07 0.00 0.00 737.34 737.69 0.17
3.08 0.00 0.00 737.00 737.34 0.17
3.10 0.00 0.00 736.65 737.00 0.17
3.12 0.00 0.00 736.30 736.65 0.17
3.13 0.00 0.00 735.96 736.30 0.17
3.15 0.00 0.00 735.61 735.96 0.17
3.17 0.00 0.00 735.27 735.61 0.17
3.18 0.00 0.00 734.92 735.27 0.17
3.20 0.00 0.00 734.57 734.92 0.17
3.22 0.00 0.00 734.23 734.57 0.17
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
3.23 0.00 0.00 733.88 734.23 0.17
3.25 0.00 0.00 733.54 733.88 0.17
3.27 0.00 0.00 733.19 733.54 0.17
3.28 0.00 0.00 732.85 733.19 0.17
3.30 0.00 0.00 732.50 732.85 0'.17
3.32 0.00 0.00 732.16 732.50 0.17
3.33 0.00 0.00 731.81 732.16 0.17
3.35 0.00 0.00 731.47 731.81 0.17
3.37 0.00 0.00 731.12 731.47 0.17
3.38 0.00 0.00 730.78 731.12 0.17
3.40 0.00 0.00 730.43 730.78 0.17
3.42 0.00 0.00 730.09 730.43 0.17
3.43 0.00 0.00 729.74 730.09 0.17
3.45 0.00 0.00 729.40 729.74 0.17
3.47 0.00 0.00 729.05 729.40 0.17
3.48 0.00 0.00 728.71 729.05 0.17
3.50 0.00 0.00 728.36 728.71 0.17
3.52 0.00 0.00 728.02 728.36 0.17
3.53 0.00 0.00 727.68 728.02 0.17
3.55 0.00 0.00 727.33 727.68 0.17
3.57 0.00 0.00 726.99 727.33 0.17
3.58 0.00 0.00 726.64 726.99 0.17
3.60 0.00 0.00 726.30 726.64 0.17
3.62 0.00 0.00 725.96 726.30 0.17
3.63 0.00 0.00 725.61 725.96 0.17
3.65 0.00 0.00 725.27 725.61 0.17
3.67 0.00 0.00 724.92 725.27 0.17
3.68 0.00 0.00 724.58 724.92 0.17
3.70 0.00 0.00 724.24 724.58 0.17
3.72 0.00 0.00 723.89 724.24 0.17
3.73 0.00 0.00 723.55 723.89 0.17
3.75 0.00 0.00 723.21 723.55 0.17
3.77 0.00 0.00 722.86 723.21 0.17
3.78 0.00 0.00 722.52 722.86 0.17
3.80 0.00 0.00 722.18 722.52 0.17
3.82 0.00 0.00 721.84 722.18 0.17
3.83 0.00 0.00 721.49 721.84 0.17
3.85 0.00 0.00 721.15 721.49 0.17
3.87 0.00 0.00 720.81 721.15 0.17
3.88 0.00 0.00 720.46 720.81 0.17
3.90 0.00 0.00 720.12 720.46 0.17
3.92 0.00 0.00 719.78 720.12 0.17
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
3.93 0.00 0.00 719.44 719.78 0.17
3.95 0.00 0.00 719.09 719.44 0.17
3.97 0.00 0.00 718.75 719.09 0.17
3.98 0.00 0.00 718.41 718.75 0.17
4.00 0.00 0.00 718.07 718.41 0.17
4.02 0.00 0.00 717.73 718.07 0.17
4.03 0.00 0.00 717.38 717.73 0.17
4.05 0.00 0.00 717.04 717.38 0.17
4.07 0.00 0.00 716.70 717.04 0.17
4.08 0.00 0.00 716.36 716.70 0.17
4.10 0.00 0.00 716.02 716.36 0.17
4.12 0.00 0.00 715.68 716.02 0.17
4.13 0.00 0.00 715.33 715.68 0.17
4.15 0.00 0.00 714.99 715.33 0.17
4.17 0.00 0.00 714.65 714.99 0.17
4.18 0.00 0.00 714.31 714.65 0.17
4.20 0.00 0.00 713.97 714.31 0.17
4.22 0.00 0.00 713.63 713.97 0.17
4.23 0.00 0.00 713.29 713.63 0.17
4.25 0.00 0.00 712.95 713.29 0.17
4.27 0.00 0.00 712.61 712.95 0.17
4.28 0.00 0.00 712.27 712.61 0.17
4.30 0.00 0.00 711.92 712.27 0.17
4.32 0.00 0.00 711.58 711.92 0.17
4.33 0.00 0.00 711.24 711.58 0.17
4.35 0.00 0.00 710.90 711.24 0.17
4.37 0.00 0.00 710.56 710.90 0.17
4.38 0.00 0.00 710.22 710.56 0.17
4.40 0.00 0.00 709.88 710.22 0.17
4.42 0.00 0.00 709.54 709.88 0.17
4.43 0.00 0.00 709.20 709.54 0.17
4.45 0.00 0.00 708.86 709.20 0.17
4.47 0.00 0.00 708.52 708.86 0.17
4.48 0.00 0.00 708.18 708.52 0.17
4.50 0.00 0.00 707.84 708.18 0.17
4.52 0.00 0.00 707.50 707.84 0.17
4.53 0.00 0.00 707.16 707.50 0.17
4.55 0.00 0.00 706.82 707.16 0.17
4.57 0.00 0.00 706.48 706.82 0.17
4.58 0.00 .0.00 706.14 706.48 0.17
4.60 0.00 0.00 705.81 706.14 0.17
4.62 0.00 0.00 705.47 705.81 0.17
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
4.63 0.00 0.00 705.13 705.47 0.17
4.65 0.00 0.00 704.79 705.13 0.17
4.67 0.00 0.00 704.45 704.79 0.17
4.68 0.00 0.00 704.11 704.45 0.17
4.70 0.00 0.00 703.77 704.11 0.17
4.72 0.00 0.00 703.43 703.77 0.17
4.73 0.00 0.00 703.09 703.43 0.17
4.75 0.00 0.00 702.76 703.09 0.17
4.77 0.00 0.00 702.42 702.76 0.17
4.78 0.00 0.00 702.08 702.42 0.17
4.80 0.00 0.00 701.74 702.08 0.17
4.82 0.00 0.00 701.40 701.74 0.17
4.83 0.00 0.00 701.06 701.40 0.17
4.85 0.00 0.00 700.73 701.06 0.17
4.87 0.00 0.00 700.39 700.73 0.17
4.88 0.00 0.00 700.05 700.39 0.17
4.90 0.00 0.00 699.71 700.05 0.17
4.92 0.00 0.00 699.37 699.71 0.17
4.93 0.00 0.00 699.04 699.37 0.17
4.95 0.00 0.00 698.70 699.04 0.17
4.97 0.00 0.00 698.36 698.70 0.17
4.98 0.00 0.00 698.02 698.36 0.17
5.00 0.00 0.00 697.69 698.02 0.17
5.02 0.00 0.00 697.35 697.69 0.17
5.03 0.00 0.00 697.01 697.35 0.17
5.05 0.00 0.00 696.67 697.01 0.17
5.07 0.00 0.00 696.34 696.67 0.17
5.08 0.00 0.00 696.00 696.34 0.17
5.10 0.00 0.00 695.66 696.00 0.17
5.12 0.00 0.00 695.33 695.66 0.17
5.13 0.00 0.00 694.99 695.33 0.17
5.15 0.00 0.00 694.65 694.99 0.17
5.17 0.00 0.00 694.32 694.65 0.17
5.18 0.00 0.00 693.98 694.32 0.17
5.20 0.00 0.00 693.64 693.98 0.17
5.22 0.00 0.00 693.31 693.64 0.17
5.23 0.00 0.00 692.97 693.31 0.17
5.25 0.00 0.00 692.63 692.97 0.17
5.27 0.00 0.00 692.30 692.63 0.17
5.28 0.00 0.00 691.96 692.30 0.17
5.30 0.00 0.00 691.63 691.96 0.17
5.32 0.00 0.00 691.29 691.63 0.17
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
5.33 0.00 0.00 690.95 691.29 0.17
5.35 0.00 0.00 690.62 690.95 0.17
5.37 0.00 0.00 690.28 690.62 0.17
5.38 0.00 0.00 689.95 690.28 0.17
5.40 0.00 0.00 689.61 689.95 0.17
5.42 0.00 0.00 689.27 689.61 0.17
5.43 0.00 0.00 688.94 689.27 0.17
5.45 0.00 0.00 688.60 688.94 0.17
5.47 0.00 0.00 688.27 688.60 0.17
5.48 0.00 0.00 687.93 688.27 0.17
5.50 0.00 0.00 687.60 687.93 0.17
5.52 0.00 0.00 687.26 687.60 0.17
5.53 0.00 0.00 686.93 687.26 0.17
5.55 0.00 0.00 686.59 686.93 0.17
5.57 0.00 0.00 686.26 686.59 0.17
5.58 0.00 0.00 685.92 686.26 0.17
5.60 0.00 0.00 685.59 685.92 0.17
5.62 0.00 0.00 685.25 685.59 0.17
5.63 0.00 0.00 684.92 685.25 0.17
5.65 0.00 0.00 684.59 684.92 0.17
5.67 0.00 0.00 684.25 684.59 0.17
5.68 0.00 0.00 683.92 684.25 0.17
5.70 0.00 0.00 683.58 683.92 0.17
5.72 0.00 0.00 683.25 683.58 0.17
5.73 0.00 0.00 682.91 683.25 0.17
5.75 0.00 0.00 682.58 682.91 0.17
5.77 0.00 0.00 682.25 682.58 0.17
5.78 0.00 0.00 681.91 682.25 0.17
5.80 0.00 0.00 681.58 681.91 0.17
5.82 0.00 0.00 681.24 681.58 0.17
5.83 0.00 0.00 680.91 681.24 0.17
5.85 0.00 0.00 680.58 680.91 0.17
5.87 0.00 0.00 680.24 680.58 0.17
5.88 0.00 0.00 679.91 680.24 0.17
5.90 0.00 0.00 679.58 679.91 0.17
5.92 0.00 0.00 679.24 679.58 0.17
5.93 0.00 0.00 678.91 679.24 0.17
5.95 0.00 0.00 678.58 678.91 0.17
5.97 0.00 0.00 678.24 678.58 0.17
5.98 0.00 0.00 677.91 678.24 0.17
6.00 0.00 0.00 677.58 677.91 0.17
6.02 0.00 0.00 677.25 677.58 0.17
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
6.03 0.00 0.00 676.91 677.25 0.17
6.05 0.00 0.00 676.58 676.91 0.17
6.07 0.00 0.00 676.25 676.58 0.17
6.08 0.00 0.00 675.92 676.25 0.17
6.10 0.00 0.00 675.58 675.92 0.17
6.12 0.00 0.00 675.25 675.58 0.17
6.13 0.00 0.00 674.92 675.25 0.17
6.15 0.00 0.00 674.59 674.92 0.17
6.17 0.00 0.00 674.25 674.59 0.17
6.18 0.00 0.00 673.92 674.25 0.17
6.20 0.00 0.00 673.59 673.92 0.17
6.22 0.00 0.00 673.26 673.59 0.17
6.23 0.00 0.00 672.93 673.26 0.17
6.25 0.00 0.00 672.59 672.93 0.17
6.27 0.00 0.00 672.26 672.59 0.17
6.28 0.00 0.00 671.93 672.26 0.17
6.30 0.00 0.00 671.60 671.93 0.17
6.32 0.00 0.00 671.27 671.60 0.17
6.33 0.00 0.00 670.94 671.27 0.17
6.35 0.00 0.00 670.61 670.94 0.17
6.37 0.00 0.00 670.27 670.61 0.17
6.38 0.00 0.00 669.94 670.27 0.17
6.40 0.00 0.00 669.61 669.94 0.17
6.42 0.00 0.00 669.28 669.61 0.17
6.43 0.00 0.00 668.95 669.28 0.17
6.45 0.00 0.00 668.62 668.95 0.17
6.47 0.00 0.00 668.29 668.62 0.17
6.48 0.00 0.00 667.96 668.29 0.17
6.50 0.00 0.00 667.63 667.96 0.17
6.52 0.00 0.00 667.30 667.63 0.17
6.53 0.00 0.00 666.97 667.30 0.17
6.55 0.00 0.00 666.64 666.97 0.17
6.57 0.00 0.00 666.31 666.64 0.17
6.58 0.00 0.00 665.97 666.31 0.17
6.60 0.00 0.00 665.64 665.97 0.17
6.62 0.00 0.00 665.31 665.64 0.17
6.63 0.00 0.00 664.98 665.31 0.17
6.65 0.00 0.00 664.65 664.98 0.16
6.67 0.00 0.00 664.32 664.65 0.16
6.68 0.00 0.00 663.99 664.32 0.16
6.70 0.00 0.00 663.67 663.99 0.16
6.72 0.00 0.00 663.34 663.67 0.16
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
6.73 0.00 0.00 663.01 663.34 0.16
6.75 0.00 0.00 662.68 663.01 0.16
6.77 0.00 0.00 662.35 662.68 0.16
6.78 0.00 0.00 662.02 662.35 0.16
6.80 0.00 0.00 661.69 662.02 0.16
6.82 0.00 0.00 661.36 661.69 0.16
6.83 0.00 0.00 661.03 661.36 0.16
6.85 0.00 0.00 660.70 661.03 0.16
6.87 0.00 0.00 660.37 660.70 0.16
6.88 0.00 0.00 660.04 660.37 0.16
6.90 0.00 0.00 659.71 660.04 0.16
6.92 0.00 0.00 659.39 659.71 0.16
6.93 0.00 0.00 659.06 659.39 0.16
6.95 0.00 0.00 658.73 659.06 0.16
6.97 0.00 0.00 658.40 658.73 0.16
6.98 0.00 0.00 658.07 658.40 0.16
7.00 0.00 0.00 657.74 658.07 0.16
7.02 0.00 0.00 657.41 657.74 0.16
7.03 0.00 0.00 657.09 657.41 0.16
7.05 0.00 0.00 656.76 657.09 0.16
7.07 0.00 0.00 656.43 656.76 0.16
7.08 0.00 0.00 656.10 656.43 0.16
7.10 0.00 0.00 655.77 656.10 0.16
7.12 0.00 0.00 655.45 655.77 0.16
7.13 0.00 0.00 655.12 655.45 0.16
7.15 0.00 0.00 654.79 655.12 0.16
7.17 0.00 0.00 654.46 654.79 0.16
7.18 0.00 0.00 654.14 654.46 0.16
7.20 0.00 0.00 653.81 654.14 0.16
7.22 0.00 0.00 653.48 653.81 0.16
7.23 0.00 0.00 653.15 653.48 0.16
7.25 0.00 0.00 652.83 653.15 0.16
7.27 0.00 0.00 652.50 652.83 0.16
7.28 0.00 0.00 652.17 652.50 0.16
7.30 0.00 0.00 651.84 652.17 0.16
7.32 0.00 0.00 651.52 651.84 0.16
7.33 0.00 0.00 651.19 651.52 0.16
7.35 0.00 0.00 650.86 651.19 0.16
7.37 0.00 0.00 650.54 650.86. 0.16
7.38 0.00 0.00 650.21 650.54 0.16
7.40 0.00 0.00 649.88 650.21 0.16
7.42 0.00 0.00 649.56 649.88 0.16
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
7.43 0.00 0.00 649.23 649.56 0.16
7.45 0.00 0.00 648.90 649.23 0.16
7.47 0.00 0.00 648.58 648.90 0.16
7.48 0.00 0.00 648.25 648.58 0.16
7.50 0.00 0.00 647.93 648.25 0.16
7.52 0.00 0.00 647.60 647.93 0.16
7.53 0.00 0.00 647.27 647.60 0.16
7.55 0.00 0.00 646.95 647.27 0.16
7.57 ,0.00 0.00 646.62 646.95 0.16
7.58 0.00 0.00 646.30 646.62 0.16
7.60 0.00 0.00 645.97 646.30 0.16
7.62 0.00 0.00 645.65 645.97 0.16
7.63 0.00 0.00 645.32 645.65 0.16
7.65 0.00 0.00 644.99 645.32 0.16
7.67 0.00 0.00 644.67 644.99 0.16
7.68 0.00 0.00 644.34 644.67 0.16
7.70 0.00 0.00 644.02 644.34 0.16
7.72 0.00 0.00 643.69 644.02 0.16
7.73 0.00 0.00 643.37 643.69 0.16
7.75 0.00 0.00 643.04 643.37 0.16
7.77 0.00 0.00 642.72 643.04 0.16
7.78 0.00 0.00 642.39 642.72 0.16
7.80 0.00 0.00 642.07 642.39 0.16
7.82 0.00 0.00 641.75 642.07 0.16
7.83 0.00 0.00 641.42 641.75 0.16
7.85 0.00 0.00 641.10 641.42 0.16
7.87 0.00 0.00 640.77 641.10 0.16
7.88 0.00 0.00 640.45 640.77 0.16
7.90 0.00 0.00 640.12 640.45 0.16
7.92 0.00 0.00 639.80 640.12 0.16
7.93 0.00 0.00 639.47 639.80 0.16
7.95 0.00 0.00 639.15 639.47 0.16
7.97 0.00 0.00 638.83 639.15 0.16
7.98 0.00 0.00 638.50 638.83 0.16
8.00 0.00 0.00 638.18 638.50 0.16
8.02 0.00 0.00 637.86 638.18 0.16
8.03 0.00 0.00 637.53 637.86 0.16
8.05 0.00 0.00 637.21 637.53 0.16
8.07 0.00 0.00 636.89 637.21 0.16
8.08 0.00 0.00 636.56 636.89 0.16
8.10 0.00 0.00 636.24 636.56 0.16
8.12 0.00 0.00 635.92 636.24 0.16
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cis
8.13 0.00 0.00 635.59 635.92 0.16
8.15 0.00 0.00 635.27 635.59 0.16
8.17 0.00 0.00 634.95 635.27 0.16
8.18 0.00 0.00 634.62 634.95 0.16
8.20 0.00 0.00 634.30 634.62 0.16
8.22 0.00 0.00 633.98 634.30 0.16
8.23 0.00 0.00 633.65 633.98 0.16
8.25 0.00 0.00 633.33 633.65 0.16
8.27 0.00 0.00 633.01 633.33 0.16
8.28 0.00 0.00 632.69 633.01 0.16
8.30 0.00 0.00 632.36 632.69 0.16
8.32 0.00 0.00 632.04 632.36 0.16
8.33 0.00 0.00 631.72 632.04 0.16
8.35 0..00 0.00 631.40 631.72 0.16
8.37 0.00 0.00 631.08 631.40 0.16
8.38 0.00 0.00 630.75 631.08 0.16
8.40 0.00 0.00 630.43 630.75 0.16
8.42 0.00 0.00 630.11 630.43 0.16
8.43 0.00 0.00 629.79 630.11 0.16
8.45 0.00 0.00 629.47 629.79 0.16
8.47 0.00 0.00 629.14 629.47 0.16
8.48 0.00 0.00 628.82 629.14 0.16
8.50 0.00 0.00 628.50 628.82 0.16
8.52 0.00 0.00 628.18 628.50 0.16
8.53 0.00 0.00 627.86 628.18 0.16
8.55 0.00 0.00 627.54 627.86 0.16
8.57 0.00 0.00 627.22 627.54 0.16
8.58 0.00 0.00 626.90 627.22 0.16
8.60 0.00 0.00 626.57 626.90 0.16
8.62 0.00 0.00 626.25 626.57 0.16
8.63 0.00 0.00 625.93 626.25 0.16
8.65 0.00 0.00 625.61 625.93 0.16
8.67 0.00 0.00 625.29 625.61 0.16
8.68 0.00 0.00 624.97 625.29 0.16
8.70 0.00 0.00 624.65 624.97 0.16
8.72 0.00 0.00 624.33 624.65 0.16
8.73 0.00 0.00 624.01 624.33 0.16
8.75 0.00 0.00 623.69 624.01 0.16
8.77 0.00 0.00 623.37 623.69 0.16
8.78 0.00 0.00 623.05 623.37 0.16
8.80 0.00 0.00 622.73 623.05 0.16
8.82 0.00 0.00 622.41 622.73 0.16
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
8.83 0.00 0.00 622.09 622.41 0.16
8.85 0.00 0.00 621.77 622.09 0.16
8.87 0.00 0.00 621.45 621.77 0.16
8.88 0.00 0.00 621.13 621.45 0.16
8.90 0.00 0.00 620.81 621.13 0.16
8.92 0.00 0.00 620.49 620.81 0.16
8.93 0.00 0.00 620.17 620.49 0.16
8.95 0.00 0.00 619.85 620.17 0.16
8.97 0.00 0.00 619.53 619.85 0.16
8.98 0.00 0.00 619.21 619.53 0.16
9.00 0.00 0.00 618.89 619.21 0.16
9.02 0.00 0.00 618.57 618.89 0.16
9.03 0.00 0.00 618.26 618.57 0.16
9.05 0.00 0.00 617.94 618.26 0.16
9.07 0.00 0.00 617.62 617.94 0.16
9.08 0.00 0.00 617.30 617.62 0.16
9.10 0.00 0.00 616.98 617.30 0.16
9.12 0.00 0.00 616.66 616.98 0.16
9.13 0.00 0.00 616.34 616.66 0.16
9.15 0.00 0.00 616.02 616.34 0.16
9.17 0.00 0.00 615.71 616.02 0.16
9.18 0.00 0.00 615.39 615.71 0.16
9.20 0.00 0.00 615.07 615.39 0.16
9.22 0.00 0.00 614.75 615.07 0.16
9.23 0.00 0.00 614.43 614.75 0.16
9.25 0.00 0.00 614.11 614.43 0.16
9.27 0.00 0.00 613.80 614.11 0.16
9.28 0.00 0.00 613.48 613.80 0.16
9.30 0.00 0.00 613.16 613.48 0.16
9.32 0.00 0.00 612.84 613.16 0.16
9.33 0.00 0.00 612.53 612.84 0.16
9.35 0.00 0.00 612.21 612.53 0.16
9.37 0.00 0.00 611.89 612.21 0.16
9.38 0.00 0.00 611.57 611.89 0.16
9.40 0.00 0.00 611.26 611.57 0.16
9.42 0.00 0.00 610:94 611.26 0.16
9.43 0.00 0.00 610.62 610.94 0.16
9.45 0.00 0.00 610.30 610.62 0.16
9.47 0.00 0.00 609.99 610.30 0.16
9.48 0.00 0.00 609.67 609.99 0.16
9.50 0.00 0.00 609.35 609.67 0.16
9.52 0.00 0.00 609.04 609.35 0.16
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+0 (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
9.53 0.00 0.00 608.72 609.04 0.16
9.55 0.00 0.00 608.40 608.72 0.16
9.57 0.00 0.00 608.09 608.40 0.16
9.58 0.00 0.00 607.77 608.09 0.16
9.60 0.00 0.00 607.45 607.77 0.16
9.62 0.00 0.00 607.14 607.45 0.16
9.63 0.00 0.00 606.82 607.14 0.16
9.65 0.00 0.00 606.50 606.82 0.16.
9.67 0.00 0.00 606.19 606.50 0.16
9.68 0.00 0.00 605.87 606.19 0.16
9.70 0.00 0.00 605.56 605.87 0.16
9.72 0.00 0.00 605.24 605.56 0.16
9.73 0.00 0.00 604.92 605.24 0.16
9.75 0.00 0.00 604.61 604.92 0.16
9.77 0.00 0.00 604.29 604.61 0.16
9.78 0.00 0.00 603.98 604.29 0.16
9.80 0.00 0.00 603.66 603.98 0.16
9.82 0.00 0.00 603.35 603.66 0.16
9.83 0.00 0.00 603.03 603.35 0.16
9.85 0.00 0.00 602.72 603.03 0.16
9.87 0.00 0.00 602.40 602.72 0.16
9.88 0.00 0.00 602.09 602.40 0.16
9.90 0.00 0.00 601.77 602.09 0.16
9.92 0.00 0.00 601.46 601.77 0.16
9.93 0.00 0.00 601.14 601.46 0.16
9.95 0.00 0.00 600.83 601.14 0.16
9.97 0.00 0.00 600.51 600.83 0.16
9.98 0.00 0.00 600.20 600.51 0.16
10.00 0.00 0.00 599.88 600.20 0.16
10.02 0.00 0.00 599.57 599.88 0.16
10.03 0.00 0.00 599.25 599.57 0.16
10.05 0.00 0.00 598.94 599.25 0.16
10.07 0.00 0.00 598.62 598.94 0.16
10.08 0.00 0.00 598.31 598.62 0.16
10.10 0.00 0.00 598.00 598.31 0.16
10.12 0.00 0.00 597.68 598.00 0.16
10.13 0.00 0.00 597.37 597.68 0.16
10.15 0.00 0.00 597.05 597.37 0.16
10.17 0.00 0.00 596.74 597.05 0.16
10.18 0.00 0.00 596.43 596.74 0.16
10.20 0.00 0.00 596.11 596.43 0.16
10.22 0.00 0.00 595.80 596.11 0.16
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs_ cfs cfs cfs cfs
10.23 0.00 0.00 595.48 595.80 0.16
10.25 0.00 0.00 595.17 595.48 0.16
10.27 0.00 0.00 594.86 595.17 0.16
10.28 0.00 0.00 594.54 594.86 0.16
10.30 0.00 0.00 594.23 594.54 0.16
10.32 0.00 0.00 593.92 594.23 0.16
10.33 0.00 0.00 593.60 593.92 0.16
10.35 0.00 0.00 593.29 593.60 0.16
10.37 0.00 0.00 592.98 593.29 0.16
10.38 0.00 0.00 592.67 592.98 0.16
10.40 0.00 0.00 592.35 592.67 0.16
10.42 0.00 0.00 592.04 592.35 0.16
10.43 0.00 0.00 591.73 592.04 0.16
10.45 0.00 0.00 591.41 591.73 0.16
10.47 0.00 0.00 591.10 591.41 0.16
10.48 0.00 0.00 590.79 591.10 0.16
10.50 0.00 0.00 590.48 590.79 0.16
10.52 0.00 0.00 590.16 590.48 0.16
10.53 0.00 0.00 589.85 590.16 0.16
10.55 0.00 0.00 589.54 589.85 0.16
10.57 0.00 0.00 589.23 589.54 0.16
10.58 0.00 0.00 588.92 589.23 0.16
10.60 0.00 0.00 588.60 588.92 0.16
10.62 0.00 0.00 588.29 588.60 0.16
10.63 0.00 0.00 587.98 588.29 0.16
10.65 0.00 0.00 587.67 587.98 0.16
67
10 0.00 0.00 587.36 587.67 0.16
.
10.68 0.00 0.00 587.05 587.36 0.16
70
10 0.00 0.00 586.73 587.05 0.16
.
10.72 0.00 0.00 586.42 586.73 0.16
73
10 0.00 0.00 586.11 586.42 0.16
.
75
10 0.00 0.00 585.80 586.11 0.16
.
77
10 0.00 0.00 585.49 585.80 0.16
.
78
10 0.00 0.00 585.18 585.49 0.16
.
80
10 0.00 0.00 584.87 585.18 0.16
.
82
10 0.00 0.00 584.56 584.87 0.16
.
83
10 0.00 0.00 584.24 584.56 0.16
.
85
10 0.00 0.00 583.93 584.24 0.16
.
87
10 0.00 0.00 583.62 583.93 0.16
.
88
10 0.00 0.00 583.31 583.62 0.16
.
90
10 0.00 0.00 583.00 583.31 0.16
.
10.92 0.00 0.00 582.69 583.00 0.16
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
93
10 0.00 0.00 582.38 582.69 0.16
.
95
10 0.00 0.00 582.07 582.38 0.16
.
97
10 0.00 0.00 581.76 582.07 0.16
.
98
10 0.00 0.00 581.45 581.76 0.16
.
00
11 0.00 0.00 581.14 581.45 0.16
.
02
11 0.00 0.00 580.83 581.14 0.15
.
03
11 0.00 0.00 580.52 580.83 0.15
.
05
11 0.00 0.00 580.21 580.52 0.15
.
07
11 0.00 0.00 579.90 580.21 0.15
.
08
11 0.00 0.00 579.59 579.90 0.15
.
10
11 0.00 0.00 579.28 579.59 0.15
.
12
11 0.00 0.00 578.97 579.28 0.15
.
13
11 0.00 0.00 578.66 578.97 0.15
.
15
11 0.00 0.00 578.35 578.66 0.15
.
17
11 0.00 0.00 578.04 578.35 0.15
.
18
11 0.00 0.00 577 578.04 0.15
.
20
11 0.00 0.00 577.43 577.74 0.15
.
22
11 0.00 0.00 577.12 577.43 0.15
.
23
11 0.00 0.00 576.81 577.12 0.15
.
25
11 0.00 0.00 576.50 576.81 0.15
.
27
11 0.00 0.00 576.19 576.50 0.15
.
28
11 0.00 0.00 575.88 576.19 0.15
.
30
11 0.00 0.00 575.58 575.88 0.15
.
32
11 0.00 0.00 575.27 575.58 0.15
.
33
11 0.00 0.00 574.96 575.27 0.15
.
35
11 0.00 0.00 574.65 574.96 0.15
.
37
11 0.00 0.00 574.34 574.65 0.15
.
38
11 0.00 0.00 574.04 574.34 0.15
.
40
11 0.00 0.00 573.73 574.04 0.15
.
42
11 0.00 0.00 573.42 573.73 0.15
.
43
11 0.00 0.00 573.11 573.42 0.15
.
45
11 0.00 0.00 572.80 573.11 0.15
.
47
11 0.00 0.00 572.50 572.80 0.15
.
48
11 0.00 0.00 572.19 572.50 0.15
.
50
11 0.00 0.00 571.88 572.19 0.15
.
52
11 0.00 0.00 571.58 571.88 0.15
.
53
11 0.00 0.00 571.27 571.58 0.15
.
55
11 0.00 0.00 570.96 571.27 0.15
.
57
11 0.00 0.00 570.65 570.96 0.15
.
58
11 0.00 0.00 570.35 570.65 0.15
.
60
11 0.00 0.00 570.04 570.35 0.15
.
11.62 0.00 0.00 569.73 570.04 0.15
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
11.63 0.00 0.00 569.43 569.73 0.15
11.65 0.00 0.00 569.12 569.43 0.15
11.67 0.00 0.00 568.82 569.12 0.15
68
11 0.00 0.00 568.51 568.82 0.15
.
11.70 0.00 0.00 568.20 568.51 0.15
11.72 0.00 0.00 567.90 568.20 0.15
11.73 0.00 0.00 567.59 567.90 0.15
11.75 0.00 0.00 567.29 567.59 0.15
11.77 0.00 0.00 566.98 567.29 0.15
11.78 0.00 0.00 566.67 566.98 0.15
80
11 0.00 0.00 566.37 566.67 0.15
.
82
11 0.00 0.00 566.06 566.37 0.15
.
83
11 0.00 0.00 565.76 566.06 0.15
.
11.85 0.00 0.00 565.45 565.76 0.15
87
11 0.00 0.00 565.15 565.45 0.15
.
88
11 0.00 0.00 564.84 565.15 0.15
.
90
11 0.00 0.00 564.54 564.84 0.15
.
92
11 0.00 0.00 564.23 564.54 0.15
.
93
11 0.00 0.00 563.93 564.23 0.15
.
95
11 0.00 0.00 563.62 563.93 0.15
.
97
11 0.00 0.00 563.32 563.62 0.15
.
11.98 0.00 0.00 563.01 563.32 0.15
12.00 0.00 0.00 562.71 563.01 0.15
Maximum outflow (cfs) = 0.18
Maximum storage (cu ft) = 23968
Maximum elevation (ft) = 62.30
HYDROLOGIC REPORT
Route 100 yr thru pond
......................
......................
Hyd. No. 4
Hydrograph type = RESERVOIR ROUTE Peak discharge = 0.21 cfs
Storm frequency = 100 yr Time interval = 1 min
Inflow hyd. no. = 3 Reservoir no. = 1
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.02 22.05 44.10 22.04 22.05 0.00
0.03 44.10 66.14 88.17 88.19 0.01
0.05 66.14 88.19 198.26 198.41 0.07
0.07 88.19 110.24 352.36 352.59 0.12
0.08 110.24 88.19 550.49 550.79 0.15
0.10 88.19 66.14 748.57 748.92 0.17
0.12 66.14 44.10 902.53 902.91 0.19
0.13 44.10 22.05 1012.36 1012.77 0.20
0.15 22.05 0.00 1078.09 1078.51 0.21
0.17 0.00 0.00 1099.72 1100.14 0.21
0.18 0.00 0.00 1099.30 1099.72 0.21
0.20 0.00 0.00 1098.89 1099.30 0.21
0.22 0.00 0.00 1098.47 1098.89 0.21
0.23 0.00 0.00 1098.05 1098.47 0.21
0.25 0.00 0.00 1097.63 1098.05 0.21
0.27 0.00 0.00 1097.21 1097.63 0.21
0.28 0.00 0.00 1096.80 1097.21 0.21
0.30 0.00 0.00 1096.38 1096.80 0.21
0.32 0.00 0.00 1095.96 1096.38 0.21
0.33 0.00 0.00 1095.54 1095.96 0.21
0.35 0.00 0.00 1095.13 1095.54 0.21
0.37 0.00 0.00 1094.71 1095.13 0.21
0.38 0.00 0.00 1094.29 1094.71 0.21
0.40 0.00 0.00 1093.87 1094.29 0.21
0.42 0.00 0.00 1093.46 1093.87 0.21
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.43 0.00 0.00 1093.04 1093.46 0.21
0.45 0.00 0.00 1092.62 1093.04 0.21
0.47 0.00 0.00 1092.20 1092.62 0.21
0.48 0.00 0.00 1091.79 1092.20 0.21
0.50 0.00 0.00 1091.37 1091.79 0.21
0.52 0.00 0.00 1090.95 1091.37 0.21
0.53 0.00 0.00 1090.54 1090.95 0.21
0.55 0.00 0.00 1090.12 1090.54 0.21
0.57 0.00 0.00 1089.70 1090.12 0.21
0.58 0.00 0.00 1089.29 1089.70 0.21
0.60 0.00 0.00 1088.87 1089.29 0.21
0.62 0.00 0.00 1088.45 1088.87 0.21
0.63 0.00 0.00 1088.04 1088.45 0.21
0.65 0.00 0.00 1087.62 1088.04 0.21
0.67 0.00 0.00 1087.21 1087.62 0.21
0.68 0.00 0.00 1086.79 1087.21 0.21
0.70 0.00 0.00 1086.37 1086.79 0.21
0.72 0.00 0.00 1085.96 1086.37 0.21
0.73 0.00 0.00 1085.54 1085.96 0.21
0.75 0.00 0.00 1085.13 1085.54 0.21
0.77 0.00 0.00 1084.71 1085.13 0.21
0.78 0.00 0.00 1084.30 1084.71 0.21
0.80 0.00 0.00 1083.88 1084.30 0.21
0.82 0.00 0.00 1083.46 1083.88 0.21
0.83 0.00 0.00 1083.05 1083.46 0.21
0.85 0.00 0.00 1082.63 1083.05 0.21
0.87 0.00 0.00 1082.22 1082.63 0.21
0.88 0.00 0.00 1081.80 1082.22 0.21
0.90 0.00 0.00 1081.39 1081.80 0.21
0.92 0.00 0.00 1080.97 1081.39 0.21
0.93 0.00 0.00 1080.56 1080.97 0.21
0.95 0.00 0.00 1080.14 1080.56 0.21
0.97 0.00 0.00 1079.73 1080.14 0.21
0.98 0.00 0.00 1079.31 1079.73 0.21
1.00 0.00 0.00 1078.90 1079.31 0.21
1.02 0.00 0.00 1078.48 1078.90 0.21
1.03 0.00 0.00 1078.07 1078.48 0.21
1.05 0.00 0.00 1077.66 1078.07 0.21
1.07 0.00 0.00 1077.24 1077.66 0.21
1.08 0.00 0.00 1076.83 1077.24 0.21
1.10 0.00 0.00 1076.41 1076.83 0.21
1.12 0.00 0.00 1076.00 1076.41 0.21
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.13 0.00 0.00 1075.59 1076.00 0.21
1.15 0.00 0.00 1075.17 1075.59 0.21
1.17 0.00 0.00 1074.76 1075.17 0.21
1.18 0.00 0.00 1074.34 1074.76 0.21
1.20 0.00 0.00 1073.93 1074.34 0.21
1.22 0.00 0.00 1073.52 1073.93 0.21
1.23 0.00 0.00 1073.10 1073.52 0.21
1.25 0.00 0.00 1072.69 1073.10 0.21
1.27 0.00 0.00 1072.28 1072.69 0.21
1.28 0.00 0.00 1071.86 1072.28 0.21
1.30 0.00 0.00 1071.45 1071.86 0.21
1.32 0.00 0.00 1071.04 1071.45 0.21
1.33 0.00 0.00 1070.62 1071.04 0.21
1.35 0.00 0.00 1070.21 1070.62 0.21
1.37 0.00 0.00 1069.80 1070.21 0.21
1.38 0.00 0.00 1069.38 1069.80 0.21
1.40 0.00 0.00 1068.97 1069.38 0.21
1.42 0.00 0.00 1068.56 1068.97 0.21
1.43 0.00 0.00 1068.15 1068.56 0.21
1.45 0.00 0.00 1067.73 1068.15 0.21
1.47 0.00 0.00 1067.32 1067.73 0.21
1.48 0.00 0.00 1066.91 1067.32 0.21
1.50 0.00 0.00 1066.50 1066.91 0.21
1.52 0.00 0.00 1066.08 1066.50 0.21
1.53 0.00 0.00 1065.67 1066.08 0.21
1.55 0.00 0.00 1065.26 1065.67 0.21
1.57 0.00 0.00 1064.85 1065.26 0.21
1.58 0.00 0.00 1064.44 1064.85 0.21
1.60 0.00 0.00 1064.02 1064.44 0.21
1.62 0.00 0.00 1063.61 1064.02 0.21
1.63 0.00 0.00 1063.20 1063.61 0.21
1.65 0.00 0.00 1062.79 1063.20 0.21
1.67 0.00 0.00 1062.38 1062.79 0.21
1.68 0.00 0.00 1061.97 1062.38 0.21
1.70 0.00 0.00 1061.55 1061.97 0.21
1.72 0.00 0.00 1061.14 1061.55 0.21
1.73 0.00 0.00 1060.73 1061.14 0.21
1.75 0.00 0.00 1060.32 1060.73 0.21
1.77 0.00 0.00 1059.91 1060.32 0.21
1.78 0.00 0.00 1059.50 1059.91 0.21
1.80 0.00 0.00 1059.09 1059.50 0.21
1.82 0.00 0.00 1058.68 1059.09 0.21
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.83 0.00 0.00 1058.27 1058.68 0.21
1.85 0.00 0.00 1057.86 1058.27 0.21
1.87 0.00 0.00 1057.45 1057.86 0.21
1.88 0.00 0.00 1057.03 1057.45 0.21
1.90 0.00 0.00 1056.62 1057.03 0.21
1.92 0.00 0.00 1056.21 1056.62 0.21
1.93 0.00 0.00 1055.80 1056.21 0.21
1.95 0.00 0.00 1055.39 1055.80 0.21
1.97 0.00 0.00 1054.98 1055.39 0.21
1.98 0.00 0.00 1054.57 1054.98 0.21
2.00 0.00 0.00 1054.16 1054.57 0.21
2.02 0.00 0.00 1053.75 1054.16 0.20
2.03 0.00 0.00 1053.34 1053.75 0.20
2.05 0.00 0.00 1052.93 1053.34 0.20
2.07 0.00 0.00 1052.52 1052.93 0.20
2.08 0.00 0.00 1052.11 1052.52 0.20
2.10 0.00 0.00 1051.70 1052.11 0.20
2.12 0.00 0.00 1051.29 1051.70 0.20
2.13 0.00 0.00 1050.89 1051.29 0.20
2.15 0.00 0.00 1050.48 1050.89 0.20
2.17 0.00 0.00 1050.07 1050.48 0.20
2.18 0.00 0.00 1049.66 1050.07 0.20
2.20 0.00 0.00 1049.25 1049.66 0.20
2.22 0.00 0.00 1048.84 1049.25 0.20
2.23 0.00 0.00 1048.43 1048.84 0.20
2.25 0.00 0.00 1048.02 1048.43 0.20
2.27 0.00 0.00 1047.61 1048.02 0.20
2.28 0.00 0.00 1047.20 1047.61 0.20
2.30 0.00 0.00 1046.80 1047.20 0.20
2.32 0.00 0.00 1046.39 1046.80 0.20
2.33 0.00 0.00 1045.98 1046.39 0.20
2.35 0.00 0.00 1045.57. 1045.98 0.20
2.37 0.00 0.00 1045.16 1045.57 0.20
2.38 0.00 0.00 1044.75 1045.16 0.20
2.40 0.00 0.00 1044.35 1044.75 0.20
2.42 0.00 0.00 1043.94 1044.35 0.20
2.43 0.00 0.00 1043.53 1043.94 0.20
2.45 0.00 0.00 1043.12 1043.53 0.20
2.47 0.00 0.00 1042.71 1043.12 0.20
2.48 0.00 0.00 1042.31 1042.71 0.20
2.50 0.00 0.00 1041.90 1042.31 0.20
2.52 0.00 0.00 1041.49 1041.90 0.20
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
2.53 0.00 0.00 1041.08 1041.49 0.20
2.55 0.00 0.00 1040.68 1041.08 0.20
2.57 0.00 0.00 1040.27 1040.68 0.20
2.58 0.00 0.00 1039.86 1040.27 0.20
2.60 0.00 0.00 1039.45 1039.86 0.20
2.62 0.00 0.00 1039.05 1039.45 0.20
2.63 0.00 0.00 1038.64 1039.05 0.20
2.65 0.00 0.00 1038.23 1038.64 0.20
2.67 0.00 0.00 1037.82 1038.23 0.20
2.68 0.00 0.00 1037.42 1037.82 0.20
2.70 0.00 0.00 1037.01 1037.42 0.20
2.72 0.00 0.00 1036.60 1037.01 0.20
2.73 0.00 0.00 1036.20 1036.60 0.20
2.75 0.00 0.00 1035.79 1036.20 0.20
2.77 0.00 0.00 1035.38 1035.79 0.20
2.78 0.00 0.00 1034.98 1035.38 0.20
2.80 0.00 0.00 1034.57 1034.98 0.20
2.82 0.00 0.00 1034.17 1034.57 0.20
2.83 0.00 0.00 1033.76 1034.17 0.20
2.85 0.00 0.00 1033.35 1033.76 0.20
2.87 0.00 0.00 1032.95 1033.35 0.20
2.88 0.00 0.00 1032.54 1032.95 0.20
2.90 0.00 0.00 1032.14 1032.54 0.20
2.92 0.00 0.00 1031.73 1032.14 0.20
2.93 0.00 0.00 1031.32 1031.73 0.20
2.95 0.00 0.00 1030.92 1031.32 0.20
2.97 0.00 0.00 1030.51 1030.92 0.20
2.98 0.00 0.00 1030.11 1030.51 0.20
3.00 0.00 0.00 1029.70 1030.11 0.20
3.02 0.00 0.00 1029.30 1029.70 0.20
3.03 0.00 0.00 1028.89 1029.30 0.20
3.05 0.00 0.00 1028.49 1028.89 0.20
3.07 0.00 0.00 1028.08 1028.49 0.20
3.08 0.00 0.00 1027.68 1028.08 0.20
3.10 0.00 0.00 1027.27 1027.68 0.20
3.12 0.00 0.00 1026.87 1027.27 0.20
3.13 0.00 0.00 1026.46 1026.87 0.20
3.15 0.00 0.00 1026.06 1026.46 0.20
3.17 0.00 0.00 1025.65 1026.06 0.20
3.18 0.00 0.00 1025.25 1025.65 0.20
3.20 0.00 0.00 1024.84 1025.25 0.20
3.22 0.00 0.00 1024.44 1024.84 0.20
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
3.23 0.00 0.00 1024.03 1024.44 0.20
3.25 0.00 0.00 1023.63 1024.03 0.20
3.27 0.00 0.00 1023.22 1023.63 0.20
3.28 0.00 0.00 1022.82 1023.22 0.20
3.30 0.00 0.00 1022.42 1022.82 0.20
3.32 0.00 0.00 1022.01 1022.42 0.20
3.33 0.00 0.00 1021.61 1022.01 0.20
3.35 0.00 0.00 1021.20 1021.61 0.20
3.37 0.00 0.00 1020.80 1021.20 0.20
3.38 0.00 0.00 1020.40 1020.80 0.20
3.40 0.00 0.00 1019.99 1020.40 0.20
3.42 0.00 0.00 1019.59 1019.99 0.20
3.43 0.00 0.00 1019.19 1019.59 0.20
3.45 0.00 0.00 1018.78 1019.19 0.20
3.47 0.00 0.00 1018.38 1018.78 0.20
3.48 0.00 0.00 1017.98 1018.38 0.20
3.50 0.00 0.00 1017.57 1017.98 0.20
3.52 0.00 0.00 1017.17 1017.57 0.20
3.53 0.00 0.00 1016.77 1017.17 0.20
3.55 0.00 0.00 1016.36 1016.77 0.20
3.57 0.00 0.00 1015.96 1016.36 0.20
3.58 0.00 0.00 1015.56 1015.96 0.20
3.60 0.00 0.00 1015.15 1015.56 0.20
3.62 0.00 0.00 1014.75 1015.15 0.20
3.63 0.00 0.00 1014.35 1014.75 0.20
3.65 0.00 0.00 1013.95 1014.35 0.20
3.67 0.00 0.00 1013.54 1013.95 0.20
3.68 0.00 0.00 1013.14 1013.54 0.20
3.70 0.00 0.00 1012.74 1013.14 0.20
3.72 0.00 0.00 1012.34 1012.74 0.20
3.73 0.00 0.00 1011.94 1012.34 0.20
3.75 0.00 0.00 1011.53 1011.94 0.20
3.77 0.00 0.00 1011.13 1011.53 0.20
3.78 0.00 0.00 1010.73 1011.13 0.20
3.80 0.00 0.00 1010.33 1010.73 0.20
3.82 0.00 0.00 1009.93 1010.33 0.20
3.83 0.00 0.00 1009.52 1009.93 0.20
3.85 0.00 0.00 1009.12 1009.52 0.20
3.87 0.00 0.00 1008.72 1009.12 0.20
3.88 0.00 0.00 1008.32 1008.72 0.20
3.90 0.00 0.00 1007.92 1008.32 0.20
3.92 0.00 0.00 1007.52 1007.92 0.20
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
3.93 0.00 0.00 1007.12 1007.52 0.20
3.95 0.00 0.00 1006.71 1007.12 0.20
3.97 0.00 0.00 1006.31 1006.71 0.20
3.98 0.00 0.00 1005.91 1006.31 0.20
4.00 0.00 0.00 1005.51 1005.91 0.20
4.02 0.00 0.00 1005.11 1005.51 0.20
4.03 0.00 0.00 1004.71 1005.11 0.20
4.05 0.00 0.00 1004.31 1004.71 .0.20
4.07 0.00 0.00 1003.91 1004.31 0.20
4.08 0.00 0.00 1003.51 1003.91 0.20
4.10 0.00 0.00 1003.11 1003.51 0.20
4.12 0.00 0.00 1002.71 1003.11 0.20
4.13 0.00 0.00 1002.31 1002.71 0.20
4.15 0.00 0.00 1001.91 1002.31 0.20
4.17 0.00 0.00 1001.51 1001.91 0.20
4.18 0.00 0.00 1001.11 1001.51 0.20
4.20 0.00 0.00 1000.71 1001.11 0.20
4.22 0.00 0.00 1000.31 1000.71 0.20
4.23 0.00 0.00 999.91 1000.31 0.20
4.25 0.00 0.00 999.51 999.91 0.20
4.27 0.00 0.00 999.11 999.51 0.20
4.28 0.00 0.00 998.71 999.11 0.20
4.30 0.00 0.00 998.31 998.71 0.20
4.32 0.00 0.00 997.91 998.31 0.20
4.33 0.00 0.00 997.51 997.91 0.20
4.35 0.00 0.00 997.11 997.51 0.20
4.37 0.00 0.00 996.71 997.11 0.20
4.38 0.00 0.00 996.31 996.71 0.20
4.40 0.00 0.00 995.91 996.31 0.20
4.42 0.00 0.00 995.51 995.91 0.20
4.43 0.00 0.00 995.11 995.51 0.20
4.45 0.00 0.00 994.72 995.11 0.20
4.47 0.00 0.00 994.32 994.72 0.20
4.48 0.00 0.00 993.92 994.32 0.20
4.50 0.00 0.00 993.52 993.92 0.20
4.52 0.00 0.00 993.12 993.52 0.20
4.53 0.00 0.00 992.72 993.12 0.20
4.55 0.00 0.00 992.32 992.72 0.20
4.57 0.00 0.00 991.93 992.32 0.20
4.58 0.00 0.00 991.53 991.93 0.20
4.60 0.00 0.00 991.13 991.53 0.20
4.62 0.00 0.00 990.73 991.13 0.20
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
4.63 0.00 0.00 990.33 990.73 0.20
4.65 0.00 0.00 989.94 990.33 0.20
4.67 0.00 0.00 989.54 989.94 0.20
4.68 0.00 0.00 989.14 989.54 0.20
4.70 0.00 0.00 988.74 989.14 0.20
4.72 0.00 0.00 988.34 988.74 0.20
4.73 0.00 0.00 987.95 988.34 0.20
4.75 0.00 0.00 987.55 987.95 0.20
4.77 0.00 0.00 987.15 987.55 0.20
4.78 0.00 0.00 986.75 987.15 0.20
4.80 0.00 0.00 986.36 986.75 0.20
4.82 0.00 0.00 985.96 986.36 0.20
4.83 0.00 0.00 985.56 985.96 0.20
4.85 0.00 0.00 985.17 985.56 0.20
4.87 0.00 0.00 984.77 985.17 0.20
4.88 0.00 0.00 984.37 984.77 0.20
4.90 0.00 0.00 983.98 984.37 0.20
4.92 0.00 0.00 983.58 983.98 0.20
4.93 0.00 0.00 983.18 983.58 0.20
4.95 0.00 0.00 982.79 983.18 0.20
4.97 0.00 0.00 982.39 982.79 0.20
4.98 0.00 0.00 981.99 982.39 0.20
5.00 0.00 0.00 981.60 981.99 0.20
5.02 0.00 0.00 981.20 981.60 0.20
5.03 0.00 0.00 980.80 981.20 0.20
5.05 0.00 0.00 980.41 980.80 0.20
5.07 0.00 0.00 980.01 980.41 0.20
5.08 0.00 0.00 979.62 980.01 0.20
5.10 0.00 0.00 979.22 979.62 0.20
5.12 0.00 0.00 978.82 979.22 0.20
5.13 0.00 0.00 978.43 978.82 0.20
5.15 0.00 0.00 978.03 978.43 0.20
5.17 0.00 0.00 977.64 978.03 0.20
5.18 0.00 0.00 977.24 977.64 0.20
5.20 0.00 0.00 976.85 977.24 0.20
5.22 0.00 0.00 976.45 976.85 0.20
5.23 0.00 0.00 976.06 976.45 0.20
5.25 0.00 0.00 975.66 976.06 0.20
5.27 0.00 0.00 975.27 975.66 0.20
5.28 0.00 0.00 974.87 975.27 0.20
5.30 0.00 0.00 974.48 974.87 0.20
5.32 0.00 0.00 974.08 974.48 0.20
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
5.33 0.00 0.00 973.69 974.08 0.20
5.35 0.00 0.00 973.29 973.69 0.20
5.37 0.00 0.00 972.90 973.29 0.20
5.38 0.00 0.00 972.50 972.90 0.20
5.40 0.00 0.00 972.11 972.50 0.20
5.42 0.00 0.00 971.71 972.11 0.20
5.43 0.00 0.00 971.32 971.71 0.20
5.45 0.00 0.00 970.92 971.32 0.20
5.47 0.00 0.00 970.53 970.92 0.20
5.48 0.00 0.00 970.14 970.53 0.20
5.50 0.00 0.00 969.74 970.14 0.20
5.52 0.00 0.00 969.35 969.74 0.20
5.53 0.00 0.00 968.95 969.35 0.20
5.55 0.00 0.00 968.56 968.95 0.20
5.57 0.00 0.00 968.17 968.56 0.20
5.58 0.00 0.00 967.77 968.17 0.20
5.60 0.00 0.00 967.38 967.77 0.20
5.62 0.00 0.00 966.99 967.38 0.20
5.63 0.00 0.00 966.59 966.99 0.20
5.65 0.00 0.00 966.20 966.59 0.20
5.67 0.00 0.00 965.81 966.20 0.20
5.68 0.00 0.00 965.41 965.81 0.20
5.70 0.00 0.00 965.02 965.41 0.20
5.72 0.00 0.00 964.63 965.02 0.20
5.73 0.00 0.00 964.23 964.63 0.20
5.75 0.00 0.00 963.84 964.23 0.20
5.77 0.00 0.00 963.45 963.84 0.20
5.78 0.00 0.00 963.06 963.45 0.20
5.80 0.00 0.00 962.66 963.06 0.20
5.82 0.00 0.00 962.27 962.66 0.20
5.83 0.00 0.00 961.88 962.27 0.20
5.85 0.00 0.00 961.49 961.88 0.20
5.87 0.00 0.00 961.09 961.49 0.20
5.88 0.00 0.00 960.70 961.09 0.20
5.90 0.00 0.00 960.31 960.70 0.20
5.92 0.00 0.00 959.92 960.31 0.20
5.93 0.00 0.00 959.52 959.92 0.20
5.95 0.00 0.00 959.13 959.52 0.20
5.97 0.00 0.00 958.74 959.13 0.20
5.98 0.00 0.00 958.35 958.74 -0.20
6.00 0.00 0.00 957.96 958.35 0.20
6.02 0.00 0.00 957.56 957.96 0.20
HYDROGRAPH DISCHARGE TABLE Cont'd
,TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
6.03 0.00 0.00 957.17 957.56 0.20
6.05 0.00 0.00 956.78 957.17 0.20
6.07 0.00 0.00 956.39 956.78 0.20
6.08 0.00 0.00 956.00 956.39 0.20
6.10 0.00 0.00 955.61 956.00 0.20
6.12 0.00 0.00 955.22 955.61 0.20
6.13 0.00 0.00 954.83 955.22 0.20
6.15 0.00 0.00 954.43 954.83 0.20
6.17 0.00 0.00 954.04 954.43 0.20
6.18 0.00 0.00 953.65 954.04 0.20
6.20 0.00 0.00 953.26 953.65 0.20
6.22 0.00 0.00 952.87 953.26 0.20
6.23 0.00 0.00 952.48 952.87 0.20
6.25 0.00 0.00 952.09 952.48 0.20
6.27 0.00 0.00 951.70 952.09 0.20
6.28 0.00 0.00 951.31 951.70 0.20
6.30 0.00 0.00 950.92 951..31 0.20
6.32 0.00 0.00 950.53 950.92 0.20
6.33 0.00 0.00 950.14 950.53 0.20
6.35 0.00 0.00 949.75 950.14 0.20
6.37 0.00 0.00 949.36 949.,75 0.20
6.38 0.00 0.00 948.97 949.36 0.20
6.40 0.00 0.00 948.58 948.97 0.19
6.42 0.00 0.00 948.19 948.58 0.19
6.43 0.00 0.00 947.80 948.19 0.19
6.45 0.00 0.00 947.41 947.80 0.19
6.47 0.00 0.00 947.02 947.41 0.19
6.48 0.00 0.00 946.63 947.02 0.19
6.50 0.00 0.00 946.24 946.63 0.19
6.52 0.00 0.00 945.85 946.24 0.19
6.53 0.00 0.00 945.46 945.85 0.19
6.55 0.00 0.00 945.07 945.46 0.19
6.57 0.00 0.00 944.68 945.07 0.19
6.58 0.00 0.00 944.29 944.68 0.19
6.60 0.00 0.00 943.90 944.29 0.19
6.62 0.00 0.00 943.51 943.90 0.19
6.63 0.00 0.00 943.13 943.51 0.19
6.65 0.00 0.00 942.74 943.13 0.19
6.67 0.00 0.00 942.35 942.74 0.19
6.68 0.00 0.00 941.96 942.35 0.19
6.70 0.00 0.00 941.57 941.96 0.19
6.72 0.00 0.00 941.18 941.57 0.19
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
6.73 0.00 0.00 940.79 941.18 0.19
6.75 0.00 0.00 940.40 940.79 0.19
6.77 0.00 0.00 940.02 940.40 0.19
6.78 0.00 0.00 939.63 940.02 0.19
6.80 0.00 0.00 939.24 939.63 0.19
6.82 0.00 0.00 938.85 939.24 0.19
6.83 0.00 0.00 938.46 938.85 0.19
6.85 0.00 0.00 938.08 938.46 0.19
6.87 0.00 0.00 937.69 938.08 0.19
6.88 0.00 0.00 937.30 937.69 0.19
6.90 0.00 0.00 936.91 937.30 0.19
6.92 0.00 0.00 936.53 936.91 0.19
6.93 0.00 0.00 936.14 936.53 0.19
6.95 0.00 0.00 935.75 936.14 0.19
6.97 0.00 0.00 935.36 935.75 0.19
6.98 0.00 0.00 934.98 935.36 0.19
7.00 0.00 0.00 934.59 934.98 0.19
7.02 0.00 0.00 934.20 934.59 0.19
7.03 0.00 0.00 933.81 934.20 0.19
7.05 0.00 0.00 933.43 933.81 0.19
7.07 0.00 0.00 933.04 933.43 0.19
7.08 0.00 0.00 932.65 933.04 0.19
7.10 0.00 0.00 932.27 932.65 0.19
7.12 0.00 0.00 931.88 932.27 0.19
7.13 0.00 0.00 931.49 931.88 0.19
7.15 0.00 0.00 931.11 931.49 0.19
7.17 0.00 0.00 930.72 931.11 0.19
7.18 0.00 0.00 930.33 930.72 0.19
7.20 0.00 0.00 929.95 930.33 0.19
7.22 0.00 0.00 929.56 929.95 0.19
7.23 0.00 0.00 929.17 929.56 0.19
7.25 0.00 0.00 928.79 929.17 0.19
7.27 0.00 0.00 928.40 928.79 0.19
7.28 0.00 0.00 928.02 928.40 0.19
7.30 0.00 0.00 927.63 928.02 0.19
7.32 0.00 0.00 927.25 927.63 0.19
7.33 0.00 0.00 926.86 927.25 0.19
7.35 0.00 0.00 926.47 926.86 0.19
7.37 0.00 01.00 926.09 926.47 0.19
7.38 0.00 0.00 925.70 926.09 0.19
7.40 0.00 0.00 925.32 925.70 0.19
7.42 0.00 0.00 924.93 925.32 0.19
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
7.43 0.00 0.00 924.55 924.93 0.19
7.45 0.00 0.00 924.16 924.55 0.19
7.47 0.00 0.00 923.78 924.16 0.19
7.48 0.00 0.00 923.39 923.78 0.19
7.50 0.00 0.00 923.01 923.39 0.19
7.52 0.00 0.00 922.62 923.01 0.19
7.53 0.00 0.00 922.24 922.62 0.19
7.55 0.00 0.00 921.85 922.24 0.19
7.57 0.00 0.00 921.47 921.85 0.19
7.58 0.00 0.00 921.08 921.47 0.19
7.60 0.00 0.00 920.70 921.08 0.19
7.62 0.00 0.00 920.31 920.70 0.19
7.63 0.00 0.00 919.93 920.31 0.19
7.65 0.00 0.00 919.55 919.93 0.19
7.67 0.00 0.00 919.16 919.55 0.19
7.68 0.00 0.00 918.78 919.16 0.19
7.70 0.00 0.00 918.39 918.78 0.19
7.72 0.00 0.00 918.01 918.39 0.19
7.73 0.00 0.00 917.63 918.01 0.19
7.75 0.00 0.00 917.24 917.63 0.19
7.77 0.00 0.00 916.86 917.24 0.19
7.78 0.00 0.00 916.47 916.86 0.19
7.80 0.00 0.00 916.09 916.47 0.19
7.82 0.00 0.00 915.71 916.09 0.19
7.83 0.00 0.00 915.32 915.71 0.19
7.85 0.00 0.00 914.94 915.32 0.19
7.87 0.00 0.00 914.56 914.94 0.19
7.88 0.00 0.00 914.17 914.56 0.19
7.90 0.00 0.00 913.79 914.17 0.19
7.92 0.00 0.00 913.41 913.79 0.19
7:93 0.00 0.00 913.03 913.41 0.19
7.95 0.00 0.00 912.64 913.03 0.19
7.97 0.00 0.00 912.26 912.64 0.19
7.98 0.00 0.00 911.88 912.26 0.19
8.00 0.00 0.00 911.49 911.88 0.19
8.02 0.00 0.00 911.11 911.49 0.19
8.03 0.00 0.00 910.73 911.11 0.19
8.05 0.00 0.00 910.35 910.73 0.19
8.07 0.00 0.00 909.96 910.35 0.19
8.08 0.00 0.00 909.58 909.96 0.19
8.10 0.00 0.00 909.20 909.58 0.19
8.12 0.00 0.00 908.82 909.20 0.19
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
8.13 0.00 0.00 908.44 908.82 0.19
8.15 0.00 0.00 908.05 908.44 0.19
8.17 0.00 0.00 907.67 908.05 0.19
8.18 0.00 0.00 907.29 907.67 0.19
8.20 0.00 0.00 906.91 907.29 0.19
8.22 0.00 0.00 906.53 906.91 0.19
8.23 0.00 0.00 906.15 906.53 0.19
8.25 0.00 0.00 905.76 906.15 0.19
8.27 0.00 0.00 905.38 905.76 0.19
8.28 0.00 0.00 905.00 905.38 0.19
8.30 0.00 0.00 904.62 905.00 0.19
8.32 0.00 0.00 904.24 904.62 0.19
8.33 0.00 0.00 903.86 904.24 0.19
8.35 0.00 0.00 903.48 903.86 0.19
8.37 0.00 0.00 903.10 903.48 0.19
8.38 0.00 0.00 902.71 903.10 0.19
8.40 0.00 0.00 902.33 902.71 0.19
8.42 0.00 0.00 901.95 902.33 0.19
8.43 0.00 0.00 901.57 901.95 0.19
8.45 0.00 0.00 901.19 901.57 0.19
8.47 0.00 0.00 900.81 901.19 0.19
8.48 0.00 0.00 900.43 900.81 0.19
8.50 0.00 0.00 900.05 900.43 0.19
8.52 0.00 0.00 899.67 900.05 0.19
8.53 0.00 0.00 899.29 899.67 0.19
8.55 0.00 0.00 898.91 899.29 0.19
8.57 0.00 0.00 898.53 898.91 0.19
8.58 0.00 0.00 898.15 898.53 0.19
8.60 0.00 0.00 897.77 898.15 0.19
8.62 0.00 0.00 897.39 897.77 0.19
8.63 0.00 0.00 897.01 897.39 0.19
8.65 0.00 0.00 896.63 897.01 0.19
8.67 0.00 0.00 896.25 896.63 0.19
8.68 0.00 0.00 895.87 896.25 0.19
8.70 0.00 0.00 895.49 895.87 0.19
8.72 0.00 0.00 895.11 895.49 0.19
8.73 0.00 0.00 894.73 895.11 0.19
8.75 0.00 0.00 894.35 894.73 0.19
8.77 0.00 0.00 893.98 894.35 0.19
8.78 0.00 0.00 893.60 893.98 0.19
8.80 0.00 0.00 893.22 893.60 0.19
8.82 0.00 0.00 892.84 893.22 0.19
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
8.83 0.00 0.00 892.46 892.84 0.19
8.85 0.00 0.00 892.08 892.46 0.19
8.87 0.00 0.00 891.70 892.08 0.19
8.88 0.00 0.00 891.32 891.70 0.19
8.90 0.00 0.00 890.95 891.32 0.19
8.92 0.00 0.00 890.57 890.95 0.19
8.93 0.00 0.00 890.19 890.57 0.19
8.95 0.00 0.00 889.81 890.19 0.19
8.97 0.00 0.00 889.43 889.81 0.19
8.98 0.00 0.00 889.05 889.43 0.19
9.00 0.00 0.00 888.68 889.05 0.19
9.02 0.00 0.00 888.30 888.68 0.19,
9.03 0.00 0.00 887.92 888.30 0.19
9.05 0.00 0.00 887.54 887.92 0.19
9.07 0.00 0.00 887.16 887.54 0.19
9.08 0.00 0.00 886.79 887.16 0.19
9.10 0.00 0.00 886.41 886.79 0.19
9.12 0.00 0.00 886.03 886.41 0.19
9.13 0.00 0.00 885.65 886.03 0.19
9.15 0.00 0.00 885.28 885.65 0.19
9.17 0.00 0.00 884.90 885.28 0.19
9.18 0.00 0.00 884.52 884.90 0.19
9.20 0.00 0.00 884.14 884.52 0.19
9.22 0.00 0.00 883.77 884.14 0.19
9.23 0.00 0.00 883.39 883.77 0.19
9.25 0.00 0.00 883.01 883.39 0.19
9.27 0.00 0.00 882.64 883.01 0.19
9.28 0.00 0.00 882.26 882.64 0.19
9.30 0.00 0.00 881.88 882.26 0.19
9.32 0.00 0.00 881.51 881.88 0.19
9.33 0.00 0.00 881.13 881.51 0.19
9.35 0.00 0.00 880.75 881.13 0.19
9.37 0.00 0.00 880.38 880.75 0.19
9.38 0.00 0.00 880.00 880.38 0.19
9.40 0.00 0.00 879.62 880.00 0.19
9.42 0.00 0.00 879.25 879.62 0.19
9.43 0.00 0.00 878.87 879.25 0.19
9.45 0.00 0.00 878.50 878.87 0.19
9.47 0.00 0.00 878.12 878.50 0.19
9.48 0.00 0.00 877.74 878.12 0.19
9.50 0.00 0.00 877.37 877.74 0.19
9.52 0.00 0.00 876.99 877.37 0.19
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
9.53 0.00 0.00 876.62 876.99 0.19
9.55 0.00 0.00 876.24 876.62 0.19
9.57 0.00 0.00 875.87 876.24 0.19
9.58 0.00 0.00 875.49' 875.87 0.19
9.60 0.00 0.00 875.12 875.49 0.19
9.62 0.00 0.00 874.74 875.12 0.19
9.63 0.00 0.00 874.36 874.74 0.19
9.65 0.00 0.00 873.99 874.36 0.19
9.67 0.00 0.00 873.61 873.99 0.19
9.68 0.00 0.00 873.24 873.61 0.19
9.70 0.00 0.00 872.86 873.24 0.19
9.72 0.00 0.00 872.49 872.86 0.19
9.73 0.00 0.00 872.12 872.49 0.19
9.75 0.00 0.00 871.74 872.12 0.19
9.77 0.00 0.00 871.37 871.74 0.19
9.78 0.00 0.00 870.99 871.37 0.19
9.80 0.00 0.00 870.62 870.99 0.19
9.82 0.00 0.00 870.24 870.62 0.19
9.83 0.00 0.00 869.87 870.24 0.19
9.85 0.00 0.00 869.49 869.87 0.19
9.87 0.00 0.00 869.12 869.49 0.19
9.88 0.00 0.00 868.75 869.12 0.19
9.90 0.00 0.00 868.37 868.75 0.19
9.92 0.00 0.00 868.00 868.37 0.19
9.93 0.00 0.00 867.62 868.00 0.19
9.95 0.00 0.00 867.25 867.62 0.19
9.97 0.00 0.00 866.88 867.25 0.19
9.98 0.00 0.00 866.50 866.88 0.19
10.00 0.00 0.00 866.13 866.50 0.19
10.02 0.00 0.00 865.76 866.13 0.19
10.03 0.00 0.00 865.38 865.76 0.19
10.05 0.00 0.00 865.01 865.38 0.19
10.07 0.00 0.00 864.64 865.01 0.19
10.08 0.00 0.00 864.26 864.64 0.19
10.10 0.00 0.00 863.89 864.26 0.19
10.12 0.00 0.00 863.52 863.89 0.19
10.13 0.00 0.00 863.14 863.52 0.19
10.15 0.00 0.00 862.77 863.14 0.19
10.17 0.00 0.00 862.40 862.77 0.19
10.18 0.00 0.00 862.03 862.40 0.19
10.20 0.00 0.00 861.65 862.03 0.19
10.22 0.00 0.00 861.28 861.65 0.19
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
10.23 0.00 0.00 860.91 861.28 0.19
10.25 0.00 0.00 860.53 860.91 0.19
10.27 0.00 0.00 860.16 860.53 0.19
10.28 0.00 0.00 859.79 860.16 0.19
10.30 0.00 0.00 859.42 859.79 0.19
10.32 0.00 0.00 859.05 859.42 0.19
10.33 0.00 0.00 858.67 859.05 0.19
10.35 0.00 0.00 858.30 858.67 0.19
10.37 0.00 0.00 857.93 858.30 0.19
10.38 0.00 0.00 857.56 857.93 0.19
10.40 0.00 0.00 857.19 857.56 0.19
10.42 0.00 0.00 856.82 857.19 0.19
10.43 0.00 0.00 856.44 856.82 0.19
10.45 0.00 0.00 856.07 856.44 0.19
10.47 0.00 0.00 855.70 856.07 0.19
10.48 0.00 0.00 855.33 855.70 0.19
10.50 0.00 0.00 854.96 855.33 0.19
10.52 0.00 0.00 854.59 854.96 0.19
10.53 0.00 0.00 854.22 854.59 0.19
10.55 0.00 0.00 853.84 854.22 0.19
10.57 0.00 0.00 853.47 853.84 0.19
10.58 0.00 0.00 853.10 853.47 0.19
10.60 0.00 0.00 852.73 853.10 0.19
10.62 0.00 0.00 852.36 852.73 0:19
10.63 0.00 0.00 851.99 852.36 0.19
10.65 0.00 0.00 851.62 851.99 0.19
10.67 0.00 0.00 851.25 851.62 0.19
10.68 0.00 0.00 850.88 851.25 0.19
10.70 0.00 0.00 850.51 850.88 0.19
10.72 0.00 0.00 850.14 850.51 0.19
10.73 0.00 0.00 849.77 850.14 0.19
10.75 0.00 0.00 849.40 849.77 0.19
10.77 0.00 0.00 849.03 849.40 0.19
10.78 0.00 0.00 848.66 849.03 0.18
10.80 0.00 0.00 848.29 848.66 0.18
10.82 0.00 0.00 847.92 848.29 0.18
10.83 0.00 0.00 847.55 847.92 0.18
10.85 0.00 0.00 847.18 847.55 0.18
10.87 0.00 0.00 846.81 847.18 0.18
10.88 0.00 0.00 846.44 846.81 0.18
10.90 0.00 0.00 846.07 846.44 0.18
10.92 0.00 0.00 845.70 846.07 0.18
r ,
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
10.93 0.00 0.00 845.33 845.70 0.18
10.95 0.00 0.00 844.96 845.33 0.18
10.97 0.00 0.00 844.59 844.96 0.18
10.98 0.00 0.00 844.23 844.59 0.18
11.00 0.00 0.00 843.86 844.23 0.18
11.02 0.00 0.00 843.49 843.86 0.18
11.03 0.00 0.00 843.12 843.49 0.18
11.05 0.00 0.00 842.75 843.12 0.18
11.07 0.00 0.00 842.38 842.75 0.18
11.08 0.00 0.00 842.01 842.38 0.18
11.10 0.00 0.00 841.64 842.01 0.18
11.12 0.00 0.00 841.28 841.64 0.18
11.13 0.00 0.00 840.91 841.28 0.18
11.15 0.00 0.00 840.54 840.91 0.18
11.17 0.00 0.00 840.17 840.54 0.18
11.18 0.00 0.00 839.80 840.17 0.18
11.20 0.00 0.00 839.44 839.80 0.18
11.22 0.00 0.00 839.07 839.44 0.18
11.23 0.00 0.00 838.70 839.07 0.18
11.25 0.00 0.00 838.33 838.70 0.18
11.27 0.00 0.00 837.96 838.33 0.18
11.28 0.00 0.00 837.60 837.96 0.18
11.30 0.00 0.00 837.23 837.60 0.18
11.32 0.00 0.00 836.86 837.23 0.18
11.33 0.00 0.00 836.49 836.86 0.18
11.35 0.00 0.00 836.13. 836.49 0.18
11.37 0.00 0.00 835.76 836.13 0.18
11.38 0.00 0.00 835.39 835.76 0.18
11.40 0.00 0.00 835.03 835.39 0.18
11.42 0.00 0.00 834.66 835.03 0.18
11.43 0.00 0.00 834.29 834.66 0.18
11.45 0.00 0.00 833.92 834.29 0.18
11.47 0.00 0.00 833.56 833.92 0.18
11.48 0.00 0.00 833.19 833.56 0.18
11.50 0.00 0.00 832.82 833.19 0.18
11.52 0.00 0.00 832.46 832.82 0.18
11.53 0.00 0.00 832.09 832.46 0.18
11.55 0.00 0.00 831.72 832.09 0.18
11.57 0.00 0.00 831.36 831.72 0.18
11.58 0.00 0.00 830.99 831.36 0.18
11.60 0.00 0.00 830.63 830.99 0.18
11.62 0.00 0.00 830.26 830.63 0.18

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
11.63 0.00 0.00 829.89 830.26 0.18
11.65 0.00 0.00 829.53 829.89 0.18
11.67' 0.00 0.00 829.16 829.53 0.18
11.68 0.00 0.00 828.80 829.16 0.18
11.70 0.00 0.00 828.43 828.80 0.18
11.72 0.00 0.00 828.06 828.43 0.18
11.73 0.00 0.00 827.70 828.06 0.18
11.75 0.00 0.00 827.33 827.70 0.18
11.77 0.00 0.00 826.97 827.33 0.18
11.78 0.00 0.00 826.60 826.97 0.18
11.80 0.00 0.00 826.24 826.60 0.18
11.82 0.00 0.00 825.87 826.24 0.18
11.83 0.00 0.00 825.51 825.87 0.18
11.85 0.00 0.00 825.14 825.51 0.18
11.87 0.00 0.00 824.78 825.14 0.18
11.88 0.00 0.00 824.41 824.78 0.18
11.90 0.00 0.00 824.05 824.41 0.18
11.92 0.00 0.00 823.68 824.05 0.18
11.93 0.00 0.00 823.32 823.68 0.18
11.95 0.00 0.00 822.95 823.32 0.18
11.97 0.00 0.00 822.59 822.95 0.18
11.98 0.00 0.00 822.22 822.59 0.18
12.00 0.00 0.00 821.86 822.22 0.18
Maximum outflow ( cfs ) = 0.21
Maximum storage (cu ft) = 32998
Maximum elevation (ft) = 62.73
T?cRQ
Of \ NA
?O
r
>_ y
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
-Alan W. Klimek, PE, Director
Division of Water Quality
August 2, 2002
David Rose
2687 Old Bailey Highway
Nashville, NC 27856
DWQ Project # 02-0783
Edgecombe County
Page 1 of 2
Subject Property: Cambridge Commons S/D, North side of SR1346, Tarboro, NC
PIN No. 4729-30-7866
Hendricks Creek (Tar-Pamlico Basin) [03-03-03, 28-81, C NSW (Nutrient Sensitive)]
APPROVAL of Authorization Certificate per the Tar-Pamlico River Buffer Protection Rules (15A NCAC 2B.0259)
with ADDITIONAL CONDITIONS
Dear Mr. Rose:
You have our approval, in accordance with the attached conditions and those listed below, to impact 2,500 square feet of
riparian buffers to construct the proposed outlet structure (i.e., 15" RCP) from the extended detention wetland
stormwater management facility at the subject property as described within your stormwater management plan provided
within your final submittal package dated July 10, 2002 and received by the Wetlands/401 Unit on July 11, 2002. This
letter shall act as your approved Authorization Certificate for impacts to the protected Tar-Pamlico River Buffers as
required under 15A NCAC 2B .0259(8). In addition, you should get or otherwise comply with any other federal, state and
local requirements before you go ahead with your project including (but not limited to) Erosion and Sediment Control
Permit and Non-Discharge regulations.
This approval is only valid for the purpose and design that you described in your stormwater management plans
provided within your final submittal package dated July 10, 2002 and received by the Wetlands1401 Unit on July
11, 2002, except as modified below. If you change your project, you must notify us and you may be required to send us
a new application. If the property is sold, the new owner must be given a copy of this approval letter and is thereby
responsible for complying with all conditions. For this approval to be valid, you must follow the conditions listed in the Tar-
Pamlico Buffer Rule and any additional conditions listed below.
Conditions:
1. Extended Detention Wetland
You are required to treat all stormwater from the property through the extended detention wetland as indicated in your
stormwater management plan provided within your final submittal package dated July 10, 2002 and received by the
Wetlands/401 Unit on July 11, 2002 prior to discharging to the outlet structure (i.e., 15" RCP) and through the buffers.
The total disturbed area of the buffer shall not exceed 50 feet measured parallel to the surface water and 2,500
square feet of overall buffer disturbance. The permanent maintenance corridor shall not exceed 20 feet within the
protected buffer. Also, before any permanent building is occupied at the subject site, the facilities (as approved by
this Office) shall be constructed and operational, and the stormwater management plan (as approved by this Office)
shall be implemented. The structural stormwater practices as approved by this Office as well as drainage patterns
must be maintained in perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetiands/
Page 2 of 2
2. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules, and any
subsequent modifications, the applicant is required to return the attached certificate of completion to the 401NVetlands
Unit, North Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition, which conforms to
Chapter 1508 of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, NC 27699-6714. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act and the Tar-
Pamlico Buffer Rules. If you have any questions, please telephone Mr. John Dorney at 919-733-9646.
Sincerely,
I
Klim , PE
Director
Attachment: Certificate of Completion Form
Cc: Shaun Joyner, Appian Consulting. Engineers, PO Box 7966, Rocky Mount, NC 27803
Steve Mitchell, DWQ Raleigh Regional Office
John Holley, DLR, Land Quality Section, Raleigh Regional Office
USACE Raleigh Regulatory Field Office, 6508 Falls of Neuse Road, Suite 120, Raleigh, NC 27615
File Copy
Central Files
DWQ 020783
August 2, 2002
bz
i

a

Tuesday, June 25, 2002
Mr. Todd St. John
DWQ - Wetlands Unit
Re: Cambridge Commons Phase I
Tar-Pam Buffer Items
Design Requirements as outlined in BMP Manual
Todd;
Below is a summary of the items listed in section 5.6 of the BMP manual
I
Aippun
CONSULTING ENGINEERS, PA
CIVIL, MUNICPAL & STRUCTURAL ENGINNERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
ZOO? 8 Z Nnr '
Longitudinal slope should be in the range of 2 to 4%. If slope along the flow path
exceeds 4%, then checkdams must be installed to reduce the effective slope to
below 4%.
Slope of swale is 0.5%
2. Side slopes shall be no greater than 3:1 horizontal to vertical.
Side slopes have been specified as 3:1 except at location where it is too
restrictive between lots at back of Phase II (future) this section has been
shown as 2:1 on the left bank only due to width constraints length of 2:1
slope on LeLt bank is 160' +/-, refer to plan for exact area.
3. Maximum runoff velocity should be 2 fps for the peak runoff of the 2-year storm.
See Site Calculations previously provided concerning 2 -year storm
calculations on the detention pond. Please note, detention is occurring in
the ditch/pond at peak 2 -year discharge and is less than 2 fps for last 770
N3---r feet r' tch due to pon; ji.ng 1 ,qte 22 elev atioln i-c 63.87; irlet -of
15 " RCP at end ditch is 60.00.
4. Design must also nonerosively pass the peak runoff rate from the 10-year storm.
Ditch liner was installed per NCDENR erosion control design guidelines -
see previously submitted calculations for ditch liner calculations
5. Length of swale shall beat least 100 feet per acre of drainage area.
Length of Swale has been derived at using impervious area as directed by
Mr. Steve Mitchell, the area to the north of the property is an existing
Town park and owned by the Town of Tarboro, it contains woods and
open grass areas. Other areas on the site are not disturbed but are merely
in the drainage basin. Per conversation with Steve Mitchell, I do not
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 7966• Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]

understand why I would have to treat runoff for 35% Nitrogen removal
from undisturbed soil/areas even on-site. See the impervious acre chart
attached for explanation at how drainage swale was determined. This
obviously would not work as a standard using entire drainage basin (off-
site + on-site) since some sites are very small, I could not put entire 33.16
acre drainage basin x100 feet per acre (3,316 LF of Swale) If I install this
much swale on this 27.7 acre tract site, I would not have enough room left
to develop the site to begin with.
See attached breakdown for further information on this item
6. A vegetation plan should be prepared in accordance with the recommendations
found in the Erosion and Sediment Control Planning and Design Manual.
Plan has been designed in accordance with erosion control manual and
submitted to NCDENR for approval at the same time this application was
sent. Joe Dupree with Land Quality reviewed and has commented,
approval is pending resolution of the Tar-Pam issue.
7. Swales should be stabilized within 14 days of swale construction.
Note added to plan saying same
I hope this information is helpful in this matter. Please review and call me if you have
any questions. I look forward to hearing from you.
Sincerely,
Appian Consulting Engineers, PA
Shaun Joyner
Cc file
attachments
sj.ryan.Cambridge tar parr response
BY--- ------- DATE.a2? C--' SUBJECT ------------------------
-----------------
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t aA t N t4 ?? 5A5 /r'J -rO 'FATZ -=7"A gL)tPEfz_
(7GAINIA619, AlZnqo nml 33.14? acres (l is - (I)
QC??v 10 0 5 Ac5 >zG5 = 12, 101
Ivr?G-9vtoUS w-re.c-s = Ca
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SHEET NO..________OF_ ti
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JOB NO.---------------------
?jX1Gj?? vrJ ! f? r"C-fZ,V 1.e v,g I-' CfLL?
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X 1010 -77),4 (.-'° 5w4.A's-
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Runoff Coefficient Computations
Project: Cambridge Commons
Date: 4/16/2002
By: GSJ
IOV
Basin Area-1 C-1 Area-2 C-2 Area-3 C-3 Acreage Area-Weighted
(ac) (ay (ac) Coefficient
la 1.88 0.20 0.64 0.95 0.00 0.00 2.52 0.39
lb 0.78 0.20 0.33 0.95 0.00 0.00 1.11 0.42
Ic 2.21 0.20 0.61 0.95 0.00 0.00 2.82 0.36
Ila 9.60 0.20 0.16 0.95 0.00 0.00 9.76 - 0.21
Ilb 0.98 0.20 0.94 0.95 0.00 0.00 1.92 - 0.57
Ilc 1.45 0.20 1.65 0.95 0.00 0.00 3.10 - 0.60
lid 3.90 0.20 0.12 0.95
<
r5) 0.00 0.00 4.02 - 0.22
Ile 432 .20 0.28 3
0.95 0.00 0.00 5.00 - 0.24
Ii 1.50 0.20 1.43 0.95 0.00 0.00 2.93 - 0.57
Ilg 1.75 0.20 0.43 0.95 0.00 0.00 2.18 - 0.35
II h 1.14 0.20 Q-_79 0.95 0.00 0.00 1.93 - 0.51
Ili 1.11 0.20 1.21 3, 0.95 0.00 0.00 2.32 - 0.59
Illa 0.48 0.20 0.12 0.95 0.00 0.00 0.60 0.35
Iva 0.54 0.20 0.09 0.95 0.00 0.00 0.63 0.31
Ivb 0.53 0.20 0.09 0.95 0.00 0.00 0.62 0.31
Ivc 0.17 0.20 0.13 0.95 0.00 0.00 0.30 0.53

sj.topsail.runoff coefficients Cambridge.xis
i?
t
Afe--, I ` ccw P, i 5,e, T>Kctse-. "r IYY\Pe"Ous "A A =? S.1 S lorc e.S
C o T l s L 1A S? rl" i utOUS Yi Yt Q= 3. ?C?G?
I-ro4r.) ?M?rurasS ACrts - '7.0I_Aalra-S
f . ,? ?, PL 2? -Fo Zy (em,+1 -ko- ac ralr
N c c o? -70\ L F- C f.,ss, (,,,e-& (-Z. L? Z ?- 3 iS(Q LF f?u)
100 LF pct IIMPmvooUS ACZ
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Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.army.mil/wetlands/Perm app.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at hllp://www.saw.usace.ariny.mil/wetlands/regtour.htm, or contact one of the field
offices listed on page 3 of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for General Certifications is not required, provided
that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet should
contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on page 4 of this application) prior to submittal of the application.
Page 1 of 13
Coastal Area Management Act (CAMA) Coordination - If the project occurs in any of North Carolina's
twenty coastal counties (listed on page 4) the applicant should contact the North Carolina Division of
Coastal Management (DCM). DCM will determine whether or not the project is within a designated
Area of Environmental Concern, in which case DCM will act as the lead permitting agency. In such
cases, DCM will require a CAMA Permit and will coordinate the 404/401 Permits.
The applicant may also choose to coordinate with the United States Fish and Wildlife Service to ensure
that the proposed project will have no impact upon any endangered or threatened species or critical
habitat as regulated by the Endangered Species Act, and the State Historic Preservation Office, North
Carolina Department of Cultural Resources to ensure that the proposed project will have no impact upon
any properties listed or eligible for listing on the National Register of Historic Places. Compliance with
these regulations is required to be eligible for any Department of the Army permit. The addresses for
both agencies are listed on page 3 of this application.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office. Upon receipt of an application, the
USACE will determine if the application is complete as soon as possible, not to exceed 30 days. This
PCN form is designed for the convenience of the applicant to address information needs for all USACE
Nationwide, Regional or General permits, as well as information required for State authorizations,
certifications, and coordination. Fully providing the information requested on this form will result in a
complete application for any of the USACE Nationwide, Regional or General permits. To review the
minimum amount of information that must be provided for a complete PCN for each USACE
Nationwide permit, see Condition 13, 65 Fed. Reg. 12893 (March 9, 2000), available at
http•//www saw usace.army.mil/wetlands/pwpfinalFedReg,pdf. Processing times vary by permit and
begin once the application has been determined to be complete. Please contact the appropriate
regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http:Hh2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 13
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Caldwell Haywood McDowell Swain
US Army Corps of Engineers Alleghany Catawba Henderson Mecklenburg Transylvania
151 Patton Avenue Ashe Cherokee Iredell Mitchell Union
Room 208 Avery Clay Jackson Polk Watauga
Asheville, NC 28801-5006 Buncombe Cleveland Lincoln Rowan Yancey
Telephone: [phone] Burke Gaston Macon Rutherford
Fax: [phone] Cabarrus Graham Madison Stanley
Raleigh Regulatory Field Office Alamance Franklin Nash Surry
US Army Corps Of Engineers Caswell Forsyth Northampton Vance
6508 Falls of the Neuse Road Chatham Granville Orange Wake
Suite 120 Davidson Guilford Person Warren
Raleigh, NC 27615 Davie Halifax Randolph Wilkes
Telephone: [phone] Durham Johnston Rockingham Wilson
Fax: [phone] Edgecombe Lee Stokes Yadkin
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
North Carolina State Agencies
Division of Water Quality Division of Water Quality State Historic Preservation Office
401 Wetlands Unit Wetlands Restoration Program Department Of Cultural Resources
1650 Mail Service Center 1619 Mail Service Center 4617 Mail Service Center
Raleigh, NC 27699-1650 Raleigh, NC 27699-1619 Raleigh, NC 27699-4617
Telephone: [phone] Telephone: [phone] Telephone: [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
US Fis
US Fish and Wildlife Service
Raleigh Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
Telephone: [phone]
h and Wildlife Service / National M
US Fish and Wildlife Service
Asheville Field Office
160 Zillicoa Street
Asheville, NC 28801
Telephone: [phone]
[arine Fisheries Service
National Marine Fisheries Service
Habitat Conservation Division
Pivers Island
Beaufort, NC 28516
Telephone: [phone]
Page 3 of 13
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
APPLICATION FORM BEGINS ON PAGE 5. PLEASE DO NOT SUBMIT PAGES 1 - 4.
Page 4 of 13
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit N Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: N/A
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: David Rose
Mailing Address: 2687 Old Bailff Highway
Nashville, NC 27856
Telephone Number: 252-459-7608 Fax Number:
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Appian Consulting Engineers, PA
Company Affiliation:
Mailing Address: PO Box 7966
Rocky Mount, NC 27803
Telephone Number: 252-972-7703 Fax Number: 252-972-7638
E-mail Address: shaun(a)appianengineers.com
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Cambridge Commons
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 4729-30-7866
4. Location
County: Edgecombe Nearest Town: Tarboro
Subdivision name (include phase/lot number): Cambridge Commons
Directions to site (include road numbers, landmarks, etc.):
The Property is located in Edgecombe County, North Carolina on SR 1346. The site is
approximately 450 feet east of the intersection of 64 Alternate and located on the north
side of SR 1346.
5. Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 27.7 Acres +/-
7. Nearest body of water (stream/river/sound/ocean/lake): Hendricks Creek
8. River Basin: Tar-Pamlico
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is an existing farm field with some woods.
Page 6 of 13
Indian Lake Park is located to the north, an existing subdivision is located to the west,
and existing church is located to the east, and farmland is located to the south.
10. Describe the overall project in detail, including the type of equipment to be used: The 0.03
acres of disturbance will be made from the installation of a single 15" drainage Pipe by
a backhoe, area to be backfilled to original grade, landscaped and seeded back to
original grade, existing creek bed is not to be disturbed as a result of this action.
11. Explain the purpose of the proposed work: To allow positive drainage of a relatively flat
27 acre tract of land.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
Page 7 of 13
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts:
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
especify)

Page 8 of 13
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.tonozone.com,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site:
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody

(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The site has constraints as to why we need to tie into the ditch. The site is relatively flat,
the contours vary from 2 to 3 feet on the entire site. It was not possible to drain the site
into the existing pond across the road due to the Town of Tarboro's minimum fall
Page 9 of 13
requirements. If the detention pond was to be located in this area, the existing pond would
have backed up into the dry detention pond, creating a wet retention pond which the Town
of Tarboro does not want.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Page 10 of 13
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Page 11 of 13
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 1050 3
2 700 1.5
Total 1750
*Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an additional 20 feet from
the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
N/A
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
The total impervious acreage is 7.01 ac. An extended drv detention pond will be used to
reduce sediment and nitrogen to protect surface waters and wetlands downstream from
this property.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Town of Tarboro Sewer System
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
Page 12 of 13
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
5-23-02
Applicant/Ag 's,*?nature Date
(Agent's signature is Y'alid only if an authorization letter from the applicant is provided.)
Page 13 of 13
_AQ1
401
02 0783

MAY 3 12OU
nF
L`

Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.army.mil/wetlands/Perm app htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at hM2://www.saw.usace.army.mil/wetlands/regtour.htm, or contact one of the field
offices listed on page 3 of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for General Certifications is not required, provided
that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet should
contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on page 4 of this application) prior to submittal of the application.
Page 1 of 13
Coastal Area Management Act (CAMA) Coordination - If the project occurs in any of North Carolina's
twenty coastal counties (listed on page 4) the applicant should contact the North Carolina Division of
Coastal Management (DCM). DCM will determine whether or not the project is within a designated
Area of Environmental Concern, in which case DCM will act as the lead permitting agency. In such
cases, DCM will require a CAMA Permit and will coordinate the 404/401 Permits.
The applicant may also choose to coordinate with the United States Fish and Wildlife Service to ensure
that the proposed project will have no impact upon any endangered or threatened species or critical
habitat as regulated by the Endangered Species Act, and the State Historic Preservation Office, North
Carolina Department of Cultural Resources to ensure that the proposed project will have no impact upon
any properties listed or eligible for listing on the National Register of Historic Places. Compliance with
these regulations is required to be eligible for any Department of the Army permit. The addresses for
both agencies are listed on page 3 of this application.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office. Upon receipt of an application, the
USACE will determine if the application is complete as soon as possible, not to exceed 30 days. This
PCN form is designed for the convenience of the applicant to address information needs for all USACE
Nationwide, Regional or General permits, as well as information required for State authorizations,
certifications, and coordination. Fully providing the information requested on this form will result in a
complete application for any of the USACE Nationwide, Regional or General permits. To review the
minimum amount of information that must be provided for a complete PCN for each USACE
Nationwide permit, see Condition 13, 65 Fed. Reg. 12893 (March 9, 2000), available at
hqp://www.saw.usace.army.mil/wetlands/nwpfinalFedReg,pdf. Processing times vary by permit and
begin once the application has been determined to be complete. Please contact the appropriate
regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://h2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 13
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Caldwell Haywood McDowell Swain
US Army Corps of Engineers Alleghany Catawba Henderson Mecklenburg Transylvania
151 Patton Avenue Ashe Cherokee Iredell Mitchell Union
Room 208 Avery Clay Jackson Polk Watauga
Asheville, NC 28801-5006 Buncombe Cleveland Lincoln Rowan Yancey
Telephone: [phone] Burke Gaston Macon Rutherford
Fax: [phone] Cabarrus Graham Madison Stanley
Raleigh Regulatory Field Office Alamance Franklin Nash Surry
US Army Corps Of Engineers Caswell Forsyth Northampton Vance
6508 Falls of the Neuse Road Chatham Granville Orange Wake
Suite 120 Davidson Guilford Person Warren
Raleigh, NC 27615 Davie Halifax Randolph Wilkes
Telephone: [phone] Durham Johnston Rockingham Wilson
Fax: [phone] Edgecombe Lee Stokes Yadkin
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
North Carolina State Agencies
Division of Water Quality Division of Water Quality State Historic Preservation Office
401 Wetlands Unit Wetlands Restoration Program Department Of Cultural Resources
1650 Mail Service Center 1619 Mail Service Center 4617 Mail Service Center
Raleigh, NC 27699-1650 Raleigh, NC 27699-1619 Raleigh, NC 27699-4617
Telephone: [phone] Telephone: [phone] Telephone: [phone]
Fax: [phone] Fax: [phone] Fax: [phone]
US Fis
US Fish and Wildlife Service
Raleigh Field Office
Post Office Box 33726
Raleigh, NC 27636-3726
Telephone: [phone]
h and Wildlife Service / National N
US Fish and Wildlife Service
Asheville Field Office
160 Zillicoa Street
Asheville, NC 28801
Telephone: [phone]
[arine Fisheries Service
National Marine Fisheries Service
Habitat Conservation Division
Pivers Island
Beaufort, NC 28516
Telephone: [phone]
Page 3 of 13
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
APPLICATION FORM BEGINS ON PAGE 5. PLEASE DO NOT SUBMIT PAGES 1- 4.
Page 4 of 13
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
kit any parncuiar item is not appncame to tors project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: N/A
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: David Rose
Mailing Address: 2687 Old Bailey Highway
Nashville, NC 27856
Telephone Number: 252-459-7608 Fax Number:
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: ADnian Consulting Engineers. PA
Company Affiliation:
Mailing Address: PO Box 7966
Rocky Mount, NC 27803
Telephone Number: 252-972-7703 Fax Number: 252-972-7638
E-mail Address: shaun(a,appianengineers.com
Page 5 of 13
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Cambridge Commons
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 4729-30-7866
4. Location
County: Edgecombe Nearest Town: Tarboro
Subdivision name (include phase/lot number): Cambridge Commons
Directions to site (include road numbers, landmarks, etc.):
The property is located in Edgecombe County, North Carolina on SR 1346. The site is
approximately 450 feet east of the intersection of 64 Alternate and located on the north
side of SR 1346.
Site coordinates, if available (UTM or Lat/Long):
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 27.7 Acres +/-
7. Nearest body of water (stream/river/sound/ocean/lake): Hendricks Creek
8. River Basin: Tar-Pamlico
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mgps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is an existing farm field with some woods.
Page 6 of 13
Indian Lake Park is located to the north, an existing subdivision is located to the west,
and existing church is located to the east, and farmland is located to the south
10. Describe the overall project in detail, including the type of equipment to be used: The 0.03
acres of disturbance will be made from the installation of a single 15" drainage pipe by
a backhoe, area to be backfilled to original grade, landscaped and seeded back to
original grade, existing creek bed is not to be disturbed as a result of this action
11. Explain the purpose of the proposed work: To allow positive drainage of a relatively flat
27 acre tract of land.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
Page 7 of 13
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts:
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Im act Perennial or
Intermittent?
(please seci )

Page 8 of 13
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usjzs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mgpguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site:
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The site has constraints as to why we need to tie into the ditch. The site is relatively flat.
the contours vary from 2 to 3 feet on the entire site. It was not possible to drain the site
into the existing pond across the road due to the Town of Tarboro's minimum fall
Page 9 of 13
requirements. If the detention pond was to be located in this area, the existing pond would
have backed up into the dry detention pond, creating a wet retention pond which the Town
of Tarboro does not want.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
hLtp://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Page 10 of 13
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):_
Amount of Non-riparian wetland mitigation requested (acres
Amount of Coastal wetland mitigation requested (acres):_
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes El No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Page 11 of 13
41
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 1050 3
2 700 1.5
Total 1750
*Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an additional 20 feet from
the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
A
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
The total impervious acreaL-e is 7.01 ac. An extended dry_ detention pond will be used to
reduce sediment and nitrogen to protect surface waters and wetlands downstream from
this property.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Town of Tarboro Sewer System
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes E] No
Is this an after-the-fact permit application?
Yes ? No
Page 12 of 13
6
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
G
5 -?3-02
Applicant/Akent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 13 of 13
,7uIn-2,5-02 10:55A
FAX TRANSMISSION
0
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL. & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
Post Office Box 7966
Rocky Mount, North Carolina 27804
[phone] Fax [phone]
Number of pages to follow including this page
DATE: i 17- 5-?
FAX NO.: 119 ) 133 '
WITH:
RE: (ilea CQMr?Ac
FROM:
COMMENTS:
S
Y 0 t MQ1 &W 4- i j+t*??Iar u • dit Nit
J.- - L _! l Ale ? t A40 ^eeAetL?
sisr- -con ?.? r t-ki- &&&k
P.O1
THANK YOU!
ACE 0-20
,Jun-25-02 10:55A P.02
AppiAn
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL 6 STRUCTURAL ENGINNERS
COMMEHENMVE ENVIRONMENTAL SERVICES
Tuesday, June 25, 2002
Mr. Todd St. John
DWQ - Wetlands Unit
Re: Cambridge Commons Phase I
Tar-Pam Buffer Items
Design Requirements as outlined in BMP Manual
Todd;
Below is a summary of the items listed in section 5.6 of the BMP manual
1. Longitudinal slope should be in the range of 2 to 4%. If slope along the flow path
exceeds 4%, then checkdams must be installed to reduce the effective slope to
below 4%.
Slope of Swale is 0.5%
2. Side slopes shall be no greater than 3:1 horizontal to vertical.
Side slopes have been specified as 3:1 except at location where it is too
restrictive between lots at back of Phase 11 (future) this section has been
shown as 2:1 on the left bank only due to width constraints length of 2:.1
slope on Lefi bank is 160' +/-, refer to plan for exact area.
3. Maximum runoff velocity should be 2 fps for the peak runoff of the 2-year storm.
See Site Calculations previously provided concerning 2 -year storm
calculations on the detention pond. Please note, detention is occurring in
the ditch/pond at peak 2 -year discharge and is less than 2 fps for last 770
linear feet of ditch due to ponding Note Q2 elevation is 63.87; inlet of
15 " RCP at end ditch is 60.00.
4. Design must also nonerosively pass the peak runoff rate from the 10-year storm.
Ditch liner was installed per NCDENR erosion control design guidelines -
see previously submitted calculations for ditch liner calculations
5. Length of swale shall be at least 100 feet per acre of drainage area.
Length of Swale has been derived at using impervious area as directed by
Mr. Steve Mitchell, the area to the north of the property is an existing
Town park and owned by the Town of Tarboro, it contains woods and
open grass areas. Other areas on the site are not disturbed but are merely
in the drainage basin. Per conversation with Steve Mitchell, l do not
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 7966• Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: admin0appianengineen.com
Jun-25-02 10:55A
understand why 1 would have to treat runoff for 35% Nitrogen removal
from undisturbed soiVareas even on-site. See the impervious acre chart
attached for explanation at how drainage swale was determined. This
obviously would not work as a standard using entire drainage basin (off-
site + on-site) since some sites are very small, 1 could not put entire 33.16
acre drainage basin x100 feet per acre (3,316 LF of swale) If I install this
much swale on this 27.7 acre tract site, 1 would not have enough room left
to develop the site to begin with.
See attached breakdown for further information on this item
6. A vegetation plan should be prepared in accordance with the recommendations
found in the Erosion and Sediment Control Planning and Design Manual.
Plan has been designed in accordance with erosion control manual and
submitted to NCDENR for approval at the same time this application was
sent. Joe Dupree with Land Quality reviewed and has commented,
approval is pending resolution of the Tar-Pam issue.
7. Swales should be stabilized within 14 days of swale construction.
Note added to plan saying same
I hope this information is helpful in this matter. Please review and call me if you have
any questions. I look forward to hearing from you.
Sincerely,
Appian Consulting Engineers, PA
dwil 11, ? -
Shaun Joyner
Cc file
attachments
P. 03
Sj.ryan.Cambridge tar pain response
.Jun-25-02 10:56A
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1
I
Runoff Coefficient Com utations

Project: Cambridge Commons
Date: 4/16/2002
By: GSJ
I
Basin Area-1 C-1 Area-2 C-2 Area-3 C-3 Acreage Area-Weighted
(CC) (ac) (ac) CoeMcient
la 1.88 0.20 0.64 0.95 0.00 0.00 2.52 0.39
lb 0.78 0.20 0.33 0.95 0.00 0.00 1.11 0.42
Ic 2.21 0.20 0.61 0.95 0.00 0.00 2.82 0.36
I I a 9.60 0.20 0.1 0.95 0.00 0.00 9.76 -- 0.21
Ilb 0.98 0.20 094 0.95 0.00 0.00 1.92 - 0.57
Ilc 1.45 0.20 1.65 0.95 0.00 0.00 3.10 - 0.60
Ild 3.90 0.20 0.12 ?0.95 0.00 0.00 4.02 - 0.22
Ile 4, U.29 0.2 <3.10.95 0.00 0.00 5.00 - 0.24
Of 1.50 0.20 1.43 0.95 0.00 0.00 2.93 - 0.57
Ilg 1.75 0.20 0.43 0.95 0.00 0.00 2.18 - 0.35
Ilh 1.14 0.20 Q-79 0.95 0.00 0.00 1.93 - 0.51
Ili 2.11 0.20 1.21 3 0.95 0.00 0.00 2.32 - 0.59
IIla 0.48 0.20 0.12 0.95 0.00 0.00 0.60 0.35
Iva 0.54 0.20 0.09 0.95 0.00 0.00 0.63 0.31
Ivb 0.53 0.20 0.09 0.95 0.00 0.00 0.62 0.31
Ivc 0.17 0.20 0.13 0.95 0.00 0.00 0.30 0.53

sj.topsail.runoff coefficients CambridgeAs

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1at biGIP ? _ Comp.; 5?
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P.05
MEMORANDUM

TO: John Dorney Regional Contact: Samar Bou- hazale
Non-Discharge Branch WQ Su,pervisor: Rex Gleason
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Shadow Oaks Phase II County Gaston
Project Number 02 0904 County2
Recvd From APP Region Mooresville
Received bate 6/10/02 Recvd By Region
Project Type Residential
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet "MI Type Type Impact Score Index Prim. Supp. Basin Req. Req.
14 Stream O Y O N F-ll-129-(15. wSV ? 30,836. F_ 299.00
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y OQ N Did you request more info? OQ Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant?0 Y 0 N
Is Mitigation required? DQ Y 0 N
Provided by Region: Latitude (ddmmss)
Longitude (ddmmss)
Comments:
The proposed construction for this residential subdivision will impact 299 feet of perenial stream (two
road crossings on the same stream). The stream is an unnnamed tributalyj (to South Fork Catawba
River) that is currentlydly because of the drought. There is also, an intermittent stream that will be
impacted at a proposed street named "Alignment #2 " per the plan. This impact is not included in the
permit application. It is recommended that the permit be approved provided that mitigation for the
299 feet of impact is submitted and approved by the Wetlands Group. Also, the application needs to
be amended to address the impact to the intermittent stream.
Recommendation: O lssue O Issue/Cond O Deny
cc: Regional Office
Central Office Page Number 1
VAUGHN & MELTON
Consulting Engineers
1318-F PATTON AVENUE
ASHEVILLE, NORTH CAROLINA 28806
[phone]
,?,, II FAX [phone] I
2321 3I vd. Su" k- ZSo
?elch IBC, 2.7`0`1 _ 22?d
WE ARE SENDING YOU I9 Attached
> ? Shop drawings
? Copy of letter

io//j /Dz 3ccv3 ?-,9,7
c oj), 5?- JoA ??
RE:
?NrO? N1o?0?por? P ???
? Under separate cover via the following items:
? Prints ?J Plans ? Samples ? Specifications
? Change order ?
COPIES DATE NO. DESCRIPTION
3 F?,?? ( Sfv MCA10 •? P 1?, P S anaO d ekq
owme/

t
OCT 4
THESE ARE TRANSMITTED as checked below:
L f2O
U'l
?or approval ? Appr ved as s Rejubmit copies for approval
? For your use ? Approved as noted ?'"" SECTfpN ? Submit copies for distribution

? As requested ? Returned for corrections ? Return corrected prints
? For review and comment ?
? FOR BIDS DUE 19 ? PRINTS RETURNED AFTER LOAN TO US
REMARKS
?Tr ?01/ , U Y v?S1", off ?,? cot"
y4 -erl s (e? /I -e ktlOW
i Gam, ? k?
Z?? z
'•OPY TO SIGNED:
a???an
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
841 S. Wesleyan Blvd.
P.O. Box 7966
Rocky Mount, North Carolina 27804-0966
Telephone [phone] / Fax #: [phone]
e-mail: [e-mail]
LETTER OF TRANSMITTAL
DATE 5- 21 - O 2 JOB NO.
TO: 4e,vC_ t
C`?Ch1

RE: GaM.? Y+1oJ\

GENTLEMEN
WE ARE SENDING YOU THE FOLLOWING ®® ????qq/p
?prints/Plans ? Estimates ? Contracts ? Spec tiQ
1?l
Permit Applications ? Change order ? Bid Proposal ?
THESE ARE TRANSMITTED as checked below:
? For approval ? Bid Tabulation Distribution ? Boundary Survey needed - see attached
? For your use ? Approved permits for your files/records ? Easement needed - see attached
? As requested ? For Review and Comment ? Topographical survey needed - see attached
? Forward to Appian your Performance Bond, Labor and Materials and Insurance Certificates
? For your signature, then return to Appian/
? For your processing with
? Permit Applications
? Appian Chk k
? Financial Responsibility form
? As discussed
? Plans ? Specifications
in the amount of $
COPIES DATE NO DESCRIPTION
d
REMARKS
COPY TO
Deliver to:
? Addressee Signature required.
No substitute signatures)
? Substitute Signature allowed
Received by:
Hand delivered by:
Date:
•*0 ti
f3l 931
Monday, April 29, 2002
Mr. Steve Mitchell
NCDENR
1628 Mail Service Center
Raleigh, NC 27699-1628
1144
Re: Cambridge Commons - Phase I
Tarboro NC
Steve:
N\
?nnn
o?m®
Anon
CONSULTING ENGINEERS, PA
CIVIL, MUNICPAL & STRUCTURAL ENGINNERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
Attached is a set of plans for the above referenced project. Also attached is the
documentation concerning the Tar-Pam buffers being non-existent on the 27+-acre tract
from you for reference.
I am now applying for an erosion control permit from NCDENR, and need to get your
approval for the point discharge at the adjacent Tar-Pam creek off the property, which are
in the process of obtaining easements for. Even though our site dues not contain any Tar-
Pam buffers, due to grade problems, the only way we could get the site to drain is to drain
to an existing ditch on the adjacent property. This off-site ditch shows up on the maps as
a Tar-Pam ditch. We need permission to tie-in to this ditch as shown. Please note even
though this is a point discharge we have combined 2 items for the 85% TSS removal.
These items are the grassed Swale, and the dry detention pond both of which equal 85%
together. There is approximately 80 CFS coming in to the 15" pipe (phase I and future
phase II combined), but our pipe will only release 9 CFS.
I have stopped the 15" outlet pipe another 100' short of the actual ditch to allow for
another 100' of grassed channel for filtering. As the plan shows Phase II will empty into
the detention pond also, but will not be built at this time.
Please review and call me if you have any questions.
Sincerely,
Ap ' C nsulting Engineers, PA
Shaun J ne
Cc file
Attachment
Sj.topsail.01073 Steve Mitchell Letter.
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 7966• Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]
Adr-24-02 09:07A
State of North. Carolina
Department of Environment
and Natural Resources
Raleigh Regional Office
Michael F. Easley, Governor
William G. Ross Jr., Secretary
October 17, 2001
Jay Keller
Appian Consulting lingineers
331 South White Street
Wale Forest. N.C. 27557
Subject:
Dear Mr. Keller:

NCXFO1 CJUROUNA E)F~TMENT
ENVIRONMENT AND NA URA - Rescm
Tar Pamlico River Basin Riparian Buffer Rules
David Rose Property at Cambridge
NBRRO 01-246
Edgeeombe County
The plat map and other information was provided to allow a determination to be made as to whether or
not the site would require compliance with the Tar Pamlico Buffer Rule. This specific project is
referenced by the Raleigh Regional Office as A'BRRO 01-246.
There is two features represented on the Edgecombe County Soils map and on the Tarboro USGS Qtzad
map. On September'28, I completed a site visit and determined that the features depicted on the maps is
not present on the ground as a stream and therefor not subject to the Tar Pamlico River Basin: Nutrient
Sensitive Waters Management Strategy; Protection and Maintenance of Existing Riparian Areas,
Administrative Code 1'15A:028.0259 (NCAC 0259)_
This letter addresses only the applicability of the Neuse Buffer Rules. For information relative to the
Wetlands 401/404 issues, please contact Mr. John Dorney at 919-733-1786. Thank you for your
attention to this malter and if this Office can be of any assistance or 11'you have additional questions,
please do not hesitate to contact us.
Sincerely, f
Steve Mitchell
Environmental Scientist
cc: RROiJohn Dorney
Land Quality
il:':nbrlet.for'.nE?r01 icambridg24G
1628 Mail Service Center, Raleigh, NC 27699-1628
An Equal Opportunity Affirmative Action Employer Telephone (91915 0 FAX 71 4718
50% recycled/10% pQSt-consum sumer paper
i
Introduction
Management of nonpoint source pollution is a stated goal of the 1987 Water Quality Act. An important
source of these pollutants is stormwater runoff from urban and developing areas. This runoff has the
potential to degrade water quality in all types of waters, including, among others, those classified as
water supply watersheds, shellfish areas and nutrient sensitive waters. The management of stormwater
runoff through nonstructural controls (e.g. low density developments) is the preferred method of reducing
pollution from urban areas.. In cases where low density is not feasible, engineered stormwater controls
are viable solutions to reducing pollution. However, proper design of these engineered solutions is
essential for adequate pollutant removal. In turn; dissemination of technical information to both engineers
and local officials on the design and maintenance of engineered solutions is equally important. Design
and review of stormwater best management practices (BMPs) as an engineered solution for stormwater
management are the subject of this Division of Water Quality (DWQ) document.
DWQ's approach to water quality management of stormwater in surface drinking water supply
watersheds, the twenty coastal counties and areas near High Quality Waters and Outstanding Resource
Waters is based first on minimizing impervious surfaces and, secondly, on treating stormwater runoff
from these surfaces. The rules contained within 15A NCAC 2H .1000 for wet detention basins provide
information on the appropriate volume of runoff to be controlled and the corresponding basin size and
configuration. North Carolina's Stormwater Management rules also allow for the construction of
alternative BMPs that meet the pollutant removal design standard of 85% removal of total suspended
solids (TSS). This document is meant to supplement the rules in the North Carolina Administrative Code
by explaining the stormwater BMPs that will be allowed, their design criteria, and their assumed TSS
removal. These guidelines are not meant to replace these rules. The stormwater BMPs that will be
reviewed and their assumed TSS removal efficiencies, if designed according to the following
specifications, are:
BMP Assumed TSS Removal
Wet Detention Basins 85%
Extended Detention Wetlands 85%
Pocket Wetlands 35%
Sand Filters 85%
Bioretention Area 85%
Grassed Swales 35%
$59o TOTAL--
/
1
Extended Dry Detention
?
50
7,,
Filter Strips 25%-40%
Infiltration Devices 85%
The BMPs can be used alone or in combination to achieve the required pollutant removal of 85% TSS.
As experience grows in the use and effectiveness of the devices, other BMPs or other specifications may
be allowed. DWQ will continue to review and modify both the design and the removal efficiencies and
will modify them as needed. Innovative and/or proprietary BMPs may be approved on a case-by-case
basis. '
O?0 W A TF9QG
O c'
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Gregory J. Thorpe, Ph.D., Acting Director
Division of Water Quality
May 29, 2002
DWQ Project No. 020783
Edgecombe County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Appian Consulting Engineers, PA
Attn: Mr. Shaun Joyner
841 South Wesleyan Blvd.
Rocky Mount, NC 27803
Subject Properties: Cambridge Commons - Phase 1, Tarboro, NC
REQUEST FOR MORE INFORMATION
Dear Mr. Joyner:
On May 1, 2002, the Division of Water Quality (DWQ) received your request to impact the protected riparian buffers
to construct a stormwater discharge through the protected riparian. buffers. The DWQ has determined that the proposed
project will require written authorization for impacts to riparian buffers protected under the Tar-Pamlico Buffer Rules (15A
NCAC 26 .0259). In order to issue this authorization the DWQ must ensure that your project meets the no practical
alternatives determination required under these rules. The DWQ is preparing to approve the proposed activity, however
insufficient evidence is present in our files to conclude that your proposed stormwater management facility will meet the
design requirements for grassed swales as required under the DWQ Stormwater Best Management Practices document.
The grassed swales must meet these design requirements to be considered stormwater management facilities that control
nitrogen and attenuate flow. Therefore, unless we receive the additional information requested below, we will have to
move toward denial of your authorization certificate as required by 15A NCAC 2B.0259(8) and will place this project on
hold as incomplete until we receive this additional information. Please provide the following information so that we may
continue to review.your project.
1. Length of the grased swale prior to entering the buffers.
2. Total off-site and on-site drainage area to each outlet.
3. Slope of the grassed swale.
4. Maximum velocity of the Q10 in the grassed swale.
Please respond within three weeks of the date of this letter by sending this information to me and to Mr. Steve
Mitchell of the DWQ Raleigh Regional Office. If we do not hear from you in three weeks, we will assume that you no
longer want to pursue this project and we will consider the project as withdrawn. This letter only addresses the application
review and does not authorize any impacts to wetlands, waters or protected buffers. Please be aware any impacts
requested within your application are not authorized (at this time) by the DWQ. Please call Mr. Todd St. John, PE of this
office at [phone] or Mr. Bob Zarzecki at (919; 733-9726 if you have any questions regarding this matter.
Sincerely,
cc: Steve Mitchell, DWQ Raleigh Regional Office
File Copy
Central Files
e tnds Unit
IV
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), httpJRi2o.enr.state.nc.us/ncwetlands/
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
July 22, 2002
Memorandum To
From:
Subject:
File
Todd St. John
Cambridge Com Ions
Edgecombe County
DWQ# 020783
I have reviewed the stormwater plan for this subdivision. Due to elevation issues the applicant
could not provide diffuse flow through the buffers. As such, they will provide a wetland for nitrogen
removal. I recommend that we approve the plans dated July 11, 2002. Bob has also reviewed the
plans and finds the concept acceptable.
i
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlandsl
?nnnr
o®o®
Wednesday, July 10, 2002
Mr. Todd St. John
DWQ Wetlands Unit
Re: Cambridge Commons S/D
Extended Detention Wetland
Final Submittal
A??ian
CONSULTING ENGINEERS, PA
CIVIL, MUNICPAL & STRUCTURAL ENGINNERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
4sa..;1
'AWETU
Todd;
Attached is 1 copy of the revised detention area to now show the extended detention
wetland as you and I have discussed on Monday along with the calculations showing the
same. As you are aware this approval combined with Land Quality's approval will
complete the permitting of this project and allow us to begin work. I have the revised
erosion control plan, which now shows the extended detention wetland and associated
items, and have sent it to Land Quality, Mr. Joe Dupree, he is pending his approval on
yours.
Your timely review will be appreciated so as we may begin grading operations as soon as
possible, as the owner has the contractor on-site ready to begin. Please call me as soon as
possible if you have any questions or if you need any additional information.
I look forward to hearing from you.
Sincerely,
Appian Consulting Engineers, PA
Shaun Joyne
Cc file
Attachments
Sj.ryan.todd Cambridge letter approval.doc
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 7966• Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]

WETLAND DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
Cambridge Commons Subdivision
Industrial Parkway, Tarboro, NC
The wetland detention basin system is defined as the wetland detention basin, pretreatment including forebays
and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wetland detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wetland detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed
of in an appropriate manner and shall be handled in a manner that will not adversely impact water quality
(i.e. stockpiling near a wetland detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.
When the permanent pool depth reads 1.50 feet in the forebay and micro-pool, the sediment shall
be removed.
BASIN DIAGRAM
Permanent Pool Elevation 61.00
Sediment moval El. 59.50 7/oo --
-----Sediment Removal Elevation 59.50 75%
Bottom E vation 59.00 1 A,
FOREBAY
Page 1 of 2
MAIN POND/MICROPOOL
- A
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
Wetland planting densities in the marsh areas should be maintained by replanting bare areas as needed.
Wetland plants should be encouraged to grow in the marsh areas.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wetland detention basin system shall be maintained in good working order.
8. Rip rap outlet structure at outlet of 15" RCP that provides diffuse flow shall be maintained every six
months. All accumulated sediment and debris shall be removed from the structure, and a level elevation
shall be maintained across the entire flow spreading structure. Any down gradient erosion must be
repaired and/or replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: David Rose
Title: Property Owner
Address: 2687 Old Bailey Highway. Nashville NC 27856
Phone: 252:1-7608
Signature:
-?-K(? .
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, 1,i m N e.oar r -,a Notary Public for the State of C o Y o l i n a.,
County of y. o0.sk, , do hereby certify that --n a te. L. Vz cse,
personally appeared before me this 10 day of rQ ,and acknowledge the due
execution of the forgoing wetland detention basin maintenance requirements. Witness my hand and official
seal,
s - " OFFICIAL SEAL "
E a Notary Public, North Carolina
: County of Nash
Kim Hearn
Corrxru aon E 'es
SEAL
My commission expires ?-I , 4 ? ota
Page 2 of 2

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