20071841 Ver 2_More Info Received_20080709

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STORMWATER MANAGEMENT PLAN
for the
toe
T?91?ry
NORTH GENERAL AVIATION DEVELOPMENT
JULY 2008
WKD #70272.00.CL
Asheville Regional Airport
Asheville, North Carolina
Prepared by
W. K. Dickson & Co., Inc.
616 Colonnade Drive
Charlotte, North Carolina 28205
704/334-5348
11
' TABLE OF CONTENTS
Correspondence
BMP Removal Efficiency
' BMP Supplement Forms
Required Items Checklist
APPENDIX A: Calculations
1 Storm Sewer Design Calculations
NOAA Rainfall Data
Tc and C Calculations
Flowmaster - Grassed Swale & Channel Calculations
' Flowmaster - Pipe Calculations
Hydroflow -Pond Reports
APPENDIX B: Stormwater Management Plans
' 8.5x I I Plan Set
DWQ Required Plans - 24x36 Plan Set
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' WP??KaUA?R®?,!!GN
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' community infrastructure consultants
July 8, 2008
' Mrs. Cyndi Karoly
401 Permitting Unit
1650 Mail Service Center
' Raleigh, NC 27699-1650
Subject Property: Asheville Regional Airport Expansion
DWQ Project # 07-1841 - Ver. 2
Buncombe County
RE: Request for more information
' Ms. Karoly;
' Please find attached, the Stormwater Management Plan (SMP), calculations, and supplemental forms, as
requested in your letter dated June 16, 2008, for the Asheville Regional Airport 404/401 Certification. (Five
(5) Copies)
As you are aware, the Asheville Regional Airport is located near the Buncombe/Henderson County line
approximately 10 miles south of Asheville on State Highway 280 just west of Interstate 26. This airport
' serves the commercial aviation needs of Asheville and much of western North Carolina and the general
aviation needs of Asheville and the surrounding Buncombe and Henderson County areas. The North
General Aviation Development Area will provide both airside and landside facilities, including aprons,
' taxiways, hangars, offices, and parking areas for corporate and general aviation.
BMPs have been proposed in compliance with the NCDWQ regulations. Although challenging, TSS
removal of nearly 85% was achieved through a series of BMPs that were compatible with use on the
' Asheville Regional Airport site. These measures included filter strips, grass swales, level spreaders and dry
detention basins. Due to the fact that the location of the development area is on an airport and safety
concerns regarding bird strikes, BMPs that could be a potential habitat for birds or other wildlife were not
' implemented in the SMP.
' BMP Removal Rate
Filter Strip 25%
Grass Swale 35%
Dry Detention Basin 50%
Grass Swale 35%
TSS Removed by BMP Total Removal
25% 25%
26.3% 51.3%
24.4% 75.7%
8.5% 84.2%
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The Asheville Regional Airport does have a maintenance program that includes sweeping of the pavement
facilities. Although this BMP is not included as part of the TSS removal calculations it is a valuable practice
' in the removal of sediments before they enter the stormwater system.
If there are any questions that you may have during your review of the enclosed documents, please do not
' hesitate to contact me, I am available to make any clarifications that are necessary to facilitate a complete
application and favorable outcome.
' Regards,
' W.K. Dicskon & Co., Inc.
' ary R. outh i I I er, PE
Aviation Program Manager
' cc. DWQ Asheville Regional Office - Kevin Barnett
USACE Asheville Regulatory Field Office - Loretta Beckwith
David Edwards, AAE -Asheville Regional Airport
t Kevin Howell, CM -Asheville Regional Airport
Craig Wyant - CWS

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rDICKSON
community infrastructure consultants
SHEET NO. OF
i JOB NAME No Y COMPUTED BY DATE
CLIENT/ CHECKED BY DATE
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NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
PROJECT.INFD
Project name Asheville Regional Airport -North GA Development Area
Contact name Gary R Southillier, P.E.
Phone number 704.334-5348
Date July 1, 2008
Drainage area number Drainage Area 1 (flows into grassed swale 1)
If. DESIGN 11FOfRiillATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area 47,916.00 ft2
Impervious surface area 47;916,00 ftz
Percent impervious 100.00 %
Rational C coefficient 0.95
Peak flow from the 1 in/hr storm 1.05 cfs
Time of concentration 5.86 min
Rainfall intensity, 10-yr storm 6.72 in/hr
Peak flow from the 10-yr storm 7.02 cfs
' Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N - (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify) Designed for pollutant removal credit.
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 50.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 50.00 ft
' Elevation at downslope base of level lip 2,143.21 fmsl
Elevation at top of bank of the receiving water 2,140.71 fmsl
Slope (from level lip to to top of bank) 5.00 % OK
' Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 96.00 sq ft OK
Feet of level lip needed per cfs 13 fucfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? Y (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 7.02 cfs
Is a bypass device provided? N (Y or N) A' bypass device is not needed.

Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
Y
Peak velocity in the channel during the 10-yr storm
Channel lining material
Do not complete this section of the worksheet
? W M?

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-
Y I

------------
?

------------

--
M M
-- - ------
---- M
B
92.00 ft Level spreader length OK.
N (Y or N)
(Y or N) Do not complete this section of the worksheet.
(Y or N) Do not complete this section of the worksheet.
Do not complete this section of tine worksheet.
ft Dc riot complete this section of the worksheet,
ft Do not complete this section of file Wo.riisheef.
ft Do not complete this section of the worksheet.
ft Do nct complete this section of the worksheet.
cfs Dc not complete this section of the worksheet.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev 5 Parts I. and II. Design Summary, page 2 of 2
I Permit Number
(to be provided by DWQ)
?oF w ?, rE,?a
AM*?RAA
NCDENR `
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
' GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted
The Required Items Checklist (Part lll) must also be filled out, printed and submitted along with all of the required information.
1. PROJECT7NPORMA-Ffit?H ? ? ,r , :? : w '-P: _
Project name Asheville Regional Airport - North GA Development Area
' Contact name Gary R. Bouthillier, RE.
Phone number 704-334-5348
Date July 1, 2008
' Drainage area number Grass Swale # 1 in Drainage Area 2
It. DESIGN INFORMATION
Site Characteristics
Drainage area 252,648.00 ft2
Impervious area 87,120.00 ft2
Percent impervious 34.5% %
' Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 9.84 in
' 10-yr storm intensity 4.19 in/hr
Post-development 10-yr storm peak flow 11.46 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible)
' Clay mix (erosion resistant) X
Grass Type (enter 'Y' below)
Bermuda
' Tall fescue
Bahiagrass
Kentucky bluegrass X
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
Maximum velocity
Side slopes :1
Swale length ft
' Option 2: Conveyance Swale. Seeking Pollutant Credit: Y (Y or N)
Maximum velocity for 10-yr storm 0.99 ft/sec OK
Side slopes 5.00 :1 OK
' Swale length 296.00 ft OK
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Form SW401-Grassed Swale-Rev.3 Parts I and 11 Project Design Summary, Page 1 of 2
Permit Number.
' (to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
' Trapezoidal X
Parabolic
V-shaped
Width of the bottom of the swale 10.00 ft
Width of the top of the swale 18.22 ft
Additional Inlormation
Is the swale sized for all runoff from ultimate build-out? YES (Y or N) OK
Is the BMP located in a proposed drainage easement with a YES (Y or N) OK
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT? 50.09 ft OK
What is the ground level elevation? 2,150.00 fmsl
What is the elevation of the bottom of the swale? 2,139.09 fmsl

t What is the SHWT elevation? 2,089.00 fmsl
What is the longitudinal slope of the swale? 0.10% OK
What is the depth of freeboard? 0.50 ft OK
'

Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 2 of 2
Al"tI ? o -c
' NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
' DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
p,
PROJECT 1NF60A1ION- = v? .. ,._
Project name Asheville Regional .Airport - North GA Development Area
' Contact name Gary R. Bouthillier, P.E.
Phone number 704-334-5348
Date July t, 2008`
Drainage area number Drainage Area 3 (flows into grassed swale 2)
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
' Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area 102,366.00 f?
Impervious surface area 102,366.00 ft2
Percent impervious 100.00 %
' Rational C coefficient ' 0.95
Peak flow from the 1 in/hr storm 2.23 cfs
Time of concentration 7.54 min
' Rainfall intensity, 1 0-yr storm 6,25 in/hr
Peak flow from the 10-yr storm 13.95 cfs
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
' To a filter strip or riparian buffer? Y (Y or N) Please complete filter str p characterization below.
Other (specify) Designed for pollutant removal credit.
Filter Strip or Riparian Buffer Characterization (if applicable)
' Width of grass -50.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
' Total width 50.00 ft
Elevation at downslope base of level lip 2,143.00 fmsl
Elevation at top of bank of the receiving water 2,139.00 fmsl
Slope (from level lip to to top of bank) 8.00 %
' Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 205.00 sq ft OK
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? IN (Y or N)
Length based on the BMP discharge rate? IN (Y or N)
Design flow 2.23 cfs
' Is a bypass device provided? Y (Y or N) OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
Bypass Channel Pesign (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
130.00 ft Level sureader length. OK.
N (Y or N)
N (Y or N)
Y (Y or N)
3.00 ft
3.00 ft
5.78 ft
0.46 ft
6.42 cfs
Gravel Rip Rap
y
?---- -----
M
M
B

Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
I Permit Number:
(to be provided by DWQ)
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NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted
The Required Items Checklist (Part Ill) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION

' Project name
Contact name Asheville Regional Airport - North GA Development Area
Gary R. Bouthillier, P.E.
Phone number 704-334-5348
Date July 1, 2008
Drainage area number Grass Swale # 2 in Drainage Area 4
1l. DESIGN INFORMATION
Site Characteristics
Drainage area 511,830.00 ft2
Impervious area 217,364.40 ft2
Percent impervious 42.5% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 8.64 in
' 10-yr storm intensity 3.69 in/hr
Post-development 10-yr storm peak flow 23.00 ft3/sec
Velocity
' Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible)
Clay mix (erosion resistant) X
Grass Type (enter "x" below)
Bermuda
' Tall fescue
Bahiagrass
Kentucky bluegrass X

' Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
' Maximum velocity
Side slopes :1
Swale length ft
Option 2: Conveyance Swale Seeking Pollutant Credit: Y (Y or N)
Maximum velocity for 10-yr storm 1.00 ft/sec OK
Side slopes 5.00 :1 OK
Swale length 358.00 ft OK

1
Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 1 of 2
Swale Characteristics
' Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
' Width of the bottom of the swale
Width of the top of the swale
Additional Information
' Is the swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
' What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the swale?
What is the SHWT elevation?
' What is the longitudinal slope of the swale?
What is the depth of freeboard?

17,

1

X
28.00 ft
1.924 ft
YES (Y or N) OK
YES (Y or N) OK
48.48 ft OK
2,140.00 fmsl
2,137.48 fmsl
2,089.00 fmsl
0.10% OK
0.50 ft OK
Permit Number:
(to be provided by DWQ)
Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 2 of 2
t Permit Number:
(to be provided by DWQ)
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rij P
HCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted
' The Required Items Checklist (Part ill) must also be filled out, printed and submitted along with all of the required information.
1. PROJECT INFORMATION
Project name Asheville Regional Airport - North GA Development Area
' Contact name Gary R. Bouthillier, P.E.
Phone number 704334-5348
Date July 1, 2008
' Drainage area number Grass Swale # 3 in Drainage Area 6
IL ,,DESIGN INF MATION
Site Characteristics
' Drainage area 616,374.00 ftz
Impervious area 231,739.20 ftz
Percent impervious 37.6% %
' Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 8.76 in
' 10-yr storm intensity 3.03 _'- in/hr
Post-development 10-yr storm peak flow 21.21 ft3/sec
Velocity
' Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible)
' Clay mix (erosion resistant) X
Grass Type (enter 'Y' below)
Bermuda
' Tall fescue
Bahiagrass
Kentucky bluegrass X

' Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
' Maximum velocity
Side slopes 1
Swale length ft
' Option 2: Conveyance Swale Seeking Pollutant Credit: Y (Y or N)
Maximum velocity for 10-yr storm 1.00 ft/sec OK
Side slopes 5.00 :1 OK
' Swale length 396.00 ft OK
L

Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 1 of 2
I Permit Number.
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
' Trapezoidal X
Parabolic
' V-shaped
Width of the bottom of the swale
28.00 ft
Width of the top of the swale 35.33 ft
Additional Inlormalicin
Is the swale sized for all runoff from ultimate build-out?
YES (Y or N)
OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? YES (Y or N) OK
' What is the distance from the bottom of the swale to the SHWT? 48.08 ft OK
What is the ground level elevation? 2,140.00 fmsl
What is the elevation of the bottom of the swale? 2,137.08 fmsl

' What is the SHWT elevation? 2,089.00 fmsl
What is the longitudinal slope of the swale? 0.10% OK
What is the depth of freeboard? 0.50 ft OK
C

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I

Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 2 of 2

O?OF W A TFj?4G

NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
?1. PROJECT INFORMATION

' Project name
Contact name Asheville Regional Airport -North GA Development Area
Gary R. Bouthillier P.E.
Phone number 704-334-5348
Date July t, 2008
' Drainage area number Drainage Area 5 (flows into grassed swale 4)
1. DESIGN INFORMATION

' For Level Spreaders Receiving Flow From a
Type of BMP BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area 213,879.60 ft
Impervious surface area 213;879:60 ft2
Percent impervious 100.00 %
' Rational C coefficient 0.95
Peak flow from the 1 in/hr storm 4.66 cfs
Time of concentration 7.07 min
Rainfall intensity, 10-yr storm 6.38 in/hr
' Peak flow from the 10-yr storm 29.76 cfs
' Where Does the Level Spreader Discharge ?
To a grassed bioretention cell?
N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
' Other (specify) Designed for pollutant removal credit.
' Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
50.00
It
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 '- ft
Total width 50,00 ft
' Elevation at downslope base of level lip 2,143.00 fmsl
Elevation at top of bank of the receiving water 2,139.00 fmsl
Slope (from level lip to to top of bank) 8.00 %
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 428.00 sq It OK
' Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
' Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 4.66 cfs
Is a bypass device provided? Y (Y or N) OK
'
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
130.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
3.00 ft
8.00 ft
10.77 ft
0.46 ft
-6.87 cfs
Gravel Rip Rap
•
W •

1 - Y
1
--- ----- - --------------
M

M --------- ----
- B
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I and II. Design Summary, page 2 of 2
Permit Number
(to be provided by DWQ)
?©F W ATER

WDENR C? Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
' The Required Items Check list (Part III) must also be filled out, printed and submitted along with all of the required information.
!. PROJECT iNFORMATtON'
Project name Asheville Regional Airport- North GA Development Area
' Contact name Gary R. Bouthillier,P.E.
Phone number 704-334-5348
Date July 1, 2008
Drainage area number Grass Swale # 4 in Drainage Area 7
II. DESIGN` 10ORMATIOH
Site Characteristics
' Drainage area 243,064.80 ft2
Impervious area 213,879.60 ft2
Percent impervious 88.0% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 8.76 in
' 10-yr storm intensity 5.04 in/hr
Post-development 10-yr storm peak flow 23.49 ft3/sec
' Velocity
Maximum
Soil
' S
C
Gra
B
T
B
K
G
Swale ty
Option
' Max
Side
Swa
Option
Max
Side
' Swa
non-erosive velocity (peak 10-year storm) 5.50 ft/sec
characteristics (enter 'Y' below)
and/silt (easily erodible)
lay mix (erosion resistant)
X
ss Type (enter 'Y' below)
ermuda
all fescue
ahiagrass
entucky bluegrass - X
rass-legume mixture
pe: Fill out one of the options below:
1: Curb Outlet Swale: N (Y or N)
imum velocity
slopes :1
le length ft
2: Conveyance Swale, Seeking Pollutant Credit: Y (Y or N)
imum velocity for 10-yr storm 1.00 ft/sec OK
slopes 5.00 :1 OK
le length 275.00 ft OK
1
1
Form SW401-Grassed Swale-Rev.3 Parts I and 11. Project Design Summary, Page 1 of 2
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the swale
Width of the top of the swale
Additional Information
Is the swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the swale?
' What is the SHWT elevation?
What is the longitudinal slope of the swale?
What is the depth of freeboard?

1

1
1

1
1
1
1
1
Form SW401-Grassed Swale-Rev.3
X
28.00 ft
35.33 ft
YES (Y or N) OK
YES (Y or N) OK
48.67 ft OK
2,150.00 fmsl
2,137.67 fmsl
2,089.00 fmsl
0.10% OK
0.50 ft OK
Permit Number.
(to be provided by DWQ)
Parts I and II. Project Design Summary, Page 2 of 2
1

1
1
1
1

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1

1
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LJ
Permit No.
(to be provided by DWQ)
AC*A \O?QF W ATE9OG
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
HCDENR Y
401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
Project name Asheville Regional Airport - North GA Development Area
Contact person Gary R. Bouthillier, P.E.
Phone number 704-334-5348
Date 711/2008
Drainage area number Drainage Area 1+2+3+4+5+6+7
• s rt'e'-. i nl ... ? ,4.
Site Characteristics
Drainage area 859,438.80 ft
Impervious area 470,927.16 ftz
% Impervious 0.55
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1 -yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak control
Storage Volume: Non-SR Waters
Design volume
Sediment storage volume provided
Storage Volume: SR Waters
1-yr, 24-hr rainfall depth
Pre-development 1-yr, 24-hr runoff volume
Post-development 1-yr, 24-hr runoff volume
Basin Design Parameters
Drawdown time
SHWT elevation
Basin bottom elevation
Storage elevation
Basin side slopes
Top elevation
Freeboard provided
Basin Bottom Dimensions
Basin length
Basin width
Length to width ratio
Additional Information
Total runoff volume captured by basin
Forebay provided
Is basin in a recorded drainage easement?
Does basin capture all runoff at ultimate build-out?
Is a sediment depth indicator included?
Does the basin include a drain?
2.89 in
0.34 (unitless)
0.60 (unitless)
0.12 in/hr
0.46 ft3/sec
1.42 ft3/sec
0.96 ft3/sec
63,000.00 ft3
26,647.00 ft3 OK
in
ft3
ft3
2.00 days
2089.00 fmsl
2132.00 fmsl
2137.00 fmsl
3.0 :1
2140.00 fmsl
3.00 ft
150.00 ft
60.00 ft
2.50 ' :1
19.73 ' ac-in
y (Y or N)
Y (Y or N)
Y (Y or N)
Y (Y or N)
Y (Y or N)
OK
OK
OK
OK
OK
OK
Forebay is required
OK
OK
OK
OK
I Form SW401-Dry Extended Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 1 of 1
' Permit Number:
(to be provided by DWQ)
of W ?+ rFR
tI 0
1 NCDENR Y
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must also be filled out, printed and submitted along with all of the required information.
1. 'PROJECT INFORMATItIt
Project name Asheville Regional Airport - North GA Development Area
Contact name Gary R. Bouthillier, P.E.
Phone number 704-334-5348
Date July 1, 2008
Drainage area number Grass Swale #b
ll. DES1G11i
MATION
Site Characteristics
Drainage area 859,438.80 ft2
Impervious area 445,618.80 ft2
Percent impervious 51.8% %
' Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 10.08 in
' 10-yr storm intensity in/hr
Post-development 10-yr storm peak flow 11.90 ft3/sec
1 Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible)
' Clay mix (erosion resistant) X
Grass Type (enter 'x' below)
Bermuda
Tall fescue
Bahiagrass
Kentucky bluegrass X
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
' Maximum velocity
Side slopes :1
Swale length ft
Option 2: Conveyance Swale, Seeking Pollutant Credit: Y (Y or N)
Maximum velocity for 10-yr storm 1.00 fUsec OK
Side slopes
Swale length 5.00
150.00 :1 OK
ft OK

1
1
1
Form SW401-Grassed Swale-Rev.3 Parts I and 11. Project Design Summary, Page 1 of 2
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the swale
Width of the top of the swale
Additional Information
is the swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the swale?
' What is the SHWT elevation?
What is the longitudinal slope of the swale?
What is the depth of freeboard?
1
1
1
1
1
1

1
1
u
1
I
Form SW401-Grassed Swale-Rev.3
x
10.00 ft
18.39 ft
YES (Y or N) OK
YES (Y or N) OK
33.00 ft OK
2,122.00 fmsl
2,122,00 fmsl
2,089.00 fmsl
0.10% OK
0.50 ft OK
Permit Number.
(to be provided by DWQ)
Parts I and II. Project Design Summary, Page 2 of 2
' o? wArg9
??i= > ?L.Jt4J\?Qy
NCDENR n
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
1

1
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
I. PROJECflN *V0N
Project name Asheville Regional Airport - North GA Development Area
Contact name Gary R. Bouthillier, P.E.
Phone number 704-334.5348
Date July 1, 2008
Drainage area number Drainage Area 8 (flows into grassed swale 6)
II. DESIGN WLF,0RIMATIQ -
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
' Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
' Rainfall intensity, 10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
' To a filter strip or riparian buffer?
Other (specify)
1

1

r?
1
Filter Strip or Riparian Buffer Characterization (if applicable)
371,566.80 ft2
309,711.60 ft2
83.35 %
0.75
6.40 cfs
8.84 min
5.89 in/hr
. 37.68 cfs
N (Y or N)
N (Y or N)
N (Y or N)
Y (Y or N) Please comDlete filter strip characterization below.
Designed for pollutant removal credit.
Width of grass 50.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 50.00 ft
Elevation at downslope base of level lip 2,137.18 fmsl
Elevation at top of bank of the receiving water 2,134.68 fmsl
Slope (from level lip to to top of bank) 5.00 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area 620.00 sq ft OK
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? Y (Y or N)
Length based on the 10-yr storm? N (Y or N)
Length based on the BMP discharge rate? IN (Y or N)
Design flow 6.40 cfs
Is a bypass device provided? Y (Y or N) OK
I Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
•
130.00 ft Level spreader lerigtll OK.
N (Y or N)
N (Y or N)
Y (Y or N)
8.00 ft
11.62 ft
0.60 ft
6.36 cfs
Gravel Rip Rap
i---- ------- Y

M

Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5
•

M
Parts I. and II. Design Summary, page 2 of 2
I Permit Number:
(to be provided by DWQ)
O?O? W A TE.haG
PIMA AV'VA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted
The Required Items Checklist (Part lll) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFO MATlf1

' Project name
Contact name Asheville Regional Airport -North GA Development Area
Gary R. Bouthillier, P.E.
Phone number 704-334-5348
Date July 1, 2008
' Drainage area number Grass Swale # 6
II. DESIGN INFORMATION
Site Characteristics
' Drainage area 466,963.20 ft2
Impervious area 321 037.20 ft2
Percent impervious 68.8% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 8.28 in
' 10-yr storm intensity 4.32 in/hr
Post-development 10-yr storm peak flow 29.90 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible)
Clay mix (erosion resistant) X
Grass Type (enter 'Y' below)
Bermuda
' Tall fescue
Bahiagrass
Kentucky bluegrass X
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
' Maximum velocity
Side slopes :1
Swale length ft
' Option 2: Conveyance Swale, Seeking Pollutant Credit: Y (Y or N)
Maximum velocity for 10-yr storm 1.00 f/sec OK
Side slopes 5.00 :1 OK
Swale length 267.00 ft OK

Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 1 of 2
Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below!
Trapezoidal
Parabolic
' V-shaped
Width of the bottom of the swale
Width of the top of the swale
' Additional Information
Is the swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the swale?
What is the SHWT elevation?
' What is the longitudinal slope of the swale?
What is the depth of freeboard?
D
11
F

u

Form SW401-Grassed Swale-Rev.3
44.00 ft
50.90 ft
YES (Y or N) OK
YES (Y or N) OK
44.38 ft OK
2,128.00 fmsl
2,133.38 fmsl
2,089.00 fmsl
0.10% OK
0.50 ft OK
Permit Number:
(to be provided by DWQ)
Parts I and II. Project Design Summary, Page 2 of 2

?A O'?WArFgpG NCDENR 7
T
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT

I

1
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
IF PROJECT INFORMATION
Project name Asheville Regional Airport - North GA L)evelopment Area
Contact name Gary R Bouthiltier, P.E.
Phone number 704-334-5348
Date July 1, 2008
Drainage area number Drainage Area 10 (flows into grassed swale 7)
II. DESIGN INFORMAL' N
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area 83,199.60 ft
Impervious surface area 54,885 60_ ft2
Percent impervious 65.97 %
Rational C coefficient 0.63
Peak flow from the 1 in/hr storm 1.20 cfs
Time of concentration 7.09 min
Rainfall intensity, 10-yr storm 6.38 in/hr
Peak flow from the 10-yr storm 7.68 cfs
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? N (Y or N)
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below.
Other (specify) Designed for pollutant removal credit.
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
50.00 ft
0.00 ft
0.00 ft
50.00 ft
2,122.00 fmsl
2,119.50 fmsl
5.00 %
N (Y or N)
110.00 sq ft
13 ft/cfs
N (Y or N)
Y (Y or N)
N (Y or N)
OK
OK
OK
7.68 cfs
N (Y or N) A bypass device is not needed.
I Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I and II. Design Summary, page 1 of 2
' Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
' Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
' Channel lining material
100.00 ft Level spreader length OK.
N (Y or N)
(Y or N) Do not complete this section of fife worksheet.
(Y or N) Do oof complete th,s section of the worksheet.
Do not complete ft s section of the worksheet,
ft Do not compete this section of the worksheet.
ft Do not complete this section of the worksheet.
ft Do not complete this section of tide worksheet.
ft Do not complete this section of the worksheet.
cfs Do not compiele this section of the worksheet.
Do not complete this section of the worksheel.
•
-------------
t
- - - - - - - - - - - - - -
M M
I?
•
B -
•
1
1
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

11

7
Permit Number:
(to be provided by DWQ)
ALP"AwA 6 pG
NGDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part ill) must also be filled out, printed and submitted along with all of the required information.
L PROJECT 1NFORMATIQN
Project name Asheville Regional Airpgrt - North GA Development Area
Contact name Gary R. Bouthillier, P.E.
Phone number 704-334-5348
Date July 1, 2008
Drainage area number Grass Swale # 7
_0q_E$IGN T 00N
I IF
Site Characteristics
' Drainage area 356,756.40 ft2
Impervious area 54,885.60 ft2
Percent impervious 15.4% %
'
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 11.64 in
' 10-yr storm intensity 5.03 in/hr
Post-development 10-yr storm peak flow 6.09 ft3/sec
Velocity
' Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter 'Y' below)
' Sand/silt (easily erodible)
Clay mix (erosion resistant)
X
Grass Type (enter x below)
Bermuda
' Tall fescue
Bahiagrass
Kentucky bluegrass X

' Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)
' Maximum velocity
Side slopes
Swale length ft
' Option 2: Conveyance Swale Seeking Pollutant Credit: Y (Y or N)
Maximum velocity for 10-yr storm 0.91 ft/sec OK
Side slopes - 5.00 :1 OK
' Swale length 171.00 ft OK

r
Form SW401-Grassed Swale-Rev.3 Parts 1 and II. Project Design Summary, Page 1 of 2
Swale Characteristics
' Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the swale
Width of the top of the swale
' Additional Information
Is the swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the swale?
What is the SHWT elevation?
What is the longitudinal slope of the swale?
What is the depth of freeboard?

Form SW401-Grassed Swale-Rev.3
X
2.00 ft
11.73 ft
YES (Y or N) OK
YES (Y or N) OK
28.86 ft OK
2,12000 fmsl
2,117.86 fmsl
2,089.00 fmsl
0.10% OK
0.50 ft OK
Permit Number.
(to be provided by DWQ)
Parts I and H. Project Design Summary, Page 2 of 2

CIS

Permit No
(to be provided by DWQ)
OF W A TE9
AC*A STORMWATER MANAGEMENT PERMIT APPLICATION FORM p
NCDENR 401 CERTIFICATION APPLICATION FORM
DRY EXTENDED DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all the required information.
I: ; .?.?
Project name Asheville Regional Airport -North GA Development Area
Contact person Gary R. Bouthillier, P.E.
Phone number 704334-5348
Date 7/1/2008
Drainage area number Drainage Area 8+9+10+11
Site Characteristics
Drainage area 823,719.60 ft2
Impervious area 375,922.80 ft2
% Impervious 0.46
Design rainfall depth 1.00 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth 2.89 in
Rational C, pre-development 0.24 (unitess)
Rational C, post-development 0.50 (unitless)
Rainfall intensity: 1-yr, 24-hr storm 0.12 in/hr
Pre-development 1-yr, 24-hr peak flow 1.07 ft3/sec
Post-development 1-yr, 24-hr peak flow 1.13 ft3/sec
Pre/Post 1-yr, 24-hr peak control 0.06 ft3/sec
Storage Volume: Non-SR Waters
Design volume 59,67200 ft3
Sediment storage volume provided 26,531.00 ft3 OK
Storage Volume: SR Waters
1-yr, 24-hr rainfall depth in
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Basin Design Parameters
Drawdown time 2.00 days OK
SHWT elevation 2089.00 fmsl
Basin bottom elevation 2102.00 fmsl OK
Storage elevation 2106.00 fmsl
Basin side slopes 3.0 :1 OK
Top elevation 2109.00 fmsl OK
Freeboard provided 3.00 ft OK
Basin Bottom Dimensions
Basin length 166.00 ft
Basin width 71.00 ft
Length to width ratio 2.30 :1 OK
Additional Information
Total runoff volume captured by basin 18.91 ac-in Forebay is required
Forebay provided y (Y or N)
Is basin in a recorded drainage easement? Y (Y or N) OK
Does basin capture all runoff at ultimate build-out? Y (Y or N) OK
Is a sediment depth indicator included? Y (Y or N) OK
Does the basin include a drain? Y (Y or N) OK
Form SW401-Dry Extended Detention Basin-Rev.2 Parts I. & II. Design Summary, Page 1 of 1
Permit Number:
(to be provided by DWQ)
? ,oF w a r?R
AM&
'HCDENR °
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted
The Required Items Checklist (Part lll) must also be filled out, printed and submitted along with all of the required information.
r ? 1 fit.
t. PROJECT INFORMATION ?
Project name Asheville Regional Airport - North GA Development Area
' Contact name Gary R. Bouthillier P.E.
Phone number 704-334-5348
Date July 1, 2008
' Drainage area number Grass Swale# 10
II. DESIGN F'ATION
Site Characteristics
'
Drainage area 823,719.60 ft2
Impervious area 375,922.80 ft2
Percent impervious 45.6% %
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth 2.40 in
'
10-yr storm intensity in/hr
Post-development 10-yr storm peak flow 2.84 ft3/sec
t Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.50 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible)
' Clay mix (erosion resistant) X
Grass Type (enter x below)
Bermuda
' Tall fescue
Bahiagrass
Kentucky bluegrass X

G-legume mixture
rass
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: N (Y or N)

' imum velocity
Max
Side slopes :1
le length
Swa
ft
' Option 2: Conveyance Swale, Seeking Pollutant Credit: Y (Y or N)
imum velocity
Max for 10-yr storm
0.97
ft/sec OK

'
Side
slopes
Swale length
5.00
150.00
:1 OK
ft OK

1
Form SW401-Grassed Swale-Rev.3 Parts I and II. Project Design Summary, Page 1 of 2

Swale Characteristics
Swale Shape: Enter an "x" in the appropriate cell below:
Trapezoidal
Parabolic
' V-shaped
Width of the bottom of the swale
Width of the top of the swale
' Additional Information
is the swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
' What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the swale?
' What is the SHWT elevation?
What is the longitudinal slope of the swale?
' What is the depth of freeboard?
1
1
I
1
1
1

1
1
1
1
Form SW401-Grassed Swale-Rev.3
X
lt+.uu n
1 ri QA ft
YES (Y or N) OK
YES (Y or N) OK
1.00 ft OK
2,090.00 fmsl
2,090.00 fmsl
2,089.00 fmsl
0,50% OK
0.50 ft OK
Permit Number
(to be provided by DWQ)
Parts I and II. Project Design Summary, Page 2 of 2

n

Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
Plan Sheets
1/8, 2/8, 4/8,
5/8
1

Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
Plan Sheets 2. Plan details (1" = 30' or larger) for the level spreader showing:
3/8, 6/8, 7/8 Forebay (if applicable),
High flow bypass system,
One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build-out.
Plan Sheet 3. Section view of the level spreader (1" = 20' or larger) showing:
' 8/8 Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
See following 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
sheet
' See following 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
sheet drainage area is stabilized.
Appendix 6. The supporting calculations.
' f
S
ee
ollowing 7. A copy of the signed and notarized operation and maintenance (0&M) agreement,
sheet
See following 8. A copy of the deed restrictions (if required).
sheet

Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

Required Items Checklist - Justification for Items not included
Level Spreader/Filter Strip
4. The required vegetation is to be placed when the filter strip is constructed.
5. A construction sequence will be completed with the completion of the construction documents.
7. The airport will maintain the proposed BMPs as they are within the Air Operations Area.
8. Not applicable since the property is owned by the airport and will not be subdivided.
1
1

' Permit No.
(to be assigned by DWQ)
'
Please indicate the page or pla n sheet numbers where the supporting documentation can be found. An incomplete submittal package
will result in a request for additional information. This will delay final review and approval of the project. Initial in the space
' provided to indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial
below. If a requirement has n ot been met, attach justification.
' Initials Pagel Plan
Sheet No.
' Plan Sheets
118, 2/8, 4/8, 1. Plans (1" = 50' or larger) of the entire site showing:
- Design at ultimate build-out,
5/8 - Off-site drainage (if applicable),
' - Delineated drainage basins (include Rational C coefficient per basin),
- Swale dimensions (width, length, depth),
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Grass species, and
- Boundaries of drainage easement.
' Plan Sheets 2. Plan details (1" = 50' or larger) for the grassed swale showing:
3/8, 6/8, 7/8 - Swale dimensions (width, length, depth),
- Maintenance access,
' - Proposed drainage easement and public right of way (ROW),
- Design at ultimate build-out,
- Grass species,
' - Off-site drainage (if applicable),and
- Boundaries of drainage easement.
' Plan Sheet 3. Section view of the grassed swale (1" = 20' or larger) showing:
8/8 Side slopes,
Longitudinal slope,
- Freeboard
' - Swale dimensions, and
SHWT level(s)
' Appendix 4. Supporting calculations (including maximum velocity calculations for applicable storms)
See following 5. A copy of the signed and notarized operation and maintenance (0&M) agreement.
sheet
See following 6. A copy of the deed restrictions (if required).
sheet

'
SW401-Grassed Swale-Rev.3
Part III, Page 1 of 1

Required Items Checklist - Justification for Items not included
Grassed Swale
5. The airport will maintain the proposed BMPs as they are within the Air Operations Area.
6. Not applicable since the property is owned by the airport and will not be subdivided.
F

I

L
u
u

H
u

Permit No.
(to be provided by DWQ)

Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
' Initials Sheet No.
Plan sheets 1. Plans (1" - 50' or larger) of the entire site showing:
' 118, 2/8, 4/8,
5/8 Design at ultimate build-out,
Off-site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
' Pretreatment system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
' Overflow device, and
Boundaries of drainage easement.
' Plan sheets
3/8,7/8 2. Plan details (1" = 30' or larger) for the bioretention cell showing:
Basin dimensions
Pretreatment system,
Maintenance access,
' Outlet structure,
Overflow device,
Flow distribution detail for basin inflow, and
' Vegetation specifications.
Plan sheet 3. Section view of the dry detention basin (1" = 20' or larger) showing:
8/8 Side slopes, 3:1 or lower,
' Pretreatment and treatment areas, and
Inlet and outlet structures.
' See following
sheet 6. A construction sequence that shows how the dry detention basin will be protected from sediment until the
entire drainage area is stabilized.
Appendix 7. The supporting calculations.
See following 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
sheet
See following 9. A copy of the deed restrictions (if required).
' sheet
See following 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
sheet soil maps are not an acceptable source of soils information.

Form SW401-Dry Extended Detention Basin-Rev.2 Part III. Required Items Checklist, Page 1 of 1
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Required Items Checklist - Justification for Items not included
Dry Extended Detention Basin
6. A construction sequence will be completed with the completion of the construction documents.
8. The airport will maintain the proposed BMPs as they are within the Air Operations Area.
9. Not applicable since the property is owned by the airport and will not be subdivided.
10. Soils report attached, see following sheet.
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K E S S E L
EN GI NEE RI NG
G R o u p
REPORT OF GEOTECHNICAL EXPLORATION
ASHEVILLE REGIONAL AIRPORT EASTSIDE GENERAL AVIATION
SITE STUDY- AREA `A'
FLETCHER, NORTH CAROLINA
Prepared for:
Mr. David N. Edwards, Jr.
Asheville Regional Airport Authority
708 Airport Road
Fletcher, North Carolina 28732
Prepared by:
Kessel Engineering Group, PLLC
Asheville, North Carolina
April 21, 2006
KEG Project Number JA06-1112-01
KESSEL
April 21, 2006 ENGINEERING ,
G R O =P
Mr. David N. Edwards, Jr.
Airport Director '
Asheville Regional Airport Authority
708 Airport Road
Fletcher, North Carolina 28732 '
Report of Geotechnical Exploration '
Asheville Regional Airport Eastside General Aviation Site Study - Area `A'
Fletcher, North Carolina
KEG Project No. JA06-1112-01 '
Dear Mr. Edwards,
Kessel Engineering Group (KEG), PLLC is pleased to present the following report of geotechnical '
exploration prepared for the eastside general aviation site study for Asheville Regional Airport located in
Fletcher, North Carolina (reference the attached Figure 1). Our work was performed in general '
accordance with the scope of services outlined in our proposal dated February 23, 2006 and proposal
addendum dated March 13, 2006. Performance of the geotechnical exploration was initiated upon receipt
of signed authorization from Mr. David Edwards, Jr. of the Asheville Regional Airport Authority. '
SCOPE OF GEOTECHNICAL EXPLORATION
This report presents the findings of the geotechnical exploration performed for the identified borrow area '
designated as Area `A' for the eastside general aviation site study. The purpose of the exploration was to
evaluate the subsurface soil conditions, including depth of rock, at the identified borrow area and '
determine if the material encountered is suitable for use as structural fill beneath buildings and
pavements. Subsurface conditions were also evaluated to determine the settlement potential for an
identified embankment area.
PROJECT INFORMATION
Project information was obtained by reviewing a site scope titled Geotechnical Scope for Asheville
Regional Airport Eastside Aviation Site Study submitted to us via e-mail from Mr. Kevin Howell of
Asheville Regional Airport. Additional information was obtained by reviewing drawings titled Overall '
Boring Layout and Boring Layout - Area A' (sheets 1 and IA) that show the proposed area for
geotechnical exploration along with boring locations and borings depths. These drawings were provided
to us by Mr. Howell and were prepared by PBS&J and dated January 31, 2006.
t
KESSEL ENGINEERING GROUP
582 HENDERSONVILLE ROAD SUITE ONE I ASHEVILLE NC 28803 I P:[828] 277-6351 F:18281 277-6355
WWW.THEKESSELGROUP.COM
Report of Geoteclnrical Exploration April 21, 2006 .
Asheville Regional Airport Eastside General Aviation Study -Area `A' KEG Project No. JA 06-1112-01
Fletcher, North Carolina
Asheville Regional Airport is in the process of having a site study performed for developing the eastside
general aviation area at the Airport. Part of this study includes identifying potential borrow areas on
Airport property to provide material to construct embankments. We understand that embankments of up
to approximately 40 feet could be constructed.
A potential borrow area designated as Area `A' (reference attached Figure 2) is located north of the
t general aviation development and west of Interstate 26. The eastern portion of the area is a potential
borrow source and the southwestern portion is a proposed embankment area for the future expansion of
the general aviation facilities.
' FIELD EXPLORATION AND LABORATORY TESTING
' The site was explored by performing the requested 18 soil test borings at the designated locations noted
on the attached Field Exploration Plan (reference Figure 2). The soil test borings were performed in
accordance with ASTM D 1586 (Standard Test Method for Penetration Test and Split-Barrel Sampling of
Soils), and were extended to refusal or termination depths ranging from 1 foot to 20 feet below the
existing ground surface.
The borings were located in the field by surveyors subcontracted by Kessel Engineering Group and the
' locations were based on information provided on the drawing titled Boring Layout - Area `A' (Drawing
No. 1A). The surveyors also determined the ground elevation at each boring location. Fourteen of the
borings (A-1 thru A-14) were performed in the potential borrow area to determine soil classifications and
' depth of rock, if present. The remaining four borings (A-15 thru A-18) were performed in the proposed
embankment area to determine soil classifications and potential settlement. Soil Test Boring Logs and a
description of our field procedures are presented at the end of this report. The surveyed elevation of each
' boring is noted on the boring logs.
Bulk samples of the predominant types of soils encountered by the soil test borings within the potential
' borrow area were collected and transported to our laboratory for testing. These soils were tested to
determine classification characteristics used in more accurately determining the suitability of the soils for
use as structural fill. Laboratory testing included determining in-situ moisture content (ASTM D 2216),
maximum dry density and optimum moisture content (standard Proctor - ASTM D 698) and percent finer
' than the #200 sieve (ASTM D 1140). The laboratory test results are attached and are also summarized in
Table 3 in the body of this report.
' SURFACE FEATURES
' The site is located on an undeveloped portion of land located on the north side of the airport. In general, the
potential borrow area slopes upward from west to east with an elevation difference of approximately 13 feet
along the south side of the site and a difference of approximately 6 feet along the north side of the site. The
' potential borrow area also gradually slopes upward on the north and south sides to a rolling hill located in
the middle portion of the area. The hill is up to approximately 43 feet higher in elevation than the lower
point of the potential borrow area. The borrow area is covered with grass and is bordered by woods on the
south and west sides. A creek also flows along the south side of the area. We understand that excess soils
generated during construction currently underway elsewhere at the airport are being wasted along the

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Report of Geotechnical Exploration April 21, 2006
Asheville Regional Airport Eastside General Aviation Study - Area 'A' KEG Project No. JA06-1112-01
Fletcher, North Carolina
southwest portion of the potential borrow area. We also understand that these soils are being tracked into
place with no compactive effort applied by a roller.
A topographically low-lying drainage feature is located along the western portion of the site in the area of
the proposed embankment. This terrain drops approximately 50 feet in elevation relative to the surrounding
area and is covered with dense low-lying vegetation and woods. A creek flows from south to north across
this drainage area.
SITE GEOLOGY
The project site is located in the Piedmont Physiographic Province, an area underlain by ancient igneous
and metamorphic rocks. The virgin soils encountered in this area are the residual product of in-place
chemical weathering of rock which was similar to the rock presently underlying the site. In areas not
altered by erosion or disturbed by the activities of man, the typical residual soil profile consists of clayey
soils near the surface, where soil weathering is more advanced, underlain by sandy silts and silty sands.
The boundary between soil and rock is not sharply defined. This transitional zone, termed "partially
weathered rock," is normally found overlying the parent bedrock. Partially weathered rock is defined, for
engineering purposes, as residual material with standard penetration resistances in excess of 100 blows
per foot. Weathering is facilitated by fractures, joints and the presence of less resistant rock types.
Consequently, the profile of the partially weathered rock and hard rock is quite irregular and erratic, even
over short horizontal distances. Also, it is not unusual to find lenses and boulders of hard rock and zones
of partially weathered rock within the soil mantle, well above the general bedrock level.
Quite often, the upper soils along drainage features and in flood plain areas are water-deposited (alluvial)
materials that have been eroded and washed down from adjacent higher ground. These alluvial soils are
usually soft and compressible, having never been consolidated by pressures in excess of their present
overburden.
SUBSURFACE SOIL CONDITIONS
Potential Borrow Area Boring A-1 thru A-14)
The borings performed for this exploration in the potential borrow area for Area `A' encountered fill soils,
alluvial soils, residual soils, partially weathered rock, and refusal materials. Fill soils were encountered at
the ground surface of borings A-7 and A-12 and extended to a depth of approximately 5%2 feet beneath the
existing ground surface. These fill soils consisted of firm sandy silts and silty sands with small rocks and
fibrous roots. These fill soils also generally had a high mica content. Alluvial soils consisting of sandy silts
were encountered at the ground surface of boring A-6 and extended to a depth of approximately 3 feet
beneath the existing ground surface.
Residual soils were encountered at the ground surface, beneath the fill soils or alluvium, or beneath a
surficial layer of topsoil (6 inches or less) in each of the borings. These residual soils extended to depths
ranging from 1 foot to 20 feet beneath the existing ground surface and consisted of firm to hard sandy silts,
very loose to dense silty sands, and very loose sands. A majority of the residual soils encountered contained
mica. High mica contents were observed in some of the residual soils encountered in borings A-2, A-5, A-6,
A-8, A-12, and A-14. Residual soils classified as partially weathered rock (PWR) were encountered in
borings A-4, A-6, A-7, A-8, and A-10 at depths ranging from 3 feet to 18'h feet beneath the existing ground

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Report of Geotechnical Exploration April 21, 2006
Asliei,ille Regional Aiipoi-t Eastside General Aviatioti Studj,-Area 'A' KEG Project No. JA06-1112-01
Fletcher, North Carolina
surface. PWR was encountered beneath the fill soils in boring A-7 and a vein of PWR was noted at a depth
of 4 feet in boring A-4. The PWR encountered during this exploration consisted of silty sands with rock
fragments.
Refusal materials were encountered beneath the residual soils in a majority of the soil test borings performed
within the potential borrow area. Refusal materials were encountered at depths ranging from.1 foot to 17
feet beneath the existing ground surface. Shallow refusal depths of approximately 1 foot to 3 feet were
encountered in borings A-3, A-9, and A-13. Boring A-3 and A-9 were offset once each with refusal
encountered at depths of 1 foot and 11/2 feet, respectively. Boring A-13 was offset twice with refusal
encountered at depths of 1 foot and 2 feet. Refusal is a term that refers to not being able to vertically
advance the power auger drilling equipment. Refusal may result from boulders, lenses, ledges or the
surface of relatively continuous bedrock. The following table provides a summary of refusal depths
encountered in the borings.
Table 1: Summary of Refusal Depths
Boring
Location Depth of Refusal*
(feet) Elevation
feet
A-2 17.0 2138.8
A-3 1.0 2167.3
A-4 12.0 2135.5
A-7 10.0 2139.7
A-8 5.5 2161.7
A-9 3.0 2141.1
A-10 9.0 2115.7
A-13 2.0 2155.8
A-14 10.0 2123.0
*Beneath existing ground surface.
It should be noted that refusal materials were encountered at shallower depths in borings A-4, A-6, and A-12
during the first attempts at drilling than what is noted above in Table 1. Refusal materials were encountered
at a depth of 5%2 feet during the first attempt at performing boring A-4 , 2 feet in boring A-6, and T./2 feet in
boring A-12.
No ground-water was encountered in the borings performed within the potential borrow area at the time of
drilling. It should be noted that ground-water levels may fluctuate several feet with seasonal and rainfall
variations and with changes in the water level in adjacent drainage features. Normally, the highest
ground-water levels occur in late winter and spring and the lowest levels occur in late summer and fall.
The boreholes caved at a majority of the boring locations, except borings A-3, A-9, A-13, at depths
ranging from approximately 3 feet to 13 feet beneath the existing ground surface. Borehole cave-in
sometimes occurs in proximity to the ground-water level. However, because ground-water was not
encountered in the borings, boreholes likely caved as a result of soil cuttings left in the hole when the
hollow stem flight augers were removed at the end of drilling.

Report of GeoteCIIWCal Exploration April 21, 2006
Asheville Regional Airport Eastside General Aviation Study-Area 'A' KEG Project No. JA06-1112-01
Fletcher, North Carolina
Potential Einhankment Area (Boring-s A-I5 thru A-18)
The borings performed for this exploration in the proposed embankment area for Area `A' encountered
alluvial soils and residual soils beneath a surficial (3 inches or less) layer of topsoil. Alluvial soils were
encountered beneath the topsoil layer in each of the borings performed for the embankment area and
extended to depths ranging from 3 feet to 8 feet beneath the existing ground surface. These alluvial soils
consisted of soft silts, very soft to very stiff sandy silts, and loose silty sands. In general, the alluvial soil
samples were moist or wet. Residual soils were encountered beneath the alluvium in each of these borings.
The residual soils extended to the boring termination depth of 10 feet and consisted of very soft to firm
sandy silts, very loose sands, and very loose to loose silty sands. In general, the residual soils were also
moist and wet. Some of the residual soil samples were observed to have a high mica content.
Ground-water was encountered in boring A-18 at a depth of 6 feet at the time of drilling. No ground-water
was encountered in the remaining borings at the time of drilling. However, borehole cave-in was noted in
each of the borings at depths of between 61/2 feet and 7 feet beneath the existing ground surface. Based on
the ground-water elevation measured at boring A-18, borehole cave-in encountered in these borings is likely
an indication of the ground-water elevation within this area.
The above descriptions provide a summary of the subsurface conditions encountered by the borings. Soil
test boring logs included at the end of this report contain information recorded at each boring location.
Boring logs represent our interpretation of the field logs based on examination of the field samples. The
lines designating the interfaces between various strata represent approximate boundaries and the transition
between strata may be gradual. It should be noted the soil conditions will vary between boring locations.
LABORATORY TEST RESULTS
Bulk samples of some of the residual soils encountered in the area of the potential borrow source were
collected and transported to our laboratory for testing. The bulk samples were collected at borings A-2, A-4,
and A-6, and represent the predominant types of soils encountered during this exploration. The following
table shows the location and depths at which the soil samples were obtained.
Table 2: Location and Depth of Bulk_Samples
Testing was performed to determine each samples in-situ moisture content, maximum dry density,
optimum moisture content, and percent passing the #200 sieve.
The bulk samples of soil collected at borings A-2 and A-4 were classified as silty fine sands. The sample
collected at boring A-2 had a high mica content. The bulk sample collected at boring A-6 was classified
as a fine sandy silt. The sample collected at boring A-2 was determined to have a dry density of 101.6
pounds per cubic foot (pcf) with an optimum moisture content of 19.5 percent. The in-situ moisture
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Report of Geotechnical Exploration April 21, 2006
Asheville Regional Airport Eastside General Aviation Study -Area 'A' KEG Project No. JA06-1112-01
Fletcher, North Carolina
content of the sample was determined to be 19.2 percent, approximately 0.3 percent dry of the soils
optimum moisture content. The sample collected at boring A-4 was determined to have a dry density of
107.7 pcf with an optimum moisture content of 15.3 percent. The in-situ moisture content of the sample
was determined to be 23.8 percent, approximately 8.5 percent wet of the soils optimum moisture content.
The bulk sample collected at boring A-6 exhibited a dry density of 112.2 pcf with an optimum moisture
content of 16.4 percent. The in-situ moisture content of this sample was determined to be 21.7 percent,
approximately 5.3 percent wet of the soils optimum moisture content. The following Table 3 provides a
summary of the laboratory test results.
Table 3: Summary of Laboratory Test Results

Boring °
/o Passing Maximum Dry Optimum In-situ Moisture

Location
# 200 Sieve Density Moisture Content Content
C
A-2 46.1 101.6 19.5 19.2
A-4 43.1 107.7 23.8 23.8

' A..6
51.7
112.2 _
_
21.7 _
21.7
GEOTECHNICAL CONSTRUCTION RECOMMENDATIONS
Borrow Soils
Based on visual examination, laboratory testing, and our experience with similar soil conditions, the
existing residual soils and PWR encountered in the borings generally appear to be suitable for use as
engineered fill, with proper moisture adjustment. Residual soils similar to those encountered in the upper
51/z feet of boring A-11 may be difficult for use as fill due to the moisture content and plastic nature of
these soils based on visual classifications. Partially weathered rock may be used for structural fill
provided it can be broken down by the excavation and compaction equipment into sizes with a maximum
dimension of six inches. Sufficient quantities of soil should be mixed with the partially weathered rock
such that voids do not result and the fill meets the compaction requirements for engineered fill.
Laboratory testing on bulk samples of some of the residual soils encountered during drilling indicates that
the residual soils tested were between approximately 5 percent and 8 percent wet of the soils optimum
moisture content (except for the sample collected from boring A-2). Therefore, drying will be required in
order to properly utilize these soils as engineered fill. The predominantly sandy soils will be more
conducive to drying than soils predominantly consisting of silts. Drying will also be dependent on the
time of year during which grading activities take place.
Some of the residual soils encountered in the soil test borings also had high mica contents which should
be considered when these soils are used as engineered fill. The very micaceous silty soils such as those
encountered in boring A-2 can present some difficulties while compacting. Careful control of the
compaction moisture content will likely be required to minimize these difficulties. Also, the
predominantly sandy micaceous soils such as those encountered in borings A-5, A-6, A-8, A-12, and A44
may present some problems when used as fill. It has been our experience that these materials often shear
(move laterally) during compaction and will "fluff-up" when exposed. It is best to place these materials in
areas of deeper fills so that the soils are confined. During compaction of these soils, the top layer should be

Report of Geotechnical Exploration April 21, 2006
Asheville Regional Airport Eastside General Aviation Study - Area 'A' KEG Project No. JA06-1112-01 I
Fletcher, North Carolina
ignored and the underlying layer tested to verify compaction. We have found this method of compacting the I
underlying layer to be an effective way of handling these types of materials.
The existing alluvial soils encountered during this exploration are NOT suitable for use as engineered fill

due to the moisture contents and the compressible characteristics of these soils. Extensive drying '
measures and time will be required to dry this material to within +/-2 percent of the soils optimum
moisture content. Also, the existing fill soils will not be suitable for use as engineered fill unless

extensive drying measures are implemented or these soils are mixed with dryer material. These soils have '
also been loosely placed and are vulnerable to increased moisture due to exposure to environmental
conditions and lack of compaction. '
In general, soils having a Plasticity Index (PI) greater than 30 (less than 15 is preferable) should not be
used for fill. The ability to dry soils to more manageable moisture contents will depend on the time of
year when grading activities take place. Summer and fall months are times of the year that are more '
conducive for drying soils. Typically soils should be placed and compacted at moisture contents within
+/-2 percent of the soils optimum moisture content.

Embankment Construction
The borings performed in the area of the proposed embankment construction (borings A-15 thru A-18)
encountered a 3 feet to 8 feet layer of alluvium generally consisting of soft sandy silts and loose silty

sands underlain by residual soils generally consisting of soft sandy silts and loose silty sands. Based on '
our field data, analysis, and experience with similar soil situations, the existing alluvium located in the
area of borings A-15 thru A-18 is marginal for direct support of engineered fill without implementing

stabilization measures. These soils are wet, Roft and slightly compressible and placement of fill material '
will result in consolidation of these soils. Construction of the proposed 40 feet embankment could cause
consolidation of up to approximately 15 inches in the underlying alluvium.
'
The existing topsoil, vegetation, disturbed soils, limbs, stumps and surface soils containing organic matter
or other deleterious materials should be stripped from within the proposed fill area. These soils may be
stockpiled for later use in areas to be landscaped or wasted on the face of properly constructed fill slopes. '
Stumps and other deleterious material should be disposed of offsite or in areas of the site that will not be
developed. Future construction of buildings or pavement in areas containing limbs or stumps, organic
soils, burn pit residue or other deleterious materials will first require that these materials be removed. '
At the completion of rough grading, we recommend that areas to provide support for the engineered fill
be observed for soft soils. Observations could consist of probing of the soils and monitoring the

excavation of exploratory pits, and should be performed by the geotechnical engineer. Typically, areas to '
provide support for fill are proofrolled using a 25 to 35 ton, four wheeled, rubber tired roller or similar
approved equipment prior to fill placement. However, proofrolling of these soils is not feasible due to the

soft and wet nature of the material. ,
Due to the existing active creek and wet soils located in this area, a series of French drains or blanket
drains may need to be installed to help control the existing ground-water. French drains should extend a '
sufficient depth to capture the ground-water and discharge it into the creek or in areas away from the
proposed fill. The French drains will likely consist of excavations wrapped in a non-woven geotextile
fabric and backfilled with washed stone. Depending on the amount of ground-water present, a perforated '
pipe may also be incorporated into the French drain. Blanket drains may need to be installed across the
area to handle ground-water observed at the ground surface. The blanket drains will likely be placed

Report of Geotechnical Exploration April 21, 2006
' Asheville Regional Airport Eastside General Aviation Study-Area 'A' KEG Project No. JA06-1112-01
Fletcher, North Carolina
' directly on the exposed soils or approximately 6 inches to 12 inches beneath the existing ground surface
and consist of washed stone wrapped in a non-woven geotextile fabric. The blanket drains should
discharge into the creek or away from the proposed fill area. Installing these drains could also aid in
drying up the existing alluvial soils and help provide a more stable foundation for fill placement. The
need for these drains and the extent of installation will be determined during observations after rough
grading is complete.

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Based on the boring data and our experience with similar soil situations, undercutting of some the existing
alluvium, such as the very soft soils encountered in the upper 3 feet of boring A-6, to firmer soils should
be anticipated. Additional stabilization could consist of incorporating a layer(s) of geogrid, such as
Tensar BX1200, a layer of geotextile fabric, or placing rock fill. Areas that are undercut may still require
incorporating one of the aforementioned additional stabilization measures prior to fill placement. Areas
that are undercut and stabilized should be backfilled with rock fill or engineered fill placed in accordance
with the recommendations noted later in this report. However, care should be taken to statically compact
(non vibratory) the fill material in order to avoid pulling the underlying moisture up into the fill. Rock fill
placed across the area could act as a bridge lift and provide a stabilized foundation to construct the
embankment. Rock fill should be placed in lifts no greater than 12 inches in depth and tracked into.place
using a piece of equipment such as a dozer. Passes should be made over each lift of rock fill using a
loaded dump truck or similar type equipment in order to help seat the rock fill into the underlying
marginal soils. The rock fill should consist of at least 60 percent rock and 40 percent soil.
Engineered Fill
Fill used for raising site grades should be uniformly compacted in thin lifts (8 to 10 inches loose measure)
to at least 95 percent of the standard Proctor maximum dry density (ASTM D-698). In addition, at least
tic upper 18 inches of subgrade fill beneath floor slabs and pavement should be compacted to at least 98
percent of the maximum dry density.
Before filling operations begin, representative samples of each proposed fill material should be collected
and tested to determine the compaction and classification characteristics. The maximum dry density and
optimum moisture content should be determined. Once compaction begins, a sufficient number of density
tests should be performed by an engineering technician working under the direction of the geotechnical
engineer to measure the degree of compaction being obtained.
The edge of engineered fill should extend horizontally beyond the outside edge of the building
foundations at least 10 feet or a distance equivalent to the height of fill to be placed, whichever is greater,
before sloping. The edge of fill should extend at least 5 feet horizontally beyond the edge of pavement
before sloping. As the embankment is constructed, periodic benches should be excavated into the
existing residual soils to provide a more stable cut and fill transition. Permanent fill slopes placed on a
suitable foundation should be constructed at 211:1 V slope configurations, or flatter. Fill slope surfaces
should be protected from erosion by grassing or some other means.
Since up to 40 feet of structural fill will be placed to achieve the proposed grades, we recommend the site be
allowed to "settle out" prior to building construction as the underlying soils and fill adjusts to the
overlying weight of the material. To verify consolidation, we recommend that several settlement
monitors be installed across the surface of the fill and the elevations recorded once a week until the site
has consolidated under the weight of the new fill material. A majority of the settlement should occur in
approximately 6 to 8 weeks. This time may be reduced if the alluvial soils are stabilized by working
rocky fill material into the alluvium to stabilize the foundation for fill placement.
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Report of Geotechrrical Exploration April 21, 2006
Asheville Regional Airport Eastside General Aviation Study-Area 'A' KEG Project No. JA06-1112-01
Fletcher, North Carolina
The surface of compacted subgrade soils can deteriorate and lose its support capabilities when exposed to
environmental changes or construction activity. Deterioration can occur from, but is not limited to, the
effects of freezing temperatures, the formation of erosion gullies, exposure to extreme drying conditions,
long term exposure to natural elements, and rutting caused by construction traffic. We recommend that
surfaces of the subgrade that have deteriorated or softened be recompacted immediately prior to
construction of pavements. Additionally, excavations through the subgrade soils, such as utility trenches,
should be properly backfilled with compacted lifts of engineered fill Recompaction of subgrade surfaces
and compaction of backfill should be checked with a sufficient number of density tests to determine if
adequate compaction is being achieved.
Difficult Excavation
The partially weathered rock (PWR) such as that encountered in some of the borings may present some
difficulty in excavating during construction. Due to its typically erratic surface, such material may be
encountered during site grading in other portions of the site, as well. Heavy, tracked excavating
equipment with single tooth ripping tools will be required to remove the PWR. Blasting may be
necessary to efficiently remove more resistant rock and large boulders that could be present within the
PWR. The ease of excavation of PWR cannot be specifically quantified and depends on the quality of
grading equipment, skill of the equipment operators and geologic structure of the material itself, such as
the direction of bedding, planes of weakness and spacing between discontinuities.
Rock blasting may be required in order to develop fill material where refusal material was encountered.
We recommend that the requirement for blasting be defined in terms of equipment performance. For
general excavation, we recommend that rock be defined as material that cannot be excavated with a single
tooth-ripper drawn by a Caterpillar D-8K or equivalent bulldozer. For trench excavation, we recommend
that rock be defined as material that cannot be excavated by a Caterpillar 225 or equivalent backhoe.
Ground-Water and Surface Water Control
As previously mentioned, ground-water control may be required during construction of the embankment in
order to help provide a stable foundation to construct the embankment. Control of this ground-water could
likely be accomplished by means of installing French drains or blanket drains. Site grading should result in
positive drainage and away from the fill area and water should not be allowed to pond on placed fill material.
Adequate control of this surface water could likely be accomplished by means of gravity ditches. The
contractor should be prepared to promptly remove surface water from the general construction area by similar
methods.
BASIS OF RECOMMENDATIONS
Our evaluation of the existing soil conditions relative to the proposed project has been based on our
understanding of the project information and data obtained in our exploration as well as our experience on
similar projects. The general subsurface conditions utilized in our construction recommendations have
been based on interpolation of the subsurface data between the widely spaced borings. Subsurface
conditions between the borings will differ. If the project information is incorrect, please contact us so that
our recommendations can be reviewed. The discovery of site or subsurface conditions during
construction which deviate from the data obtained in this exploration should be reported to us for our
evaluation. The assessment of site environmental conditions for presence of pollutants in the soil, rock
and ground water of the site was beyond the scope of this exploration.

C

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1

Report of Geotechnical Exploration April 21, 2006
' Asheville Regional Airport Eastside General Aviation Said)) -Area 'A' KEG Project No. JA06-1112-01
Fletcher, North Carolina
' We appreciate the opportunity to provide our professional services to you during this preliminary stage of
your project and hope to have the opportunity to continue to work with you as the project nears construction.
Please feel free to give us a call if you have any questions or if we may be of further assistance.

LJ

1
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Kes el Engineering Group, PLLC ! CAR ?
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04 SEAL ?
Ronald L. Ande son, P.E. 3048 9 0
?3"24-0l0 0
Senior Engineer o
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Registered, North Carolina 30461
cc: Mr. Kevm Howell - Asheville Regional Airport
10
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Bernie Kessel, P.E.
Principal Engineer
Registered, North Carolina 21108

ATTACHMENT'S
FIGURES
FIELD EXPLOR:ATTON AND LABORATORY TEST PROCEDURES '
SOIL TEST BORING LOGS
LABORATORY TEST RESULTS

1
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0 0.6 1.2 1.3 2.4 3 km
0 0.4 0.8 1.2 1.6 2 mi
SITE LOCATION PLAN KEG PROJ ECT NO.: JA06-1112-01 DATE: 4/21/2006 FIGURE
ASHEVILLE REGIONAL AIRPORT EASTSIDE GENERAL
AVIATION SITE STUDY - AREA W REFERENCE: USGS MAP, SKYLAND QUADRANGLE,
FLETCHER, NORTH CAROLINA FROM WWW.TOPOZONE.COM
KEBBEL ENGINEERING GROUP
582 HENDERSONVILLE ROAD SUfTE ONE I ASHEVILLE NC 28803 1 P:18281 277-635 1 1 F:18281 277-6355
WWW,THEKESSELGROUP. COM
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FIELD EXPLORA_ .TION AND .EABORATORY TEST . ,
PROCEDURES

Field Expjoration Procedures
Soil Test Borings
Laboratory Test' Procedures
oistwre "Content
Standard-Proctor.
Percent +'ner Than the #200 Sieve

_ 1

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I Field Exploration Procedures
Soil Test Borings
The borings were made by mechanically twisting a continuous flight steel auger into the soil. Soil sampling
and penetration testing were performed in general accordance with ASTM D 1586. At assigned intervals,
' soil samples were obtained with a standard 1.4-inch I. D., 2-inch O. D., split-tube sampler. The sampler was
first seated 6 inches to penetrate any loose cuttings, and then driven an additional 12 inches with blows of a
140-pound hammer falling 30 inches. The number of hammer blows required to drive the sampler the final .
' 12 inches was recorded and is designated the "penetration resistance." The penetration resistance, when
properly evaluated, is an index to the strength of the soil and foundation supporting capability.
Representative portions of the soil samples, thus obtained, were placed in glass jars and transported to the
' laboratory. In the laboratory, the samples were examined by a geotechnical engineer to verify the field
classifications of the driller. Test Boring Records are attached, showing the soil descriptions and
penetration resistance.

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Laboratory Test Procedures
Moisture Content
u

The in-situ moisture content of selected samples was determined in accordance with ASTM D 2216. The
moisture content of the soil is the ratio, expressed as a percentage, of the weight of water in a given mass of I
soil to the weight of the soil particles.
Standard Proctor
Representative loose samples of potential borrow soils from the project site were collected, placed in cloth
sacks, and transported to the laboratory for compaction testing. Standard Proctor compaction tests (ASTM
D 698) were performed on selected samples to determine their compaction characteristics, including their
maximum dry density and optimum moisture content.
Percent Finer Than the #200 Sieve
The percentage of fine-grained particles present in selected samples was determined by passing the samples
through a No. 200 mesh sieve. The percent by weight passing the sieve is the percentage of fines or portion
of the sample in the silt and clay size range. This test was conducted in accordance with ASTM D 1140.

1

1

K E S S E L SOIL TEST BORING NO. A-1
77 1: v
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-28-06 END: 3-28-06
LOCATION: Area 'A' ELEVATION: 2150.3 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R O V p DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: V AFTER 24 HOURS: - CAVING>3W 13 ft
ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90
2150 Firm, Orangish Brown, Slightly Clayey, Fine Sandy SILT
(Residual) 4 .1
3
2
3 N-5
Stiff, Brown and Red, Slightly Micaceous, Fine Sandy SILT
3

5 4
6 N-10
2145
Loose, Tan with White and Gray, Silty Fine to Medium
SAND 1
3
4 N=7 •
Very Firm, Tan and Brown with Black and White, Slightly
Micaceous, Silty Fine SAND s

10 10
12 N=22
2140
tiff, Tan with Dark Brown, Micaceous, Fine Sandy SILT
3

15 6
7 N=13
2135
Loose, Tan and Dark Brown, Micaceous, Silty Fine SAND
with Rock Fragments 5

=

20 5
5 N=10
I 2130 Borin
termi
t
d
t 20
0 f
N
g
na
e
a
.
eet.
o ground water

i encountered at time of boring.
I
25
2125
30
2120
SOIL TEST BORING NO. A-1
Sheet 1 of 1
1

1
1
1
1

1
1

1

SOIL TEST BORING NO
A-2
K E B B E L .
W-- PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-28-06 END: 3-28-06
LOCATION: Area 'A' ELEVATION: 2155.8 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 V P DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: -7 AFTER 24 HOURS: T- CAVING>M 11.9 ft
V)
W
ELEVATION/ DESCRIPTION SOIL STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90
-,,+ Inches of Topsoil
2155 Firm, Tan and Gray with Black, Slightly Micaceous, Silty
Fine SAND (Residual) 5
6

7 N=13 •:
Firm, Tan and Gray, Very Micaceous, Silty Fine SAND
3
6
6 N=14 •
5
2150 Very Stiff, Light Brown and Gray with Dark Brown, Very
Micaceous, Fine Sandy SILT 6
8
11 N=19 :•
Very Stiff, Tan and Light Tan with Dark Brown, Micaceous,
Fine Sandy SILT 6

1 7
9 N=16 •
0
2145
Hard, Brown and Dark Brown with White, Very Micaceous,
Fine Sandy SILT 8

1 16
26 N=42 •
5
2140
Auger refusal encountered at 17.0 feet. No ground water
encountered at time of boring.
20

2135-
-25

2130- -
-30

2125
Remarks: Bulk sample obtained between 3.5 to 5.0 feet. SOIL TEST BORING NO. A-2
Sheet 1 of 1
K E S S E L SOIL TEST BORING NO. A-3
mmmmp? PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-27.06 END: 3-27-06

E N G I N E E R I N G LOCATION: Area 'A' ELEVATION: 2168.3 (feet)
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 V P DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: V AFTER 24 HOURS: = CAVING>3w

ELEVATION/
DEPTH (FT) DESCRIPTION SOIL
TYPE a
2 STANDARD PENETRATION RESULTS
BLOWS/FOOT
2 5 10 20 30 40 50 70 90
No Return
Auger refusal encountered at 1.0 foot. Boring offset once
with refusal at one foot. No ground water encountered at
time of boring.
2165-
-5

2160- -

2155-

2150-
-20

2145-
-25

2140-
-30

2135
SOIL TEST BORING NO. A-3
Sheet 1 of 1

1
1

0

1
1

11

n

K E S B E L SOIL TEST BORING NO. A-4
PROJECT: _ Asheville Airport Study PROJECT NO.: JA06-1112.01
CLIENT: Asheville Regional Airport DATE START: 3-27-06 END: 3-27-06
LOCATION: Area 'A' ELEVATION: 2146.5 (feet)
E N G I N E E R I N G
DRILLER: TechDrili LOGGED BY: R. Anderson
G R Q V P DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: -7 AFTER 24 HOURS: 1 CAVING>77 7.4 ft
y
ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT
W
2 5 10 20 30 40 50 70 90
Firm, Brown, Tan and White with Dark Brown, Slightly
Micaceous, Fine Sandy SILT (Residual)

2145 3
33
N=7
Partially Weathered Rock which sampled as White and 5
50/4
N = 50/4
5 Black
Slightly Micaceous
Silty Fine to Medium SAND with
,
,
Rock Fragments
Loose, Brown and White with Dark Brown, Slightly q
2140 Micaceous, Silty Fine SAND 5

5 N=10
Dense, White, Orangish Brown and Dark Brown to Tan with
Orange, Micaceous, Silty Fine SAND 3
19 N=39
10 20

2135
Auger refusal encountered at 12.0 feet. Refusal
encountered at 5.5 feet during first attempt at boring. No
ground water encountered at time of boring.
15

2130-
-20

2125-
-25

2120-
-30

2115
I
Remarks: Bulk sample obtained between 5.5 and 7.0 feet. SOIL TEST BORING NO. A-4
Sheet 1 of 1
K E S S E L SOIL TEST BORING NO. A-5
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-28.06 END: 3-28-06
LOCATION: Area 'A' ELEVATION: 2130.6 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 UP DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: Z AFTER 24 HOURS: -T CAVING>3M 7 ft
ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWS/FOOT
a
2 5 10 20 30 40 50 70 90
2130 4-Inches of Topsoil
Firm, Tan and Orange with Black, Very Micaceous, Silty

Fine to Coarse SAND (Residual) 4
6
10
N=116
Stiff, Tan and Light Brown with Black, Slightly Micaceous,
Fine Sandy SILT 4
7 N=14
5 7

2125 Stiff, Tan and Brown with Black and Orange, Slightly
Micaceous, Fine Sandy SILT 4
6
8 N=14 f
Stiff, Tan, Orange and White with Black, Fine Sandy SILT
3

10 4
7 N=11
2120 Boring terminated at 10.0 feet. No ground water
encountered at time of boring.
15

2115-
-20

2110-
-25

2105-
-30

2100
SOIL TEST BORING NO. A-5
Sheet 1 of 1

1

u

0

u
1
1

7

H

1

H

P
K E S S E L SOIL TEST BORING NO. A-6
PROJECT: Asheville Airport Study PROJECT NO.: JA06.1112-01
" CLIENT: Asheville Regional Airport DATE START: 3-28-06 END: 3-28-06
LOCATION: Area 'A' ELEVATION: 2143.9 (feet)
E N G I N E E R I N
G
_ DRILLER: TechDrill LOGGED BY: R. Anderson
G.7 R Q V P DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: 17 AFTER 24 HOURS: _T CAVING>3M 13.8 ft

ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90
Stiff, Brown with Dark Brown, Fine Sandy SILT (Alluvium)
5
5
5 N=10 •
Firm, Brown, Fine Sandy SILT (Possible Residual)

2140 3

5 3

5

N=8

•:

Stiff, Tan and Brown with Black, Fine Sandy SILT (Residual)
3
4
7
.
N=11
•
Firm, Orangish Brown with Black, Silty Fine SAND to Gray
2135 Silty Fine SAND with Rock Fragments 4

10 8
6 N=14 •

Very Firm, Brown and Tan, Very Micaceous, Silty Fine
2130 AND with Rock Fragments 5
10 N = 21 f?
15 11

2125 Partially Weathered Rock which sampled as Gray with Tan, 5
Silty Fine SAND with Rock Fragments 39 N = 5012
20 50/2
Boring terminated at 20.0 feet. Refusal encountered at 2
feet during first attempt at boring. No ground water
encountered at time of boring.
2120- -
-25

2115- -
-30

2110
Remarks: Bulk sample obtained between 7.0 to 9.0 feet. SOIL TEST BORING NO. A-6
Sheet 1 of 1
K E S S E L SOIL TEST BORING NO. A-7
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-28-06 END: 3-28-06
LOCATION: Area 'A' ELEVATION: 2149.7 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R O UP DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: V AFTER 24 HOURS: .X CAVING>3W 6.7 ft

ELEVATION/
DESCRIPTION
SOIL y
a
STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE M BLOWS/FOOT

2 5 10 20 30 40 50 70 90
Firm, Pink with Orange and Brown, Very Micaceous, Fine
Sandy SILT with Small Rock (Fill)
2
3
3 N=6
Firm, Reddish Brown and Brown with Dark Brown, Slightly
Micaceous, Fine Sandy SILT with Small Rock, Trace 2
2145 Organics and Fibrous Roots (Fill) 3 N=5
5

Partially Weathered Rock which sampled as Gray with
Brown, Silty Fine to Medium SAND with Rock Fragments 45
N = 5014
50/4
9
5016 N = 50/6
2140 10
Auger refusal encountered at 10.0. No groundwater
encountered at time of boring.
2135-
15

2130 20

2125 25

2120 30

2115
SOIL TEST BORING NO. A-7
Sheet 1 of 1
0
N
a
0
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0

K E S S E L SOIL TEST BORING NO. A-8
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3.28-06 END: 3-28.06
LOCATION: Area 'A' ELEVATION: 2167.2 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 V p DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: -7 AFTER 24 HOURS: T- CAVING>3W 3.2 ft

ELEVATION/
DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE a. BLOWS/FOOT

2 5 10 20 30 40 50 70 90
3-Inches of Topsoil
Very Firm, Dark Brown and Brown with White, Very
Micaceous, Silty Fine to Medium SAND (Residual) 4
4
2165
10
2
0

N = 30
artially Weathered Rock which sampled as Dark Gray with
Brown, Micaceous, Silty Fine to Medium SAND with Rock 5

5 Fragments 5U 4 N = 5014

Auger refusal encountered at 5.5 feet. No ground water
encountered at time of boring.
2160- -

2155- -
-15

2150- -
-20

2145- -
-25

2140-
-30

2135
SOIL TEST BORING NO. A-8
Sheet 1 of 1
K E S S E L SOIL TEST BORING NO. A-9
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-27-06 END: 3-27-06
LOCATION: Area 'A' ELEVATION: 2144.1 (feet)
E N G I N E
E R I N G
. DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 V p DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: Q AFTER 24 HOURS: -1 CAVING>3M

ELEVATION(
DEPTH (FT) DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90

4-Inches of To soil ,
Stiff, Tan and Gray, Slightly Micaceous, Fine Sand SILT

(Residual) 5
77
N=15
•
Auger refusal encountered at 3.0 feet. Boring offset once
2140 with refusal at 1.5 feet. No ground water encountered at
time of boring.
5

2135- -
-10

2130- -
-15

2125- -
20

2120- -
-25

2115
30

2110
SOIL TEST BORING NO. A-9
Sheet 1 of 1
0

1

H

0

0
1
I I

L

F
1

7

11

u
1
1
1
K E S S E L SOIL TEST BORING NO. A-10
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-27-06 END: 3-27-06
LOCATION: Area'A' ELEVATION: 2124.7 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 V P DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: 4 AFTER 24 HOURS: 1 CAVING>3M 6.4 ft

ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90
Hard to Very Stiff, Tan and White with Black, Micaceous,
Fine Sandy SILT (Residual)
9
8
25 N=33
7

2120
5 10
12 N=22

3
7
11 N=18
Partially Weathered Rock which sampled as Brown and 3713 N = 3713
Gra Silty Fine SAND with Rock Fragments
2115 Auger refusal encountered at 9.0. No ground water
10
encountered at time of boring.
2110-
15

2105-
20

2100 25

2095-
-30

2090
SOIL TEST BORING NO. A-10
Sheet 1 of 1
K E S S E L SOIL TEST BORING NO. A-11
1w ps PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-28-06 END: 3-28-06
f` LOCATION: Area 'A' ELEVATION: 2137.4 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 V p DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: Z AFTER 24 HOURS: 1 CAVING>3M 6.5 ft
ELEVATION/ DESCRIPTION SOIL d STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE E BLOWS/FOOT

2 5 10 20 30 40 50 70 90
3-Inches of Topsoil
Firm, Brown, Fine Sandy SILT (Damp) (Possible Residual)
1

2135 2
3 N-5 •
Stiff, Orangish Brown with Gray, Fine Sandy SILT (Damp)
(Possible Residual) 4

5 5
8 N=13 :•: i

Stiff, Orangish Tan, Fine to Medium Sandy SILT (Residual)
3

2130 4
6 N=10 •
4
Firm, Gray with Black and Brown, Silty Fine to Medium 7 N =17 •
10 SAND with Rock Fragments 10
Boring termianted at 10.0 feet. No ground water
encountered at time of boring.
2125-
-15

2120-
-20

2115-
-25

2110-
-30

2105
SOIL TEST BORING NO. A-11
Sheet 1 of 1

0

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1

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L?

F

7

n
P

0

1
K E S S E L SOIL TEST BORING NO. A-12
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-28.06 END: 3-28-06
LOCATION: Area 'A' ELEVATION: 2147.9 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 Up DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL:.? AFTER 24 HOURS: L CAVING>?M 9.4 ft
N
ELEVATION! DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWS/FOOT
N
2 5 10 20 30 40 50 70 90
Firm, Pink with Tan, Micaceous, Fine Sandy SILT with Small
Rocks and Fibrous Roots (Fill)
2
3
3 N=6
2145
Firm, Reddish Brown, Micaceous, Silty Fine SAND with
Small Rocks, Topsoil and Fibrous Roots (Fill) 4

5 5
10 N=15

Very Firm, Brown, Slightly Micaceous, Sitly Fine SAND with
Small Rocks (Residual) 4
9
13 N=22
2140
Dense, Dark Brown and Tan, Very Micaceous, Silty Fine
SAND 20

7
3F 19 N=39
10 20

2135
Very Firm, Red with Tan and Dark Brown, Very Micaceous,
Silty Fine SAND 8

15 12
16 N=28
Boring termianted at 15.0 feet. Refusal encountered at 7.5
feet during first attempt at boring. No ground water
encountered at time of boring.
2130- -
-20

2125- -
-25

2120- -
-30

2115
SOIL TEST BORING NO. A-12
Sheet 1 of 1
K E SS E L SOIL TEST BORING NO. A-13
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-27-06 END: 3-27-06
LOCATION: Area 'A' ELEVATION: 2157.8 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R O V p DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: 4 AFTER 24 HOURS: CAVING>3M

ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWS/FOOT

2 5 10 20 30 40 50 70 90
Dense, Gray with Tan and Orange, Silty Fine SAND
(Residual)
8
14
17 N=31
2155 Auger refusal encountered at 2.5. Boring offset two times
with refusal at 1 foot and 2 feet. No ground water
encountered at time of boring.
5

2150- -
-10

2145- -

2140- -
-20

2135-
-25

2130-
-30

2125
SOIL TEST BORING NO. A-13
Sheet 1 of 1

?I

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7

J

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1

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?I

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1
1

A-14
SOIL TEST BORING NO
K E S S E L .
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-27-06 END: 3-27-06
LOCATION: Area 'A' ELEVATION: 2133 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
® R O U P DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: -7 AFTER 24 HOURS: X CAVING> W 7.3 ft

ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90
4-Inches of Topsoil
Dense, Tan and White with Black, Very Micaceous, Silty
Fine SAND (Residual) 6
16

17 N = 33

2130 Very Firm, Gray with Dark Brown, Silty Fine SAND
10
9
13 N=22
5
Very Firm, White and Gray with Black, Very Micaceous, Silty
Fine to Coarse SAND 9
15
14
N=29
i

2125 Dense, Gray with Brown, Slightly Micaceous, Silty Fine to
Medium SAND with Rock Fragments 9
16
27 N=43
10
Auger refusal encountered at 10.0 feet. No ground water
encountered at time of boring.
2120- -

2115- -

-20
2110- -

-25
2105- -
-3
0
2100
SOIL TEST BORING NO. A-14
Sheet 1 of 1
K E S S E L SOIL TEST BORING NO. A-15
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-29-06 END: 3-29-06
r . LOCATION: Area'A' ELEVATION: 2121.7 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 V P DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: Q AFTER 24 HOURS: I CAVING>= 6.7 ft
V)
ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90
3-Inches of Root Material and Trace Organics
Soft, Grayish Brown with Brown, SILT with Fibrous Roots

2120
(Damp) (Alluvium) WOH

1

2 N=3
Soft, Brown with Gray, Slightly Micaceous, Slightly Sandy
SILT (Moist) (Alluvium) 2

5 2
2 N=4

Soft, Brown with Gray, Very Micaceous, Fine Sandy SILT
2115 Moist) (Alluvium) ;
2 N=3
Firm, Tan and White with Brown, Micaceous, Fine to 77 7
Medium Sandy SILT (Moist) (Residual) 2

10 3
2 N=5 •
Boring terminated at 10.0 feet. No ground water
encountered at time of boring.
2110-
-15

2105-
-
20
2100-

-25
2095-

-30
2090
SOIL TEST BORING NO. A-15
Sheet 1 of 1

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SOIL TEST BORING NO
A-1 6
K E S S E L .
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-29-06 END: 3-29-06
LOCATION: Area 'A' ELEVATION: 2117.1 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 U p DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: Q AFTER 24 HOURS: I CAVING>3M 6.4 ft

ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90
3-Inches of Root Material and Trace Organics
Very Soft, Gray and Brown with Dark Brown, Fine to
Medium Sandy SILT with Small Cobbles (Moist) (Alluvium)
WOH
2115 N = WOH
Loose, Gray with Tan, Silty Fine to Medium SAND (Moist)
(Alluvium) 3

5 3
s N=9 •

Very Loose, Gray with White and Tan, Slightly Silty Fine to
edium SAND (Moist) (Possible Residual) 3
2110 1
2 N=3
Loose, Gray with Brown, Very Micaceous, Silty Fine SAND
(Moist) (Residual) 1

10 2
3 N=5 •
Boring terminated at 10.0 feet. No ground water
encountered at time of boring.
2105- -
-15

2100- -
-20

2095- -
-25

2090- -
-30

2085
SOIL TEST BORING NO. A-16
Sheet 1 of 1
K E S S E L SOIL TEST BORING NO. A-17
PROJECT: Asheville Airport Study PROJECT NO.: JA06.1112.01
CLIENT: Asheville Regional Airport DATE START: 3-29-06 END: 3-29-06

J LOCATION: Area 'A' ELEVATION: 2123.4 (feet)
N G I N E E R I
N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R 0 UP DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: SL AFTER 24 HOURS: I CAVING> 6.5 ft
ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE 2 BLOWS/FOOT
Q
1
2 5 10 20 30 40 50 70 90
3-Inches of To soil
Loose, Orangish Brown, Slightly Micaceous, Silty Fine to

Medium SAND (Alluvium) 3
3
5
N=8
? •:
2120 Loose, Tan with Orangish Brown, Slightly Micaceous, Silty
Fine SAND (Damp) (Possible Residual) 4
3
N=7
5 4

Loose, Orange and Tan with Brown, Slightly Micaceous,
gFS11ty Fine SAND (Residual) 3
2
4 N=6
2115 Loose, Orange and Tan with White, Silty Fine to Medium
SAND (Damp) 3

10 5 N-8
Boring terminated at 10.0 feet. No ground water
encountered at time of boring.
2110-

2105-
-20

2100-
-25

2095-
-30

2090
SOIL TEST BORING NO. A-17
Sheet 1 of 1
1

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A-18
SOIL TEST BORING NO
K E S S E L .
PROJECT: Asheville Airport Study PROJECT NO.: JA06-1112-01
CLIENT: Asheville Regional Airport DATE START: 3-29.06 END: 3.29-06
LOCATION: Area'A' ELEVATION: 2117.5 (feet)
E N G I N E E R I N G
DRILLER: TechDrill LOGGED BY: R. Anderson
G R Q V P DRILLING METHOD: Hollow Stem Auger
DEPTH TO - WATER> INITIAL: Q 6 ft AFTER 24 HOURS: 1 CAVING>3M 7.1 ft
Cn
ELEVATION/ DESCRIPTION SOIL a STANDARD PENETRATION RESULTS
DEPTH (FT) TYPE Q BLOWS/FOOT

2 5 10 20 30 40 50 70 90
3-Inches of Topsoil
Soft, Light Brown with Brown, Slightly Sandy SILT (Moist)

(Alluvium) 1
2

1 N=3
:•
2115
Very Stiff, Light Brown with Brown, Fine to Medium Sandy
SILT with Small Cobbles (Moist) (Alluvium) 4

5 8
16 N=24 '•

Very Soft, Gray and Tan to Orange and White, Fine to
Medium Sandy SILT (Possible Residual) 2
1
1 N=2 •
2110
No Recovery
2

10 3
3 N=6
Firm, Gray and Tan with Orange and White, Very 3
Micaceous, Fine Sandy SILT (Moist) (Residual) 4 N=8
•:

Boring terminated at 11.5 feet. Ground water encountered
2105 at 6 feet at time of boring.
15

2100-
-20

2095-
-25

2090-
-30

2085
SOIL TEST BORING NO. A-18
Sheet 1 of 1
KEY TO SOIL CLASSIFICATIONS AND CONSISTENCY DESCRIPTIONS
Penetration Resistance* Relative Particle Size Identification
Blows per Foot Density
Boulder: Greater than 300 mm
SANDS Cobble: 75 to 300 mm
0 to 4 Very Loose Gravel:
5 to 10 Loose Coarse - 19 to 75 mm
11 to 20 Firm Fine - 4.75 to 19 mm
21 to 30 Very Firm Sand:
31 to 50 Dense Coarse - 2 to 75 mm
over 50 Very Dense Medium - 0.425 to 2 mm
Fine - 0.075 to 0.425 mm
Silts & Clay: Less than 0.075 mm
Penetration Resistance* Consistency
Blows per Foot
SILTS and CLAYS
0 to 2 Very Soft
3 to 4 Soft
5 to 8 Firm
9 to 15 Stiff
16 to 30 Very Stiff
31 to 50 Hard
over 50 Very Hard
* ASTM D 1586
KEY TO DRILLING SYMBOLS
® Grab Sample
Q Groundwater Table at Time of Drilling
® Split Spoon Sample
1 Groundwater Table 24 Hours after Completion of Drilling
Undisturbed Sample
KEY TO SOIL CLASSIFICATIONS
lo7mg
•'• •. Weil-graded Gravel Low Plasticity Clay Clayey Slit
? ?? GW CL ® MH
o a o Poorly-graded Sandy Clay
O GP Gravel CLS
Partially Weathered Silty Clay
Rock CL-ML
-10 BLDRCBBL
High Plasticity Clay Silt
CH ML
Sandy Silt
MLS
Sand
SW
Clayey Sand
SC
Silty Sand
SM
Topsoil
TOPSOIL
Bedrock
BEDROCK
Concrete
0
COMPACTION TEST REPORT
110

105

100
46U
n
.
.
N
C
a
95

90

ZAV for
Sp.G. _
85 2.75
5 10 15 20 25 30 35
Water content, %
Test specification: ASTM D 698-91 Procedure A Standard
Elev/ Classification Nat. % > % <
Depth USCS AASHTO Moist. Sp.G. LL PI No.4 No.200
3.5 to 5
feet 19.2 46.1
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 101.6 pcf
Optimum moisture = 19.5 % Brown, Very Micaceous, Silty Fine SAND
Project No.: JA06-1112-01 Client: Asheville Regional Airport
Project: Asheville Airport Aviation Study
9 Source: A-2 Sample No.: 1 Elev./Depth: 3.5 to 5 feet Remarks:
Date Tested: 4-6-06
Kessel Engineering Group
Asheville, NC
Figure #1

0

0

0
d

u

COMPACTION TEST REPORT
115

110

105
U
a
Z
c

100

95

ZAV for
Sp.G. _
90
2.75
5 10 15 20 25 30 35
Water content, %
Test specification: ASTM D 698-91 Procedure A Standard
Elev/ Classification Nat. %> %<
Depth USCS AASHTO Moist. Sp.G. LL PI No.4 No.200
5.5 to 7
feet 23.8 43.1
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 107.7 pcf

Optimum moisture = 15.3 %
Brown, Slightly Micaceous, Silty Fine SAND
Project No.: JA06-1112-01 Client: Asheville Regional Airport
Project: Asheville Airport Aviation Study
• Source: A-4 Sample No.: 2 Elev./Depth: 5.5 to 7 feet Remarks:
Date Tested: 4-6-06
Kessel Engineering Group
Asheville, NC
Figure #2
E
COMPACTION TEST REPORT
120

115

110
46
U
a

c
N
v
105

100

ZAV for
Sp.G. _
95 2.75
5 10 15 20 25 30 35
Water content, %
Test specification: ASTM D 698-91 Procedure A Standard
Elev/ Classification Nat. %> %<
Depth USCS AASHTO Moist. Sp.G. LL PI No.4 No.200
7 to 9 feet 21.7 51.7
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 112.2 pcf

Optimum moisture = 16.4 % Orangish Brown, Slightly Micaceous, Fine
Sandy SILT
Project No.: JA06-1112-01 Client: Asheville Regional Airport
Project: Asheville Airport Aviation Study
Source: A-6 Sample No.: 3 Elev./Depth: 7 to 9 feet Remarks:
Date Tested: 4-6-06
Kessel Engineering Group
Asheville, NC
Figure #3

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APPENDIX A: CALCULATIONS

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F
Determining the Skimmer Size
and the Required Orifice
for
Faircloth Skimmers
February 2007
Important note: The orifice sizing chart in the Pennsylvania Erosion
Control Manual and reproduced in the North Carolina Design Manual
DOES NOT APPLY to Faircloth Skimmers. It will give the wrong size
orifice and not specify which size Faircloth Skimmer is required. Please
use the information below to choose the size skimmer required for the
basin volume provided and determine the orifice size required for the
drawdown time, typically 4-7 days in Pennsylvania and 3 days in North
Carolina.
The size of a Faircloth Skimmer, for example a 4" skimmer, refers to the maximum diameter of
the skimmer inlet. The inlet on each of the 8 skimmer sizes offered can be reduced to adjust the
flow rate by cutting a hole or orifice in a plug using an adjustable cutter (both supplied with the
skimmer).
Determining the skimmer size needed and the orifice for that skimmer required to drain the
sediment basin's volume in the required time involves two steps: First, determining the size
skimmer required based on the volume to be drained and the number of days to drain it; and
Second, calculate the orifice size to adjust the flow rate and "customize" the skimmer for the
basin's volume. The second step is not always necessary if the flow rate for the skimmer with
the inlet wide open equals or is close to the flow rate required for the basin volume and the
drawdown time.
Both the skimmer size and the required orifice radius for the skimmer should be shown for each
basin on the erosion and sediment control plan. Make it clear that the dimension is either the
radius or the diameter. It is also helpful to give the basin volume in case there are questions.
During the skimmer installation the required orifice can be cut in the plastic plug using the
supplied adjustable cutter and installed in the skimmer using the instructions provided.
The plan review and enforcement authority may require the calculations showing that the
skimmer used can drain the basin in the required time.
Determining the Skimmer Size
Step 1. Below are approximate skimmer maximum flow capacities based on typical draw
down requirements, which can vary between States and jurisdictions and watersheds. If one 6"
skimmer does not provide enough capacity, multiple skimmers can be used to drain the basin.
For drawdown times not shown, multiply the 24-hour figure by the number of days required.
Example: A basin's volume is 29,600 cubic feet and it must be drained in 3 days. A 3" skimmer
with the inlet wide open will work perfectly. (Actually, the chart below gives 29,322 cubic feet but
this is well within the accuracy of the calculations and the basin's constructed volume.)
Example: A basin's volume is 34,000 cubic feet and it must be drained in 3 days. The 3"
February 1, 2007

skimmer is too small. a 4"
to be reduced using step skimmer has enough capacity but it
2 to adjust the flow rate for the basin' is too large
s volume ( , so the inlet will need
It needs a 3.2"
diameter orifice )
NEW 1'/2" skimmer 1,728 cubic feet in 24 hours 6,912 cubic feet in 4 days
with a 1'/2" head 3,456 cubic feet in 2 days 12,096 cubic feet in 7 days
5,184 cubic feet in 3 days
' 2" skimmer: 3,283 cubic feet in 24 hours 13,132 cubic feet in 4 days
with a 2" head 6,566 cubic feet in 2 days 22,982 cubic feet in 7 days
'
'
" 9,849 cubic feet in 3 days
2
/z
skimmer: 5,500 cubic feet in 24 hours 22,000 cubic feet in 4 days
with a 2" head 11,000 cubic feet in 2 days 38,500 cubic feet in 7 days
' 16,500 cubic feet in 3 days
3" skimmer: 9,774 cubic feet in 24 hours 39,096 cubic feet in 4 days
' with a 3" head 19,547 cubic feet in 2 days 68,415 cubic feet in 7 days

S 29,322 cubic feet in 3 days
4" skimmer. 18,267 cubic feet in 24 hours 72,000 cubic feet in 4 days
with a 3 3" head 36,534 cubic feet in 2 days 127,869 cubic feet in 7 days
54,803 cubic feet in 3 days
5" skimmer_-. 32,832 cubic feet in 24 hours 131,328 cubic feet in 4 days
. o wii a 4° head 5f4,, ubic feet in 2 days 229,824 cubic feet in 7 days
98,496 cubic feet in 3 days
' 6" skimmer: 51,840 cubic feet in 24 hours 207,360 cubic feet in 4 days
with a 5" head 103,680 cubic feet in 2 days 362,880 cubic feet in 7 days

" 155,520 cubic feet in 3 days
8
skimmer: 97,978 cubic feet in 24 hours 391,912 cubic feet in 4 days
with a 6" head 195,956 cubic feet in 2 days 685,846 cubic feet in 7 days
' CUSTOM 293,934 cubic feet in 3 days
MADE BY ORDER CALL!
' Determining the Orifice
Step 2. To determine the orifice required to reduce the flow rate for the basin's volume and the
' number of days to drain the basin, simply use the formula volume _ factor (from the chart
below) for the same size skimmer chosen in the first step and the same number of days. This
calculation will give the area of the required orifice. Then calculate the orifice radius using Area
' = Tr r2 and solving for r, r = (Area/3.14) The supplied cutter can be adjusted to this radius to
cut the orifice in the plug. The instructions with the plug and cutter has a ruler divided into tenths
of inches. Again, this step is not always necessary as explained above.
An alternative method is to use the orifice equation with the head for a particular skimmer
shown on the previous page and determine the orifice needed to give the required flow for the
volume and draw down time. C = 0.59 is used in this chart.
' Example: A 4" skimmer is the smallest skimmer that will drain 34,000 cubic feet in 3 days but a
4" inlet will drain the basin too fast. To determine the orifice required use the factor of 4,362
February 1, 2007 2

from the chart below for a 4" skimmer and a drawdown ti me of 3 days. 34,000 cubic feet
' 4,362= 7.79 square inches of orifice required. Calculate the orifice radius using Area = 1r r-2 and
solving for r, r = (7.8/3.14) and r = 1.58". As a practical matter 1.6" is about as close as the
' cutter can be adjusted and the orifice cut..
Factors (in cubic feet of flow per square inch of opening through a round orifice with the head
for that skimmer and for the drawdown times shown) for determining the orifice radius for a
'
' basin
s volume to be drained. This quick method works because the orifice is centered and has
a constant head (given above in Step 1)
' 1'/2" skimmer 960 to drain in 24 hours 3,840 to drain in 4 days
1,920 to drain in 2 days 6,720 to drain in 7 days
2,880 to drain in 3 days
' 2" skimmer: 1,123 to drain in 24 hours 4,492 to drain in 4 days
2,246 to drain in 2 days 7,861 to drain in 7 days
' 3,369 to drain in 3 days
'
"
2
/2
skimmer 1,144 to drain in 24 hours 4,576 to drain in 4 days
2,304 to drain in 2 days 8,064 to drain in 7 days
' 3,432 to drain in 3 days
3" skimmer 1,382 to drain in 24 hours 5,528 to drain in 4 days
2,765 to drain in 2 days 9,677 to drain in 7 days
4,146 to drain in 3 days
' 4" skimmer: 1,454 to drain in 24 hours
2,908 to drain in 2 days 5,816
10,178 to drain in 4 days
to drain in 7 days
4,362 to drain in 3 days
5" skimmer: 1,642 to drain in 24 hours 6,568 to drain in 4 days
3,283 to drain in 2 days 11,491 to drain in 7 days
4,926 to drain in 3 days
' 6" skimmer: 1,814 to drain in 24 hours 7,256 to drain in 4 days
3,628 to drain in 2 days 12,701 to drain in 7 days
' 5,442 to drain in 3 days
8" skimmer: 1,987 to drain in 24 hours 7,948 to drain in 4 days
' 3,974 to drain in 2 days 13,909 to drain in 7 days
5,961 to drain in 3 days
' J. W. Faircloth & Son, Inc.
Post Office Box 757
412-A Buttonwood Drive
' Hillsborough, North Carolina 27278
Telephone [phone] FAX [phone]
FairclothSkimmer.com [e-mail]
' Orifice sizing Revised 2-2-01, 3-3-05, 2-1-07
February 1, 2007 3
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Precipitation Frequency Data Server
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 `'+4,,, rt?0
North Carolina 35.4361944 N 82.5418056 W 2152 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Mon Oct 8 2007
Pagel of 4
4.46 3.02 1.76 1.26 0.75 0.45 0.27 0.16 0.08 0.06 0.04 0.03 002 F602
0.01
4.92 3.39 1.98 1.42 0.86 0.50 0.30 0.17 0.09 0.06 0.05 0.03. 0.02 0.02 0.02
http://hdsc.nws.noaa.gov/cgi-bin/hdse/buildout.perl?type=idf&units=us&series=am&state... 10/8/2007
t!1ayL•` n ' These precipitation frequency estimates are based on an p-nnp?l maxima series. AEP is the Anriual Exceedence Probability.
r s • =111 Please refer to the ocum ton for more information. NOTE: Formatting forces estimates near zero to appear as zero.
P.,ecipitation Frequency Data Server Pagel of 4
POINT PRECIPITATION `??
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 "kM„ .'
ASHEVILLE WSO AP, NORTH CAROLINA (31-0300) 35.4358 N 82.5392 W 2152 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Tue Jul 1 2008
Confidence Limi#s Location Maps Other Info.. I G1S data Maps Help Docs ti. S. Map
Precipitation Intensity Estimates (in/hr)
AEP*
10 IS 30 GO :120 ? 7 10 20 3U ?S 60
(1-in- S mu3 - : 3 h_r 6 hr I.2 hr. 2?3 hr 4$ hr
?,) m.?n rn..?n m_in. m.?n man - _ dad cl..ay dag da...y day. dll}? day
2 4.80 3.83 3.21 2.22 1.39 0.81 0.57 0.35 0.22 O.13 0.08 0.04 0.03 0.02 0.02 0.01 0.01 0.01
F 5 6._10-T .89 4. ] 2 2.93 1.88 1.09 0.76 0.46 0.29 0.17 0.10 0.06 0.04 0.03 0.02 0.02 0.01 0.01
' 00 6.96 5.57 4.70 3.40 2.22 1.29 0.90 0.55 0.34 0.20 0.12 0.06 0.04 0.03 0.02 0.02 0.01 0.01
25 8.03 6.40 5.41 4.00 2.67 1.55 1.10 0.66 0.40 0.24 0.14 0.08 0.05 0.04 0.03 0.02 0.02 0.01
50 8.81 7.02 5.92 4.46 3.02 ] .76 1.26 0.75 0.45 0.27 0.16 0.08 0.06 0.04 0.03 0.02 0.02 0.01
-1 100 9.60 7.63 6.43 4.92 3.39 1.98 1.42 0.86 0.50 0.30 0.17 0.09 0.06 0.05 0.03 0.02 F002
200 10.37 8.22 6.92 5.39 3.78 2.22 1.61 0.97 0.55 0.33 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
500 11.40 9.02 7.57 6.02 4.32 2.55 1.87 1.13 0.63 0.38 0.21 0.11 0.07 0.06 0.03 0.03 0.02 0.02
1000 12.21 9.62 8.05 6.52 4.76 2.81 2.08 1.26 0.69 0.41 0.23 0. ] 2 0.08 0.06 0.04 0.03 0.02 0.02
' These precipitation frequency estimates are based on an annual maxima series, AEP is the Annual Exceedance Probability,
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero
Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
AEP** 5 10 15 30 60 120 3 6 12 24 48 4 7 [4[4[4 60
min day day day
Y)
0 5.33 4.26 3.57 2.46 1.55 0.90 0.64 0.39 0.24 0.14 0.08 0.05 0.03 0.03 0.02 0.01 0.01 0.01
6.78 5.43 4.57 3.25 2.08 1.21 0.85 0.51 0.32 0.19 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.71 6.17 5.20 3.77 2.45 1.42 1.01 0.60 0.37 0.22 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
25 8.88 7.08 5.98 4.43 2.95 1.72 1.22 0.72 0.44 0.26 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01 -1 1
' S0 9.74 7.75 6.54 4.93 3.34 1.95 1.40 0.83 0.49 0.29 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
100 10.63 8.44 7.12 5.45 3.75 2.20 1.58 0.94 0.55 0.32 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
200 11.52 9.14 7.69 5.98 4.19 2.46 1.79 1.06 0.61 0.36 0.20 0.11 0.07 0.05 0.03 0.02 0.02 0.02
' 500 12.74 10.08 8.46 6.73 4.83 F28-41F2 10 1.25 0.69 0.41 0._231E2:] 0.08 0.06 0.04 0.03 0.02 0.02
1000 13.73 10.82 9.05 7.33 5.35 3.16 2.35 1.41 0.76 0.45 0.25 0.13 0.09 0.07 0.04 0.03 0.02 0.02
' The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
t * Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
[AEP- *5 10 l5 F 0 [1]20 3 F
12 Nh Nh 4 7 [day] 30 45 Fd
1-in- min min min [30] in hr r
hr day [day [d]ay day day http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl . type=idf&units-us&series-am&statenam... 7/1/2008
P ecipitation Frequency Data Server
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Y) uL? uIIIIUL?IIIIU I?U uL?Uuu?
0 4.33 3.46 2.90 2.01 1.26 0.73 0.52 0.32 0.20 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.0] 0.01
5.50 4.40 3.71 2.64 1.69 0.98 0.69 0.42 0.27 0.16 0.09 0.05 0.04 0.03 0.02 0.02 0.01 0.01
10 6.26 5.00 4.22 3.06 1.99 I.15 0.81 0.49 0.31 0.19 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
25 7.16 5.71 4.82 3.57 2.38 1.38 0.98 0.59 0.36 0.22 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
50 7.82 6.22 5.25 3.95 2.68 1.55 1. ] 1 0.67 0.41 0.25 0.14 0.08 0.05 0.04 0.03 0.02 0.02 0.01
100 8.47 6.73 5.67 4.34 2.99 1.74 1.24 0.76 0.45 0.27 0.16 0.08 0.06 0.04 0.03 0.02 0.02 0.01
200 9.10 7.21 6.07 4.72 3.31 1.93 1.39 0.84 0.50 0.30 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
500 9.87 7.81
T 6.55 5.22 3.74
-1 2.18 1.59 0.97 0.56 0.34 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
1000 10.48 8.25 6.90 5.59 4.08 2.39 1.75 1.07 0.60 0.37 0.21 0.11 0.07 0.06 0.03 0.02 0.02 0.02
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
These precipitation frequency estimates are based on an annual maxima series. AEP is the Annual Exceedance Probability.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
Text version of tables I
Annual Maxima based Point IDF Curves - Version: 3
35.4358 N 82.5392 W 2152 ft
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Tue Jul 01 15:25:45 2008
Annual Exceedance Probability
tl - in - Y)
2-year -- 100-year -
° u e a r --+-
10-year -e- 500-year -+-
25-year -n- 1000-year -e-
Maps -
http://hdsc.nws.noaa.gov/cgi-bin/hdsclbuildout.perl?type=idf&units=us&series=am&statenam... 7/ 1 /2008
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R-ecipitation Frequency Data Server
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Page 3 of 4
These maps were produced using a direct map request from the
? U.S. Census Bureau _Mapping-,and Cartographic Reso...urces
Tiger Map Server.
u-
o-
Please read disclaimer for more information.
_"N~
LEGEND
`

y
` - State
- Connector
t 1
t $ "- -County
Indian Res Stream
Military Area
t i 9 ? Lake/Pond/Ocean National Park

z - Street
Ex
resswa
- Other Park
Cit
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unty
0 o
6 8 mi
Scale 1:228583 0
*averae--true scale depen 4 o km
gs on mon5itor8resolution
R2 . F-W 82 _ ri'"W 82.4-W
Other Maps/Photographs -
Vi_ew_USGS digital orthophoto?uadrangle I( )OQ) covering this location from TerraServer; USGS Aerial Photograph may
' also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a
' map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find the Watershed for this location using the U.S. Environmental Protection Agency's site.
' Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
' general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations
used in this study,
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=idf&units=us&series=am&statenam... 7/1/2008
i i i
120-W 110'"W 100'"W 90"W RO-W 70"W
Precipitation Frequency Data Server
Page 4 of 4
' please refer to our documentation.
Using the National Climatic Data Center's (NCDC) station search engine, locate other climate stations within:
' +/-30 minutes OR ... +/-1 d ree
f ... of this location (35.4358/-82.5392). Digital ASCII data can be obtained
directly from N( DC.
--
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Questions?: IIDSC;_QIle iionsr n aa_go
' Disclaiuner

1

http://hdsc.nws.noaa.gov/cg1-bin/hdscibuildout.perl . type-1df&units=us&series-am&statenam... 7/1/2008
Precipitation Frequency Data Server Pagel of 4

POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
"'w., K
7

0

L
L

ASHEVILLE WSO AP, NORTH CAROLINA (31-0300) 35.4358 N 82.5392 W 2152 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: rue Jul 1 2008
Confidence Limits Location Maps Other Info. GIS data Maps Help Docs U.S. Map
11 Precipitation Frequency Estimates (inches)

ARP
*
5
10
1.5
30
6
H3b
6
hr
12
24
(y
ears) min min min _ hr hr
0.36 0.58 O73 166 1.24 1.45 1.56 1.93 2.44 2.89 3.43 3.90 4.54 5.20 7.06 8.68 11.04 13.24
1 0.43 0.69 0.87 1.20 1.51 ].76 1.88 2.30 2.91 3.47 4.10 4.64 5.39 6.15 8.31 10.17 12.89 15.43
0.52 0.83 1.05 1.50 1.92 2.23 2.35 2.84 3.57 4.27 5.00 5.57 6.46 7.30 9.66 11.64 14.52 17.24
10 0.59 0.94 1.19 1.72 2.24 2.60 2.74 3.30 4.10 4.91 5.72 6.30 7.32 8.21 10.70 12.75 15.71 18.54
25 0.67 1.07 1.36 2.01 2.68 3.12 3.31 3.97 4.84 5.79 6.70 7.29 8.47 9.44 12.06 14.14 17.16 20.10
50 0.74 1.17 1.49 F22413 .03 3.54 3.79 4.53 5.44 6.51 7.49 8.06 9.38 10.40 13.09 15.18 18.18 21.20
100 0.80 1.28 1.61 2.47 3.40 3.98 4.29 5.15 6.06 7.24 8.31 8.84 10.32 11.38 14.09 16.14 19.11 22.18
200 0.87 1.38 1.74 2.70 3.79 4.46 4.84 5.81 6.70 8.01 9.15 9.63 11.27 12.37 15.07 17.06 19.96 23.06
500 0.95 1.51 1.90 3.02 4.33 5.12 5.63 6.78 760]F9 07 10.31 10.70 12.56 13.70 16.34 18.21 20.98 24.09
1000 1.02 1.61 2.02 3.27 4.78 5.65 6.28 7.59 8.31 9.92 11.23 11.55 13.58 14.73 17.28 19.05 21.68 24.79
* These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the docum....e.ntatio...n for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 15 30 60 120 3 6 12 24 Ph 8 d4 ay 10 20 30 45 60
(years) min min min min min min hr hr hr hr r F ay day day day 11 day 11 day JL_day
0.41 0.65 0.81 1.11 1.38 1.61 1.74 2.13 2.67 3.13 3.70 4.17 4.86 5.52 7.47 9.14 11.58 13.94
0 0.48 0.77 0.97 1.34 1.68 1.95 2.09 2.53 3.18 3.76 4.42 4.96 5.78 6.54 8.79 10.72 13.54 16.24
0.58 0.93 1.17 1.66 2.13 2.47 2.61 3.12 3.90 4.63 5.39 5.96 6.93 7.77 10.22 12.27 15.26 18.14
l0 0.65 1.04 1.31 1.90 2.48 2.88 3.05 3.62 4.47 5.31 6.16 6.74 7.84 8.72 11.31 13.43 16.50 19.52
25 0.74 1.19 1.50 2.22 2.96 3.46 3.68 4.35 5.28 6.26 7.21 7.79 9.06 10.02 12.75 14.90 18.03 21.17
50 0.81 1.30 1.64 2.47 3.35 3.92 4.21 4.97 5.94 7.04 8.07 8.63 10.05 11.05 13.85 15.99 19.11 22.33
100 0.89 1.41 1.79 2.74 3.77 4.42 4.78 5.66 6.62 7.82 8.96 9.48 11.04 12.10 14.91 17.03F20 11 23.3 7
200 0.96 1.53 1.93 3.00 4.21 4.95 5.39 6.40 7.36 8.65 9.88 10.34 12.07 13.17 15.96 18.02 21.02 24.33
500 1.07 1.69 2.12 3.38 4.85 5.71 6.32 7.51 8.40 9.82 11.15 11.51 13.49 14.63 17.35 19.26 22.13 25.44
1000 1.15 1.81 2.27 3.68 5.37 6.35 7.09 8.46 9.25 10.76 12.17 12.46 14.62 15.79 18.40 20.18 22.90 26.22
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
** These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE Formatting prevents estimates near zero to appear as zero.
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl . type=pf&units=us&series=pd&statename... 7/1/2008
Precipitation Frequency Data Server Page 2 of 4

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0 0.33 0.53 0.66 0.90 1.12 1.31 1.40 1.77 2.25 2.68 3.20 3.63 4.24 4.90 6.68 8.24 10.50 12.62
0 0.39 0.63 0.79 ] .09 1.37 1.59 1.69 2. ] 0 2.68 3.21 3.81 4.33 5.04 5.79 7.86 9.66 12.27 14.71
I 1 0.47 0.75 0.95 1.35 1.73 2.00 2.11 2.59 3.28 3.95 4.65 5.19 6.04 6.88 9.13 11.06 13.81 16.43
l0 0.53 0.84 1.06 1.54 2.01 2.32 2.46 2.99 3.76 4.53 5.30 5.87 6.82 7.73 10.11 1209 .14.94 17.66
25 0.60 0.95 1.21 1.79 2.39 2.77 2.94 3.57 4.41 5.33 6.20 6.76 7.87 8.85 11.38 13.39 16.31 19.12
50 0.65 1.04 1.32 1.99 2.69 3.12 3.34 4.05 4.94 5.97 6.90 7.46 8.70 9.73 12.32 14.35 17.26 20.15
100 0.71 1.13 1.42 2.18 3.00 3.49 3.75 4.55 5.47 6.61 7.63 8.15 9.53 10.61 13.24 15.23 18.14 21.05
200 0.76 1.21 1.52 2.37 3.33 3.87 4.18 5.08 6.01 7.27 8.35 8.85 10.37 11.48 14.13 16.07 18.93 21.86
500 0.83 1.31 1.65 2.62 3.76 4.38 4.79 5.82 6.74 8.17 9.34 9.77 11.47 12.63 15.25 17.09 19.86 22.80
1000 0.88 1.38 1.73 2.81 4.10 4.79 5.27 6.44 7.30 8.86 10.10 10.49 12.32 13.51 16.06 17.81 20.48 23.44
' The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
" These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE Formatting prevents estimates near zero to appear as zero.
Text version of tables

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http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl . type-pf&units-us&series-pd&statename
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.4358 N 82.5392 W 2152 ft
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Tue Jul 01 16:56:34 2008
7/1/2008

Precipitation Frequency Data Server
Page 3 of 4
Partial duration based Point Precipitation Frequency Estimates - Version: 3
35.4358 N 82.5392 W 2152 ft
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' Maps -

These maps were produced using a direct map request from the
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Tiger Map Server.
1
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl?type=pf&units=us&series=pd&statename... 7/1/2008
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LEGEND

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Other Maps/Photographs -
View IiSGS digital orthophoto.quadranoie (U()(2} covering this location from TerraServer; USGS Aerial Photograph may
also be available
' from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a
map. Visit the US.-GS for more information.

Watershed/Stream Flow Information -
I Fi_nd_the_Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
' Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
general information
' about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations
used in this study,
please refer to our documentation.
' Using the N_ationaI011imatic Data... Center's (NCDC) station search engine, locate other climate stations within:
+1-30 minutes ...OR... +/-1 degree of this location (35.4358/-82.5392). Digital ASCII data can be obtained
' directly from NCDC.
1 Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway

Silver Spring, MD 20910
[phone]
' Questions?: I1DSC-,Ques[ions( i!noea.eg_v
Disclaimer

http://hdsc.nws.noaa.gov/cgi-bin/hdsc/buildout.perl . type=pf&units-us&series-pd&statename... 7/1/2008

1

,'recipitation Frequency Data Server
EMT 711
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14

ASHEVILLE WSO AP,-NORTH CAROLINA (31-0300) 35.4358 N 82.5392 W 2152 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Tue Jul 1 2008
Confidence Lirnits + Location Maps Other Info. ] -GIS data Maps 1 Help ! DOGS I U& Map
?I Precipitation Intensity Estimates (in/hr)
ARI* _ L0 IX IX I?U X H H IE 24
? 4 . 2(i
(years) min hr ay da .
l? 4.37 3.49 2.91 2.00 1.24 0.73 0.52 0.32 0.20 0.12 0.07 0.04 0.03 0.02 0.01
0 5.21 4.16 3.49 2.41 1.51 0.88 0.62 0.38 0.24 0.14 0.09 0.05 0.03 0.03 0.02
0 6.24 5.00 4.22 3.00 1.92 111 0.78 0.47 0.30 0.18 0.10 0.06 004003 0.02
l0 7.03 5.63 4.74 3.44 2.24 1.30 0.91 0.55 0.34 0.20 0.12 0.07 0.04 0.03 0.02
25 8.06 6.43 5.43 4.02 2.68 1.56 I.10 0.66 0.40 0.24 0.14 0.08 0.05 0.04 0.03
50 8.84 7.04 5.94 4.48 3.03 1.77 1.26 0.76 0.45 0.27 0.16 0.08 0.06 0.04 0.03
100 9.64 7.66 6.45 4.94 3.40 1.99 1.43 0.86 0.50 0.30 0.17 0.09 0.06 0.05 0.03
200 10.42 8.26 6.95 5.41 3.79 2.23 1.61 0.97 0.56 0.33 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
500 11.45 9.05 7.60 6.04 4.33 2.56 1.87 1.13 0.63 0.38 0.21 0.11 0.07 0.06 0.03 0.03 0.02 0.02
1000] I
12.26 9.66 8.08 6.55 4.78 2.83 2.09 1.27 0.69 0.41 0.23 0.12 0.08 0.06 0.04 0.03 0.02 0.02
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information, NOTE Formatting forces estimates near zero to appear as zero.
7
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1

1

1
0.41 0.23 0.12
0.02 0.01 0.01 0.01
0.02 0.02 0.01 0.01
0.02 0.02 0.02 0.01
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0.03 0.02 0.02 0.02
0.03 0.02 0.02 0.02
0.03 0.03 0.02 0.02
0.04 0.03 0.02 0.02
0.04 0.03 0.02 [0.02
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than.
" These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the dOCUmentatlon for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Lower bound of the 90% confidence interval
1
http://hdsc.nws.noaa.gov/cgi-bm/hdsc/buildout.per] . type-idf&unlts- -us&series--pd&statename... 7/1/2008
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Precipitation Frequency Data Server Page 2 of 4
l? 3.94 3.15 2.62 1.80 1.12 0.65 0.47 0.30 0.19 0.1 1 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
0 4.70 3.76 3.15 2.18 1.37 0.79 T67560 .35 0.22 0.13 0.08 0.05 0.03 0.02 0.02 0.01 0.01 0.01
5.63 4.51 3.80 2.70 1.73 1.00 0.70 0.43 0.27 0.16 0.10 0.05 0.04 0.03 0.02 0.02 0.01 0.01
10 6.32 5.05 4.276F3 .09 2.01 1.16 0.82 0.50 0.31 0.19 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
25 7.19 5.73 4.84 3.59 2.39 1.38 0.98 0.60 0.37 0.22 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
50 7.85 6.25 5.27 3.97 2.69 1.56 1.11 0.68 0.41 0.25 0.14 0.08 0.05 0.04 0.03 0.02 0.02 0.01
100 8.51 6.76 5.69 4.36 3.00 1.74 1.25 0.76 0.45 028 0.16 0.08 0.06 0.04 0.03 0.02 0.02 0.01
200 9.13 7.24 6.09 4.74 3.33 1.93 1.39 0.85 0.50 0.30 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02
500 9.91 7.84 6.58 524 3.76 2.19 1.59 0.97 0.56 0.34 0.19 0.10 6 7 0.05 0.03 0.02 0.02 0.02
1000 10.52 829 6.93 5.61 4.10 2.40 1.76 1.07 0.61 0.37 0.21 0.11 0.07 0.06 0.03 0.02 0.02 0.02
The lower bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are less than.
** These precipitation frequency estimates are based on a partial duration maxima series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE Formatting prevents estimates near zero to appear as zero.
Text version of tables I
Partial duration based Point IDF Curves - Version: 3
35.4358 N 82.5392 W 2152 ft
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.,.y LEGEND
?.
- State - Connector
--- County Stream
Indian Resv Military Area
Lake/Pond/Ocean National Park
q e' " ---- Street Other Park
5p ?>> •-- Expressway City

t - Highway 0 County 6 8 mi
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0 4 115 8 I
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82 .4"'w
View USGS ddgital orthophoto quadrangle (DOO) covering this location from TerraServer; USGS Aerial Photograph may
also be available
from this site. A DOQ is a computer-generated image of an aerial photograph in which image displacement caused by terrain
relief and camera tilts has been removed. It combines the image characteristics of a photograph with the geometric qualities of a
map. Visit the USGS for more information.
Watershed/Stream Flow Information -
Find. _the Watershed for this location using the U.S. Environmental Protection Agency's site.
Climate Data Sources -
Precipitation frequency results are based on data from a variety of sources, but largely NCDC. The following links provide
general information
about observing sites in the area, regardless of if their data was used in this study. For detailed information about the stations
used in this study,
http://hdsc.nws.noaa.gov/cgi-bin/hdsclbuildout.perl?type=idf&units=us&series=pd&statename... 7/1/2008
82 _f;-w 82 _: 1"w
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1
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1
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1
1
1
1
1
1
1
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Precipitation Frequency Data Server
Page 4 of 4
please refer to our documentation.
Using the National, Climatic Data Center's (NCn(7,) station search engine, locate other climate stations within:
+1-30 minutes
1 OR... +I-1 degree '
. pR. j of this location (35.4358/-82.5392). Digital ASCII data can be obtained
directly from NCDC.
Hydrometeorological Design Studies Center
DOC/NOAA/National Weather Service
1325 East-West Highway
Silver Spring, MD 20910
[phone]
Questions?: II_I)S{ Quest of rngaa ov
Disclaimer
http://hdsc.nws.noaa.gov/cgi-bin/hdsc/bul Idout.perl?type=idf&units=us&series=pd&statename... 7/ 1 /2008
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North General Aviation Development Grassed Swale - 1
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Friction Method Manning Formula
Solve For Normal Depth
It<. ..?'1,? •ti?i N?'?rr?.?,'?.?.d'., i?t?, .f?fr°?'4?1?'v9..h? >yJ fr.X.Ya1L. ?'4y A. sue.: _- CT arlsts,?Sw . Mr?C2n?lt?= i ?s. ?.. ?%n` 4sir .;''. s f'?t'W? r!1?4 i+ fyy
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y £ y r
t...,.13Y.ay :`,+t?,...wL'3.,, yYK.),,S<r9lYv.). ,f ?si<...x?.„?i?h",. E.,.?r;!. `?13s,'?C-:,tl?y.:'sr;kCt•o,.. ,?a??,<Js:T?''.!. . ?l?S.v..'ta„C ,'s?,r#iz:??,ks <C.fia?'fhd'?
Roughness Coefficient 0.035
'
Channel Slope 0.00100 fUft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H;V)
Bottom Width 10.00 ft
Discharge 11.46 ft'/s
f'`??'.?°'YaavA ??ti3jvYi ?}%.,?ti tl sd•t?}'a yY< ..SS??i,e??,•,??bb vr£L}4k?SF'jZ,rN>a.\ls,Y?s C,{`'-t3+Ft?"tYY 't}. i1 c?. ).. ?„ z -v A .
'f? ?: tC;*?tg +.at? >,,?,'' 1?''si:?Zfti'?:,'??SRA3??<,;',y?lf;a???z ?'isj?ti' f!'?;•s?a}'y,s,4I7(=1hs??'? ). 5.,;??i?° ?? ?:`?+?'Y ?s?s';k?,y ,?? 0 rvh?t??? + ?s s?.?,s>?ys?,

Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
Subcritical
0.82 ft
11.60 ft2
18.39 ft
18.22 ft
0.33 ft
0.02728 ft/ft
0.99 fUs
0.02 ft
0,84 ft
0.22

1
L

1
C

1
}(].??,i'.s? z m?.?)•. (;S1 stn c3. ?( Iy?`T lr,:s ?ldv?P ,S<s??4l?i, F ''aF;sc! r ?? trt?,r ys.>..itr?' °?`fi'$vt ?c '5p 4.°. "` ':xx?s 0 },.??'s1 ': !'??i
ii??V? ?y[p++,]''??j, ; i?` v s: ?Y»i. 'f..??.?1Y ''•,j bl7E !g ?? ?t4a s's4, 7?`?N f'`\5(''?%is rY ? ? s3S ex t t?s`Sy3 of Sl?x';' L.? 4r' ?11?.3?Yi d' le??C, ,`,s?(
r` .a 1F2::.,F?s(?ii?i?A:. ?)?1?...sY.di. ?YS6t>Sivllf:Y?f<`rCk.?::n+?'S?.'X..shit.€?..r.,'1??'..-?`;i?)?'"T!t. .... ?'L.?.vii3Z'tJ,?".s':.???.?.f?S?f?ts?t?1Z?,a6z???'d•?. {lti?;?t, f?l./S?> 1?.s?'.???.?.i.?{vt.C?3?? 4?Fati?1N
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
(?. N1 , 01111Tx"? i? ?. ^' 3"fs kk?jitr ',s.? . ,A?? p 4}?Y:t+ f k?+df Xlwt`72 ya l ?rs'> ti's s ails r ti ?9? ? ?•: i <??' a . `j a sa ? r ?eb,? A» q n S t': .d ¢ ?` ; 1' '^1"?P'??+•?}
?v`'.
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fUs
Normal Depth 0,82 ft
Critical Depth 0.33 ft
Channel Slope 0.00100 ft/ft
Critical Slope 0.02728 ft/ft
1011612007 3:45:25 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00]
27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1
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E
North General Aviation Development Grassed Swale - 2
r ?. i`1 .-'.Q?<a> ='!e •?rtv^ti r'?Xc?p;???"??.i?fzg_, ?. ??°hS-.>.}.c .:"4 Rr,.??r,?,?iFl?y ?.'y?7}y??a::.i%. ,??. `? 1:}.l ??•':s.?.,?Ct?Z fi'?+,,,Ye rsi?.u .???•k,:, ?? j1: ?:?vi
?? °J??? S e?? ?yy?(`t??Yw'4j!'rr,>??rr.?s sd?y(t,ty.>!?"`?: ;?6?a X?i . t ? ?i'3 F' ??} vt?; ! F t, ,? Rv 2?Y???v a?'?4`??A?L}5F'?!"tpi .y rY??•?> >L.ir?i'?+?..c E'?,?>? ?j\ r'?}n'.T?"V
Friction Method Manning Formula
Solve For Normal Depth
r .t ? ?,> y 3; r ? t s
?.?';{ ?????? ??{1af?ty?, ???e ?r4 4\la?,.?s F ?.\ t x ''- ii A? c YE`??4$,lt ip=kr. ?Z?? ?.??? ? t a?.t, 1[ (? .rI 5.???5 ?Y????,y?YY4`ayt?3z rfJa\:i ???t?},rj f??zi'ieV •' _ a `3. ` ?kt?Svr c.. t :r3'?j 4 t ,?j?4?r'i3 ?'iYS!`t.`xK ,`,.r I.E? 5. .?,, i ir,?tjr?s .:..d? F'' y tC,r ?,{.S;.?i Sz?tilri ':_<24 .. ? 4i #,;'>Cd Ra fTf u.?s,l'n?? rpA kr 7i"?fl?l?'Yf'L I A+rx\ y3 q,:.a t?e5. ?
11§01101-0"A
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
0.035
0.00100 fUft
5.00 ft/ft (H:V)
5.00 ft/ft (H:V)
28.00 It
23.00 ft'/s
r ?.-} i)?+, { w'i?iejr@- Y3, >?•?f s? ?u -. >?'i13, ?r?> v' t ;x ., .y ?7..v4' '> ?Y ?f` r .'{?. , ? ?c .? yJ ((. ¢sr`'Y ,•, jcg!'e ?v kj?,i:fi."
FYl'7taP?{"'?? r?1 Fy„3 . Qc, Lt?? i(*Yp :. ?i r? .??F„ r1::. a ?? .y.>?,i1 y(:4 ?paw.2pj,xS'TY''`siFli:i'k
' 1, +r?t:. a?.,.ii .i.:? b.. :: s hF. ins»N_?. ?:*7,2s3c ?, ' tizi ¢'.>.>•s., ;zlri"r 27` ' ?a 4t3. '. j w,`.?>Y ? ZR"4.1'.f?..
'.' . .Zk3,fir4t>5r?r.R4. >.??r J.14?v.. s• ..:i

Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
Subcritical
0.72 ft
22.90 ft'
35.39 ft
35.24 ft
0.27 ft
0.02806 ft/tt
1.00 ft/s
0.02 ft
0.74 ft
0.22

0

1

1
1
1
''ii :?'. IN #F}. vXh??$:: ;yL, ,r?`Y F` "? a if rs¢ ? ? 'Tti `c. i c z -pF e: zv( < Sm ty°, y ?y >ra? ?' a rs;o ; ,.? . r -+'? ,.
I(s??[1¢ r y?l?ir }h?.l4? Ai?ltrt.4': d?,x?? .,,i?i`\a?l>S>yY4?.:••j?}.?'7ZV.T yt'? ?3,L7R'. \'k?S?'?5"¢T. `7Y}}??y?j V'T>3?? si.,,(1?'t.?,?`?:g6r{'??Y.S 4?t A{`i;.
k'r?rfS„xi'-.°a'?(C?42;`irz...?3 tcd"Y,? :).',Qir3>es?,`r'???a'?alx.>.'><'a,?`'.?`-'r`?.Yr'?,.t%,??S': s`,+??'?r'??i>?..'' `,'.C??':, •r"?!E.?c.`;k ?..?fsi?'x;Y]'??? ;?t.3>?"? >c,i]!i ??',?,?`ci?,FX ? ?7?kr???'?i t?S , ,
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
s?
:'WIN" .i. Z`o`> %n may, tJyV 11111! 4y k'` ?3 M gy"'K 't?c3 ! r, i cX?p Qn ) >r .r 37 _ j ,t .pz. Or?, x.n .4
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IN t,lty`t3>?r?sF??a?r'?>?y fv?'rLC°t(? 1'S'??'ct
...'Fw,t. „r;,>'4 f:?..,,f3?. 3 n ffi . . , saw.Ya>.rar $?1. ?' Xrn><. s„ ieL 3..?.•.. it i 9.>y2c!.1a?Yk . 8 T €CY.
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 It
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.72 ft
Critical Depth 0.27 ft
Channel Slope 0.00100 ft/ft
Critical Slope 002806 ft/ft
' 10/16/2007 3:46:00 PM
Bentley Systems, Inc, Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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Worksheet for Bypass Channel into swale 2

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.033
Channel Slope 0.08000 ft/ft
Left Side Slope 3 00 ft/ft (H V)
Right Side Slope 3.00 ft/ft (H V)
Bottom Width 3.00 ft
Discharge 13.95 ft'/s
Results
Normal Depth 0.49 ft
Flow Area 2.17 ft=
Wetted Perimeter 6.08 ft
Top Width 5.92 ft
Critical Depth 0.69 ft
Critical Slope 0.02096 fUft
Velocity 6.42 ft/s
Velocity Head 0.64 ft
Specific Energy 1.13 ft
Froude Number 1.87
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity fUs
Upstream Velocity Infinity fUs
Normal Depth 0.49 ft
Critical Depth 0.69 ft
Channel Slope 0.08000 fUft
Critical Slope 0.02096 ft/ft
7/2/2008 5:23:44 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

North General Aviation Development Grassed Swale - 3
f?i?;}is j wti? ?^tr n+ ^'<?U{l,yi????3n ?,??k; 'a ??r;??? ,Yftro 8r3?i ??S;?ht:t0 ?? ;? f rE#a?t?. !M•?j?:??f?lYt?'„f '.,, ?(S` rhSl r?' ??Y+itFy iti'<i"r1fi'
t,,..•..:..?.s lr:...?.e _o+. .sb.. .? ?.?1{S3.£iry Z,.7 t?n4 ova 3, n. ? s>, .i v t.._a Y...!r_.f3:t ,sS zc, .? v ?: it k.,...v.,?
Friction Method Manning Formula
Solve For Normal Depth
<.: z<ip:' \;j'ftax ru&Y?ri`<<r"'ytX f`+r <f4?w y: t??S.y4x fl3.>+$?lt:`V +t z> 6 tr +S??SS.t`ry?y??:.;,c5xgj?:fFjY.t>?t '\C`F fy4dcri 1 / R. e - ?,,J. _
1 i s e .{ •r E v 9" c1 tt\ £ \ ??,y l+s `?X ri y"?' X1'9 ,?'`
ATsZ'd>:7'oJe`?tof 3s?
.h`£t;'£?£`s ?Sr .3
.3°?3
f t +•..,.:r}. <?x.r.,`b> Frt-,de R. :3;c. 3`;?F, ;3!£.t.?'+ 'S..!?.21fYFY s a t4"ate 3.•e
' Roughness Coefficient 0.035
Channel Slope 0.00100 fUft
Left Side Slope 5.00 ft/ft (H:V)
' Right Side Slope 5.00 ft/ft (H:V)
Bottom Width 28.00 ft
Discharge 23.49 ft'/s
,r%i): tz s ?2t?jEq*sCYe,Ny{St'? si ftriE,.s ,+£s?. +`a' ?z. ":j)f sf lEtx ?s?,e"vf rs n': k?
.aAtr F'?L. '.+,f r-{£, i?+,?,;?L!' K s1?:{E.?sZrt :" ?'y>&'
k 3 r t4 ??} 9 ?r X a 3, ?k t£) ? t? jf+? i?s 1``F P1 > ?rofi` l Y .' K rs, d c4 O
' ???.1??+?3r?4?.'.y ?f> ?`?r??rh ?Xxy1F. ?"s?G a..?yl4 ?`y"tir` s+ 4 ?,!a 1'-t,????? k? E•?'?jthlz?.. ?. k`?£3?'>?7?n?Y:'??a? f??Ry,< s}? '
S.i • ..AS.. .,e U`t%? m).;t3 ...ti....a,.., a.,, ./?..e...Ra. ?...<. : a.....,.. >`? F ..r . `L>€...d,., .;...?.3it.,.i )t ..>ar kr. .tt'?ll.,?de?:??2I 'fi .»>. Y. s£:,Ea>.t..:<.wr StL: Ss, < s ,...>.?. ? .<..s..-..
Normal Depth 0.73 ft
Flow Area 23.22 ft2
Wetted Perimeter 35.40 ft
' Top Width 35.33 ft
Critical Depth 028 ft
Critical Slope 0.02794 ft/ft
Velocity 1.01 ft/s
Velocity Head 0.02 ft
Specific Energy 0.75 ft
' Froude Number 0.22
Flow Type Subcritical
s*: b?;? J?p Ja, il ?,°T'. ?? 1 S° .K; t +}p\'Xn'."F•"?'l?k<7 ?i . , ?. tl?>?.(` 7?e 5?,. .. C •InR T e y? s !.
?
Y?Sk1yyY X53 ?i Utr'?if'? < °e`? e4K',{"L^e s s'x??r .ta?.£c tip:y+'°'<1uxI'3j:x?GZ?,'`,:l.s:eia/?i:7k _t5,?z. 1^z?+.8.-..
NO.
.
Downstream Depth 0.00 ft
Length 0.00 ft
' Number Of Steps 0
?• ? s, r..? S ? + ? t?f+? ??r 7?>?k '?F 3 !Gp?".Z<4`yt ?. >K.tIF= .N s u l '.tt.4 '>YA i'k'St5 r ? -
1 Upstream Depth 0.00 ft
Profile Description
' Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.73 ft
Critical Depth 0.28 ft
Channel Slope 0.00100 fUft
Critical Slope 0.02794 R/ft -- - ?^ _
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
1011612007 3:46:22 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
1

I North General Aviation Development Grassed Swale - 4
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient 0.035
' Channel Slope 0.00100 ft /ft
Left Side Slope 5.00 ft/ft (H:V)
' Right Side Slope 5.00 ft/ft (H:V)
Bottom Width 28.00 ft
Discharge 23.49 ftg/s
d.

Normal Depth 0.73 ft
Flow Area 23.22 ftg
Wetted Perimeter 35.48 ft
Top Width 35.33 ft
Critical Depth 0.28 ft
Critical Slope 0.02794 ft/ft
Velocity 1.01 ft/s
Velocity Head 0.02 ft
Specific Energy 0.75 ft
Froude Number 0.22
' Flow Type Subcriti
l
c
a
?y y
ic
t
?

Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
>KF,
,
l?,E'r ?>
?
}} r t ,E. S '?
i? ?`?q
? ?`3 F ya'T
1
21,10"
1
,
t Y
,
7\?
.
4
t 3fj
' Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft is
Upstream Velocity Infinity ft/s
Normal Depth
Critical Depth 0.73 ft
0.28 ft
Channel Slope 0.00100 ft/ft
Critical Slope 0.02794 ft/ft

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00]
10116/2007 3:46:44 PM 27 Siemons Company Drive Suite 200 W Watertown
of 1
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W
orksheet for Bypass Channel into swale 4
Project Description

Friction Method Manning Formula
Solve For Normal Depth
' Input Data
Roughness Coefficient 0.033
Channel Slope 0.08000 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope
Bottom Width 3.00 ft/ft (RV)
8.00 ft
Discharge 29.76 ft'/s
' Results
Normal Depth 0.46 ft
Flow Area 4,33 ft2
Wetted Perimeter 10.92 ft
Top Width 10.77 ft
' Critical Depth 0.69 ft
Critical Slope 0.01959 fUft
Velocity 6.87 ft/s
' Velocity Head 0.73 ft
Specific Energy 1.20 ft
Froude Number 1.91
' Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
' Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity fUs
Upstream Velocity Infinity ft/s
Normal Depth 0.46 ft
' Critical Depth 0.69 ft
Channel Slope 0.08000 ft/ft
Critical Slope 0.01959 fUft

'
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00)
' 71212008 5:23:50 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
1

' North General Aviation Development Grassed Swale - 5
?y
y.? i w get pp`` # ft 'iif<3'.f>r5 ? ,?,f?.,z Sy g t. ea T ; Z t f>?v 9 Mf r p
Friction Method Manning Formula
Solve For Normal Depth
Z i? ? , y,L..?>??lt? .t'?`,? ?#} t ! t) r7 ? .! i4y t 3 1t?7t n 't v ? a 'ti i ) ply ) F < tpc?. ! F .2 < y r r <J ? 3.
tl?tlfl+}:§.1;7?1??.1?'.aa?t: tii2ys5?'??.&tR?.?at, A.?71n????^.. ?if?t £Ira`??':?.aus'`?3xL::rc??:%E?%??t: `.'?. .'<Z)>r• ?a.? ?.>.."k f?.>?irIr'?3:`3fti?a ?ir???i`?,?,r t L??'?>>?S`;Zl E ?: 2:?B:u`.ri'?i'f?'?aSx.2Fi? „F?'?
Roughness Coefficient 0.035
' Channel Slope 0.00100 fUft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft ft (H:V)
Bottom Width 10.00 ft
Discharge 9
0 ft'Is
111.
\?ry1{?',j#.
1?Qa,`j(J(lSp ,11is.??y?s?>t i? _
A
<'„??y :t ;G Lf j.K fA....?r.i.Atf+.?.h lzc 4)dud}Fibr!`tryh.!`".i
§"h?9??r'yty1Si'e??.a 4?",?^`rt
9 i??f?Y.:
Normal Depth
Flow Area 0.84 ft
11.91 ft'
Wetted Perimeter 18.55 ft
' Top Width
Critical Depth 18.39 It
0.33 ft
Critical Slope 0.02710 ft/ft
Velocity
Velocity Head 1.00 fus
0.02 ft
Specific Energy 0.85 ft
Froude Number 0.22
Flow Type Subcritical
' 014 RIM '""IT
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
-- ----- --- --- ---------
' Upstream Depth 0.00 ft
Profile Description
' Profile Headloss
Downstream Velocity 0.00
Infinity ft
Ws
Upstream Velocity Infinity fUs
Normal Depth 0.84 ft
' Critical Depth 0.33 ft
Channel Slope 0.00100 ft/ft
' Critical Slope 0.02710 ftfft

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [06.01.066.00]
10/16/2007 3:46:59 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1

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North General Aviation Development Grassed Swale - 6
???g?/V?:(i?l/?y: Y3,h:J,i? x. i riz?j }S> c?`?C .5 ?.? ?J'v?k?Fj 'r 1x ?t?.? {??l ?ti't??' <?.?ij..t,}?.. ??? - i?t ? -4 ? C ?.?lik t--s??q,?Yytlir'? f ?
?tsYii??': t.h ? ?1 :l l ??. ?? ??i?1? ?ly. < Y S??? +? ?S r ?dt??Cr? d .?4x•xF???r? .Zf't sx??Y ???X?s: V?a??`??f ? L.;? ?' ??Fx ?b`.ix ?? '1; ?ht ifs; E'v?iPJ'?".
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient 0.035
Channel Slope 0.00100 ft/ft
Left Side Slope 5.00 ft /ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Bottom Width 44.00 ft
Discharge 32.70 ft'/s
Normal Depth 0.69 ft
Flow Area 32.73 ft'
Wetted Perimeter 51.04 ft
Top Width 50.90 ft
Critical Depth 0.26 ft
Critical Slope 0.02844 ft/ft
Velocity 1.00 ft/s
Velocity Head 0.02 ft
Specific Energy 0.71 ft
Froude Number 0.22
Flow Type Subcritical
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fds
Normal Depth 0.69 ft
Critical Depth 0.26 ft
Channel Slope 0.00100 ft/ft
Critical Slope 0.02844 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
10/1612007 3:47:20 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

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Worksheet for Bypass Channel into swale 6

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data,
Roughness Coefficient 0.033
Channel Slope 0.05000 fuft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 fUft (H V)
Bottom Width 8.00 ft
Discharge 37.68 ft'/s
Results
Normal Depth 0.60 ft
Flow Area 5.93 ft2
Wetted Perimeter 11.82 ft
Top Width 11.62 ft
Critical Depth 0.80 ft
Critical Slope 0.01885 ft/ft
Velocity 6.36 fus
Velocity Head 0.63 ft
Specific Energy 1.23 ft
Froude Number 1.57
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.60 ft
Critical Depth 0.80 ft
Channel Slope 0.05000 fuft
Critical Slope 0.01885 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
7/2/2008 5:23:54 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

North General Aviation Development Grassed Swale - 7
f<. "1'?n-'f :_'Cf,`yr``(t'4'? ?gY>?fi- ?(s{? f,?S,?,{tv.?:s id5rf..si }rLsisnt?Y iJ liy ,t'i r-!_,(,.?.?v-.-SO rt+ y3tZ i;-trot"rP L 'ysrj: Ft x i-a? .ice.
``0.I.:a%
I...,,,.;?-,.nv?"'lY?s:'?i{?Tnli`?.,,ri'?.n?$8?i?il:Yla'},t,??i.^,'z..:?<s?m;,.J,i:3r;Ui..t'g?x
Friction Method
Solve For
Manning Formula
Normal Depth
?'?.l"? A•fl: }.,1lYC K1`? ?? ?1i? ?<Sv? 1 ??-?f 7C i/Y ?N ?. }Y'.?b`.3 M'^{,{<.M"
_..1A: I alt l}i2 F'Y ?i?' N!.'1 <s {YE A°!'1v A S DV F ?h? ti T`?,.
' Roughness Coefficient
Channel Slope
Left Side Slope
' Right Side Slope
Bottom Width
Discharge
0.035
0,00100 ft/ft
5.00 ft/ft (H:V)
5.00 ft/ft (H:V)
2.00 ft
6.09 ft'/s
la 't S•^I:"? l?sj?r >i:Y :y?,?4ir`%•.^}.r ;,. ';>4j j@r - l LZ'i s i :.<YJ l'k?,p],^1S<, ??,7 . <y ?... >:? a y,, t{; ., .,'??<?, .rF r X-! is ) s .! s? ' n w'; TSI; .
I
IQaY.;x`%,ii`a,?'iR?K

Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
Subcritical
0.97 ft
6.68 ft'
11.92 ft
11.73 ft
0.46 ft
0.02720 ft/ft
0.91 fis
0.01 ft
0.99 ft
0.21
1

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r. ?s.>? 1. ,} ?cY <37 .-r, ?;;?y{}?•'F?}+?i'?`}>. f .i. .s?t`,?4, ,"?. ?"?SF?rd^? ,,<? ??+ ?. 6 ,??'y_. ?3? .a'tt ?''t k`?"'"?.1> k'l xr r??Y.ac-ic J2' - k ?1,::
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Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps . 0
s<^" u, ?- ,,.? c,ff 1d' s i P dY,' Y A `!: ' ?'9:`c e;. q1 r y Ls , >a ? ?s>
? .'; .. , .e{ r' ?x< 3F v9 '# s` ?S,q.y >k t? s .? ? * ? 4t z s zk T far .>,y; J?v J. v ta? .
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ff/s
Upstream Velocity Infinity fUs
Normal Depth 0.97 ft
Critical Depth 0.46 ft
Channel Slope 0.00100 tuft
Critical Slope 0.02720 ft/ft
1011612007 3:47:32 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (06.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

H

7
North General Aviation Development Trapezoidal Channel - a
,E.- w y<`rf` ?rl? - }1?S S< ¢ N6. 4,?y>Yu cJ' L< tN f <F' x t nY a+ x Y - f ti'1 l % yy??gg? b 'Si
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?.? '._ f, r?.
x?ic: .Y .e,< . n.. .,.: &? t..,a<-.?:2.?'LN'.>?.i.Y 4.. t.L_.t....'f ..•., i. '?.. ?_ .TION.aU:?
Friction Method
Solve For
Manning Formula
Normal Depth
?Yki`?x <xrcf?.r?>yES'?'s'?P??ws?xr?L??if3 ,?r? `tt? r.a7 ? t? NOB '
a_.?x{rt?>+.?{:?3?.r'??r.?'in ;z
c2,'rt,i 3gi:lJGSfl?f?z(.E'1' '?'Sr!In. tz t
<...r - -
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
' Bottom Width
Discharge

L
0.041
0.09200 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
8.00 ft
29.90 ft'/s
4 4> SSa' 'R
?rl Y if ).t ((`!ry [<Y 31 lJ!t FZ
F ANE ' `Tf Li?yt?I. ?VY'<?.ip Ya S t y!?1(j.(tififc (((r E? >yG\1 la i! ?y\ 3 r H 4'?4 3 s{?r.? , (l 3 ,?. 5£lii
`i,?iDVQ,
F4aY
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1 N
Normal Depth 0.50 ft
Flow Area 4.79 ft2
Wetted Perimeter 11.18 ft
Top Width 11.02 ft
Critical Depth 0.69 ft
Critical Slope 0,03022 ft/ft
Velocity 6.25 ft/s
Velocity Head 0.61 ft
Specific Energy 1,11 ft
Froude Number 1.67
Flow Type Supercritical
( ? >?a r bt '., , ? ?.Y,?"?C>s??s?? J?fk?" ? yi k5: ;:' r?j-?3, f ; r?E?r. ?f ?.? ,' . 'r? '?jc t• ?,,, ? t?eD: ??'a [ ?( aw .. ? cr7 E? ')ir.. < fy' ? fS `?T'.• ?ni+;"',?\"'a?,
=
?
sx > x....iax..res «\.. _.>,xr's.>?.?.?, .. r >,?e>,r 4 ? ?,'??n':"Sa ,.:Z?:ET.u>,L r1r?g$?;X?`xy.:.l?f.
`t.'>?.?o?'X..>.,;.iA'E,?'?'m??;13.v,.:?11:xlll??"sf`?' f?t=
?'r?r.'.?K«i?t?'?'':???!
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
(? ?'?7i>t ?aY+t???.S?'1"k?`Pt'):i??? .? ?y?Y;?g??? ? .f? > jeft ?•},sstl g 5. t `.. +?"'0"1"r)""'?. 4 ??lYr??.cay r?'( F..
P O',` 7 w'F•? t ...? t? +%'c 7:i??•rx ? i? ? ti't^ s ?' >}?'C ; Y?x z rt
yr _.a e<.,
6 Y N1101 711-111111111
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity Ws
Upstream Velocity Infinity ft is
Normal Depth 0.50 ft
Critical Depth 0.69 ft
Channel Slope 0.09200 ft/ft
Critical Slope 0.03022 ft/ft
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 106.01.066.00]
10!1612007 3:47:47 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

' North General Aviation Development Trapezoidal Channel - 9
r?7 >...u^4li<' G? `rxc, v; '. t: v ?i)l?, y ?,e? f2 £.+ i ?s fER1S,?,?TS'?t: {;. F x ;rxt ?j..S?`?F?} ??ZS ?Siis;Y+??jt ?,i?,`2''fi?l,5i 4£. -{"S3", y i '?;f' l 3r 3f ¢ v<c YitCSS S.,>? •.
' 1 A+t
f.lr.[c<„t;9'.??'?O?s?;?f,??e.
Friction Method Manning Formula
Solve For Normal Depth
tR'-5 ..-1@et:. ,;?/ Y ?{3:?y{rZj Y'Y !' Ft ? . aFZ Sz>f15? ? e.• f `t '?,bW . ,F,w vt y??b k..h=,? a . '.:" y£ ?; rxf4"<a f - ?' e' i< h?1ZZ ?Y' L
? :.?r?f.fy'?k ??r fy.•. $, a<z
c ..'..m??4a 3.E+ Y< ... ?R V ? f 31;a'Sf v . .?},X.? S "'41, .%.
' Roughness Coefficient 0.041
Channel Slope 0.05800 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
' Right Side Slope 3.00 ft/ft (H,V)
Bottom Width 8.00 ft
Discharge 34.84 ft'/s
[ `:?`?,'•?Z ?` >ii{ij;? `'i P Q '{:)3 f a"? a '. 7'>Y 3a ? ? f•::?,^>r i i. ? Lt `%:;}; ?.. c; .4 . (}. ,; ';}s ^c. /t 4 t1-r > t"; pa - r F
I j??,py,;? \'?y& { i '?c-T^ i?'f r 1'.'S:. ?. aja . , ! ?t!? 1 i .n{F r4fi ??tz axpY, ?r`lr+?ru. }' a;3 ?¢ $ h'I'? F?ct 'i`t``y.?t?S4,• ?4,.i d %F,,,??U"'3 ?4'??f?li ty,'#t?? eye? S:'fr4 os s'?i1
' G,•,'9„?Ita.;-_?r.?2t-Nt7h?%??r?:.i"`s?,#5?$...f;:rc,t'?t<L.:}y?,J,$?i.cn?ra`.'.u?rat..4rsk?}YnS'ai.i?>.°.A"Xxis.,'i4f3n4.'1"ti>fav>(..xa?'i.`F'nrt..i;7.;_:.. >.._...
Normal Depth 0.63 ft
' Flow Area 6.19 ft2
Wetted Perimeter 11.96 ft
Top Width 1176 ft
' Critical Depth 0.76 ft
Critical Slope 0.02947 ft/ft
' Velocity 5.63 ft/s
Velocity Head 0.49 ft
Specific Energy 1.12 It
' Froude Number 1.37
Flow Type Supercritical
d 'j,Si?'t
[Qf?'T?y?/?''r?f?S
f.?7fe. J.kY£;;4c,??ar.e????}?..,4 `I?:: ?.rf3'i. t `l..j `?,;?? .trt??t': L. ;?fa..ti?°..: "???. ?:n`,yt:?????.[fay:".,'0ia'.?':Pi'#b?b?:?:4s'??fY.?`l?a???t?'??•#""'PTa?%?f?'.T$?14?,?? Yf }3>?'sr??:?'y
Downstream Depth 0.00 ft
Length 0.00 ft
' Number Of Steps 0
(?`,r -. s ?.[?? yt q' fi•r. '.'?Y;iY,,?.?F $? ??r'?J ??tX ?? s i ? s;`v ???(s ,'????j'?ij?' xi}S f ?, d}- ;E '?? a 5?",j?iyl?sn: Ys'?t . "iYyi°Sr ?: ?' Y???tgq?T ' a' 1? M1? 's.{rSE? ?cy?, Utz ,yya
rf. I ih>cLY,:SS?sF„E3ii<?},^`b§ v;?. ?? :49e35,'Yt{},??I ?R;v3?,.'.'t?A }:=??R+' r.',f:??.'???r'"3?FfX,S¢<{3y? wtj. ?'?'
' Upstream Depth 0.00 It
Profile Description
Profile Headloss 0.00 ft
' Downstream Velocity Infinity ft/s
Upstream Velocity. Infinity ft/s
' Normal Depth 0.63 ft
Critical Depth 0.76 ft
Channel Slope 0.05800 ftift
Critical Slope ? -?- 0.02947 ft/ft
' Bentley Systems, Inc. Hasstad Methods Solution Center Bentley FlowMaster [08.01.066.001
10116/2007 3:47:58 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1

' North General Aviation Development Grassed Swale - 10
't.>!?.{:ni?j1P ?rtc. sf.ff +?? w+Srr?y ?> ,?$ d."? 4 as :`tCt<t 3?-4:x" r'a, r t n
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Friction Method Manning Formula
Solve For Normal Depth
??:•?.. sc
`'1.?T 3#Ts , 4 r 6 e. dit'F''?*,? F v yy wt A. !fQ F ? yy 5 - cr !
BOOM`
S
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?z +E. ... .. .^?,'.4Yi???.
' Roughness Coefficient
Channel Slope 0.035
0.00500 ft/ft
Left Side Slope 5.00 ft /ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
' Bottom Width 14.00 ft
Discharge 2.84 fts/s
' AAA
r
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Normal Depth 0.20 ft
' Flow Area 2.93 ft,
Wetted Perimeter 16.00 ft
Top Width 15.96 ft
' Critical Depth 0.11 ft
Critical Slope 0.03812 fVft
' Velocity
Velocity Head 0.97 ftls
0.01 ft
Specific Energy 0.21 ft
Froude Number 0.40
' Flow Type Subcritical

II
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Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
I r 1F ?` Y y,`V !f:?. ir7.'l L? s' "S,2Rji r o> ao:. y #>? F s`s of `+ ^+'irl y3,>?1 `gggx,,,??? 7tt?}.t:'?? yy y . '+q''.,s a( '. ?t -isr r .t. .?} >!+
I:%ti.?i4.T;'gffA..??
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
10/16/2007 3:46:13 PM
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.20 ft
0.11 ft
0.00500 fVft
0.03812 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1

North General Aviation Deveio ment Circular Pipe - 1
(? .??j,.-4jr??lii? '•; ,?t?sf t+{.a?'?R??? ??? t?`vy?{?Lf??j ?'k j ?:?'YR i?(? R'2 Sr?\c rc a''.r?aR y-?ir,•'? 5 ?ttt j'ti\?{?.'F'F ?.-J ??t'-? Y%? r :j.1'"
} ,?. Y` ..sL/??t'}??11 i ? ?C s?? •" 2` ?`fab ?n'?jl???,,',it t9 [R ?? ?? ;?f- t )£?S ?' ?^F-`? Sv0 '?,f ?Nf ?x R 1 t. 'f"lry?L Sg h?`A'? S
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Friction Method Manning Formula
Solve For Normal Depth
1` MIAMI :>s#•t.ti t?r,?r?
I.?1NIVIN {.i)jf`: \i.xt?, fr.?? ,.??„`a Si 2Yb,':b .?.s``Wh-j?iZ 4' -.t f`•dy. ir??=t?$a?'y? ?"pYyr`}{?.i?ay,{rJ";ur$.. Sy?V?Z`?3613?jlY?xig;?,;.'3E?'r
.:•F?:f iY?`vtiYx . l?{Ey?rl?L? ????t??y?lf?? f???a?+t4t`ftyy??1?°?? ?f ? F1a:,.f t,s?: 1y {a?xt?.,Y:?s?tiu T «FFY?A??I fCG4?rt.,.
Roughness Coefficient 0.013
i Channel Slope 0.00500 ft/ft
Diameter 2.00 ft
Discharge 7.30 ft'/s
';d
l r ' ?Y.'i.1.:?c it Zrf `? 'Y} s Ygkli' ? > . { F ljl c}??3ftZx#' `; i o Fj :j .`,. < y?y •`\Yg£S?(rr C r$t't('r# '4:..t",r?, Ft 7 +?r?
.
?.Y. w ,Lt•sc..: _s?iGuXr?-,.i?uf ;..... ??A..r•s_..3: 5.l. >u:, ^i<s.r...,,,.x? .h..sh. e. ?uxtl. f) ?Ux?_-tt .. ,.._,. S.f?-Ir"i
Normal Depth 0.95 ft
Flow Area 1.47 ft'
Wetted Perimeter 3.04 ft
Top Width 2.00 ft
Critical Depth 0.96 ft
Percent Full 47.4 %
' Critical Slope 0.00479 ft/ft
Velocity 4.98 fUs
Velocity Head
Specific Energy 0.38 ft
1.33 ft
Froude Number 1.02
Maximum Discharge 17.21 ft'/s
' Discharge Full 16.00 ft'/s
Slope Full 0.00104 ft(ft
Flow Type SuperCntical
f`sD?. >.^.li++.

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Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0

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;r< ^s.'. 0
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Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
' Average End Depth Over Rise
Normal Depth Over Rise 0.00 %
47.40 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ftls

Bentley Systems, Inc. Haestad Methods Solution Center Bentley flowMaster 108.01.066.00)
10!1612007 3:48:30 PM 27 Siemons Company Drive Suite 200 W Watertown
CT 06795 USA +1-203.755
1666 P
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' North General Aviation Development Circular Pipe - 1
7,'s
.>:.:*+x?.a......L:..i."ra6'Jsrc A.Md... `OR
,:,.5
Normal Depth 0.95 ft
' Critical Depth 0.96 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00479 ft/ft
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' Bentley Systems, Inc. Naestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
1011612007 3:48:30 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 2 of 2

1

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North General Aviation Development Circular Pipe - 2
-.,tr I'Y r ? <':?, ttvra..x ^+j'Ej•i ?. ?t'? / r,.' `fti3' ! :t 'Jf7 ?t» W 4». r ? rs, •? Y'? f Y ti _ W r - fr .e.? t F ? n.
r? i g?ri?j ?]}? ?. .? ,a x.t'g' s?)'. L? ?k?'t::r t?t„?.. r ?qi, Y;.. ? ?w;?'?,r? t?t?`4a. ?, q1 j" •?,? !t£?'`:``,r ? ?
RNK.:?St..6?5 t 3`gm`i'fin,
Friction Method Manning Formula
Solve For Normal Depth
N <; Y z }, ?y ?fLlfr; y??. ;?z??? ::? ^ t t? affi, ??3i?'y td t Z ?_' ?? . ? ?iS?kS`?+i
} }p t t K y r ¢¢,v, t xys f l e? Y-r
.: 3o : r
`i'Y1Ss.<}a4ii..tAi.r(Y;?+yb£ r 5.>+.2 ?`:+?..Sa.fOf
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 3.00 ft
Discharge p 10.26 ft'/s
•.??a{{A: •?pjX?K ??ft,>:.1 t1 `A } Rr'`?.'t` i?4r.Y?.Z+?.'272_Yt'`£.gy'{i(;y;F A''4. Sr,. ?.,_sV'??ci,. Y.cL l?a?,''i? ??"t aFaj ?x s Z?i:.'c ?r•a,?i'?"F,:;? P ,: 3S d.t
i{? r ? f f„.?fi2j:'f ` tit}si :'} SAYS r?t? f tiyr` `? "fn4 T 4,3Fb?? r !?,
P Il rQCf1' 31'iddj we
1'f,?.ti...'F?.'£?sir.,l'tk.; Si,nF:t?i
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
SuperCritical
0.95 ft
1.92 ft2
3.59 ft
2.79 ft
1.01 ft
31.7 %
0.00391 ft/ft
5.33 ft/s
0.44 ft
1.39 ft
1.13
50.73 ft-/s
47.16 ft'/s
0.00024 ft/ft
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
fk l?. ? ,ti`! °k Y' ? tt{ay?. ? r?Y?t?t 3? ?T' i? ?^?i`?; x3 +e??YOI ?.QiX?<'??-`l??"?,?r`{px xt '{? ?)'' ?- ?iF ?' `3 G t ? 't? (W \;r°y? !i'i+•?? ?\'ar]SZt ?s?.ft, j&+1,ff???,t ?? 1
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 31.68 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01,066.00)
1011612007 3:46:41 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

North General Aviation Development Circular Pipe - 2
C;r3 sd.g(??fit"}n v y?- iY yj??
1 Qt?j?}y? 17 IRMO,?'????t.?";:???aa`
?i..d lCC.iff.,4;?I .'?.r ,.i-,.,???: ...? ]Sr...t ...???G.3i..,,?t,.s?..i {14.u. >t1,is ??`,?..?:.ki?€vhrY??. n.?..,..LtFnfuf? ?Si.?ST`L.:!i?t?<wv:?l.,?!i'i.v. $rA?,.._ ? 3
Normal Depth 0.95 ft
Critical Depth 1.01 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00391 ft/ft

1

1
1
1

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
1011612007 3:48:41 PM 27 Sfemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 2 of 2
1

' North General Aviation Development Circular Pipe - 3-1
x'1fil?N'. r ;Fi roy v-"Y 3 Y> « F ,T3 v•tej » s t-T tY u'
p ?s .? rxY >i {t 1S ,j `ttLtak? - ?t ).1,•'w4-tt fy t.?sti>;? '( r 9 y
r}{ n t i yS C§ s ! u S a? k H u
4k ?L2.? ,...1..).. t.3i° .uY ?}a.? s rx>,;. ?x,:5}.:tf4?::.zr.t, o
Friction Method Manning Formula
Solve For Normal Depth
fJ: :+A?; ?a .yr,i.Y -'w..? r s )?.t.? E., f s-g7'?33a, a,f yft {{t.i f-W i?7 aY Ott }^F .%k i.S ytF.
`} } ?y x1biZ'tk `?'> ifx•A. tf•.?%y? t Tar ;l i ?` J YYe ty k?,`?t F <` ;r M 7. c-
OAR It :1.1ia3?;t t t PI t iG r J k !; t +?C$ . 1, a : s, r of
t:,.. ti`n': ?t,x ,.....:,,.R. h.:F_ t ,5 ?.. ?..,.-.2L4Yn$lff. ?;* 4:.?ittr?.?:...s? T.s ...orY <.??f?rv?3?v?r rf?,<.a.A,,?O?s <?a
' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 1.50 ft
' Discharge 313 ft'/s
''ft5?y?xq }??kJ ?YSt?ra?.><krs ts''SX J"r?'. tta ??ii - Jt i??e ?4 t , }v. a 1.`t?{?. f >st, rc*4i? 1?.:?x ?;5xt? tti a.i?{.-. s' (12U?•,iSrZY, >Ee:t,45?5,<Z _• ??,1,>,Z3>„?t .<.1.
$„kl? Qtt r3{{S?}?KiY?;1a@tn Y}xc td:t 34 °1? it 3?aYVt;?rfla3fyj?lt?{z i;??lc ?)g??t?sist t als?>??{ t?
p 1 .'
?k.:. c•u, r,. •v.,, t?af:,nt ts5. .[A...?>.,1.r.:.. ?;?, J,r
Normal Depth 0.68 ft
Flow Area 0.78 ft2
Wetted Perimeter 2.22 ft
' Top Width 1.49 ft
Critical Depth 0.67 ft
Percent Full 45.3 %
Critical Slope 0.00517 ftlft
Velocity 4.02 ft/s
Velocity Head 0.25 ft
Specific Energy 0.93 ft
Froude Number 0.98
' Maximum Discharge 7.99 ft'/s
Discharge Full 7.43 W/s
Slope Full 0.00089 ft/ft
Flow Type SubCntical t
Ls?,?,t.?}Y vas .<r 3g,,wt in ?•(?RGS? .-t s`?f}yr?5, ?, tfy?.,•S?i JjZrk?>,tir'v?t'?; S 11,L,sY. ;i 7?.t \?1.?^+ 'Zi. ?tK tEi e? ftr't tR .t<?L• .Jr ?t'r1J Ff ?yk r?JgY.i$
T! \ . Y3.'.{ t'?4 tt s}C: 1Zi``LivY>'I t`tS`)t?r t>rt. t txi',f,s t4?tY? !X rlx`ix? CJ'[ 4sht ?i.<??"?
A ?a s< of L r!}° }=
,,.i -k .aaT .'.. t F; K7 a'i -e 1# M1,>;7 i@r .L;x_L. esti3.,!",4 u sF Y }
t Downstream Depth 0.00 ft
Length 0,00 ft
Number Of Steps 0
..yg, ,..t;` t ` ! ' .s-;t 3?rsz :t' ECS f'S' ttf.- va: <. .Z.. a-s: 9 `i'8'• Y'
- ?' '? •Y ?': o ,? ?? >€? ?9i?t , ?>l.' Y t { %zvi t/ xl: D6 l ?t r, f ?3' }•,?:? $ ' ?`(. Is ? `fit ?. - "3'.,.+ $ 5 ? .? 3^' ? ? .?>
' Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
' Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 45.31 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FtowMaster [08.01.066.001
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1
1
North General Aviation Development Circular Pipe - 3-1
Normal Depth 0.68 ft
' Critical Depth 0.67 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00517 tVft

1
1
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMasler [08.01.066.00]
1011612007 3:46:50 PM 27 $lemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

North General Aviation Development Circular Pipe - 3-2
E i
00' _ ?i?+f•.
??7'iES,•f.?'f:t.L.r t > i?'`? nZ-`sn^ tkf?i?'n1&?7^?A'?jTr> i+r `?lly? ?????rY?i SgXs'r`? d ,? ?'.!
f.: • Yr.. --'r'20
Friction Method Manning Formula
' Solve For Normal Depth
".?>yr+pypyr?.'r< z ? t ? ?? l{?? ,v,?i ?' (!,?i, x ?_ &a ? ?? ci' ?? ?C]' Y < ? , '? 'a .?? `? y?C i 'qi x ? ?r ? i, i. Y•S, r. r £
N,. .af `f rj :?.`.>>y> ,i. ???•?g?I u,-i, *? ? S.? ; 1}yb `v a?f?i6q?z?l?aPi 4?,ifi ?.?i}it;'yr'4?z'i _?y?tyl'I??S Y?y?.c?>;rJ. ff?r ?t
st'..Yr.. aT { ? ??, .a"r;> r.,.,??? ?t i 3 j?P s?t ? r z71` ? y> ?r J'i`r?,??, '? K+`h} s'`. ,;'??`??? ze ??ati?"1 ?? 2>Z??s 7 Y ?,<J?(•?`? }?? Q??
' Roughness Coefficient 0.013
Channel Slope 0"00500 fUft
Diameter 2.00 ft
' Discharge 7...47 ft'/s p
k- .,?„``?y% r?'^7 (7+Q ? b r;:?si( ?a;t.: ???1? !Sj`'?'s3 Yji..:. llxi F2? >?3r.'?>E-r, •. ?5?rt?,'Y,rxs ?r >?`.iitc a?+?.,?Rt? ,}'t ;?. ?Adj ,3?C???C ,'mot sz1 IV f?zf???
?,ryry z X f S S a Ti ziz ? ?; ? ?'? ti" s d c a't?7 ;TQ s
' Normal Depth 0.96 ft
Flow Area 1.49 ft2
Wetted Perimeter 106 ft
Top Width 2.00 ft
Critical Depth 0.97 ft
Percent Full 48.1 %
Critical Slope 0.00482 ft/ft
Velocity 5.00 ft/s
Velocity Head 0.39 ft
Specific Energy 1.35 ft
Froude Number 1.02
Maximum Discharge 17.21 ft'/s
Discharge Full 16.00 ft'/s
Slope Full 0.00109 ft/ft
' Flow Type SuperCritical
Mr ?: ?`;ilL4-1, ri ?'4ra-? r 7 ycJ1' vk.! rLT'Y?`- x : .sn #+. ! j A'k 1?1 $r>sr ? t? a - ??- ?'?' '"! `' r•63 ..?, ?..
VVvv??t? ,?Ssf.,dX?.;?)Y(rc?r ?3? jR.Git+?tg??
?,?;;r? .l+?AMARINE,,,
?.. t"., ?•c ..«? ??.,?s??'>,6c7.?t.?&r?i. @vi. .?i.:;3?I/•?im %Lr:.yr. fir alb; ???1. w',??'?i4y'f?. i>)?-'?,.?r HY?a17?'.?"??rJi. ??o`.!<E??. ?Y,;r}fi?
' Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
<,;?yz. ?'? ;.ar '.?' . :, s;??R"t;37 . f{:?7? ??< < <:y, w:s. 'x'% :t''iC, `til r "?>:r yr; ? `s s, - 'rtir,` xa2x ..s,<- 4.>t::n . ?,? . e •,:r ,r.: •:?: ? , ?:,..-0.. t:,1+ <c... •»
t(
?Y L;s ,St?(p 7?.>? i,?r f ?? ,? r? i ?I ?.r?I?' •;.?'? ?rI ?^ \ `E `y ?'r F`4 Q' ?' Z7 e
L?,!>y'?'-F?x? ... •' ?? ?Y?!ii".a?'r. e.r„Z,.R. "Lka3.. X, ? YX?.:, z.. S>?e?w;1.? °t sY..Si.- ?Lw1w`VdT?7. ,r> .. ?. z ?? i<"?n. `t..V?"?rs<tatTif??C. (1, 5'?7,2:?3
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
' Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 48"06 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMasler [08.01.066.00]
1011612007 3:48:59 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

I I

1

North General AviationL Development Circular Pipe - 3-2
'cYllue;u? .: -Y'.?t-7 'ST'xa ,,<?;; ,?tt T'Yt.?1 .sy? 7N '+Y,r} F ?fP.<>.tt S,F"q t?ay>?.;?e ?£?'Syld
'isr? 41c.g'?calt i?, 1,
< '
Normal Depth 0.96 ft
Critical Depth 0.97 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00482 Rift
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.001
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North General Aviation Development Circular Pipe - 3-3
.:Ta 3 -;u ?? 'f)z": ?Tr -1 ??,} 38a. Yt,ixs i@:r. >?Rj?} ?E >>t>pft ltt.'... <5>fil !fit rf-x};{rY? xiyt l+<'t; >?t uyr ?? e ?s 3';Y.\"e?kirr t ,s ?Y s
;c?, l? : ?df k L > a' C ?f h 0 [? 1 di
($f`I ? ?j5nf???en, s??g? +_ L '-7tst y v??g?,?yyl ?,y,.t 1A4?. ?E ??t,.y} t?Y" 11>x'Sa i? r El.?'*?'?Ft?'-?s ?a?'s` ..}.Y1?f•??br"'f x..E
?dE? ?F. a???;!`xw,•sz.F.?.fyi1,'?:r??.i? >.r.>,f.?ti:?Aa i??'e.?e?Y;.f?Ai.?is ?t.s..,?.+?;r}.h.?d,... ?'?..., s?. Div Y.F!.?:_,? .?_>.. _ r. ,.s. .. .h...F•z .,.,
Friction Method Manning Formula
Solve For Normal Depth
cl4t? !}?Y 7.l.f ? . t;? r:.'b Y ; a is /x?+x•?sJif1 C S -"i. ?' ? '?>'tij?,)a°?r?:.Yi3?J?Ci?' ? >?i { ?A?'? 1`55;C1:. ? ?`' r,_>.1?14£ ?.><.t.?z r>`?it:3. r? y F` YM? .. !t` . ???q' Y o. _tst"?1!'7.Y t£'r?i
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.00 ft
Discharge 14.63 ft'/s
. s?} L 'F`\' ..i'p 3`•P>C},?n ll,7'1 s z4y;<- ?..s?, >9+Ys 3Ciirm. as 1..,4 r> i S>?> #% > 7>2 §` 5 r t? .1`.:3.4 F <t ilea iii }t 2, -i'a ?Fa x "viYl<t 4gp >t.:
t 5 r s .if? tar1+43+•.t'} ? ?. f?Fi T? ?C>.t.? yl? "'yl'?C r? i ) „>s ?f a. ?i ?i.?y r -. t, $>,.,; i rzr ,k?,`?., ?,r ...i ,. t 1 >
Normal Depth 1.50 ft
Flow Area 2.53 ft2
Wetted Perimeter 4.20 ft
Top Width 1.73 ft
Critical Depth 1.38 ft
Percent Full 75.2 %
Critical Slope 0.00622 fUft
Velocity 5.77 ft/s
Velocity Head 0.52 ft
Specific Energy 2.02 ft
Froude Number 0.84
Maximum Discharge 17.21 ft'/s
Discharge Full 16.00 ft'/s
Slope Full 0.00418 fUft
Flow Type SubCritical y
n \. ?. ?-"r,'.. '> ?i'1`? y` S A '>. ?' n;8 ? TC `Ch e i t ''' ?? li<;??? ?AS'Ir??! 'i ?• ?rLii''?,yS7 ? i'8) ,?S?j,Y :[ . irk 'J. „?d; >?ti ?t;+'.'i`??j ry. s •?'?+.#ji lk >. rE >?'j?';}f'( 1 t, .
(J[[??{t'?? 1+'3 ?? ,?i p.? ? !\?.,.?' i4 ?{ cr??? +F•' ?' s4R> ?. '?t? l+'9?' E'SY'y?,f
x...4ti Y« •V o« >. ?s 1> ?v a?C. >i, fF?.'i>. e,. . kl ?'ii!.a?°.? ?, ,. .'ASS 'fi^.,fS. n to G.?.$:`l> 3.o s. <. •. 4. ? ?? ? ? :??r.t,4.
11?rB?n
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 75.21 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 106.04.066.00)
1011612007 3:49:10 PM 27 Siemons Company Drive Suits 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

North General Aviation Development Circular Pipe - 3-3
1 i? ` ` ???'??iLll ;NHS L'C ?j E?`f. ?Ft i sM ; ` (• '?'?j;f 1(?.E >, ? ity4 ??'rtYE,?l,?,T? ,?i! <trS ??''?`%e
Normal Depth 1.50 ft
' Critical Depth
Channel Slope 1.38
0.00500 ft
fUft
Critical Slope 0.00622 ft/ft

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.001
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' North General Aviation Development Circular Pipe - 5-1
f- .?. "a:>;j- ry ..?Ya.? ,t?11 -)1'3%Grts ?axs;7 '.<?i y?C,t•>?,: i' ?I+? ' F• j'Fi; ?H •:A" ?,fA :1+?? 7? '< 9 ?, ?jESS i,?'sx4i'A? ?.irf'?s: `?as+M' ?.. 1 saA t /S. ! f <? ; > z s
fpp""' yplr,?? /s ?yv2 ` ?qr6 n k r?` ,fix g(? \3 r Y ? r st.i? ? ..nxus it r+: .nt `>f;. (??? a f = ? .. ?Fi PrGC '-S J ,?yj
t r'lCV G ? ? ?t?lU 1?(o'?1 R ????rt'1Py>?S ? itr *?t?i`77 e? zf: f? i ?Ws,;+ ? S? 7? ` ggl???._? k rt T? i 1JJ??',tf»7s iyt'? G. ? .'1i's !. i 3 ?ktA
?r:_ ; ?.L`'Y. .Ji:a?ti.'.Y rc.,6tSE,fb,,.L'?ti??'au,.?:_J.;i ?.F.;<• $r:9,tiY. ?. ??fi„?1.w,i;?2%?s? s? ? :.,?:..Y?`6 by ??'ss? : ? ?? ? •Ykt. 3 A; iY ?` fj> ?t to ak 2 Y A
Friction Method Manning Formula
Solve For Normal Depth
, ?° n '? ?.i \ra Lk' i t '4 js'?: ?it?'?: ?$3 s.E-` a?'eiis -?r`.1 J°t ,8S ?tY•?o; )?(-- ) ?4's .iX ? (: ' :n ??,,?. s. xsy Ej, N YY 1fx...? ? E .? Yf ,., •i.
t L t / t t ^'Ysw .ix i 'aS, y,r, ) Sl , ?? ? ? y
y? ?j?'a , ?'1?'s f rt `? 3 3fs2 ,rx?3;r?????rytK?iPt >?:,? ) ?saE L>f ?E. ?a(? ??i?, ? xi,S?!+c='`1$r ??FS s,3rir sv??,ts ) '?-y?.?3s) ?, ?SsN J ? n ?+ts s?E?.
IY??Ri+;?'??'s!I'`',?<,°,??+?iASEr?; ??'??kr I'E:11L.>???::>?'`Y:i?,r,s?R<.t??3S;trT ???? Tr?piS: '?.??S31Yy`t+zx?1?•?1rsYrE??.Ys?i.tic''?>???i,>...P..F.'.?SiitE•ftw?IYra?>°.?<=r)4?iS??tF?,•`?9`q.£aJ,i
t E .r.. u ... r s. 4> . <
' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.00 ft
Discharge 710 ft'/s
ip,yuyf:.p..?4 J "tstifC-,1t,,a.F•xt,?E--q,'? •:: v: ?:Kil's Yyj,:gr.3gc« ssa ci.,Tr
,/((tf• 3 1, 4?.?J t>`S R LCD krY?l>x1w?4?n .Si' 1",,:`l\t )?.>•'.slt"""'4( ,`?jj,+,?'?l2?tYN''#? .t. S 1J;•ez ie??"`- ?t
t" NN
It!: F).R ta?11:m
.>) f.+57:S.u?YY,',':`!f, ii: '? r' :`?..:..?,`?'_i3l'r??it3:e '•tas-.t..a ,.:.s?s>?..'.4 A
' Normal Depth 0.93 ft
Flow Area 1.44 ft2
Wetted Perimeter 3.01 ft
' Top Width 2.00 ft
Critical Depth 0.95 ft
' Percent Full
Critical Slope 46.7 %
0.00477 ft/ft
Velocity 4.94 ft/s
Velocity Head 0.38 ft
' Specific Energy 1.31 ft
Froude Number 1.03
' Maximum Discharge 17.21 ft-/s
Discharge Full 16.00 ft3/8
Slope Full 0.00099 ft /ft
' Flow Type SuperCritical
?'.K',.Y "7 ?v .•?..1 ': v:?:^.>,. k•`I.l .. ,:--:2>'. .i•Y':'lYrc,:??, .l9xv.;? 'F:?.?. ., ?:': i;r::,?c:e•,
FF :4 '?- K'.' \ j `gF s-tit } ?"?.•'jn .tI t y.?.ar, ., f\S?'3'(j; ?SZ.. ( r7?'3 <S {t y:. flk)t (R.?•i'yi,^tt 7i?.. ?'IY:', "tS` E.?

y
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.
,
{r( .,?.y f?{n?sspU}??sf??; ?1-???{A f..?frl. ,. lj? `,i ?i6 T, f ? i?,fy.?r`+i ;2?f:??i1 x. S?;??j? ?C<•LS A ,"_':.? rtt?A?y?fL'J•il?y-;?k;»Y1??Y ?T.?4? ,„?;a? ??..,,. ljs3S??'t?S??
ts.?
A?y. if r ((()((( ,? s,?pes*4?
i Y F k ?R? •? f ? 'tx ?E
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xs
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iS'?.f,Pi.,?, t
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:.?+ .+??e t?fiLl2t aLi?.YPkt
l.u.
r'3r11.??
.<{?
a
?iM i4t?d>3!t`I
I
, i
.?,'?'_
' Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0

' zr.: ': .?:. c:) .ris, rtT't?,: +1?;i+,?'i5 a,.s,,.,?y..,[..\, ;a,° pt f4.. .[.,<?'..+,?.EV.. (? py„„..j[ ,?,, ,j2,?E., +: _,?, -
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:"tafct)ti,
s!?,%a'??'i>a? si:'tY1?FS?;'v
e
1
??St
e.s}fJh:fl:):f
!'Leh".'tik;<is4Fr
1'rZ
w.et1
' Upstream Depth
Profile Description 0.00 ft
Profile Headloss 0.00 ft
' Average End Depth Over Rise
N
l D
th O
Ri 0.00 %
46
65
orma
ver
ep
se .
%
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
T
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
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1
1

1
1

1
1
1
1
North General Aviation Development Circular Pipe - 5-1
• d \+ t??s(y » ? ???'r???"€Y!<t7i: ? i??<1i?;1tl?fik< x e tk c r ,sc v ?•wes or t; ??t r y„ ? a,
t:yl?v:v.,,,;<Toes.?X?t??Fa.,r„3?.>.J2b<?.?:esx.W;,:t:,:??a'?r???'??•? ? ??5.,.?? S {?g? ?rus.?1„# fd ? ?? `,';?. s? ? f t.''.,'?+? tik?l '???? zA•S?4 4r}r?
Normal Depth 0.93 ft
Critical Depth 0,95 ft
Channel Slope 0.00500 Rift
Critical Slope 0.00477 ftift
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08,01.066.001
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'
North General Aviation Development Circular Pipe - 5-2
?+r `?yy?y? ` ? ? ??'•? ? 1t?"'a\''?` fib?)?,?''?2c'F? {?,(,,\kt'A??F°F*?, ?ty,.t>E$1?fi ?r?U J)t.t i4 of ??ei? 3 i??,t??£, ??>x?!t .?F y i? ?)??Tyt ?•r?Y
Friction Method Manning Formula
Solve For Normal Depth
-'??/,b.9 yxc4 °Y:?:,L ry! ??r{y^YF
??j`, ix,
f::iN' s f? t 1)J 1tA?l?>h.. f ?. E•?:.., )`>5 ' Y; 'C jl. 1?t t?'41? t('x) Li1Y'?Sta t'L!?'. )aS ?t}?'26i 2{i-{FZ'l??td{F{zg;,?a???
tilt S f 1?>>,??i h•. >f??Rtfq`t?f `` f ?\ ) }t
S yl>i<.a ?.>w?• '.{2'.. .l.ilt.(w?? <..\f.3?h SI.. \if7 ?.. ..1>?i...?M'C5? lY,`Y?i'.Y)s.:..T O?tt^ Jwkltt?,.$Yt? If Y`

' Roughness Coefficient
Channel Slope 0.013
0.00500 fUft
Diameter 2.00 ft
Discharge 7.30 ft'/s
. ?fv?q LA/ ry .?,)?,,?,?>cfFJ^*1 .j}iY;f/\?i< Y ?<,y r; .:?f may) r'H5t, 1?F?'oj' rb>i?3,+?,> ?? - L??f kfJ't 5f `'?`Y?'. ??.".lY`\c.Y? J#i,<y rn/.'??. a{•\U)?-. ;L?n4.'i?'.
` S ?b;? ?11?i Lti??lr y j Yt /' .CRY g%. ? y .ft?!'1`!"` .. v?? ? ? \rf'?s, fs-7"J' yt nf.. `'1' yjrPi ffl;' 4 t CO Y, )Ylttir vo x?ys t1.s ,J"' St?{.IL?
QI??1? ;f{kgr<?d/f 'ct,>???t `:t?" >L? s s) y?' Y < ? F! - ? t - f SCI Y" \ Y A h ?YY ?. ? t. ?' 2t ?l ?5, ??/y ? y ? 'Ea't c?-w^i ?+?
..f!rI..LY?Z.Kih.t-A>>sS.?•?.?::+].2?.a{.1.S t?????:?n,.7:i..\>??ii 3iY.,,, :.,s..i! ?f d1..\ti.)?..., .4 ?_ L.t?y??',3s ?.?Yt:•.?.i?F.?s.:..$Z:,.;?,1.5.....?f.'YHrs?.....!JSiF.;?7.f:.?Ri?.:.1?3ElfL+iw??7????f3Y}:t
Normal Depth 0.95 ft
' Flow Area 1.47 ft2
Wetted Perimeter . 3.04 ft
' Top Width 2.00 ft
Critical Depth 0.96 ft
Percent Full 47.4 %
' Critical Slope 0.00479 fUft
Velocity 4.98 ft/s

' Velocity Head
Specific Energy 0.38 ft
1.33 ft
Froude Number 1.02
' Maximum Discharge
Discharge Full 17.21 fts/s
16.00 ft'/s
Slope Full 0.00104 fUft

' Flow Type SuperCritical
! i! ,, 5 u:r ,, ..? ^'X' .?,? E•.',v J -" t? >pt y?\? S fri ? n {it ] ?,'. fii'?' Y I ? ?Y •V??t},?;q y ?!?F?( b4lP S >,?i`t? /d ! ? ,(??d rni y7. .L:?.::
.v>.`IaYX???+.??T2t?..l<'il?\?Z.C??W'.:??1i'[.???T?_Y>?.)1a?CJ?Xt?JtS?Fii ?4>?O?.tI,E??ic?b{Yi:`^^?YJ'S'.14>:>e,.a`VF.:]?i•r???:fT5;3S.s.r?.{?i..'?{13?, sir, w_. ?,rt???.C?)?a. c..,f. ,
' Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
''T.' 4?t`fY,' ? ;pl'f y;%..,:,, ;f-•.E LiyAIR? r (<<t;':?{y.'i?rt';o?..:{ ?g'>;.t'=?'S; az<YF•t::ti `hi f!'' ?: ' tits' "`}*e' "2?r ?t' ' ?'::i .v 5>s;>f????`f'ci
Upstream Depth 0,00 ft
' Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise
Normal Depth Over Rise 0.00 %o
47.40 %
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FtowMaster [08.01.066.00]
10/1612007 3:49:26 PM 27 $lemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203.755-1666 Page 1 of 2
u
1
' North General Aviation Development Circular Pipe - 5-2
' ? ? l N{? ? ???? ?.:t i? ? r tj f 3i ?? '?.?'`?4'?,s' li4y+iti}?s????J?$ s k?'?`Yx lyl?}????,h1, ?? s? t??h?Y;` ,gyp )??1? ) ?sf'Y?f{'? .?'?? ?? 11
r. ..?•?a?? ?,: ?::1 _.t) k......,f. i ,a??.?. #.:? t ??2. r,; : ? i3 ?:,,?.r ?.,'Fk e??tY!.i.sY ,. °. ?? t' 7? °x.::'?:S.E ,..Y<i. `t i? s` w?'?,b;1r^'?;'s.!'S?.??`:i?sp:'L cf ?v..?:k.. P.t.ut?,ti:+? J
Normal Depth 0.95 ft
Critical Depth 0.96 ft
Channel Slope 0.00500 fuft
Critical Slope 0.00479 ft/ft

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' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [09.01.066.001
1011612007 3:49:26 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
1

' North General Aviation Development Circular P-
Pipe 5-3 s
u- ,? ,i<'(yY<?: Y,?:,+zi"x}r ?Mt ?1 ?. ? t?1i >>,. -: ,t,i F t 2YiS? ??s??{q t rctfl(7 ,?X??Y d 1.4 ?::t?<. ,?V?3 J. 4_,?:' • °?z s ,15? i `•c+t.?2? °t t3? 4'??.?: , S ?lwtie-..
' ?j]` tJ Yj 0 fOX>S?l?tt ?fert 1: }k'rl?rsY ,S ; iy sly 41 i'f s?' tJ? y
t t.'.1..,,'M 5'..aI.va,i•e?,!,n:at.'?.'4:
Friction Method Manning Formula
Solve For Normal Depth
tt ?'•if! ! r nl ?t3s'?1}„Yi </S >?}7yY< <t j.Yls{.;{,[G,fi# t"y <,ti Y tt s..t rYY SS tt' c<FS1 7rj s..F53t?r sl.. _,\ <•iy ?.¢ s , s S?.' fV' "I ??.,.5` .. ?.<..s X1.'1
1 •1Y.g! R{ w? ttil?C""a t?1).t?:.. f`?r+.?c?,{At3Sr(iPSkt, ?,.£•. -,?iC:1.z?'"'f<''t?M..•Tf??1L°A ?.t y?+/fil fit. n.} 3-?St
, > 4 ?r%xf 2 k', S ' Y3
M S:.S..d ..v.. y. fttiva?.•>k,?:?;-.. iD!..rt:;a .W. ....._.?. °ha<F,"[jS..,?.i:?{?i:?:t.r?. ?it?rf..'.s F?'F tl).S..F:4., :..f.' yJt?:3.,3S .k yt',....-. ?}. ;a.
' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.00 ft
' Discharge 10.30 ft3/s
•Yty(??'y}•t`y-f n? hpY ti c,[?.., r tt •?,x,e??,., x ????o?ti ??.t1!'Y.-3 ?.,r a?r2, 54;\?i t/t:`?i t31?.<t:t a::?,
R"?J Ti???, ?ta'•lffl/? SS=.i.'?t i.1d't't'%f. SS1'°'4?:4k'8+,z„v °'`L Yf b?? ?:i,. )•w i; Y? '4.? t"S.. L,d vi'S'{ , < x t.y: „rrclj
' Normal Depth 1.17 ft
Flow Area 1.90 ft2
Wetted Perimeter 3.48 ft
' Top Width 1.97 ft
Critical Depth 1.15 ft
' Percent Full 58.4 %
Critical Slope 0.00525 ft/ft
Velocity 5.41 ft/s
' Velocity Head 0.45 ft
Specific Energy 1.62 ft
Froude Number 0.97
' Maximum Discharge 17.21 ft'/s
Discharge Full 16.00 ft'/s
Slope Full 0.00207 fUft
' Flow Type S? SubCritical
S1*C@ try"F=?t1' a : wG'a,4 ?'? tF FT`t elt?j ?4i _4 St''Q>•? S. iZ' M?' : 't%r & "<k' ii':iSfalf}:Ei, e° Z i <S fl"t.. s,. ? t, . x. t?'t<?;?i,',
?]gr .'i,.Yd.'.S•:F??S? 111-1*?,???;?„?
?? ar MIDI 7SCdy.U .W?.t•4',(l+ r?t`?.;trt. ??i:V,?:dt: ".,. st,.,?<..cx. SiSYC??t. =.e,??X.?sr..'`.. "r???..?.. ?.1F.,c,F...1. >;?,d•'',.-j>,TtJ ±'f, .?la t. ?o,l :la ?'3l of t.?e.f?.j?
' Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
' R 3 ?. ? .yt a?. ? S ? 6?v.?? ?+??), t? t KI ' z?„u ( t z•,? e'e>,yr F rztY x= t? ' 1 ac` 1'' et'? Y I ?yfi ^64 r
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
' Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 58.38 %
Downstream Velocity Infinity fUs
' Upstream Velocity Infinity fUs
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00]
10/1612007 3:49:35 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
II?
North General Aviation Development Circular Pipe - 5-3
t ttav?c:[?S. fr,+?;ya.? ?tJ: }. ?`? e? ? fZl:'lf?ti?<:. p. ?} ?:7? ??',?{?(2-ci s't? Ft<-.?1<adlr22.Gri:r ?jt? ? 'i "It '; `?.?t,?: c ii."'> t 1 :`?`F<•1"L' ?h> Y? Y > .
Normal Depth 1.17 ft
' Critical Depth 1.15 ft
Channel Slope 0.00500 fUft
Critical Slope 0.00525 fuft
C

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' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
1011612007 3:49:35 PM 27 Slemons Company Drive Suite 200 W Watertown, C7 06795 USA [phone] Page 2 of 2

North General Aviation Development
Circular Pipe - 5-4
? v; T1 ?h X''v':;` J'*.l.,H i? ?: •tT? Y - i ?a {r a
i i (} [? +r t? f ?\? 4?>ga?fl iY?fx/a y ?. 51 ?ttyt(° {;`?15t(1.??"?t +?1?? Ls ?i ?Y ?', ca,:< i s + r 1>-n 1 •t $ S
.d ? ??? ?P`:.t ti't` >; .? ENV, 5 'I't ? ? ?ht,?:..F'.1??.?Z ?4 l,&lS•?i{ 9stij,? ? y,()y,? r ti 1+2rd?? } T` }' > r is r
Friction Method Manning Formula
Solve For Normal Depth
xy.,;7 f .t ,s?? is yf rai Y TSt 7 t¢tr`?1 i?iei F# yY . ^ ;. v .? i ,,: cy> ????F dqs , Y+>1d v n t
? +4>t??a re. a rk `(r f e E r i Y? yF <3 li 3fT ?r J ? f . "X;,€ , tASs t }?' lh? >.D 'r01 4 i? fsfr
I'?la,<<%..lr?,,. ?f!Fta?:,ktr?.?, .r ?::?:%?f'?Si.?t1;...?.??<,ri???.dl...?",sj??`r3u.???..?.M_,.;?i.,. ••. t?f+:ifi?\.. }ti:Ni tA?1e?: n.1 ?Y.?'.'Z? .!liY3..??'d,',??,?, :;.i6a
' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.00 ft
Discharge 1!` 6.89 ft'/s
f "Y $yuy7,y?'t°+?,.J{tfik '?!s,xfYtt k! 2?5%?{te ?fCsiL'F'Z1ik.. '3'a c, 7 a>. Ys..2Fy?4 w i;?J s?r??iTy c.1` ° Y? :i y+,, :• L T ,?;. i .. j
.?F`i?7 F tht }X:,y, ??#{2'L0?+`in,st.at`4lFj r,?'tr ?'A r'itiL. ^st'J? s?^i??ii Ak @'q'!'?y',Y ?s?ti'>`Ti'9'Ks sr1 ?.,s yY?, ?y TY'?
c: ? x1...wr.,: 1.I..;4 5a ,Nr,d?s.l?, ti3
Normal Depth 0.92 ft
Flow Area 1.41 ft2
Wetted Perimeter 2,98 ft
Top Width 1.99 ft
Critical Depth 0.93 ft
' Percent Full 45.9 %
Critical Slope 0.00474 ft/ft
Velocity 4.90 ft/s
Velocity Head 0.37 ft
Specific Energy 1,29 ft
Froude Number 1.03
' Maximum Discharge 17.21 fN/s
Discharge Full 16.00 ft-/s
Slope Full 0.00093 ft/ft
' Flow Type SuperCritical
?: <,ru? .,?•? - z _;,?-, i sty7ran?#??4.??>ry? :rsl, tai,?i^+?-s.> ?r ..?laa."":. :?i??r.? •????s?;; ??'x ta 1 JS?.4'•+;r's'3?'! a.' ? .F?,.?` •'' , ei. nti,
? itLhol ?yyj[F}?? t`?' ?y ? ?! f;[ ?; ?'? . r?`?n ? ;? ,?• ? ? 'f?,c?ft?€? 3 4 ' °:iw,' l? ;? ;.
• ?:.a.h;'. ..:s..§Ss.•19..?a,,??'{Y,_?.?.a.t?{,2T;???'.?.?.as2Pd•s'?,.i•1?:R3?'{.vf?ti<?..:t.iN.uat???k'±fa':?as:t?
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
v,?:+,?zo, - s:<
rt , x•<, ?)i_jj j??a ?y"?,f t?t:R sr }a,?f?r1.t? T?L(:X; ?"4 s'st???3?;..i?Y''.' ?'l ,f ?K%.i?3y?wCfX, ?f{'e?_???,?}'SYs??"•????tayi i ? ? ? ?! 4 ? ?'ft?L{.3\ !;{'?1? ?t: ,? ?tk y ,\y f. ; t+ ? y..> >. ??,
o"Voo ad?i.TiO:t{?M''?"low, .??' `??a{'as'#•.rs?'7{?ifF? iY,??t?rt??'t?it?i ???.i,'????'Y??7i4+;"s"?`:?4?%X'.51??4"?."A"?s??? ?.(?',i . EYY}; 3?R:?'?f?".si`.!A :?iS?^4'??t?,? e 7- ?sst¢1Ye?v?"?'?i3 "..
Upstream Depth
Profile Description 0.00 ft
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %u
Normal Depth Over Rise 45,87 %
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108,01.066,001
10/16/2007 3:49:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

North General
Aviation Development Circular Pipe 5-4
h,. ,, ,ca n..M, _' x.W?•sy fit aj .ffx ?:n ,?a"i x?:. s : fie. a t {n .°:*,? ?S r?f,5.?, .?Yz 'Y?, , y..?,• •,?r, f?;szX'?'_+?Jb ?' r6 J? Y,? ?;s
,4V,?t???;:?t? "rr''/r ?1> ? ??' t f j? ,JFhhW9?r•• Y?yu l?` ?9? k¢}??a t , I ??,i? 2f R ?? i ? ??J KJ! j? ?J?.z?1,?t??!"i??x ??J1? S j,'LI ??7.r /„?Y 3
?± 2 4 ,T.•,d.?..,!,?w.21 ,,. R.YiG{N,!tsf.:,J':s. .i!?..".d:. /5i.y,.?, .'.!Sk1 '?:t?+:lfe?Z ?rh ?l,?.e.<r. 4??.FaS)i???J„!??3d 1.7?.??.rY.;.•,,.?3. .tr??ilJL TT., ??: ;? :mot,
2 Y» 9
Normal Depth 0.92 ft
' Critical Depth 0.93 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00474 ft/ft
1

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Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10/16/2007 3:49:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA *1-203-755-1666 Page 2 of 2

1
North General Aviation Development Circular Pipe - 5-5
<F 7?:1.?'? #Y .Y `?F } '}r ?4Yi? 'e+? Stl { -?At??r ?,?lj ???5? .?? Y t t `7F ? SW4?1 'W y. Y u N ?.!'t'I!4 ?," ". .A%'? ?)> t ? / y f?Y
1?`????i??????t???r st'f???a YS'd??f1'?ij4<??L,.yif ??'?}`??SS,t r?'?.a.??'i` p<i•i??%'Z'+i'FZF?DYJ?.i3aii,?1K'h19?•uS'il?t:t ?..\Y?.ttSi i`.43. ri . '?;?; 11 J?.'j ^., .Ff.:R?F?. ?:>M
Friction Method Manning Formula
Solve For
3.'y{?yJ%; E`r {dA''i <!tf<??j , .
t3it'&.? r?a j t t !

y riAf<i .. a' S s.....:..... ,A. ,.. ..,bri..s. _ Normal Depth
?Y¢Sp2!` y1#?e} 1 )`isJ.1C/y(7 t ,e s ) y, a i >)A {i : It t rs a 4S9?If j _ ! h S

'f 1sR'? 4?t'?1674?i? -A J? ?7r c
CJ? l IN
F,,......t 'fib! '?.?.,.? .,ii? t1 .?\t
Roughness Coefficient 0.013
' Channel Slope 0.00500 ft/ft
Diameter 3.00 ft
' Discharge 25.36 ft'/s

• 0- u? E' Ylj Z (q
{'
AIR,, l ,tA!": Y¢ -'I 1 i:.al ^?Q} Q ?Y)1),¢4 Ft`7 l,l, t ?;)?., w?yi ) t! 'k t tf 7: ll 1 / ?
Xt?'?: Odt?3rt/ ri?
?,??1
:4..3 I Ilfk.3F 'r. .•
Normal Depth 1.57 ft
Flow Area 3.73 ftz

' Wetted Perimeter
Top Width 4.84 ft
3.00 ft
Critical Depth 1.63 ft
Percent Full
Critical Slope 52.2 %
0.00443 ft/ft
Velocity 6.79 ft/s
Velocity Head 0.72 ft
Specific Energy 2.28 ft
Froude Number 1.07
' Maximum Discharge 50.73 ft'/s
Discharge Full 47.16 ft'/s
Slope Full 0.00145 fUft
' Flow Type SuperCritical
01-1011031.110 :t Hf.'t ii °tl7"s ? . ? a 'i "! ?'•••'<? Y ;a Qrv ? -?3'titsy?

]??ryN.i)4arv;,t;><FJ?y{}(
f/ ?`?x1
?S'?i'.r••t)? . J.ria$71. ]Y{?' T,,».1nY..bL?pv? ),?j??..?,?Gf1M,-\?'fu?3r?AY:}t' ..?<{"W ?'?V?1;7? i ?!ti/f Y,?l:kt}.2/.?>Zv .?1.`:?ltylf?l?:? t^IiAV
' Downstream Depth 0.00 ft
Length 0.00 ft

' Number Of Steps 0 v?
i' .Y ?? o !t>'z?`I ! 3 }!ki J . ,? `?,f?s y!j' ij.?, .. ?? TT"„?Y. "L ' ii?~ 4! tir, t C '^',¢ n, .f t H ?f"• 'r?¢'?y+??'6' 'l?i,t.s}'? ('lfj?j' ,] a?,?,4s??X"tt
t Lp? g`` ?,, L,??21 y y???f}??'? 'k ft r? k? i 'DJS?ypf y; ;LC ?,,`?rit? ES? ? r1I; 'Yy ? ?> 1?1¢ tS1 y.y, s,,
{??J... s4t?R'r;£a?3?k,^s i'i??•,?.t y, ?.s??'.''s T.,'L'?it,L?sn?iSY: L??Si>S:aa.?.?A`?'.?'Fl'kiy'YY??.??P?uY.??.'?'. ?8n??????iy3,_???^.by K'??Jx?%nsW#.'?,???ixtS.?S..?t?tl'a7,S2v.'ak?'
Upstream Depth
Profile Description 0.00 ft
Profile Headloss 0.00 ft
' Average End Depth Over Rise
Normal Depth Over Rise 0.00 %
52.21 %
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s
_ -?
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
10/16/2007 3:49:58 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
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North General Aviation Development Circular Pipe - 5-5
Normal Depth
Critical Depth
Channel Slope
Critical Slope
1.57 ft
1.63 ft
0.00500 ft/ft
0.00443 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10116/2007 3:49:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

' North General Aviation Development Barrel 1
s ??lia?"r. ., ??°:c, ? s .r .. ro{: -t ?,?s s-r, ? 3s` s y r ,t> t3.y .ss(t . .s L v .r; ey r?s .? to v - ? - . { E7 . '+?u a ah ? ah ? ; Y7 2 ? . ,t>
h•}? ,?? ?3 ? v'AC" ?3Y>?sA?4g ?' ?'€ S.S ?, r? J.'t'3i t\:?V a r N'?= A93>Yi" r l?'?' ?r . ?tt S t ;r?.?; ? s-t ?'? •t Z ? r 3 t? ? \?? J??
,.-
Friction Method Manning Formula
Solve For Normal Depth
n ,( ??s ! .a??t,'y M3 ?`. F. ?r? 34 ?tit3 r. ?t i"2?`ss-? r?djtE <??` r .\a ??i, =46tc.?rL •at?'???'?-??Y}t? >?ey?ii i? tti <yl' a tl, .? ??45
t+?tit???:a?`rr,S,?,iw ..3T.G,.j,7v,:r.K?.t. ?ZV., -:M.? 33x:..i2f•.zJ..,.,.x??i...?..3'1. ... t. .Qi. ?tY;...?.r .. ,'?„?1531 3._, .;•sLsi.srl. ?r t.. .,..f ....,.. ..?•-,? .....vi. ,..... ..<. ;t .;4
' Roughness Coefficient 0.013
Channel Slope 0.02300 fUft
Diameter 3.00 ft
Discharge 1190 fN/s
FFFF '''?(LLL?fJLLLii(( S /t -: b 3 - Ys 4Q ???rr M!irs< ? s? ;.. y.e ?3 ?, ? ,xY' Y ?t,1?qq''tn r 1, Fs S? s ;;a-t?+ ? : J s ?t 7 fr; Y3
rr.;bl.!!!??'• re t r ro I 4 .,? `xI? ?t j s ?'Y? i. # tfh F
Pe\
F> .2ta SC SS.,.. t#°;s f,.....Y.]?i. tjt ?fY6 , sv. I h 3 r? 3 t. i
' Normal Depth 0.69 ft
Flow Area • 1.24 ft2
Wetted Perimeter 3.01 ft
Top Width 2.53 ft
Critical Depth 1.10 ft
' Percent Full
Critical Slope 23.2 %
0.00393 ft/ft
Velocity 9.59 ft/s
Velocity Head 1.43 ft
Specific Energy 2.13 ft
Froude Number 2.42
Maximum Discharge 108.81 ft3/s
Discharge Full 101.15 ft-'/s
Slope Full 0.00032 ft/ft
' Flow Type SuperCritical

?,
..?. y,,. z ''T yii2-:%.;r,..-TF. ..:7 ?"r.x - ?"tqc t 1m>i -r a-.3 i:. sq •s r ?a? t°c s^
`,?ll x , } r??„r.4??i ?"??5 f iy t,;tvs?; [-
i
.t
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Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
1 ? .3,. o'?;;?s :. `. tip f'L?:•; ,,r y}?.'.°?? Fro'sy ?''`?t'>'''it.. ?, c;'.a?''1. tn, f??'s. p.?''a:.G6,?, jp? ?( %K':'?. c4£?i
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23
16 %
Normal Depth Over Rise .
Downstream Velocity Infinity ft /s
' Upstream Velocity Infinity ft/s

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
1011612007 3:50:08 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

' Development
North General Aviation Barrel 1
t}. (? s ? / F y l?iT' ?\ eyt./3i. ?y ?4 ?t, t?)? ?< . ?cc F > Sa.'.. R{' ? r.Jc:. } t,
?? ? ? \'.!].5:. (f t () X ?i {"sR t i. Kl . ' I y ??, 11 dd 2 ? \(? ?3?.,1 s _ ? 1 J
Normal Depth 0.69 ft
Critical Depth 1.10 ft
Channel Slope 0.02300 fVft
Critical Slope 0.00393 ft/ft

0

' Bentley Systems, Inc. Hearted Methods Solution Center Bentley FtowMaster 106.01.066.001
10116/2007 3:50:08 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 2 of 2
1
0
' North General Aviation Development Circular Pipe - 8-1
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Friction Method Manning Formula
Solve For Normal Depth p
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01
' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.00 ft
' Discharge 710 ft3/s ?y
. Q`f'; f; r x31 ))r?. • <:, r „„rrpt,a`y?f; '7 t ijr,< {v.-.. •i 1;'?` L? ,: ?j::2 rf >l,y r 1"'I" f3 ? t ; ;T?.i p ii 3 y.?S g d t?ga ",•, v't"a r t,<`?(>y i}? )::.. iK ht ?tn?f`#` ic7 i f
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' Normal Depth 0.93 ft
Flow Area 1.44 ft2
Wetted Perimeter
Top Width 3.01 ft
2.00 ft
Critical Depth 0.95 ft
Percent Full 46.7 %
' Critical Slope 0.00477 ft/ft
Velocity 4-94 fUs
Velocity Head 0.38 ft
Specific Energy 1.31 ft
Froude Number 1.03
Maximum Discharge 17.21 ft'/s
Discharge Full 16.00 ft'/s
Slope Full 0.00099 fUft
' Flow Type Supercritical
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_
B '
entley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
' 10/16/2007 3:50:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

1
' North General Aviation Development Circular Pipe - 8-1
iT ?y?r...?./( `i..sv >ax. >yt? Jr t st.: i rJ{ Tf'.J Tx? ,? ??L e r "2 i^f 56?y?j ? i?/ 'ttu° r tt To 't` t y ? sX'a ,.???...y"J '?f y .L> r t ?? I a ?. ' :E? t1 o'r?3 . a? .1
Normal Depth 0.93 ft
Critical Depth 0.95 ft
Channel Slope 0.00500 tuft
Critical Slope 0.00477 ft/ft

I I

11

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10/16/2007 3:50:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 2 of 2

' North General Aviation Development Circular Pipe - 8-2
t t; ?7v. ? :.. ?:'.': $T`?'o,n^'}+.?' ?<sf 3 !o 'Ci,Y' i ?"?? 'F!<?">Sl '&z' ?i: >?' ,Y :>,y{'.? i<'S of ?,y?34. 3, tv4 t -£y.nc ?Y>tSr.ttF??tt .-d?'f?<?tSrT t::e}
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Solve For Normal Depth }}
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' Roughness Coefficient 0.013
Channel Slope 0.00500 fUft
Diameter 1.50 ft
' Discharge 104 fN/s
'S?eYZ i., xf i+>>? t t a ty YYa t..,.t'pfa> _:r1<%{Y( a -9 t>t `v'? y - wr><l')-f. `'?*l3+?Y'l' JrC»11
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. 2'YZ.??112y;'3r,rf,!;?YZ?s.2 a'?f3i. ..rt.2 Jv3 i't,C>iiiz>.... <.G.,b..: ?%`a .S J; Ff>'.stal•;`.:`?u"9s?::??7Yl,Yts,?:.1]:Y ,fin.:..., T?:..:tY ra 3r?5\1"?; v;>?].'S:!, ;di?c.?<
' Normal Depth 0.38 ft
Flow Area 0.35 ft2
Wetted Perimeter
Top Width 1.58
1.30 ft
ft
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Percent Full 25.3 %
' Critical Slope 0.00493 ft/ft
Velocity 2.96 ft/s
Velocity Head 0.14 ft
' Specific Energy 0.52 ft
Froude Number 1.01
' Maximum Discharge 7.99 ft'/s
Discharge Full 7.43 ft'/s
Slope Full 0.00010 fUft
' Flow Type SuperCritical
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' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10/1612007 3:50:33 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

North General Aviation Development Circular Pipe - 8-2
!i. ic,Cy .a 1a'R ! f ?'s?.lY???4<)F ???J,,• ^ !?4?r ?rL?is rO't ?t fru i? t??'?N b`?r iFr'rx'? ;??? ? ac-t >'?i J,``. .i rw?,L???tgl ys S ???? ? AZ?t ? b?r>'??`?
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Normal Depth 0.38 ft
Critical Depth 0.38 ft
Channel Slope 0.00500 fuft
Critical Slope 0.00493 ft/ft
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
1011612007 3:50:33 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

J
C

7

i

North General Aviation Development Circular Pipe - 8-3
0, ;r.,•:((?tt?.a. ,x?a4`:a .F>?y-., t"• ? '" -- .?,'Ba? y2?r..I ?`s..??`<<t?, .t.fi?;i ,?RX ? ? y. t.>. ?'?5'. ?.r'?f }t,?l ???6 . ?g??l?tyt?;?az ?/??X^Ttf?,SY F ??T4,.,tic q?y,???:?. ?; f„?;.,
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Solve For Normal Depth

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Roughness Coefficient 0.013
Channel Slope 0.00500 fUft
Diameter 2.00 ft
Discharge 10.43 ft3/s
?t?-.6:lS• 71'>SRi?t£;4 ?34Y \;r ?s !/eF;tE.r{fir, »4}L,,fLt f.,r, ce.i:? )=i E?J <iJttf?)/'(i ^i4v?Nyy?.;4A'PViFi {?'!-_. R . \Mt a,. >s;? ?'_!;?
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Normal Depth 1.18 ft
Flow Area 1.92 ft'
Wetted Perimeter 3.50 ft
Top Width 1.97 ft
Critical Depth 1.16 ft
Percent Full 58.9 %
Critical Slope 0.00528 ft/ft
Velocity 5.42 ft/s
Velocity Head 0.46 ft
Specific Energy 1.63 ft
Froude Number 0.97
Maximum Discharge 17.21 ft'/s
Discharge Full 16.00 ft'/s
Slope Full 0.00213 ftfft
SubCritical
Flow Type
yy
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'Yt SY 'fi r r ^?'!y„ tx{?ce ?J .. '?4i yY yJi-1?j s<??A. ? R'`e.(( 2 lYy?t+",t1 j ta}?'SG m,
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( 4SF
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Upstream Depth 0.00 ft
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Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fUs
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00)
10H6/2007 3:50:41 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

North General Aviation Development Circular Pipe - 8-3
fsr '?Y> >/?.?Q:+!'- xY,S}KIT'j+4 qe``? yE?' .:Y i:+ ?xTjS f,A r. dhkxpy ,? a>, »..:
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Normal Depth 1.18 ft
' Critical Depth 1.16 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00528 fYft

11

1

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
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North General Aviation Development Circular Pipe - 8-4
?i ?r?e y,.., a{ r, :;}?p<S v,. t i ?'?,vx x?w.- ?3 i ; :?rr? t ?i;zt t?l .? ??? , ???y{t ? .t i .t?c? :a't ?? ??,.. ,- • ? ?A?C •t?.,:.?,,'?ii`>> ; °? Y ?.:sS, IP? wy'{{ f ?i? ,
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Solve For Normal Depth
(t'???!d}{;,li(?#,?lt L F?; ?j?4`f?'?'i,:'stj tj'.d G :Ci tit".- r;???,?y}?f???`?G`r%)?ivs f ?t .:tYys ?;f.???,3? (?,`i'. r L. ri-.?T ,???x.i S- aa?`4Y i'?1 5.61. :3.t i?•'- Plf ai-Lt}:>Y"?'1"
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' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.00 ft
' Discharge 12.55 ft-1/s
` 7,+,3t? uhf s?3 yl}:Z ,e?. r=3; ??, Y•, ryZ',r,?b y yr r it,?1 v )1"??.jsr'wr%?Vtt' ...? al
?1`4„ t 77ji4 r?7?+ I ,?3R,?6 •'yy, `r?'rS r } p
????{,?•sl a?i:r.?N ???6'SF 7 ??'r f Z, ttl`;t1>? cF t'?ss ? x.)rk ?t?2?}r?jr .}'4 5 ?t ?y ?t E?`?1'titc? St> s F akast?yl f?,4 L,?
Normal Depth 1.33 ft
Flow Area 2.23 ftz
Wetted Perimeter 3.82 ft
Top Width 1.89 ft
Critical Depth 1.27 ft
Percent Full 66.7 %
Critical Slope 0.00570 fuft
Velocity 5.64 Ws
' Velocity Head 0.49 ft
Specific Energy 1.83 ft
Froude Number 0.91
Maximum Discharge 17.21 ft'/s
Discharge Full 16.00 ft'/s
Slope Full 0.00308 tuft
' Flow Type SubCritical
-:a 9;E..a,. ,+C;v "-'x ;::('qt ?.?t?i '?"J.,%?", n,.r.+v ns :,v<. t...?.. , r?•".a:r 'sza, :F.>e "sF" .i'<:- ?iA;:7 ^r ..
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
k>'cg ;?/n?'?l sf??j 2zia y:: y-:z??.at+?,K ?, y i? p??t:7 rQ?? sYa(.;r?.Y.<., - r•,??' ,,?n?rti? <:•y:S ;;w,,•?,..'3?„? s... .: p,,;,.tkv?y Z tv,»;,t?s.?.
i
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Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
' Normal Depth Over Rise 66.71 %
Downstream Velocity Infinity fus
Upstream Velocity - Infinity fl/s
' Bentley Systems, Inc. Hassled Methods Solution Center Bentley FlowMaster 108.01.066.001
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1

North General Aviation Development Circular Pipe - 8-4
F` ?? ?yi! i A l•11t?.,,.?ys4 v ? :? ? ? TSl kr °xo .?1;???i0 ? a..t?? ?, ri ?'1.? ?a !$h ?? !. S ? .:Yi '? Ph x r s v ? '? Y
' Fti?,I?.?RY',.A??.Yt..'!eS%.;: ..yk?S1?2? ?y?i?.?si,.s<?n?'?.'F: t::i •'...:5???„3 ??St?/ E?P?;Yp?,f/??in43}i::t1..7(?T/.???Ci: ????N•'T?#:?iit?St??'2?F3'??.?ir?.?d??l?s??,?f:?s?tYY
Normal Depth 1.33 ft
Critical Depth 1.27 ft
Channel Slope 0.00500 fVft
Critical Slope 0.00570 ftift
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1011612007 3:50:56 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 2 of 2

North General Aviation Development Circular Pipe - 8-5
87e t ca T! rpze ?,e F? r r ; t? t, r s
?'>?.i i•5"' "`? N - ti'r +t ?'j sS
r?3'7 }y? ?yj Y r r f.'F'.? ?r?rwf77'. ' ?.y,?
?A?'rFS3?1.fi3i???tl1;.?,,:.
Friction Method Manning Formula
Solve For Normal Depth
;!7?F :. -at Xr`5?:?iF >4R?.aa. 7.???t. 'X.,?'1. ?i??.;y. .?; u. .; ?: tii r.k Y.,`?eTi tfifi.{1 ?s ?`?i. ?>\k ;<?ws a.r fr 9tc ? 4..r ?s Sr 7 i 7'
f„ y?' }? ?;-?e f ??i - 4 S g,5),,.'2> ?# 4,? o l? i .?4 ?iy,r.:b:'Sd-t ?? ;ten: y?a'ayz3? cT /?,fW ?i r?,}.Tt'??d? E^???l;o'^'' .` ia.-j?c Cdx3 rye zarY? slf `rri ?, k J?? ^t ?'?1s?
?.,. - .. ?rS.,sx,., ? ?t?t.w. 4... >' ;{ .< .. S ,i > .k ,,,?:.a .... > S Yx t , .? ri:, ..;.fir, b ??.• .. k.?'.v , r;,3 9r.1r,.r, <-Y. . ?f 91??.y. >. a'' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.50 ft
Discharge 17.67 ft'/s t 9
??}'?y.. Y °. u+9 c'.. s .ter. t?` ,?;_ x. 'fit .X per:.^n1F 1 -`-?Cr H?'a?'t: cif' ?cr'? ?Fygi yF;+,Y'f°f ta'3' ?,.pY : n?.' @>;s?¢??
1rr` 7' `?K. !$ ,it^I ?s ,.?,' [t i t aeyatl i kTiJ ?> ytt-? v<n , # t is 'Fni l >? C 1 ' ?ti > .:.7S:ft f '*
..s>t..h i.,,?.,. ?: .b.wl,...f.t.>.... ay;.i.lt ...fir -t(S.•d...1??,.Y,,..3 I?SS:.: F ! k.3i> sa !, .3£,t..o..,tt„ 1a
Normal Depth 1.41 ft
Flow Area 2.85 ft-
Welled Perimeter 4.25 ft
' Top Width 2.46 ft
Critical Depth 1.42 ft
Percent Full 56.4 %
Critical Slope 0.00484 ft/ft
Velocity 6.20 ft/s
' Velocity Head 0.60 ft
Specific Energy 2.01 ft
Froude Number 1.02
Maximum Discharge 31.20 ft'/s
Discharge Full 29.00 ft3/s
Slope Full 0.00186 ft/ft
Flow Type SuperCritical
,.-?c. ..n?3w ?? ., x. t i ?,? ef'F` 5> r? ' ?; e q 1 t t t.` f >'f Y :+• .' ac (r i Ar' rt`S,' t 'Y; "X r ?i t ? Sep\:s%T'Y2
.a
[El:LTti at.3r .?• ra<._si?T? ?S '??L!`j?9,:'t,i7?:?" sy%:s?:? eli`5+r}`.. o_A,A Cs?oF4e:.7S{i?iGa'??Y:r
[0001
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
?•:s: :v.: -,y, _.r`. ,.r ..y..•:?r .ks nxr%.t?: t;: .x-:...-,
r .j??d 3 ?•a'1,jf. j?t-4 ?' >? 13q,^{i; S?,`,gt ?.S 'r5`• ,F, i a't4 b`c ?t'x^'?i Af??j:!r* ?£ gl?`' n: ?? sy? ?'r: y?:?S;
i1S `F*y`1?"ti yr ??s+r,?,j. a?Y4+''.1r, • *t "!'?° ``?,YfxS?X'?'hf ? +[,.?,?t??;'?tS!,1
?v,?"i6n,:?l:3sl?.s????,4i?:.k.??`..4F.x",!±a.<±.
Upstream Depth 0.00 ft
' Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
' Normal Depth Over Rise 56.37 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fUs

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
1011612007 3:51:07 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2

1

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North General Aviation Development Circular Pipe - 8-5
f is???.<`+„ ,,6y?j<?rt^}? x r?1 ;y,4?A+ -:?8 e u.'`? v??r. x1??. ,.4?C ?i>?,•'`3? ??+???j'?s???33???b?3er ?E5 3? xi c -x t?' . ?' fb ?'f' +ixo+ 1 ' F. ?a ????Yt--??b?1??+???.?}?i t ? ? r ?\!, ???, ? y?'a? ?p? t3 ?F-yF aK
Normal Depth 1.41 ft
Critical Depth 9.42 ft
Channel Slope 0.00500 ft /ft
Critical Slope 0.00464 fUft
10116/2007 3:51:07 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

1
North General Aviation Development Circular Pipe - 8-6
Iyy t:; 'Fh S?'K?{ ti?$ t'ti 1''??'?'3g ? it r ' x +?s.Yr : i?'k ?7;,? a t i1^` ?s,yz ck jy
IIffI ?,{' ?1. X S yg? (?1t1 ? 1L1{ r( ?' '?J`F ,5}t,???r r i it.r Sr? t"ry 2s2k ?.. ?a S l?. 1?,?, )i ?j ? +? ltc'? t 7?a•ri; `E i ? -,)[?t'!r{l?si 41???113 `?i ,a1L?A`s 7 rL7?t4JtF. .? ?7!?AsTY.`,f3il?Cr,.?R:ti.f3.:.ii ???LKjl tf.lF ju3f?,32C! ri.sVj-.k.z?i?r?:z_:?i .G> rt{?iT•Ji:.C.SA" ttppfb»?.h
,?l..GsQ.f
Friction Method Manning Formula
Solve For y Normal Depth
..??rars{
r1? € 3a S,^ ,1?55? t£? t S 3< *? t33 ?t £ t k t s > S t?yg f8 t F, f
???P: K' . f,. LwiA.?l1.5<Yl: +k?i}o F?-RS'k,,?? r>f ,? ? X1rL,:>- 10 1»F F„ ; 1n .'?r sh. ?. , : p U l? `? { YycS"? `) { . ?F;t w NNE kr "s "N
R ).. t d.. S .:.l?sF..,..t... 4.i .ts..::.. .,rf as},.F., r..
' Roughness Coefficient 0.013
Channel Slope 0.00500 fUft
Diameter 2.50 ft
' Discharge 18.25 ft'/s
:s Rid.. (?SJtK'9i'.•l1y N1t i'i} rk ?tyY '?v3y..y'.1?7?!Y1 ?o ,.'t}rdf?R ?i? i`;'?.r 2F t'};1 <k)k,Cy,t k ?.- >,t-. d AJ ;i;. ??> 7.?(a r•FCt:fv .41 J,t. >q:9\uY,4 r + pn A?.- > 7 .- .r
F?5:.:•.YY.?.'. i?t?'zk?:,?:F?e?y>:3?;s?it???i;r..x:^???tit.';i3:T_Y.?S???v???t?i.{t;.:rs?i <t7'JC;?\?oi}-+??x'?i?::,w?s;??la:t;i?•i..,???.''?.:.,h,<?Ff,Wyf?&a??l?iS?t,?:e#...s,c!?'?u.`f?i:.,_,?i;
' Normal Depth 1.44 ft
Flow Area 2.92 ft?
Wetted Perimeter 4.30 ft
Top Width 2.47 ft
Critical Depth 1.45 ft
Percent Full 57.5 %,
Critical Slope 0.00490 fUft
Velocity 6.24 ft/s
Velocity Head 0,61 ft
Specific Energy 2.04 ft
Froude Number 1.01
Maximum Discharge 31.20 ft'/s
Discharge Full 29.00 ft'/s
Slope Full 0.00198 ft/ft
Flow Type SuperCrltical
?!1? 3.- a f +y'? . >f r"`? ?r??,,??+.??trt?Gx ?iwZe'!,??",,"t?'. ? ? 33t;?.. f ? iEy4 x? ,F??;,;$.> ? 3'ib°?i`; ?kh !G %i °;?'.s•`=-'hs ! f xc ?'? ,? r ?t%, _ _'q ,-. xf
a1}:.. FF`t y?`y? >rc" }° ?4'itiis. tyP?r3 's?fs p ?'l F?dF. 1 z` l ?`a£ ;1t kvl 4t,,tfy.> i? } i>,? A• " ?? t` ??s1'a
...).i;:.
f.,..f+Fi,ek??:'.+?v?.?xa..r."J.t,,.?-?1fs :@?l. ?S?i'.r d.:-,,t..4.;,i{..,v.S?.e??,tai.,..?.".:s,?t??9r?•r?'1?:...w?? ??i?rl1H.:<Y?`?.?i,??+?.l?l;'li??:;r.'R','!?i)i'`A f`?.:}'s?'?ar.s;.:.:a .»?.a??t?.u?:?.it`.?
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
' ? Cpty,;:'•• r °7i I l @) V , i'T } i.}j { Y=- { T.? l? w x ' -
F ? 3o,[j??[ "3 3 {f j q?a}? !7?'?k ?,1?T..#,o£w' ??-;,?'L?rkx+;+ t!R 't ,,+"r3'eJ'`? tt7V s?.?p'?`'Yy?+t >`JY"y _??;?{rt"•ti 1??-'J°•??,v ?,tk ?;; ??: x•e ? ,.,.
?..`'???`??? f? fi?7 t; ^ ;? r ??r. E j?Yr„qq f?`4 ?yiF''?un ??5. ????t??? ?Stf! ??`taPss ? t??3xLn.1r? r, s y?l ?, ,?'iu*??°a ? ?`,\,??,?,Y7rY3 (???;c;
.? ) +A u??35?. zat? ,Calk. ?F. F.,..:I..Yu?,x,>ii:?: •?A ?s`.4/ .?. ?f ? k ts. ??;v ?'??,S.i? 4+ia)?'t?x', t.r'r?i 3?Kv?lYs,'.i?5;t.7a`?4?
Upstream Depth 0.00 ft
' Profile Description
Profile Headless 0.00 ft
Average End Depth Over Rise 0.00 %
' Normal Depth Over Rise 57.53 %
Downstream Velocity Infinity fus
' Upstream Velocity Infinity ft/s
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10116/2007 3:51:16 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-765.1666 Page 1 of 2
1

North General Aviation Development Circular Pipe - 8-6
?T• .! :uF?y,/H4?4'/,y[{?yy ??1hfn l ? cI ???'T x wy?t; 'l?'a'.?'ki(jr:/?rt c,{?"'?ef' Tk -. ?s?`,;f.'??.. ??'?#?' ?iyf #;.? rj}, :'f?°`i?3?Qn.? th i?¢?Yr;?:l?M?
Normal Depth 1.44 ft
' Critical Depth 1.45 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00490 ft/ft

1

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' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10116/2007 3,51:16 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] page 2 of 2
1
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North General Aviation Development Circular Pipe - 8-7
r h`!;?? ti 'Cf,- '¢s <x. q?1 k?wc i3 ?i?yt ? f ^.f te(N. 2 °!tS\?`, 'a G?lJ,R • s?< ,'t* .Y k 1 x d. ?; a•J?1 ??yrs ? t < `£:,?° {?r?{CT. ,r,Y•Y?i'? 'r' O ,1? { t S ?S ?;R ? 7 .?
1??? ?? C`+ ?i? k? ? ? A?J a-0'r? ??, ?? itl??' ?7'? Y. '2 3(t ? ? ? 1' j •{°rc r,? f{???•,?` / it; 1 r' .??
Friction Method Manning Formula
Solve For Normal Depth
t3 cr >)<,+£ r£2¢ 1 `c. f ?+ e R
K,.
/ t- M r
n:i
kt
I?ul 7 tilyr?t jz3 3t?? a,? it f t>If f ryY;Y ,y tf
4j y R J?
5:., ?.:•;x i.t?.4s.`r':.n;.3 FbI .. t??.i.i:.? s#tefk2C'.::?acta ?.J. zr .;.yr,fa> ru cr..2,.:?Y ?x ?!e?'3
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 1.50 ft
' Discharge 2.92 ft'/s
10 ! ?{`S^}Yo ls<KSiy ?vbFt?S tpf i?+ F? v ad jg` iba v ??f'tk: ?y? 7r srstir! })frY.#i . it? t rt.1YS 1 "? y
11 ?'if ??,, Jl? 7' rrf F t ti't.cji3 tc l rs a S tr.? - l4 1? c ,.?, T +;}k s5, } 2 s' '2 (?d .t 3 a;Li 7?g"#?.
b?j?i:Yti. 3'..ri{_'hS}3?Y:n??, tf,??'?•IR'ti?.xf.:?F..?ix'?.'`X?SasNParaZY.?elJf:uz.£`ia..a3tlHlt>?`}.i.??"'a...ra?;r.?1??>..ilfri?:'.3.s' ,' v?7?..'?2f=.?fa?
Normal Depth 0.65 ft
Flow Area 0.74 ft2
Wetted Perimeter 2.16 ft
Top Width 1.49 ft
Critical Depth 0.65 ft
' Percent Full 43.6 %
Critical Slope 0.00511 ft/ft
Velocity 3.95 ft/s
' Velocity Head 0.24 ft
Specific Energy 0.90 ft
Froude Number 0.99
' Maximum Discharge 7.99 ft'/s
Discharge Full 7.43 ft'/s
Slope Full 0.00077 ft/ft
' Flow Type SubCritical
am' ? V ° '^i"is'1 :>',F.'r.^?. .R<L?TS:T": ?' Sn'.?Z3: '}Fi" .yT;: 4,? is e:r; >r?<c, r'!',+ :ty.? - ?:r'-r„T ;a•,), =6'
`•?'? t" ?. Y:r ?t 'fr Y Srr? >?l tTi?'Tl;. x>v`:i?x _ T t r 'Ijzl S d {! 1?- S<?i e`kt ' a d{y?i (Y ?£:. , L 'r; z w;•r c?,r]pft`;?'`s. ? ' ?,t?'`k F? ?A?yyy,,, c} Csi1 .iv £ r?"6?y ?. ., 3<<Ts ;iw,@r d. ,ors* rf'?y'iT;1,1 ) 3 (2 '.rJ
121
r?Z41F'?rm.t?,i?ns??..''[f,,?f'Y?.r...??''/,q..er.ie4.tFta'f??X7?
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
N n? . ° sf ??. ON . ?" :"ieY;".,;i,J. ?r;.?s,-,. ..yf R'Y =:y? . .:r1 ?:a?... :;?5;'r"A??rte#i•>;;?tyr-•:q>t..ar..,ajx... .:ive..._ y., . - d
' s:? LU?f1L "?,3`e``.. •V? ?JZ"?c >tccx,??i>?2$ila'r?`'61'r«?xtj?Y?ja;3,. ?y????y"'< ?{?t? i<ic{s>?` r ac. ?i;Lt£;g/? ?ak,??'t ?4aE?i?y, '?JJ ?2 ??;f??'`?b{i5?jk4????,k,??Ra';17?2?`?r,a?1
NNN®Ri`i?Ldik'y s..te zci. ^' un:.:.rr.. ) ..J'.?1# 'L ?T.+t?a.•, £t ?.t? Wf+4.?vF??1, }.?s).ic.?1. ,lfi. .'Rr`G.,?r41.°.„ 3 u'?'' 1dT:L :?J,''l...r6.2:!SiZ fty
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 43.57 %o
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity fNs -
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 106.01.066.001
1011612007 3:51:26 PM 27 Siemons Company Drive Suite 20D W Watertown, CT 06795 USA +1.203-755.1666 Page 1 of 2

North General Aviation Development Circular Pipe - 8-7
}Si '+' r`y?r,A r>Yi?sG? ?.? t E :.[`:; ? £ Y? >u?' )i y ?iF''y?f?'S'?? > silk tai; .ba lZl 2??yiY :f} alz a., '?fj ^7:? L ?.?ss ty Ss}y?': v?)a - ,?
Normal Depth 0,65 ft
' Critical Depth 0.65 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.005'11 fuft

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.09.066.00]
1011612007 3:51:26 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203.756-1666 Page 2 of 2

North General Aviation Development Circular Pipe - 8-8
{* y ?.4r: r? '< ?t r L ?_ c?.p.,r } r3';?"'L?c s? r .c.. 1 a++ 'r5, ?.,rf r ., ty ? \,c v«
t ? j? c4f ?Ft? 3 ;???.:+1?5st?f.;^,4?'?,i? ;:?YX'fi?? eladt •j??,,i?i?x'Yte?F..;, '•'.4ie'r???i?`R,'e? ??ar,3f, ??t "????p;rYi?;t??w,"f ?? ??r'l'f)?WS RL2 ?L?ra ?e
011161'4"3
c4: i ?? t? ? : L t?t? fx i ?f l..e? y ? : rt:t ?' . ` ztX3t 2.r st ?frf'ls it r?; 3?;3? s es syE? i z ?Pr
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.50 ft
Discharge 21.05 ft'/s
,•'1 ft1?" r r? .. {L f?{ t'??r ?t._ L:Ci...2?<'? f +C't?F' rt?TJ+Y e11 cyiJ?1 F•, y?. s. t.,",ra 3•ia j,•s alt?`??,
}?Sa. k.. :v t f f ?t xf?F• Kytas i:.r ?,,.l4 ?K,P r5 Qrtbe?K t3q ?si< e?P5 f fil
. A? f ?r`?'
!?'Pi?`.f- ,?k
r• ?' 1 YAK= f
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C+: r
rl. Y t'A
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4 84. F
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A ?Q 7
f It '
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L
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2j
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?
s
p 1
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.
i}.
Normal Depth 1.58 ft
Flow Area 3.27 ftz
Wetted Perimeter 4.59 ft
Top Width 2.41 ft
Critical Depth 1.56 ft
Percent Full 63.2 %
Critical Slope 0.00519 fUft
Velocity 6.44 ft/s
Velocity Head 0.64 ft
Specific Energy 2.22 ft
Froude Number 0.98
Maximum Discharge 31.20 fN/s
Discharge Full 29.00 ft'/s
Slope Full 0.00263 ft/ft
Flow Type SubCntical
?? // ':YF .' ?,r,,???.i? ?(} !;^? f { 3s?T,¢?31i'iYE..?? 4 +?,A1 `nF .?a t '4. :'.?x.. ?y"$.' ??,> SS r2>i3y ??i? ?f ?}? r ? ?s !'?K ?. •: y 7 'F? ;gr? ?? ;; 1 '1r?
't'<M;(QY \4'ii??>,A+iq"°f?Y;?rr?K?? >?yt??•, t?2`*pr>?4rk ,t/' E??. t< <. ycS?r, ?; ?)r \ aty?.'.V1^Zj£"{?s??`Et?A'?6rk+
1
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i.<
Ft:?it
Y???;?7
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
,? 7 tfv>'.
tt> ?.'` r1 ? F ?` < ?• tiny a #.' a rp>y `? "Idir t'S, a:,i,?, dd a ? r`g ' r>'+',r. *. .yv - Y.,?`""i? fS ?f)• . A ..,,_yyx.? : Lr,' e. ;NMI
if5 al
I ?) ,s, yf'ry }`r? f f i9"fµ' . t ;? 7: ?C 6 LsSYy ?,?1' g'!? r,' y 4. I rr'+ii '[,1" k !F4?` ,!}.
',I,
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 63.17 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
1011612007 3:51:35 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
27 Stemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2

North General Aviation Development Circular Pipe - 8-8
S?"L f.l.":',,t -ik. t+? 1 js`C NCH 'C??' (ka'c y? .,C .' r3 :.i Ffr troll i
[:i .r .desuk t? .Yyr'k x 1.. 1;4R'f !'s4 'mj', t
1?~ `?}"?» ,A' T Y S: < .:., ! S t r q p 1>/ R 4 A I T 16{ k 1 1 ?f
Yityvu,(U]{f tDD ?g?l ' `r 1 5? h Z?ti , sik' ??i N}??J t a ??'r * tr f x?r
?..,?.,ea?h:.aSzrd£k'1.?D4+K k.?:i ?1e;. ". <_a$i.,f_ ...s..kK ? - :..h.?,.,..; ?.?fJx?iii?.;?: 61, ,?1 :,, .1?:?r6i>. esr??i:YY..?r f1?-r .ti? 7ttf??f
Normal Depth 1-58 ft
' Critical Depth 1.56 ft
Channel Slope 0.00500 fUft
Critical Slope 0.00519 fUft

1

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
10/1612007 3:51:35 PM 27 Siemens Company Drive Suite 200 W Watertown, C7 06796 USA [phone] Page 2 of 2

North General Aviation Development Circular Pipe - 8-9
I .<;y,,i, •, t .. ?i > -°r'? i, +c! > j +l iy r a.b ash l? a. - r..y .i -c? Ly{,•?.(,.? F + ?. o r:u, . , i vt . M _r,:
j G?{t.Rts'<?t? t .A?t? ?`? "<{t AJ' -t?; o.} x' .i?ji rS ?•; ;?rQ °i'. 7? Y9 ,?€ W?[R` c +?'{{r i ( 2 .. W?'?k? .???M1 !'ys•.
32?Lr::2:.U`,.ra.3r>_:cb4r sy >.4f7F ?i?{3ttf 7cc>.?i 1? ??kl._??r $kStA7.iz ?€.1AYf?1ti?H i?. :iy ?? t?T`i
Friction Method
Solve For
Manning Formula
Normal Depth
•Sru ,:,`tc + ??1•>xi ??ir`?.:?'?..6 ?,tr,F34? "V did, r???s'????i ??tr;?J7 ge -. .'?r. :?F?I; is?? ??yr.._ 'S? X11• i.?q; .
/ . + 3)Yu t ISr}, scF t? N 4 '? /. ifi k v 1 - Y?? j Yy+ ? .Y ,? 3I.?. F . ,N, 'yy 4K ¢y?, t?eU tlF A;?^' t `{
[:??7?..ia.:.? r ?.:.i??.,;<rie .e:41,.? .., F/L?.,.:.:?s .fi1?.?.`t.s:?>?.4,,.S?ti''>. ?,?it FA'u ?E°,?!f?.q.?Y r>?.3?nc•y'?,.? G`?C ???'>it sy<"?ClY?jk;(5?+???1.?i>.'Yk?X'S, >.:x t??. i?.S.,.
'01,1411011111011
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.50 ft
Discharge 22.75 ft3/s
.kf > t?,. 1{ !l Z c ls?r'S+ < ?giF < ^t9' :r2r: jt F7t1 ?'a -.c-'c.4 Y ., F 1 «i» y
u i? r to Q?£y,t?Sa .i ?r5? J \',e ?¦ '?s _ k?, , ?, c?`<A'Y"l4* 3j,-Ft f sd?- f ?tta
..c.i9!":C.4y.2a._<?€?. .a..fS??< ,x .t7 >s ?'.'?' ?,v,sl ?,.?? f?F? .Z.?y?,?Ai l* `(<.xt??, ??f`iZ?<i,tij <•`<. ?`,L?d•c>R??i °.ZZ' vE E,t(iit a t?
t.i..cf..,,E
Normal Depth 1.67 ft
Flow Area 3.48 ft'
Wetted Perimeter 4.78 ft
Top Width 2.36 ft
Critical Depth 1.62 ft
Percent Full 66.7 %
Critical Slope 0.00540 ft/ft
Velocity 6.54 ft/s
Velocity Head 0.66 ft
Specific Energy 2.33 ft
Froude Number 0.95
Maximum Discharge 31.20 ft'/s
Discharge Full 29.00 ft'Is
Slope Full 0.00308 ft/ft
Flow Type SubCritical
0' :? -.y: t?•. a?.yv?.i:: w-a '?' •.s??,• _.,,?r. .>fy7%•"S.R; '?'v :e:; :c?4" <t: ><
??.? :t.,.: t ? t Z S; ?; 5??s. ..=+M ! +° "T'?; f J`< ? 9'i?`?•:it F• s.?..'s'-.
{, <:??J•;>%%S?jA<r-(5?. n? ?'?t {{ fi ys 1?+e'?f .:?,? k?dr[ a.<?t J?sr"5 .}fiszf t < ..€v?++t,. ;y'Y?',±. y, s< '?rE\..e ?Y
. ..:??i4? afS:;;{J ? 3 ?j? ) )S?J 4i h??i' ). ??'o RJ y„r,?'?,t ,+?> y.'?F ? Z`r(,r r "' ?+ ??t?t hr' Z? ?xVV(• rN ?'?O?)L Y?f
a...., • ??i s;Yt?,,..5'F-K;.?.r,.;v?'; zs•s•,s?' ?..t.tx??sY?s'suL.: stt??Y'0? r..?z'?.. , '? ?'•< ? : 1? < rr? ,:??? as N:h??,? 1 t,?txa.
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
i•..:- v„5:' ,ir F.r -7s.'3 -?a:a•?;--•., sv
x?,?,.t? 't?'t3?:. ???g "2 ??'S?`?;` L}????C'?:??c :r',''n?'?nit?f?<s ?,?€+??, ? ??,?; 1;,?d.:f?{??.?R ?,p?. < yy??? ?•<> , .cr,. rl,»?,iry.,..ay<
e???'YS?j:;<?ve$?L ie?i ie?3.Lt?°, ?s?S,L?;js'f; pi;{.t?>r$!•yri.-Sa%tJ.'$,,jy:"'l9'3dxr'i`x`}':sj. j'b'<,Q ..?1??,? 5,sr'j??. Upstream Depth 0.00 ft
100"S 4110-111-M-11

Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 66.70 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
' 10/1612007 3:51:43 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00)
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2
North General Aviation Development Circular Pipe - 8-9
Alrt S' tt? ?>. a rp Z - Y ,tc-a ?,Z
{[[?? ?+{3,?{,,]??? _,?}.? /??' [??yc ? ?4 i??R?5?4 ? ??.4s? ? ?r_ St r\ i ? ? ?l.?et'?? f ?r?'?1Wf JI?1 `5 ???'?'t'?ZS ?? ?rot'r&?k? al ??ri•?y%,r I?t{??.?y??:. t?'t
4. t. ??t,..??., ..???.?.?427T<,n,1 >....r.!:?? 4, !:._. ?; tl-v?.... ?,ali?_..i'? ? s,.;.. ,,>1..,... '..c :?saS.?r? ..c`?'x ia'.,.:i?.. .:?.csi t ti,?: f?J ?e.J,c+??;a•.'?r?t£?a;iS€Cs ???:dr?L?°f;§ ???'.;fi??Z;? ?r,;. \?
J
Normal Depth 1.67 ft
Critical Depth 1.62 ft
Channel Slope 0.00500 It/ft
Critical Slope 0.00540 fUft
Bentley Systems, Inc. Maestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10/16/2007 3:51:43 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 2 of 2

L

North General Aviation Development Circular Pipe - 8-10
'y +?? `??,??s.??\ z?i? t ?S'fiyt)? t'???'X?Y>ts?`? s,? ,i??} i>t? ttn?,<??Sl?}r `r? 1 rt,`I}ra6'?fi " ;? ?l?ryZ??ti/s. ? }tz?`r3X?7'n s}A, tc ?. t.y
+`Y=..'•aYac"?t.'y.£iS'l'i`"l;R;<?1'Y.4X?t`Y?es?<p:??..f.. °v'.?.ti,.i.ESh.<.?&.'l?>,J tn's.? F,.?: i:. 9V.•G+.t\?lf."F.: ?c `lyff????'<'?1.?`P l?
X'6111
Friction Method Manning Formula
Solve For Normal Depth
{. •. y.#?<}w ,r ?,y ski xjf ty lC1z?4?.,i, tt i?Ct.<`?ttv ?-. q?r :?i?,;, J`t??.."??+?<?i ?v?..!`.t?fir?ts.?je4'?.?y?s?d}?`??'Sua?? t.?(.r.?s9b}s ?4b ?Ci.1?7P ?. ??:tr ..?.c..,,s.???y7 F> ?-4 r3 ;`s::
I?IhJ ??l` n??4 >? .?, ?3?71?Pf ?w:.?lz'''? f yyys s l ?, ? A,... ? ?? Sx. pit#<,t'"? ?r StS' i4tt ?.^zJel?gaxR:s ,??la?3ydpi?lcNlr'.?"`t ?i?^? }??
..e.....7.'CiS.d,t`.tQ...<t•?t iSFiN•.^i?.riti.l??#, f???.O??.i ?t?v,;a4i?< ;?....>t.<`liext?? syr <?.7x?.rt: x.?:...1r. ?t.,<t br.?.,. ??a .. ;q`l! ,??Ss ?,3t f; ?Liif??.f.?1Z1??Y?..<?C.Za.,iR
Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.50 ft
Discharge 24.93 ft'/s
`{ ,v'"'-E
'{y?r?`[C li fi?'>?Y3.??i\ $+?d `t1:1;Y S? i S- i. C .>'>'G I.. ;a4'?r ?.xp3Yt;. f?'>?" 6YR„>" _? ?":?'?S tt *-? py f?(?t?i\:t ? S>?tf' Si: -?) ? ti h?51i t. C?.I Fr>.tl t `?pirf #
7?.
, .L$?
;?1
ry {{?
}. S?
\e ! i t> > f'x (J i b•
4, tx t>tF( { `bty
t
,3?
TY' 4'yj
w ll c ',6,•j t
'1RM aly( '?9' J?
{l ???"
pl,
I
?
(
Y
A
?
r
(
"
i
,
?
\
'7,'t: n
r
:i.:?f G
t
ff 7>n\?:
ty.:?..1`r
Y'?t2.w
L. z
>
'
?
j
.
a
t
e> Fµ
An(t>\.rC..l<}v.?.'.
i
:<fY.U .t?r:elY<?3 Jr. 3156: ...... f1 ;
F
y
`?
(
.. t.. ...k .kirL?.:dn?Y
.4
1L r iif?•:1?5]lp:h9l ... R.\.`
aY
Normal Depth 1.79 ft
Flow Area 3.75 ft'
Wetted Perimeter 5.04 ft
Top Width 2.26 ft
Critical Depth 1.70 ft
Percent Full 71.4 %
Critical Slope 0.00568 ft/ft
Velocity 6.64 ft/s
Velocity Head 0.69 ft
Specific Energy 2.47 ft
Froude Number 0.91
Maximum Discharge 31.20 ft'/s
Discharge Full 29.00 ft'/s
Slope Full 0.00369 ft/ft
Flow Type SubCritical
p7.1 LCt a£ t x. ? q t. n..i• >: r ?`tF ?+ ` ? irh.- S >> r ? p{ y.. .Y1'a" > J 'C C C:> ;>(
t4 t3 %:fa #+ ,S t??h°.?i>#fFi <d>?t' Y. >t..'fy."nj? ..ei sb. ;i.:-;,?.`Y}2 zf•'Y1 ;2. @frt s Bs.SJ'r. at X71 y4?iz :? AF. $Y 7'if•+,4 ?. '?.i Sa2'-..`k?.?? li t`?'Y?? ?'diiFt; i<f
411i
101011,1111014"
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
\ee Z °k y 't a? sj yl.>.ft{,ACS t?'•?(+riL?1 ? Sii>at?''?>a .t k- , ?'Y F a;. ?p ?, .r uc;: ?<.rs?:
?, ..i....a..ptL.i 4.R' t,. >Gih..?.•»..d& ?4 4....a,_ +l? Y.Sf•., ... ,1 ...???i F... .:,.:. At .lw.r...,.. j..vi?x li.:.:.??5.?Rsu...?? -,r.(.1?rK..Y> y Y t ?. , >:.;3
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 71.45 %
Downstream Velocity Infinity ftls
Upstream Velocity Infinity fUs
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
10/1612007 3:51:51 PM 27 Stemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

' North General Aviation Development
;zCircular Pipe - 8-10
T..? crR<A2?. fi. ra>?? .,, f,. ? 1??wto "?S ':S 3>. v.., L .2??,fs5.,
Normal Depth 1.79 ft
' Critical Depth 1.70 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.005613 fUft

' Bentley Systems, Inc. Haestad Methods Solutlon Center Bentley FlowMaster [08.01.066.00]
10/1612007 3:51:51 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

North General Aviation Development Circular Pipe - 8-12
'.s. ;- F E - :v?T..•?by';9 ..;;?nryr ,yff T *n .. ,? ZY?v .r fi;: ?;J ??<u<,,, rY a .a.Y > fir: a ?">? ? s? ' L ? "!? -5- kY 9fy t i?7 Y aY z :i >.
rpp pp ?? t "` ???Z}t?? S ??t',{ 'f, ??2t ? F? ?yft?;,?? i'?.:..?••'k?ti?g¢rC?'"¢,•>??yT ? , 7?'y '? ?. v1?1 3?t?i?jf?`?yiT?la+,r??.,'};; 35??1.,(?
Friction Method Manning Formula
Solve For Normal Depth
1K'r?(E? a ?US?'??tIT4?'??ri' ?- i5.... - ??? t ?? lb,l.? 2 4y Nab t,- ? a • t t < Jl x Pe Yr! c> .,W x . yi r a
' A. Z3'?? Gy :r ct y d? s `F _C (,r t a. ?S v ?.;+.. t?j,s 3, i l• f t !° -fi t t 1 /-..S><> td( 5 Yz ???,, <Y" a i YY.vf i``
'<F'!L !, ? a« . t < ? f t g ? sfi7'j4 ?,y L 's4
a)p" :• 110,001"!
4
..><_[:.:..L .h...u.>s i_?^?-.: i..,,YJi.hc '?`...,.«.n.. a•1ta ....,... .. r..u ..31....a. if s..t... t.•3>rtf..•„?... .. 3..?..:f ?i+h..,rr.? ?.....:lm >xi..... a+, ro, 1,;. ?5.#!?t,
' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 1.50 ft
Discharge 3.55 ft'ls
Jc :y?ff. 7-?'Qtif£la,'jCte,lttr Yi?jhlc tat) lK F?"Fj?? f,:.«'f yT.c?t, ca?`?y,i.?f?rtT tY!....•.t t?? ••?l</t tf r_ .is`L t14 st. 3 ;tYaF:,1? f.'ed?,?.-. t.'.?f'
'.:y1' 1. .;?a `ri1 t+ t is f ?(''p2•f??2 ?,?." }x 33? s>'g?if;
li t- t t"'Y
??Yt?..r,'1,t31:Fal?;.r:t?rs1-..??>S? ;';., z3.a' Y}*6 *6 {.,?v?,(1!>rl?s{a.?>.?'1 ?? .?yy`ll t?Y' v $R??="r, r •`s,'c:
Normal Depth 0.73 ft
Flow Area 0.85 ft'
Wetted Perimeter 2.32 ft
' Top Width 1.50 ft
Critical Depth 0.72 ft
' Percent Full 48.7 %
Critical Slope 0.00528 fUft
Velocity 4.16 ft/s
Velocity Head 0.27 ft
Specific Energy 1.00 ft
Froude Number 0.97
Maximum Discharge' 7.99 Wls
Discharge Full 7.43 ft'ls
Slope Full 0.00114 fUft
Flow Type t SubCritical
- ???< fig}
C?+g ,R4?l?t >ia e1,r??Y??.Yf F `ia >7' C'- ?.S
f lrk? 4 Y6 ?+ ? ? 7}(??`?fy. v F 1 ? <.t ?rf C l` a" ? ?? >s> ?.y .• y, {?• y . ??etZ - .i ;•'> ve,," x.e v,' :e 3^ry?•+t
d?'" n f'l7 rTfY !? 4'F^ . ?" aa5f?hla 3?Z ! H? S??'? 'f? 4'1 ?st?' "'1 f. 4L « ,t?§t t?YLY ??k? 31i.
I?r.Tt ?r?"f?ZSR`{r SS •,r nfx t r ?'? Ott /e.t't+r.:,1r; ,'s , ,"
..h... s.xr,.. fa.
' Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
..,..ya; ..?, t; ,,:?., ..c: !. v <.;?-.::?v ,:i ?r»+< ,f a;.q' 'iia ? - ;.v :,c?;° , n: . • ?:r str... - .f:?... s,.:r <;y
' a t 2.??y r{? S ? ?), a1,1 lta ?1Ap??{t'ai` r ?Ll?il?tr?.si a? r.n} txfat `g??.Cytp `,?` 4 a ,?>s?,f? iL)ll r} a?dyi.Y Cam„ i
rl?,.2A}nf .a Y? t s !, x f f ? ?>' E 1 n.YtKS.. t rf f.:f
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
' Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 48.68 %
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s .?-
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00)
10/16/2007 3:52:02 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
1
1
North General Aviation Development Circular Pipe - 8-12
ko <:C+e ??(} ,<<?,??Q•..,:z.,, x ,
ti.7??c {?Y • 1?? 5 ?4•, < -., i ?'? t„l? ` 1F..t
:E^ r? f?i?tt ;'gag"':
? G 't : J ? .3
Normal Depth 0.73 ft
t Critical Depth 0.72 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00528 ft/ft

u
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1
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1

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10/16/2007 3:52:02 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
1
North General Aviation Development Circular Pipe - 8-13
sJi- t 'I -ya :?f. ?. .t H' r'ttR.3x?za +? z , t>) )r r tit x . s: `? ii ? l + e ryC y ? y .. .•? arzS: IE?? ? ? 4 5 L : ?+ r :>,? r it "; < t' .
y y,][(?i?y pZ u`?. t ??,.>r ?`btGE? ?'cs ??i't r ? i ? 4 ? ; ?' >^? (? s? o t > s `?,f{`c^? y sly i ? > ?µ 3 <!) ?,(fy,;( : t
???CU.d1UQ????'0•?i?? FY,s ?iY. ?.-'???fi'Rt ,d.:c?Jit???J?iFl`?T?)i??. }:fa s?x?Y/i? P? ?$FJ??iZ??4?Y??:S9??????-.Y ?v 5t.???;.i?4:r?'.T.sku ?'c?i'e4 X?> tsL
Friction Method Manning Formula
Solve For Normal Depth
V ':f ,! ,Z"r:t 9. `?. t'$ } GSw?t iR7r,° ', r}°i '^D'r [: YilJ41 ti7» r t yt i.4 tvSx -3rd >l?i r,ii >? ?ksf 1 es' 4?.i N .' K '01-41'
(? ti? wY` ry. 'b ? ^v Tar > ? s.> F?•#;?r ert t t? x .f. ?' S??I k '?+S-o_?(' ?h? efez`?`wt"$ ° >, rfa w ?%r
?.y 'i)?'fAkJ?.yb.f
??yp/4t.?#r? o.•....ria.5 3.a• . .. T..???,•n.'a ,(..., ?.2 yw f{¢?. ( ?3. ;q<, 3+. k,gbt_'}p ?[gLt .??.?: ?i
?..sl -?fF2' .')').:.).?, ?>,l(<•.?'? If(. .;x::, f> Q .?i?3f;... k
Roughness Coefficient 0.013
Channel Slope 0.00500 fUft
Diameter 2.00 ft
Discharge 9.41 ft'Is
(?°'?t #? bZ ii -... ;.).'?F }, flsyky`ir€r ?; : Y„2 ?? L ri>A>tl i=)+2 r:?. 9•c - -fv"tt?,ef .s)ra?YY#<? ):+t•. t r --nx e<`+}r :x3 .f
? .F? a`< "' +? ! r) tl {,hl r irY 't rs jti Y Y .tf.i S' ?'>? h??T r t ::c {5?y tt,Fr"j fi'9 'ts. <l j d£X3 ?z'yg f4 k xi r; 1r'?`° nt t4t?t'c { yep '1
1 d
Normal Depth 1.10 ft
Flow Area 178 ft2
Wetted Perimeter 3.35 ft
Top Width 1.99 ft
Critical Depth 1.10 ft
Percent Full 55.1 %
Critical Slope 0.00510 ft/ft
Velocity 5.30 ft/s
Velocity Head 0.44 ft
Specific Energy 1.54 ft
Froude Number 0.99
Maximum Discharge 17.21 ft'/s
Discharge Full 16.00 ft'/s
Slope Full 0.00173 ft/ft
Flow Type SubCritical
.;:sg,x...rS z, i' ? ?.j) ;t ? s» t f?ilF..`t '0CR< c?.. ?4 Et.>. , ><> .•,. ;..ry.. ,? tCt g r• ';t•'.
> ? 'ti? .? ?X ri? g ? ?'ui i?t3?Y *? s€#?er?!1" :Y+• :cCV}?k t? §t ? ?s??,'f`r iru' 6 r'r 1 ?? 3 t +y r?F l.'>'? ? "f +; t.?r`{?r?.e C ?ti :,'7, ?
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
? ? ;?.. x" N. `?,73 <, -e• •Vt?: v,frst of ? vt?N,Y' Ef 4 r'pw„r? °Y ) Y? .`;,•".a• r" e? n5 c > y
,}?.''J? .Y %: t 1'X ?''1, c t, '>f 1 )'`,Ikt' t 1 F < # `y ?SNff F 4.f 'T' i k'1 ?F {'?, F
?} 1' (ate S 2 7 v 1 H ? > t? )
^
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 55.15 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
1 10/1612007 3:52:13 PM
Bentley Systems, Inc. Haestad Methods Solutton Center Bentley FlowMaster (08.01.066.00)
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
n
1
North General Aviation Development Circular Pipe - 8-13
C,,J .O`\?,'x[?o???,: } jjrtt•5=?6 ?''ja:?$3?ggf. :m`4.? ?1 vJS,f?.,rFi1 ?j ;t,>,...,2i,f ?: s?'F "°t, $''1lt? ?J" y??,s?lk pti i'S1 . `V?'2h'iF'YC Sq`?'?"a3'w'+?i ca?i'?F:s`:t,...,. _;??3? ?.;GC -i?
(!c:; Qlf t l 3,+x'4,,, sy .?v .,.St ltX?•t yi?t yS./A' s'? 5,. ...i ?A'y?'?Iiv;4 ?'i251 '£fx a, StYts iS£;t? i tl,, ?lk?; Yt"..z,, Y's r'2?pi?(°<i?+Yt? r5
' .._u.
Normal Depth 1.10 ft
' Critical Depth 1.10 ft
Channel Slope 0.00500 fUft
Critical Slope 0.00510 ft/ft

1
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1
1 -
Bentley Systems, Inc. Haestad Methods Solution Center Bentley PiowMaster [08.01.066.00)
1011612007 3:52:13 PM 27 $lemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

North General Aviation Development Circular Pipe - 8-14
?. :$%?T a ?', ? s w,.sr°»1'i ix')..%i?SL??'k°?Fci?{??4, tT'Sr5 2?rF Ys a t£r7. ;irr•iX X:;t ?w- .? s ? F#t 24 ? "r>
?•'???t,. ???.Ir?ItY',??3?b?',}?xit'e.t.?y?7?4 xwi`$#" Y? ??33 ?^ ??• ft"#'sl?????'s?;??t'"?ss'n?7i,..?rt?a?' A?`,4)?i¢Y?. ??:`y'.At:,??`rs$ {?: ?::, .a ?:.i>?+?, ,,.,i;
.t;--.).x.: a,.•. +, ,.,`.i.L 1?,. .,,.?.....<tdfltfi.'(:t..5:3.?r?a>3s?i.... l?&a
Friction Method Manning Formula
Solve For Normal Depth
f:Fi >"R ?rasu;T+4
Y a?. rz ?•E. °` `f3i ah?k?°?t i4? y k (`t?+#?. t J L? JT,.2 '`3 tv ,J'' r S} 9
l sr+ r?-y
IIf?..} y 4.,?^?,?"k,
n>.ty, ^„?.. <, s, 1'?? Ai#;c ?`J f {y1P3;3i ?',?r'?# r?d,?`fs',?!if°' >`¢91'jR(d t}?cta t 'tn ss?
..Sr}:;:+.,3,ca
' Roughness Coefficient 0.013
Channel Slope 0.00500 ft/ft
Diameter 2.00 ft
' Discharge 1149 ft3/s
t k ,? ?el? 4? ?? * ?3a p s-r ; e ii r c.4+t. >y ?eE e E. i
,?.>?st?r.,,31k3'usr+???.,Gk.F, .c .?,. cl.r__e,tf.b''?6•i :'.rt??, ?:,t,s ?..?,.: -.?>c. .,u,k .:,??. ?`i.fi ?.a_?fYti???titv..L??s ).?'v£'o ;;, i?2 .si dd :.??i4 L},L?:`?a??`i??rla?.?.i d ',jx,:. ..:)
Normal Depth 1.25 ft
Flow Area 2.07 ft'
Wetted Perimeter 3.66 ft
Top Width 1.93 ft
Critical Depth 1.22 ft
Percent Full 62.7 %
Critical Slope 0.00548 ft/ft
Velocity 5.54 fVs
Velocity Head 0.48 ft
Specific Energy 1.73 ft
Froude Number 0.94
' Maximum Discharge 17.21 ftals
Discharge Full 1600 ftlis
Slope Full 0.00258 fVft
' Flow Type SubCritical
rel.
v WIMP,
' ?. .Ct `r ill tZj?.r ?i FNSJrr?>y. ;la?T?l'? M. er) >Y ?A,r `y'A ?Ft
IZS Yy!
1f e bi t>?>? S ?kr i ^t ,t{>. ,??lyr tt,•r },t qsF. F "sue ?q>Tr !.Irh;2`,?YJ j ec5? Zl?+i fax
a'T ' . L ,k?`sry?`a t < Y i J
r,,..>te>a e.z.$„3x_?'?C'..xt'?zh±r?:?j<:??.
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
V. :"><4`gs•?Lf' ,??. :,:a .. .rt<: ,:ic:iaY.. .i..?r., „r .:•, r<av
.a 'fit sE y,??,r??. ;,dye' ta?rF ?' , ?•W? xJ trt{1 .t?,• ! ? ? . ?,, ?q,? t.>rl r'?. W? r ft r"X r J`5?' t,? J?4,, _ 3?: r ,??,?,v t} v ? l , >? y ??, cl ?N>.E .. ,ii
d rr•' ?? \ ? ???? ?jx { }'?F 1 F'yl??` r ?? f ?fY`' s??$P??"' ,?? S ?+, ? f '? - 3?t s '?i.?.a,a-' ?? ?t 4 ? r a
' Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 62.72 %
Downstream Velocity Infinity ft/s
' Upstream Velocity - Infinity ft/s -
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10/1612007 3:52:23 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2
s
1

North General Aviation Development Circular Pipe - 8-14
/N l 1?'}L[[?.7iF ([O Y.'I??.PN' L Su-,

??7 Y''??Yl`RItSv ?t S
tf:M ., e•t..?.?, ?., a Q+b..S«4.1,6,,. \t?5`n fL ? 1L1, !jt '? ?1 R OfJ ' f? faiC.Fe>F ? V L? r C.Q. µ' y i .? ?,y (?yC \SZ'Y?y`

?x'`?J ;?S? ?.n?f.,,nnS?LLiti-st nSF,\s}'yS+ K 1.6 r7 `fM1 AIL G?Yp4ial tF Ci"3Y "7 ?e t+.(
Z,?-
?,?. -. >..??S ?n,4.tJ i) ? ? f..:.i3rf > ?S?a•.,,d ?i1.?., .? iY.? .[i IY' .<yiv.is X. <.,:44 ,. \?)l3'7?Y7/"\n'FL t?li?ry.. .. .i?tt Q;? is j4
Normal Depth 1.25 ft
Critical Depth 1.22 ft
Channel Slope 0.00500 Wilt
Critical Slope 0.00548 ft/ft

1
1

1
1011612007 3:52:23 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

1

1

1
1
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North General Aviation Development Circular Pipe - 8-15
s -;<£. ?x ..'.f?,? n ?;?.; r ?4,?; .yy°sr?,?s , ???{?} Y?r -M,• pd.?., .K;j?r}}?t t e <;7}? ••<zf?at ir`x,c?'????r- -1c??s,,,?t,?:s.?»ti a :s ?(??),E ?c ? ,1..
i S? f+•3fu?2 ??lxsf? ?,w K'efv)_.i. 1. ?fi' •'. ,?`Ytiy£ i ?dQT' ?*?'t. 3? ? '?S? e?R•(?. A^k''?w ????^`iis 'L't'frlf?'a ^fs. a. s t,.fi;,.c?.4..<«> ?u(> ?"w..t:..at?';3..3 j.....,.f?.4i. 2?t_ f i ..J 3.t..o ?•.k'u4.. »v.•. .>P1}`.sG .. ?..a)..2a?).;:f....
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient 0.013
Channel Slope 0.00500 fUft
Diameter 2.00 ft
Discharge 14.41
f['/s
Y
Y
?
! 5l, ??? fiba !A ??".5 1£ t?L'.i. ( Ct Sf.ti l f .: 1f/ 7 ?' 1 £`C,( hi .fJ)?Y t SW ?4j.f T S¢2fya A)?/$ 14 t YN'r 'ta t?Y 1y,)J )i'?M.:,J? y.
y?l f 1' i£ 8 Tt- i ?p £ t1 f ?[, f F'••r ctt ?) # 'i.+i 2 .t?i?'i I
3 Fy?yt ?sk ?zy??• 'lr [s'YSt,,l4j??'4?iS
....>> er.?w?3:dr.rYsx.tsf
Normal Depth 1.48 ft
Flow Area 2.50 ft'
Wetted Perimeter 415 ft
Top Width 1.75 ft
Critical Depth 1.37 ft
Percent Full 74.2 %
Critical Slope 0.00616 fUft
Velocity 5.76 ft/s
Velocity Head 0.52 ft
Specific Energy 2.00 ft
Froude Number 0.85
Maximum Discharge 17.21 ft'/s
Discharge Full 16.00 ft'/s
Slope Full 0.00406 ft/ft
Flow Type SubCritical
1?,?' 4 f '. `Y. 3 3'/ `F ({ Y )•,!i`w.v?,n s''S: i f 'a <L•Y V i t. yh } ta`. i; M1 « t g,y? ,. ?? .. .?,.L q, j Y? '1:Y S .? Y F 1 C St.
. i
?1?ff??.fS`?.5"t?
u 'FE'S
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
...;w f `lr. x (y£' .,, < lam' "<{F.td ? - £Y li;??},i ?'. :?ylyg`F_? ?Y:n?arR55iYj Yt: t0,t ( . 1' * sr.;:: p (4 ^'4u`?2': Kit f ts.7D:.'?} ?' ! ; v-
' IyJ £?'[I2 (?11j ) 1?y$(? }/'o" ht6 1 {i - ' ??f }{?S `J,?f}??j'd c%iQ£j i?{+?,,,ifff ??`'??)t?y.£g 1•',/'
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 It
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 74.23 %
Downstream Velocity Infinity fUs
Upstream Velocity Infinity ftls
1011612007 3:52:33 PM
Bentley Systems, Inc. Haested Methods Solution Center Bentley FlowMaster [06.01.066.001
27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2
1
1
1
1
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North General Aviation Development Circular Pipe - 8-15
£"a- „r.k>z x sr: ?2 ? C "; %} ? .. t? ? ,mss. i£?Y' ZYF, Z\ ;r 2 ?, ?„aMS? ? ?E E s t: '?Pr. v rY.?,`iK? 4,. f
Q? ?]t h t ?,^ix_f#!?r1yLyxFt* l?>??,F1??f,c i?a<?`E?!"xf?r
>,Ckn;3+ • tY Y.) } tfi`. ?:y?1 ? 1,iS(' ? ? "3. ???• 1 r rl ,u ?t t lk?t j?'. , c? ? £'?f,?,?
?F !`. 3ti-•..?.,,...J ?a >...,?.?.df??f ?ii, td,:G <??...., ,.7 ???Y.,neai? ?s•?.f..??x?r`c°.E.hl.`.?.\„!s.?a?t,iErK?.,.6Sr????',f...:S??T
Normal Depth 1.48 ft
Critical Depth 1.37 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00616 ft/ft
1011612007 3:52:33 PM
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [06.01.066.00]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2
North General Aviation Development Circular Pipe -{. 8-11
It I, ?:? l?
;S:r.:. t 7 $„ `YS Yt3 t G {?h i ?t+, ? S?'k.. ? i t l r r\ y?v,?•Y t ? ?]
r`r}??, } ,Qj? [;P ;['?? ?t?A{ tf01(Y, '.? 9 1??6• '+}? tCtt).v.1 }'t{ S 9t}X.? .,t{??, yR?.t"L' tq? ?'S? t t C :i
Friction Method Manning Formula
Solve For Normal Depth
-} ?•. ...h•• ? hl ¢?f+?tr r;?? ?f}'fir 1?5?'?F ?i?-?<il??? sf y?42.??}5r fv? 't? 5; s x??Cr!f;5,1\?9??:.:ni.-Y fri -: r?•f ?•7?, :i>k ??S ?ri?ta?:N'_ "rt t t-: (cry ??i ??S,W - t ?, ,
.I 1,010. /:! G "Ft7'-.'??(r ??`y.py,• ? ' . y:.a mac;;> ?'1S y a t71;? n.}?,<, Y` ?, ?R3`?:thr tl? `? i'?Y . ? ?a i.yy,,?s? to ft t? 4.+? fo : r " t ',f;s: ?`?n_. 'skr.; ?j_ '<'" :
.finksTf.:>,.y?.?,s!'.?:*.li,f..3,;?`„ir?,ttri?.?r:
Roughness Coefficient 0.013
Channel Slope 0.00400 ft/ft
Diameter 3.00 ft
Discharge 38.53 W/s
?YU?`,??7 \?lYjt?rZ Ey lT'°"?Il ?'Yiy fYL f? .{ St r`rI'? t n? ?.13`I t? i ?b.jr3' ?,n?jtxn)? .?lY'' t _,.:it ° S ?FAp ???_ { .l K' f3 v' \f 'c ?'f TLTtTt;?? ``Y>'t
??°?t?Sl???';s.??
Normal Depth 2.25 ft
Flow Area 5.70 ftz
Wetted Perimeter 6.29 ft
Top Width 2.59 ft
Critical Depth 2.02 ft
Percent Full 75.1 %
Critical Slope 0.00528 ft/ft
Velocity 6.76 ft/s
Velocity Head 0.71 it
Specific Energy 2.96 ft
Froude Number 0.80
Maximum Discharge 45.37 ft'/s
Discharge Full 42.18 ft'/s
Slope Full 0.00334 fUft
Flow Type SubCritical
A"', _ 4\ a?SYf t iES ? .? ?`S n )Yt9 - f)" `7? j ,Sa E`,r ? Q 'i?,?av f 3Y } a ? v? r ?
jt
??,,re< e
? I,?j?" IQYa?.(? 4?.?Q'.`''"?i?^?itt?Y1't''` 1,i?'a j :r,tt5??2 ? Wt ti ? 'i•4L,t??? 3t \t?y`,Z? ???7?' t?,"?F3Yi?t f j??'?,a?t es`'?}ys ?4`\k ?? ,i"?s?
a\?,_?
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
" s$5. s?5 ?' ??? r.SY? rff t t'? .. ?, ,??? ?? 3 •,, ??;: ?r ?'# ? t?(? ?a .r \r?r?4 +.?t ' I? r ? ? ?
i A? t<??:? 0;8t7.,? a 1 c t ": 't s t Sat x c?••• » t s t
lt' t t,r te3(fr 7 v3 f,y tyY'+'r'?lsf •. } .fs1i•`?'i f ,tt F .Y•i? t t?=?ysf a?}es y? (f£Tr*.}t
,. ,. L..??>ht,sta sr`?? ?2?•1;•.?'Wt?z??.l..fiL?2?:`.d:???i??itoi.rs°?3..t???fd,'h???t??.?i?•r. Y?w?E!i??e?icy:"?1P??x£?i?.v???'?ti;'??rTt'??1.?'?iZr ?S.AI,?.!;n
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 75.12 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
10/16/2007 3:52:42 I'M 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
1
P--?
' North General Aviation Development Circular Pipe - 8-11
? i `) Si ti '6x v. ?? b - (±A ft? t i Sxt ?v? f•? 1,..? AR .; ? v ? b ? .?j r ? x y r G ( '
Y;¢ti J ..4?r ?:??r. rsoki ,?} ZS`•'f'3' f?4 j1"d?(L tt ct_fl?Y t?Ot}S ft.s??'DLCSrf`,hY';jr = -FF', 4'?r`?,?{? f °srt{'t*??v}'.5?'t"°J
?ts? ?X.:z<..Y?x? txs
Normal Depth 2.25 ft
Critical Depth 2.02 ft
Channel Slope 0.00400 ft/ft
Critical Slope 0.00528 ft/ft

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00)
1 011 612007 3:52:42 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

' North General Aviation Development Circular Pipe - 10-1
)(>.. y#?'? ? JYL•'y 3n 11 It:.??.ykY'f?3 ?., ?4,`K?'.QI $? S 1f' f. ? $h.>?,??f?2(:s7 ?? t' )? Y AV. jG (^ ?/?r;, ??? T f ?``'d?YL?Yl ?,?\L. y?'f)(t_Y.s??? ??l.:t<?
f P ?1, {Qtt?y'D¢,j( M 1? 4'J+. ?'t i yt'-!3? ?? `?1t '?. ?: lh. 3cif 't ? `. A "F? 5 L F ? '4 t l4.lt 3\ ?''''?1.. r,F ? 1 !{? 3 9 ? 4 H.?%
Id7?„`:?5"
Friction Method Manning Formula
Solve For Normal Depths

-;? -f-Q'. '"3;eiib# !?"t.?f.1=t??s/f },.oYS :\ ?4 ?5t.? E??.<£nJ „ 4}Paa esYtr ?Fj(\ a r fo t; 1Aai rt tl? Rr tJ ?- ( en tVX' < .!'t
;Z}i.:
? {?? ':/?[i}}ii, lyy??4f))`F. ).g,4 ',t>?+F'.rx4?t„s i,? tS't?J r 3; ty' 3 :.,?,r s? { Y .. ?7A3, ut t r iV j Y,t{t 1?F'? ?F11 • F '? E_k{ j??' a1'(?.?S?t l '?, (j'{.? , ?g`??
I°??i?7J'rF.Yx.-t F•.Ji`.T?R`PLial;?ze£??:t]?t .:t????trY:Srrti?ri.t?.<,Sv,:..,}.!v?.?;SY(?l .YS:e?:?>"'.vt?.i?i3...?t??)+3?4.?3f??a if..()xi.??.?„1?.31??vtliJ `h{wft:r ?r1>r.:t+i3fa>??'. ",Y:si•Yf
Roughness Coefficient
Channel Slope 0.013
0.00500 ft/ft
Diameter 1.50 ft
Discharge 2.51 ft'/s
M
I? 1 ?Yi:K t`/htyK?i 1? C/tiZ?y ( f \ %! y / ?" F (i > H ?\? "H` Zt ?f? A9 ll i Rf(/(1 Y. (R ( (.
Ja '? ,,J'X 'i. ,w \ i ? ?; } V P ?,L' )1?... Y?4z? •41 YY '?3}' ?2 ? f? 'j ?1 ?tQ ??f ! r .p,{,? 1 Y'Z: KX i`\I?S,t? ?23.'i)r'?,f y???i! fy Fy ??'J°.)bi ?'Sf1k
' Normal Depth 0.60 ft
Flow Area 0.66 ft2
Wetted Perimeter 2.06 ft
' Top Width 1.47 ft
Critical Depth 0.60 ft
' Percent Full
Critical Slope 40.1 %
0.00503 fUft
Velocity 3.79 ft/s
' Velocity Head
Specific Energy 0.22 ft
0.82 ft
Froude Number 1.00
Maximum Discharge 7.99 ft-,/s
Discharge Full 7.43 ft'/s
Slope Full 0.00057 ft/ft
' Flow Type SubCntical
1 3 .\ - ? . 3 \'? Y E : ? S `r.?t 6. ?T .g? P? R C r+.?(, Lt f Il ?y> i `?41ry'ig?p?Q v' C Y L` - ? fY.? Y (? fiy . /J r,?J q? \ j?
x 4... _ ?Y'E ..Jw n s ?st
Downstream Depth 0.00 ft
length 0.00 ft
Number Of Steps 0
,t K-. ' !Yp>Jr !" "?.F!' „' ? r h

. tJ)> ^ . t :''n;Ft ,its , v > ' o .t ;t ¢• 'tt? •r•p:ntn! r' ? t:?t 7, - n r.' x'•:
1t} (
iiP sld?t y??n,>? r'??' j?? t? 3??3?`s????? tl? #?'?t"tggf?.'?? A ??rsj `?•tj ?sf?4i'?"t''? 1bZt,A'? a=7(?4;'r ?
F'y73YlAA.3c4;31zPas??1°f d?..?,t`b i1?k[;t:tide, ??..,?d3£ik''. a`t?ial??.3t°:i??{?13;?3 ?`^i'?rwYg
Upstream Depth
Profile Description 0.00 ft
Profile Headloss 0.00 ft
Average End Depth Over Rise
Normal Depth Over Rise 0.00 %
40.06 %
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
10/16/2007 3:53:06 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2
1

' North General Aviation Development Circular Pipe - 10-1
, ?."8 e sl 1 -?*'?" / \. ?i-R;a* ? 7 ?? (<,ca \! v"?-\ 4a?• c fir'. .? y '6 x :f '?7.vX't i? i J -- ?`? 3 ?. .oa:. pi '.t
?? . i. ;. '?}???.}yJ?a}[? .i'?j?tf?r??tps-?`..ti[ ?j? i`?., ;?:?x a?'0?.} ''y???j,????1 ,;.?t??I''Ft yt?-. n,?C?' f?. `r?)3#c;?{?l ??r#,j(??T ?? aS.??????i3:s??? ?? ?`?#• ns+ ?i?1?'x'',? i gr{{w"3. `d?<?:t
Normal Depth 0.60 ft
Critical Depth 0.60 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.00503 fUft

F

1

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.00]
1011612007 3:53:06 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

North General Aviation Development Circular Pipe - 10-2
.t ?5^xhf"s'i r$fjt? e.?? e yiY':?ify!: ri
?????$?? ?G??r(???tp?tt ) ??t4F ? ?[. ?y:J,.Ci•r.?t. s ?$: rrvrF E?; E?F??rfrf?,.c.>?r r??,???s?i ?r.-y tt i4jr°'`icEj'i'Sri`F'?r?f??`f'?I??y{'?,rir',#[z>Kf (y'?Lr{?)g?&._?
wr .b '?, w;r.,;.& .. LYFai.,sk:(h i.,.-ii€ 1 :. ?s.?..cH s.. ?t,:•xF?:>t?Y_ "?.., n.d ? .,.."Y...,.>ai t.,.S,.?.t. .. ;..i^>.61. ?i x.. v..Gt t,...,3(.!'v .?l .lt??..'M L`?.>t.:;i4,1?!d......,
Friction Method Manning Formula
Solve For Normal Depth
`/N S 5 Yr° m a r t tY "i Y t 2 $h A3 Y z ... Ys<y,9, g k
f ? S ?f? h o > tt `?7r? 7 f?SrY4?j ?+y^'l,??Ori'li`S YC??,t >ss :Tt+s'y???'j'?YS??? ? ? ??r??;?s? i{rFY!!?? ?i?'F / e"j "x;K t[.*l?d2p$ YY „`?..?"r Y ?'re\•.??'rF????+n
F.4?5? '? fTnkx.?<.,.rfSx3"} >4i (J.(!y x? 4_:3(^14ait1i<tR??s
..? . s ut / p J;. r .!
Roughness Coefficient 0.013
Channel Slope 0.00500 tuft
Diameter 1.50 ft
Discharge 2.52 ft3/s
.l ?'o ?J "? r?sy?i>`?yl%:p`P E?6'sY. S •° [F';:: sF 431. i?;G ft !? a", ""9Y (iOC4 .( ...;;5? t:Y y C > '3 t fit- y'' v -..tom y. 4 ?1 ?.
[S'?r. ,+,?`6 ,LJ4 .3y ?' S.Y t5 ?`'f'y ?u?. 1 'l/'r, s,x f,'.eQ F i?3'.F ifi v? t? 'st'/, sZr??,F3y i'??1vrJ `Y£rrtFlto??c,
I.???.CV?X?t{Yj.?.F?f?.?r>z3r??,its.?1??'?t..k:??w??:Ao_.?r?t??f?:47?I??_.3?:`.fe'C&.a??2'?,.???t:?;v?si???.:..T.SoI.??°t`.£..?0.,>.S?tF?`S.?Y
'0-
Hill
Normal Depth 0.60 ft
Flow Area 0.66 ff2
Wetted Perimeter 2.06 ft
Top Width 1.47 ft
Critical Depth 0.60 ft
Percent Full 40.1 %u
Critical Slope 0.00503 ft/ft
Velocity 3.80 ft/s
Velocity Head 0.22 ft
Specific Energy 0.83 ft
Froude Number 1.00
Maximum Discharge 7.99 fN/s
Discharge Full 7.43 ft-/s
Slope Full 0.00058 fUft
Flow Type SubCritical
,. r -? i - T . s Yk?.`t.\it"'Z=`(?y-. f.?'' arm' ?'!1 2°i ??p?? ?'isfF ?; ??t "1 Y;? 3Cc¢Y .s'?„ •..} ti+r is Y T :`. F '?.t ?'?? .?4 ,1r? 3. >
J.,1111yI7sD?iU? ?t?4 4a i, q S ° rr.1 3 t ,5 ?Q{,E ?1 > ?,'ry<e . ? S j ? ?n {fit ?frY?r r.:tiv $,>
:51!e'?i4.B?Y>?wK(ti?Yt??.?x:?i?F.Ye s::,j.<.t!.{,!t"t'.s????i.17ia 7.`Yfts'??(#[j??6iS:?.^?7?t.??"u"7?' !??ff ti?}?..t?r7??'???t?s'?.?i>.,n?.?•r}I.???fi ??i?Fh?O,'r'fe ??R`?Y.?',??
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
(?7r yu? y{p
l:?`€iof1C'lo?t'l4
.? .F ,sktY;!?m;i
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 40.15 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity fUs
' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.066.001
10/16/2007 3:52:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203.755-1666 Page 1 of 2

North General Aviation
Development Circular Pipe - 10-2
Normal Depth 0.60 ft
Critical Depth 0.60 ft
Channel Slope 0.00500 fdff
Critical Slope 0.00503 fUlt

1

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10/16/2007 3:52:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 2 of 2

L
1",

F

ircular
P
ipe - 10-3
General
Aviation Development C
North
r
yy
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yj
?

Friction Method Manning Formula
Solve For Normal Depth
+'.y l1L-- y.t a r? i?4yt Q3?'?:t£3 l(?SY?1y t.{shit {5`iy Jf fXtf f,4,.tt *t ffi?.i??1r t'St?l'{ J"? y -/'-s1?'S O(fkt+ ?''t' ??JY '$ Z7 aK\5r ????(? i.<??.. ?<'
?yyy?` 1 ?_ ?<"'rtb 4 yyy?Z 4' 1. ] y . ! t?{ < >l k? !i.(rx?sa X.(r 1' )i .f(" ? ?g 'S 4, ?qt ?t(,, a .)

Roughness Coefficient 0.013
Channel Slope 0.05800 ft/ft
Diameter 1.50 ft
Discharge 7.84 ft3/s
gzr+!<6111 %'11111F'1'1

ar r c ^? !: t f

tirt
?f+
LE

i to { ?? ?C u t t 3 ?> 84t `t Q i`i .f r:«+3' rr
at SAd a ti. tyaz. t i? tnf^t'>? r 3 t? r r y7Y'?.V:15?'K??.(rX'h
'4tft +?.s Rt?y('t Y,t't?Li`.f
vW}?}:
-?
Normal Depth 0.57 ft
Flow Area 0.62 ft2
Wetted Perimeter 2.00 ft
Top Width 1.46 ft
Critical Depth 1.09 ft
Percent Full 38.2 %
Critical Slope 0.00731 ft/ft
Velocity 12.62 ft/s
Velocity Head 2.47 ft
Specific Energy 3.05 It
Froude Number 3.41
Maximum Discharge 27.21 ft3/s
Discharge Full 25.30 W/s
Slope Full 0.00557 fUft
Flow Type SuperCritical
Downstream Depth 0.00 ft
Length 0,00 ft
Number Of Steps 0
0111 ? V s S 1 2+ 5 ?F :' <,x ;x q 3 Y t n ?' w ? t t ci 3Ji 7' 1t, `9? < S ? Fvi t 3 h t t'r:r;;l
..7i t;?h X i1?
`[? Will' MIAMI §sg.? iCh
Ar ter` 4 ,? 35d .u.?x.?tS,.l`k .$. .°`
Upstream Depth 0.00 It
Profile Description
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.00 %
Normal Depth Over Rise 38.23 %
Downstream Velocity Infinity fUs
Upstream Velocity Infinity ft is
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FtowMaster [08.01.066.00]
10116/2007 3:52:50 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

North General Aviation Development Circular Pipe - 10-3
! ?q sF ``-. 'y%`"i? v1?S ?S-.;??r 11?°gY?•°:b1`,'3Ya c Y"elr ?4?{- t?,'S+r r1J •? r } ? tv r^ ? en•ff..•<4 Y?t? u??.; axiS+' -s?;3? t`a... t ?i9 '? b tytY?
' ??F?';irX?n`??,3i:?..t'??rT.c?H.?£v????.?.`wr,>?3?.a?as,GK'S?:_•..J9:..:...,.,...?`..??r..7.?4.a<:r.,?!?'4,.8..#1?I:C'f?dbS'c?i f>ny?.?.<<.iC+.tti2tT2E?W?tY:,FT 3?.:4Sc..i..E4\?9;:'?,'?7 ?.3Th 1..:.?}??h:`3?
Normal Depth 0.57 ft
' Critical Depth 1.09 ft
Channel Slope 0.05800 fUft
Critical Slope 0.00731 f ift

' Bentley Systems, Inc. Naestad Methods Solution Center Bentley FlowMaster 108.01.066.001
10/1612007 3:52:50 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 2 of 2
1?
1]
'
North General Aviation Development Barrel 2

' }5?j.?i>,'??} .?......Xt?:r((.. o_»z?'?j1f??, jjf? .gybs,.,f.?«'?t?,••?j?: Y?r . yvur C'?7 t f,?'?' t Z,ns?s: A ;a`iJlt `Ij:i rl,?''Y ?T"T•Y??fY`yf?'n?J,'\('eY:`? ?.C`?s SO?.?a?`I -?J`nyg '•y ,£sVi,? <»,,'ry!s>, a'!V'
f??J OJ(jj'sl?DD ?l ? J}}??(l? L'S)??:,hr ,,7strJJ''S i?v l wF r(?'44 N J ?"j?k i ?? tr1. dt Y,I rA ? ItL?^. ?????i?,• Yt'•''? I Tr tt .) ?`S 'ls?? ?•t? ? f-
t!t":?_,.4?...od!.`Y;???r1?fai?l`LY,..?Gi-.?.,...f.,<;2k:.ty" iS,r.ISia'Si ? a`?f?1?ts.?.i>is:?,yfa?i?.r..af?.?e_,ri.•:t{.t?3,1i....:?2:£ttt?4>:5..??-:s.1+rx.P.,.... ???f f>ii:).: ??Yt r". eL.?s
Friction Method Manning Formula

' Solve For Normal Depth
tl': ,?•',}' " i• 4' <fi.g tmf?]:Kr t? ffi 3r?e?$?3' rfYi c7.E rf Fl-tNQ`kKv ?, t ?,N?.... F, CA' f 1: 14. ?'f`51 ?+1tY!" .QJ?i1i,j`w' .li'43 ?(fSP
f ti ., t-S y is {• j 2 t ,u - s 1 r f. t A t, ?t d• ?' a

4 kjgSF:3Ai C
tl*r ?R? A?'. 7? F` 7Z i45;/lT r t ?? R•?7l 1 t rf
/F ...4v.??> tFV.,NL 17'4. ,t!i? t'1 tk S?Ci 4 K +. xl ,' h? 4?5 `}.., riis>'Y? Y'fty. ?! 73 r1s .?:cri`!a iM C'4???;T.:
all 35.1
....-. .i•. d£b .5r.._a?.l., :, l.?F.:.. 5iw," `'?3r,l:.,,q.a.. e?, .Y 5..1.391. ..... ..,.
' Roughness Coefficient
Channel Slope 0.013
0.02900 ft/ft
Diameter 3.00 ft
Discharge 2.84 ft3/s

JAl,:tu'tYy?C"3;1,'f ISM) ..A:v.
r '.fiFu Yrs, 1i• 7? WA .. N
3tL Pv ' .a?Y SXt'T3g.. spy ,ir f
L.?ti:.;;•t,??'?3..1'?J. ?.?i??Y?:?. ?Y?a?\??; :?. >.s...;i:;?.3.''?r'?!t >i,: ?:??Ti:4la.-.-.?. {

* Y4t ?! ?7 i1 CH -_;?X?.f l? V7 Jtf3), Y?i 47Yi?f'C?Yb r4:?t'WT S,{-Sifi•.C';Y,?.F,
A
'scr ??yq,>fya'? -'!-f? bAfy ,,t,'rt3 i:? {7sj. yx
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Normal Depth 0.33 ft
Flow Area 0.42 ft'

' Wetted Perimeter
Top Width 2.02 It
1.87 ft
Critical Depth 0.52 ft

' Percent Full
Critical Slope 10.9 %
0.00409 ft/ft
Velocity 6.80 ft/s

' Velocity Head
Specific Energy 0.72 ft
1.05 ft
Froude Number 2.54
' Maximum Discharge 122.18 fN/s
Discharge Full 113.58 ft'/s
Slope Full 0.00002 ft/ft
' Flow Type SuperCritical
?r -,r?ta• f>v . ;n., -. .?:Hi Y:?w'?Si':. a• :- ,h?S'. a ;xzi'.,.•-.., ?,"%Y !.. .,<'. .. .?.{?-•.: ? oxl` •r r°lf?`.ut..
" •?' ? L 7 ",? Y? /..Y Zr 2C1 S*stsT;e?iit; is ? ? `S,yt \,l ? >z ..v .°',t; f 8t . T t , < 7,. < ? ` F ac.'.? ? i ?I % it,? ?'s?` ? t>?, ejr
f?... ?3•,F,s ?? f ? S YS gl esx y r£? J ? i t l?;f? tt??ii? (.f j }?S? t^ti.3??? k; t ¢i?'p??1: ?/ fl?> .?i sif5 ¢ ? f }y;; dr, ?t Ss.W?`tt it?!3? 4 "fk.
' Downstream Depth 0"00 ft
Length 0.00 ft
Number Of Steps 0
. ,...: .. . .,: ; ..,o,...r>r v -: J'.,.:e. ,ryr ..,...,va: -sr :_ ..r.-...y.,;........>:,.•:. r. ? e; ... ,rrtr ::ea .-. f. _
`r .'t• . ? l?ffk dcc. f3laF awJ Srs.? e.ti. T Y?i f fYy k/1 s?z' f J's i _ntFJ >? y? F?Ytk?"j. ? ?v. F"` y ! ,u?.. ry?< ; ,t` ? ?u`, ti i?.G. ? ql,
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8,.??<At?.,e1?c'<.K`'..c?5 t?'1w e'r.?„?iizd....:1':?aSi? r. t,!4 .r'?.?:.:GYal,3...,.., a... ?,.::r>:.<i/'•ucit..2.A i, a.?3. v?s`F>`°.... i'+r.?r3sa},>;. 31t?i2's,. fa 7Xw.,)'r. a...x s:
Upstream Depth
Profile Description 0.00 ft
Profile Headloss 0.00 ft
t Average End Depth Over Rise
Normal Depth Over Rise 0.00 %
10.90 %
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.001
10/1612007 3:53:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 2
1
1
North General Aviation Development Barrel 2
?V,,I?Ss??????;fi??`?j-§?,?.ik ?•? tit ,?. ?S? /ysYk Y?J3 ? t?,f?`??U,y . ,tp,??Yfi?trt?i.?l.?'>? .7i? ?fl>?ff ?. ??lt 'hi?'?????????i?£.'?(???1f?????; 'YkM?>'f /F')
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Normal Depth 0.33 ft
' Critical Depth 0.52 ft
Channel Slope 0.02900 ft/ft
Critical Slope 0.00409 ft/ft

C

7

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00]
10116/2007 3:53:18 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

i
Table of Contents
Hydraflow Hydrographs by Intelisolve
Basins.gpw
Tuesday, Oct 16 2007, 3:4 PM
Hydrograph Return Period Recap ..................................................................... 1
2 - Year
Summary Report ................................................................................................................ 2
Hydrograph Reports .......................................................................................................... 3
Hydrograph No. 1, Rational, POST 1+2+3+4+5+6+7 ...................................................... 3
Hydrograph No. 2, Reservoir, BASIN 1 .......... ................................................................. 4
Pond Report .......................................................................................................
Hydrograph No. 3, Rational, POST 8+9+10+11 .............................................................. 6
Hydrograph No. 4, Reservoir, BASIN 2 ........................................................................... 7
Pond Report ................................................................................................................ 8
10 - Year
Summary Report ................................................................................................................ 9
Hydrograph Reports ....................................... ............................................................. 10
Hydrograph No. 1, Rational, POST 1+2+3+4+5+6+7 .................
Hydrograph No. 2, Reservoir, BASIN 1 ......................................................................... 11
Pond Report .............................................................................................................. 12
Hydrograph No. 3, Rational, POST 8+9+10+11 ............................................................ 13
Hydrograph No. 4, Reservoir, BASIN 2 ......................................................................... 14
Pond Report .............................................................................................................. 15
25 - Year
Summary Report .............................................................................................................. 16
Hydrograph Reports ........................................................................................................ 17
Hydrograph No. 1, Rational, POST 1+2+3+4+5+6+7 ..................... 17
...............................
Hydrograph No. 2, Reservoir, BASIN 1 ......................................................................... 18
Pond Report .............................................................................................................. 19
Hydrograph No. 3, Rational, POST 8+9+10+11 ..................................... 20
.......................
' Hydrograph No. 4, Reservoir, BASIN 2 ......................................................................... 21
Pond Report .................................................................. 22
.......................................... . .
100 -` Year
Summary Report .............................................................................................................. 23
Hydrograph Reports ........................................................................................................ 24
Hydrograph No. 1, Rational, POST 1+2+3+4+5+6+7 .................................................... 24
Hydrograph No. 2, Reservoir, BASIN 1 .......................................
Pond Report ..................................................................... 26
.........................................
' Hydrograph No. 3, Rational, POST 8+9+10+11 ............................................................ 27
Hydrograph No. 4, Reservoir, BASIN 2 ......................................................................... 28
Pond Report ........................................................................................ 29

jiydrograph Return Period Recap
Hyd. Hydrograph Inflow Peak Outflow (cfs) Hydrograph
0. type
(origin) Hyd(s)
1-Yr
2-Yr
3-Yr
5-Yr
10-Yr
25-Yr
50-Yr
100-Yr description
Rational ------- ------- 22.21 ------- ------- 34.52 40.91 ------- 50.86 POST 1+2+3+4+5+6+7
Reservoir 1 ....... 2.62 ------- ------- 11.90 20.79 ------- 33.43 BASIN 1
Rational ------- ------- 26.53 ------- ------- 39.86 46.48 ------- 56.43 POST 8+9+10+11
Reservoir 3 ------- 0.61 ------- ------- 2.84 3.97 ------- 8.38 BASIN 2

)j. file: Basins.gpw
Tuesday, Oct 16 2007, 3:04 PM
Hydraflow Hydrographs by Intelisolve
H
eydrograph Summary Report
Hyd•
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
1 Rational 22.21 1 39 51,980 ---- ------ ------ POST 1+2+3+4+5+6+7
Reservoir 2.62 1 73 50,715 1 2136.14 48,866 BASIN 1
Rational 26.53 1 20 31,834 ---- ------ ------ POST 8+9+10+11
Reservoir 0.61 1 40 31,334 3 2104.29 30,951 BASIN 2

asins.gpw Return Period: 2 Year Tuesday, Oct 16 2007, 3:04 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot

dr
h
Int
H
b
d
fl
H li
lv
ograp
y
s
y
e
so
e
ra
ow
y
Hyd. No. 1
POST 1+2+3+4+5+ 6+7
Hydrograph type = Rational
Storm frequency = 2 yrs
Drainage area = 19.730 ac
Intensity = 1.876 in/hr
' IDF Curve = AVL Airport.lDF

POST 1+2+3+4+5+6+7
Q (cfs) Hyd. No. 1 -- 2 Yr
' 24.00
20.00
' 16.00
' 12.00
' 8.00
4.00
0 00
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 22.21 cfs
Time interval = 1 min
Runoff coeff. = 0.6
Tc by User = 39.00 min
Asc/Rec limb fact = 1 /1
Hydrograph Volume = 51,980 cult
0.0 0.2 0.3 0.5
' Hyd No. 1
Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
0.00
0.7 0.8 1.0 1.2 1.3
Time (hrs)
3
E Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
' Hyd. No. 2
BASIN 1
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
' Reservoir name = BASIN 1

Storage Indication method used.

Q (cfs)
' 24.00 - -

20.00 ----
_
-......
....... .. ... _.._
16 -
' .00 - -
1 --
2.00

8.00 -- --- -

4
00 - - - -
' -
.

Q (cfs)
24.00
20.00
16.00
12.00
8.00
4.00
' o.o0 0 00
0 5 10 15 19
' Hyd No. 2 Hyd No. 1
BASIN 1
Hyd. No. 2 -- 2 Yr
Hydrograph Volume = 50,715 cult
24
29
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 2.62 cfs
Time interval = 1 min
Max. Elevation = 2136.14 ft
Max. Storage = 48,866 cuft
34
39
44
48
Time (hrs)
4
Pond Report
' Hydraflow Hydrographs by Intelisolve Tuesday, Oct 16 2007, 3:4 PM

Pond No. 9 - BASIN I
Pond Data
' Bottom LxW = 150.0 x 60.0 ft Side slope = 3.0:1 Bottom elev. = 2132.00 ft Depth = 8.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (curt) Total storage (cuft)
0.00 2132.00 9,000 0 0
0.40 2132.40 9,510 3,702 3,702
0.80 2132.80 10,031 3,908 7,609
1.20 2133.20 10,564 4,119 11,728
1.60 2133.60 11,108 4,334 16,062
2.00 2134.00 11,664 4,554 20,616
2.40 2134.40 12,231 4,779 25,395
2.80 2134.80 12,810 5,008 30,403
3.20 2135.20 13,401 5,242 35,644
3.60 2135.60 14,003 5,480 41,125
4.00 2136.00 14,616 5,723 46,848
4.40 2136.40 15,241 5,971 52,819
4.80 2136.80 15,877 6,223 59,042
5.20 2137.20 16,525 6,480 65,522
5.60 2137.60 17,185 6,742 72,264
' 6.00 2138.00 17,856 7,008 79,272
6.40 2138.40 18,539 7,279 86,550
6.80 2138.80 19,233 7,554 94,104
7.20 2139.20 19,938 7,834 101,938
7.60 2139.60 20,655 8,118 110,056
8.00 2140.00 21,384 8,407 118,464
Culvert / Orifice Structures
[A] [B] ICI [D]
Rise (in) = 36.00 3.00 12.00 0.00
Span (in) = 36.00 3.00 12.00 0.00
' No. Barrels = 1 1 2 0
Invert El. (ft) = 2124.00 2132.00 2135.60 0.00
Length (ft) = 78.00 0.00 0.00 0.00
Slope (%) = 2.30 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No

Stage (ft)
10.00 -
8.00 -
' 6.00 -
' 4.00 -
2.00
0 00 J
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 16.00 13.00 0.00 0.00
Crest El. (ft) = 2137.00 2138.00 0.00 0.00
Weir Coeff. = 2.60 2.60 0.00 .0.00
Weir Type = Riser Broad ---
Multi-Stage = Yes No No No
Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft
Note: CulverVOrifice outflows have been analyzed under inlet and outlet control.
Stage / Discharge Stage (ft)
-- T 10.00

8.00
6.00
4.00
2.00
0 00

0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
Total Q Discharge (cfs)

Hydrograph Plot

d
Hy
raflow Hydrographs by Int elisolve
' Hyd. No. 4
BASIN 2
' Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 3
' Reservoir name = BASIN 2
Storage Indication method used.

1
Q (cfs)
1
28.00
' 24.00
' 20.00
16.00
12.00
' 8.00
' 4.00
' 0.00
BASIN 2
Hyd. No. 4 -- 2 Yr
Q (cfs)
28.00
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 0.61 cfs
Time interval = 1 min
Max. Elevation = 2104.29 ft
Max. Storage = 30,951 cult
Hydrograph Volume = 31,334 cuff
0 5 9 14 18 23 27 32
' Hyd No. 4 Hyd No. 3
24.00
20.00
16.00
12.00
8.00
4.00
' ' ' 0.00
36 41 45
Time (hrs)
7

Pond Report
' Hydraflow Hydrographs by Intelisolve Tuesday, Oct 16 2007, 3:4 PM
Pond No. 2 - BASIN 2
Pond Data
' Bottom LxW = 166.0 x 71.0 ft Side slo pe = 3.0:1 Bottom elev. = 2102.00 ft Depth = 7.00 ft
Stage / Storage Table
' Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuff)
0.00 2102.00 11,786 0 0
0.35 2102.35 12,288 4,213 4,213
' 0.70 2102.70 12,799 4,390 8,603
1.05 2103.05 13,319 4,570 13,173
1.40 2103.40 13,847 4,754 17,927
1.75 2103.75 14,385 4,940 22,867
2.10 2104.10 14,931 5,130 27,997
' 2.45 2104.45 15,486 5,323 33,320
2.80 2104.80 16,050 5,519 38,838
3.15 2105.15 16,623 5,717 44,556
' 3.50
3.85 2105.50
2105.85 17,204
17,794 5,919
6,124 50,475
56,600
4.20 2106.20 18,393 6,333 62,932
4.55 2106.55 19,001 6,544 69,476
4.90 2106.90 19,618 6,758 76,234
5.25 2107.25 20,244 6,976 83,210
5.60 2107.60 20,878 7,196 90,406
5.95 2107.95 21,521 7,420 97,826
6.30 210830 22,173 7,646 105,472
' 6.65
7.00 2108.65
2109.00 22,834
23,504 7,876
8,109 113,348
121,457
Culvert / Orifice Structures Weir Structures
' [A] [B] [C] [D] [A] IBl [C] [D]
Rise (in) = 36.00 4.00 12.00 0.00 Crest Len (ft) = 16.00 12.00 0.00 0.00
Span (in) = 36.00 4.00 12.00 0.00 Crest El. (ft) = 2106.00 2107.00 0,00 0.00
' No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert Et. (ft) = 2090.00 2102.00 2104.40 0.00 Weir Type = Riser Broad
Length (ft) = 112.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.90 0.00 0.00 0.00
' N-Value = .013 013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0.000 in/hr (Wet area) Taiiwater Elev. = 0.00 ft

' Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.

' Stage (ft) Stage / Discharge Stage (ft)
7.00
' 6.00
5.00
' 4.00
3.00
' 2.00
' 1.00
0 00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
8
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
Total Q Discharge (cfs)
H
Wydrograph Summary Report
Hyd.
?0. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cuft) Hydrograph
description
Rational 34.52 1 39 80,777 ----• ------ POST 1+2+3+4+5+6+7
Reservoir 11.90 1 65 79,408 1 2137.19 65,370 BASIN 1
Rational 39.86 1 20 47,832 ..-- ------ ------ POST 8+9+10+11
Reservoir 2.84 1 39 47,257 3 2105.21 45,608 BASIN 2

t

1

sins.gpw Return Period: 10 Year Tuesday, Oct 16 2007, 3:04 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot

Hydraflow Hydrographs by Intelisolve
' Hyd. No. 1
POST 1+2+3+4+5+6+7
' Hydrograph type = Rational
Storm frequency = 10 yrs
Drainage area = 19.730 ac
' Intensity = 2.916 in/hr
IDF Curve = AVL Airport.IDF

t
'
POST 1+2+3+4+5+6+7
Q (cfs)

nc nn
Hyd. No. 1 -- 10 Yr
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 34.52 cfs
Time interval = 1 min
Runoff coeff. = 0.6
Tc by User = 39.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 80,777 cuft
i ? 1_I f-T
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.0 0.2 0.3 0.5
' Hyd No. 1
0.7 0.8 1.0 1.2
1 0.00
1.3
Time (hrs)
10

Hydrograph Plot
d
fl
H li
l
ra
ow
ydrographs by int
Hy e
so
ve
' Hyd. No. 2
BASIN 1
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 1
' Reservoir name = BASIN 1
Storage Indication method used.

Q (cfs)

35.00 - ---
_ ...
.
-__.....
.....
.... ...... ..
........_ ..
.

30.00

25.00

20
00 - -- ----
.

15.00 --

10
00
. ........ .......
..... ....... _...... - .....
--

Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00 0 00
0 4 8 12
Hyd No. 2
Peak discharge
Time interval
Max. Elevation
Max. Storage
Tuesday, Oct 16 2007, 3:4 PM
= 11.90 cfs
= 1 min
= 2137.19 ft
= 65,370 cult
Hydrograph Volume = 79,408 cult
BASIN 1
Hyd. No. 2 -- 10 Yr
16 20 24 28 32 36 40
Hyd No. 1
44
Time (hrs)
11
Pond Report
0 Hydraflow Hydrographs by Intelisolve Tuesday, Oct 16 2007, 3:4 PM

Pond No. 1 - BASIN 1
Pond Data
Bottom LxW = 150.0 x 60.0 ft Side slope 3.0:1 Bottom elev. = 2132.00 ft Depth = 8.00 ft
Stage 1 Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Inc r. Storage (cuft) Total storage (cult)
0.00 2132.00 9,000 0 0
0.40 2132.40 9,510 3,702 3,702
' 0.80 2132.80 10,031 3,908 7,609
1.20 2133.20 10,564 4,119 11,728
1.60 2133.60 11,108 4,334 16,062
2.00 2134.00 11,664 4,554 20,616
2.40 2134.40 12,231 4,779 25,395
' 2.80 2134.80 12,810 5,008 30,403
3.20 2135.20 13,401 5,242 35,644
3.60 2135.60 14,003 5,480 41,125
4.00 2136.00 14,616 5,723 46,848
' 4-40 2136.40 15,241 5,971 52,819
4.80 2136.80 15,877 6,223 59,042
5.20 2137.20 16,525 6,480 65,522
5.60 2137.60 17,185 6,742 72,264
6.00 2138.00 17,856 7,008 79,272
6.40 2138.40 18,539 7,279 86,550
6.80 2138.80 19,233 7,554 94,104
7.20 2139.20 19,938 7,834 101,938
7.60
8.00 2139.60
2140.00 20,655
21,384 8,118
8,407 110,056
118,464

Culvert 1 Or ifice Structu res
' [A] [B] [C] [D]
Rise (in) = 36.00 3.00 12.00 0.00
Span (in) = 36.00 3.00 12.00 0.00
' No. Barrels = 1 1 2 0
Invert El. (ft) = 2124.00 2132.00 2135.60 0.00
Length (ft) = 78.00 0.00 0.00 0.00
Slope (%) = 2-30 0.00 0.00 0.00
' N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No
r
' Stage (ft)
10.00
' 8.00
' 6.00
' 4.00
2.00 -
0 00 -
Weir Structures
[Al [B] [C] [D]
Crest Len (ft) = 16.00 13.00 0.00 0.00
Crest El. (ft) = 2137.00 2138.00 0.00 0.00
Weir Coeff. = 2.60 2.60 0.00 0.00
Weir Type = Riser Broad --- ---
Multi-Stage = Yes No No No
Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage 1 Discharge
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0 00
1;
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
Total Q Discharge (cfs)

Hydrograph Plot

drafl
w H
dro
h
Int
H
b li
l
y
grap
y
o
s
y e
ve
so
Hyd. No. 3
POST 8+9+10+11
Hydrograph type = Rational
Storm frequency = 10 yrs
Drainage area = 18.910 ac
Intensity = 4.216 in/hr
IDF Curve = AVL Airport.IDF

Q (cfs)

40.00
' 30.00
20.00
10.00
' 0.00
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 39.86 cfs
Time interval = 1 min
Runoff coeff. = 0.5
Tc by User = 20.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 47,832 cult
POST 8+9+10+11
Hyd. No. 3 -- 10 Yr

Q (cfs)
40.00
30.00
20.00
10.00
/ I ! I I I I\
0.0 0.1 0.2 0.3
Hyd No. 3
0.3 0.4 0.5 0.6
" 0.00
0.7
Time (hrs)
13

Hydrograph Plot

' dr
w H
dr
Fl
h
I
t
li
H
b
l
y
a
o
ograp
s
n
y
y so
ve
e
Hyd. No. 4
BASIN 2
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 3
Reservoir name = BASIN 2
Storage Indication method used.

Q (cfs)

40.00
30.00
' 20.00
10.00
' 0.00
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 2.84 cfs
Time interval = 1 min
Max. Elevation = 2105.21 ft
Max. Storage = 45,608 cuft
Hydrograph Volume = 47,257 cuft
BASIN 2
Hyd. No. 4 --10 Yr
0 3 7 10 13
Hyd No. 4 Hyd No. 3
Q (cfs)
40.00
30.00
20.00
10.00
' ' 0.00
17 20 23 27 30 33
Time (hrs)
14

Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Oct 16 2007, 3:4 PM
Pond No. 2 - BASIN 2
Pond Data
Bottom LxW = 166
0 x 71
0 ft
Side slo
e = 3
0:1 Bottom elev
00 ft De
= 2102
th
= 7
00 ft
.
. p
. .
.
p
,
.
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00 2102.00 11,786 0 0
' 0.35
0.70 2102.35
2102.70 12,288
12,799 4,213
4,390 4,213
8,603
1.05 2103.05 13,319 4,570 13,173
1.40 2103.40 13,8,47 4,754 17,927
1.75 2103.75 14,385 4,940 22,867
2.10 2104.10 14,931 5,130 27,997
2.45 2104.45 15,486 5,323 33,320
2.80 2104.80 16,050 5,519 38,838
3.15 2105.15 16,623 5,717 44,556
3.50
3.85 2105.50
2105.85 17,204
17,794 5,919
6,124 50,475
56,600
4.20 2106.20 18,393 6,333 62,932
4.55 2106.55 19,001 6,544 69.476
4.90 2106.90 19,618 6,758 76,234
5.25 2107.25 20,244 6,976 83,210
5.60 2107.60 20,878 7,196 90,406
5.95 2107.95 21,521 7,420 97,826
6.30 2108.30 22,173 7,646 105,472
6.65 2108.65 22,834 7,876 113.348
7.00 2109.00 23,504 8,109 121,457
Culvert / Orifice Structures Weir Structures
' [A] IB] [C] [D] [A] [B] [C] [D]
Rise (in) = 36.00 4.00 12.00 0.00 Crest Len (ft) = 16.00 12.00 0.00 0.00
Span (in) = 36.00 4.00 12.00 0.00 Crest El. (ft) = 2106.00 2107.00 0.00 0.00
' No. Barrels = 1 1 1 0 Weir Coeff. = 3.33 2.60 0.00 0.00
Invert El. (ft) = 2090.00 2102.00 2104.40 0.00 Weir Type = Riser Broad
Length (ft) = 112.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.90 0.00 0.00 0.00
' N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft

' Note: CulvertfOrifice outflows have been analyzed under inlet and outlet control
.
' Stage (ft) Stage / Discharge Stage (ft)
7.00
6.00
5.00
' 4.00
3.00
2.00
1,00
0 00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
1:
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
Total Q Discharge (cfs)
1
V
rograph Summary Report
Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Volume

(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Maximum
storage
(cult) Hydrograph
description
Rational 40.91 1 39 95,734 ---- ------ ------ POST 1+2+3+4+5+6+7
Reservoir 20.79 1 58 94,360 1 2137.43 69,315 BASIN 1
Rational 46.48 1 20 55,777 ---- ------ ------ POST 8+9+10+11
Reservoir 3.97 1 38 55,189 3 2105.61 52,427 BASIN 2
ins.gpw Return Period: 25 Year Tuesday, Oct 16 2007, 3:04 PM
Hydraflow Hydrographs by Intelisolve

Hydrograph Plot
'

Hydraflow Hydrographs by Int elisolve
' Hyd. No. 1
POST 1+2+3+4+5+6+7
Hydrograph type = Rational
Storm frequency = 25 yrs
Drainage area = 19.730 ac
' Intensity = 3.456 in/hr
I DF Curve = AVL Airport.IDF

'
POST 1+2+3+4+5+6+7
Q (cfs) Hyd. No. 1 -- 25 Yr
50.00
40.00
' 30.00
1
' 20.00
10.00
n nn
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 40.91 cfs
Time interval = 1 min
Runoff coeff. = 0.6
Tc by User = 39.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 95,734 cult

40.00
30.00

20.00

10.00

Q (cfs)
50.00
0 00
0.0 0.2 0.3 0.5
' Hyd No. 1
t
0.7 0.8 1.0 1.2 1.3
Time (hrs)
17
Hydrograph Plot
¦
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
BASIN 1
' Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 1
' Reservoir name = BASIN 1
Peak discharge
Time interval
Max. Elevation
Max. Storage
Tuesday, Oct 16 2007, 3:4 PM
= 20.79 cfs
= 1 min
= 2137.43 ft
= 69,315 cuft
Storage Indication method used.
Q (cfs)
50.00
.....
. ........

40.00 ---

t
30.00 - -- - - -
.......... .
20
00 -
' .

10
00
.
_ ...._

Q (cfs)
50.00
40.00
30.00
20.00
10.00
' 0.00 - -- 0 00
0 3 6 10 13
Hyd No. 2 Hyd No. 1
Hydrograph Volume = 94,360 cuft
BASIN 1
Hyd. No. 2 -- 25 Yr
16 19 22 25 29 32
35
Time (hrs)
if

Pond Report
' Hydraflow Hydrographs by Intelisolve Tuesday, Oct 16 2007, 3:4 PM
Pond No. 1 - BASIN 1
Pond Data
Bottom LxW = 150.0 x 60.0 ft Side slo pe = 3.0:1 Bottom elev . = 2132.00 ft Depth = 8.00 ft
Stage / Storage Table
' Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 2132.00 9,000 0 0
0.40 2132.40 9,510 3,702 3,702
0.80 2132.80 10,031 3,908 7,609
' 1.20 2133.20 10,564 4,119 11,728
1.60 2133.60 11,108 4,334 16,062
2.00 2134.00 11,664 4,554 20,616
2.40 2134.40 12,231 4,779 25,395
2.80 2134.80 12,810 5,008 30,403
3.20 2135.20 13,401 5,242 35,644
3.60 2135.60 14,003 5,480 41,125
4.00 2136.00 14,616 5,723 46,848
4.40 2136.40 15,241 5,971 52,819
' 4.80 2136.80 15,877 6,223 59,042
5.20 2137.20 16,525 6,480 65,522
5.60 2137.60 17,185 6,742 72,264
6.00 2138.00 17,856 7,008 79,272
' 6.40 2138.40 18,539 7,279 86,550
6.80 2138.80 19,233 7,554 94,104
7.20 2139.20 19,938 7,834 101,938
' 7.60
8.00 2139.60
2140.00 20,655
21,384 8,118
8,407 110,056
118,464
Culvert / Orifice Structures Weir Structures
' [A] [B] ICI [D] [A] [B] [C] [D]
Rise (in) = 36.00 3.00 12.00 0.00 Crest Len (ft) = 16.00 13.00 0.00 0.00
Span (in) = 36.00 3.00 12.00 0.00 Crest El. (ft) = 2137.00 2138.00 0.00 0.00
No. Barrels = 1 1 2 0 Weir Coeff. = 2.60 2.60 0.00 0.00
Invert El. (ft) = 2124.00 2132.00 2135.60 0.00 Weir Type = Riser Broad
Length (ft) = 78.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 2.30 0.00 0.00 0.00
' N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft

' Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.

' Stage (ft) Stage / Discharge Stage (ft)
10 00
10.00
8.00
' 6.00
' 4.00
2.00
0 00
.
8.00
6.00
4.00
2.00
0 00
19
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
Total Q Discharge (cfs)

Hydrograph Plot

I
fl
H
b
t
d
d
h
H lisol
e
n
v
ow
y
y
e
ra
rograp
s
y
' Hyd. No. 3
POST 8+9+10+11
Hydrograph type = Rational
' Storm frequency = 25 yrs
Drainage area = 18.910 ac
Intensity = 4.916 in/hr
' IDF Curve = AVL Airport.IDF

Q (cfs)
t
50.00
' 40.00
30.00
20.00
10.00
' 0 00
20
Tuesday, Oct 16 2007. 3:4 PM
Peak discharge = 46.48 cfs
Time interval = 1 min
Runoff coeff. = 0.5
Tc by User = 20.00 min
Asc/Rec limb fact = 1/1
Hydrograph Volume = 55.777 cuft
POST 8+9+10+11
Hyd. No. 3 -- 25 Yr

0.0 0.1 0.2 0.3
' Hyd No. 3
t
Q (cfs)
50.00
40.00

0.3 0.4 0.5 0.6
-N 0.00
0.7
Time (hrs)
Hydrograph Plot
¦
Hydraflow Hydrographs by Intelisolve
' Hyd. No. 4
BASIN 2
' Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 3
' Reservoir name = BASIN 2
Peak discharge
Time interval
Max. Elevation
Max. Storage
Tuesday, Oct 16 2007, 3:4 PM
= 3.97 cfs
= 1 min
= 2105.61 ft
= 52,427 cuft
Storage Indication method used.
Q (cfs)
50.00 ---

40.00 ---
'
'
30.00 - ---
_ .........
20
00
' .

10
00 - - -
.

Q (cfs)
50.00
40.00
30.00
20.00
10.00
' a.00 0 00
0 3 6 10 13
' Hyd No. 4 Hyd No. 3
BASIN 2
Hyd. No. 4 -- 25 Yr
Hydrograph Volume = 55,189 cuft
16
19
22
25
29
32
Time (hrs)
21
Pond Report
' Hydraflow Hydrographs by Intelisolve
Pond No. 2 - BASIN 2
Pond Data
' Bottom LxW = 166.0 x 71.0 ft Side slope = 3.0:1
Stage / Storage Table
' Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 2102.00 11,786 0 0
0.35 2102.35 12,288 4,213 4,213
0.70 2102.70 12,799 4,390 8,603
' 1.05 2103.05 13,319 4,570 13,173
1.40 2103.40 13,847 4,754 17,927
1.75 2103.75 14,385 4,940 22,867
2.10 2104.10 14,931 5,130 27,997
' 2.45 2104.45 15,486 5,323 33,320
2.80 2104.80 16,050 5,519 38,838
3.15 2105.15 16,623 5,717 44,556
3.50 2105.50 17,204 5,919 50
475
' 3.85 2105.85 17,794 6,124 ,
56,600
4.20 2106.20 18,393 6,333 62,932
4.55 2106.55 19,001 6,544 69,476
4.90 2106.90 19,618 6,758 76,234
5.25 2107.25 20,244 6,976 83,210
' 5.60 2107.60 20,878 7,196 90,406
5.95 2107.95 21,521 7,420 97,826
6.30 2108.30 22,173 7,646 105,472
' 6.65
7.00 2108.65
2109.00 22,834
23,504 7,876
8,109 113,348
121,457

Culvert / Or ifice Structu res
' [Al [Bl [Cl [D]
Rise (in) = 36.00 4.00 12.00 0.00
Span (in) = 36.00 4.00 12.00 0.00
' No. Barrels = 1 1 1 0
Invert El. (ft) = 2090.00 2102.00 2104.40 0.00
Length (ft) = 112.00 0.00 0.00 0.00
Slope (%) = 2.90 0.00 0.00 0.00
' N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No

Stage (ft)
Tuesday, Oct 16 2007, 3:4 PM
Bottom elev. = 2102.00 ft Depth = 7.00 ft
Weir Structures
[Al [B] [C] [D]
Crest Len (ft) = 16.00 12,00 0.00 0.00
Crest El. (ft) = 2106.00 2107.00 0.00 0.00
Weir Coeff. = 3.33 2.60 0.00 0.00
Weir Type = Riser Broad --- ---
Multi-Stage = Yes No No No
Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
Stage 1 Discharge Stage (ft)
- 7.00
............ ..._.......__....__........ ............
-- - 6.00
.....
5.00
4.00
- --
--- 3.00
- -- - - 2.00
1.00
-- - 0 00
2;
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
t Total Q Discharge (cfs)

ydrograph Summary Report
Hyd. Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph
No. type flow interval peak hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cult) (ft) (cuft)
1 Rational 50.86 1 39 119,017 ---- ------ ------ POST 1+2+3+4+5+6+7
Reservoir 33.43 1 52 117,638 1 2137.68 73,674 BASIN 1
3 Rational 56.43 1 20 67,721 ---- ------ ------ POST 8+9+10+11
Reservoir 8.38 1 37 67,119 3 2106.16 62,155 BASIN 2

1

asins.gpw Return Period: 100 Year Tuesday, Oct 16 2007, 3:04 PM
l
Hydraflow Hydrographs by Intelisolve
2"

Hydrograph Plot

' HydraFlow H
dro
ra
hs b
Intelis
lve
y
g
p
y o
Hyd. No. 1
POST 1+2+3+4+5+6+7
Hydrograph type = Rational
' Storm frequency = 100 yrs
Drainage area = 19.730 ac
Intensity = 4.296 in/hr
IDF Curve = AVL Airport.IDF
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 50.86 cfs
Time interval = 1 min
Runoff coeff. = 0.6
Tc by User = 39.00 min
Asc/Rec limb fact = 1/1
POST 1+2+3+4+5+6+7
Q (cfs) Hyd. No. 1 -- 100 Yr
60.00 - - --
' 50.00
40.00
30.00
20.00
10.00 _
0.00
Hydrograph Volume = 119,017 cuft
0 (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
0.0 0.2 03 0.5
' Hyd No. 1
0.00
0.7 0.8 1.0. 1.2 1.3
Time (hrs)
21
¦
Hydrograph Plot

Hydraflow Hydrographs b
Intelisolve
y
Hyd. No. 2
¦ BASIN 1
Hydrograph type = Reservoir
' Storm frequency = 100 yrs
Inflow hyd. No. = 1
Reservoir name = BASIN 1
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 33.43 cfs
Time interval = 1 min
Max. Elevation = 2137.68 ft
Max. Storage = 73,674 cuft
Storage Indication method used.
¦
¦
¦ BASIN 1
Q (cfs) Hyd. No. 2 -- 100 Yr
Hydrograph Volume = 117,638 cuft
I I I 1-l------------------------- ].IT

I
T-,
Q (cfs)
60.00
50.00
40.00

30.00
20.00
10.00
¦ 0.0 1.8 3.7 5.5 7.3
' Hyd No. 2 Hyd No. 1
¦
- 0.00
9.2 11.0 12.8 14.7 16.5 18.3
Time (hrs)
V
2!
' Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Oct 16 2007, 3:4 PM
Pond No. 1 - BASIN 1
Pond Data
Bottom LxW = 150.0 x 60.0 ft Side slope = 3.0:1 Bottom elev. = 2132.00 ft Depth = 8.00 ft
Stage / Stora ge Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 2132.00 9,000 0 0
0.40 2132.40 9,510 3,702 3,702
0.80 2132.80 10,031 3,908 7,609
1.20 2133.20 10,564 4,119 11,728
1.60 2133.60 11,108 4,334 16,062
2.00 2134.00 11,664 4,554 20,616
' 2.40
2.80 2134.4-0
24 80 12,231
12,810 4,779
5
008 15, 55
30
403
3.20 ,
2135.20 13,401 ,
5,242 ,
M5,644
3.60 2135.60 14,003 5,480 41,125
4.00 2136.00 14,616 5,723 46,848
4.40 2136.40 15,241 5,971 52,819
' 4.80 2136.80 15,877 6,223 59,042
5.20 2137.20 16,525 6,480 65,522
5.60 2137.60 17,185 6,742 72,264
6.00 2138.00 17,856 7,008 79,272
6.40 2138.40 18,539 7,279 86,550
6.80 2138.80 19,233 7,554 94,104
7.20 2139.20 19,938 7,834 101,938
7.60 2139.60 20,655 8,118 110,056
' 8.00 2140.00 21,384 8,407 118,464

Culvert / Or ifice Structures
[A] [B] [C] [D]
Rise (in) = 36.00 3.00 12.00 0.00
Span (in) = 36.00 3.00 12.00 0.00
No. Barrels = 1 1 2 0
Invert El. (ft) = 2124.00 2132.00 2135.60 0.00
Length (ft) = 78.00 0.00 0.00 0.00
Slope (%)
N-Value = 2.30
= .013 0.00
.013 0.00
.013 0.00
.000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No
r
Stage (ft)
Weir Structures
[A] [B] [Cl [D]
Crest Len (ft) = 16.00 13.00 0.00 0.00
Crest El. (ft) = 2137.00 2138.00 0.00 0.00
Weir Coeff. = 2.60 2.60 0.00 0.00
Weir Type = Riser Broad --- ---
Multi-Stage = Yes No No No
Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice oul lows have been analyzed under inlet and outlet control.
Stage I Discharge
Stage (ft)
10.00
8.00
6.00
4.00
2.00
0 00
zF
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
Total Q Discharge (cfs)

Hydrograph Plot

Hydraflow Hydrographs b
Intelisolve
y
Hyd. No. 3
POST 8+9+10+11
Hydrograph type = Rational
Storm frequency = 100 yrs
Drainage area = 18.910 ac
Intensity = 5.969 in/hr
' IDF Curve = AVL Airport.IDF
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 56.43 cfs
Time interval = 1 min
Runoff coeff. = 0.5
Tc by User = 20.00 min
Asc/Rec limb fact = 1/1
POST 8+9+10+11
Q (cfs) Hyd. No. 3 -- 100 Yr
' 60.00
' 50.00
' 40.00
30.00
20.00
10.00
r
0.00
Hydrograph Volume = 67,721 cuft
m
Q (cfs)
60.00
50.00

40.00
30.00
20.00
10.00
0.0 0.1 0.2 0.3
' Hyd No. 3
_.I_ i , -- N 0.00
0.3 0.4 0.5 0.6 0.7
Time (hrs)
27

Hydrograph Plot

H
draflow H
dro
ra
h
l
b
I
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y
y
g
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s
y
n ve
so
Hyd. No. 4
BASIN 2
Hydrograph type = Reservoir
' Storm frequency = 100 yrs
Inflow hyd. No. = 3
' Reservoir name = BASIN 2
Tuesday, Oct 16 2007, 3:4 PM
Peak discharge = 8.38 cfs
Time interval = 1 min
Max. Elevation = 2106.16 ft
Max. Storage = 62,155 cuft
Storage Indication method used.
Q (cfs)
60.00 -----?- ---

50
00
.

40
00 - _
.
.
_..._ ....... .._._...
_......... _._........
. -- - ??
30
00
. -- -

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10
00
.
0 00
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
' 0 00
0 3 6 9 11
' Hyd No. 4 Hyd No. 3
nyuiuvidpii VVFuFrw = O/,l'ly cut[
BASIN 2
Hyd. No. 4 --100 Yr
14 17 20 23 26
28
Time (hrs)
Z
Pond Report
Hydraflow Hydrographs by Intelisolve Tuesday, Oct 16 2007, 3:4 PM
Pond No. 2 - BASIN 2
Pond Data
' Bottom LxW = 166.0 x 71.0 ft Side slope = 3.0:1 Bottom elev. = 2102.00 ft Depth = 7.00 ft
Stage / Storage Table
' Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 2102.00 11,786 0 0
0.35 2102.35 12,288 4,213 4,213
0.70 2102.70 12,799 4,390 8,603
1.05 2103.05 13,319 4,570 13,173
1.40 2103.40 13,847 4,754 17,927
1.75 2103.75 14,385 4,940 -22867
2.10 2104.10 14,931 5,130 27,997
2.45 2104.45 15,486 5,323 `33,320,
2.80 2104.80 16,050 5,519 38,838
3.15 2105.15 16,623 5,717 44,556
3.50 2105.50 17,204 5,919 50,475
3.85 2105.85 17,794 6.124 56,600
4.20 2106.20 18,393 6,333 62,932
4.55 2106.55 19,001 6.544 69,476
4.90 2106.90 19,618 6,758 76,234
5.25 2107.25 20,244 6,976 83,210
5.60 2107.60 20,878 7,196 90,406
5.95 2107.95 21,521 7,420 97,826
6.30 2108.30 22,173 7,646 105,472
6.65
7.00 2108.65
2109.00 22,834
23,504 7,876
8,109 113,348
121,457
i.
Culvert / Or ifice Structu res
' [Al [B] [Cl [D]
Rise (in) = 36.00 4.00 12.00 0.00
Span (in) = 36.00 4.00 12.00 0.00
' No. Barrels = 1 1 1 0
Invert El. (ft) = 2090.00 2102.00 2104.40 0.00
Length (ft) = 112.00. 0.00 0.00 0.00
Slope (%) = 2.90 0.00 0.00 0.00
N-Value = .013 .013 .013 .000
Orif. Coeff. = 0.60 0.60 0.60 0.00
Multi-Stage = n/a Yes Yes No

Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 16.00 12.00 0.00 0.00
Crest El. (ft) = 2106.00 2107.00 0.00 0.00
Weir Coeff. = 3.33 2.60 0.00 0.00
Weir Type = Riser Broad --- ---
Multi-Stage = Yes No No No
Exfiltration = 0.000 in/hr (Wet area) Tailwater Elev. = 0.00 ft
Note: Culvert/Orifice outflows have been analyzed under inlet and outlet control.
' Stage (ft) Stage / Discharge Stage (ft)
7.00
6.00
5.00
' 4.00
3.00
2.00
1.00
0.00
7.00
6.00
5.00
4.00
3.00
2.00
1.00
0 00
2f
0.00 20.00 40.00 60.00 80.00 100.00 120.00 140.00 160.00 180.00 200.00 220.00 240.00
Total Q Discharge (cfs)
1
1
1
1
1
1
1
1

APPENDIX B: STORMWATER
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