20061292 Ver 2_More Info Received_20110603

pF W A TF9 Michael F. Easley, Governor
a
p
0 G
William G. Ross 1r., Secretary
~
r North Carolina Department of Environment and Nature[ Resources
~ ~
O ~ Coleen H. Sullins. Director
Division of Water Quality
August 23, 2007
DWQ # 06-1292
Cumberland County
CERTIFIED MAIL -RETURN RECEIPT REQUESTED
Brolanco Corporation
Attn: Mr. Dohn Broadwell
Post Office Box 53587
Fayetteville, NC 28305
Subject Property: Fairfield Farms SD -Section 4
NOTICE OF RETURN
Dear Mr. Broadwell:
On August 8, 2006, you requested a 401 Water Quality Certification from the Division of Water Quality
(DWQ) for your project. We wrote to you on August 16, 2006 discussing concerns that we have
regarding the design of the project and stating that it would be placed on hold for 30 calendar days giving
you time iu address DWQ's concerns. As of today, D`w Q has n~i; received a response to this request.
Therefore, your file is hereby considered returned and will not be reviewed until DWQ's earlier concerns
are addressed. Once you have collected sufficient information to have a complete application (please see
our August 16, 2006 letter for the missing information), you will need to reapply for DWQ approval.
Tllis includes submitting a complete application package with the appropriate fee.
Please be aware that you have no authorization under Section 401 of the Clear Water Act for this activity
and any work done within waters of the state would be a violation of North Carolina General Statuses and
Administrative Code. Please call Mr. Ian McMillan or Cyndi Karoly at 919-733-1786 if you have any
questions or concerns.
Sinc ly,
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
cc: Fayetteville DWQ Regional Office
Wilmington Corps of Engineers
Central Files
File Copy
Filename: 5:12007 Correspondence106-1292 Fairfield Farms SD Sec 4(Cumberland) Notice of Retum.doc
401 Ovetsight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / F.4}C 919-?33-6893 ! leterrret: htto:~~h2o.enr.state.rc.us/ncwetlands
~tura!!y
An Equal Opportunity/Affirmative Action Employer- SQ% Recycledfl 0% Post Consumer Paper

U.S. ARMY CORPS OF ENGINEERS
WII..MINGTON DISTRICT
O(~ - l 29 ~
Action ID. SAW-2003-01163 County: Cumberland USGS Quad: Manchester
GENERAL PERMIT (REGIONAL AND NATIONWIDE) VERIFICATION
Property Owner: Mr. Don Broadwell Agent: Mr. Robert Needham
Brolanco Coruoration Needham Environmental, Inc.
Address: PO Boz 53587 9100 Charlestown Road.. SE
. Fayetteville, NC 28305 Winnabow, NC 28402
Telephone No.: 910-484-5193 910-371-6082
Size and location of property (water body, road name/nurnber, town, etc.): The uro~erty is aunroximately 53 acres and
is located west of Ramsey Street, north of Andrews Road, north„of Fayetteville. Cumberland County, North
Carolina.
Description of projects area and activity: Fairfield Farms Section 4. This uermit authorizes the temporary discharge
of fill material into 0.049 acres of wetlands for the installation of a utility line and the uermanent discharge of fill
Farms residential subdivision. I \`~ r 1
~ _, _ a ,,~ :...~
Applicable Law: ®Section 404 (Clean Water Act, 33 USC 1344)
^ Section 10 (Rivers and Harbors Act, 33 USC 403) S E P ~ 8 2008
Authorization: Regional General Permit Number: ... ~y
Nationwide Permit Number: 29 ~~j'" " ~ ,.,,u~
~gh1pSANt7 stf1~1AYV!-~ROevs~
SEE ATTACHED GENERAL, REGIONAL AND SPECIAL CONDITIONS
Yaur work is authorized by the above referenced permit provided it is accomplished in strict accordance with the attached
conditions and your submitted plans. Any violation of the attached conditions or deviation from your submitted plans may
subject the permittee to a stop work order, a restoration order and/or appropriate legal action.
This verification will remain valid until the expiration date identified below unless the nationwide authorization is modified,
suspended or revoked. If, prior to the expiration date identified below, the nationwide permit authorization is reissued and/or
modified, this verification will remain valid until the expiration date identified below, provided it complies with all requirements of
the modified nationwide permit. if the nationwide permit authorization expires or is suspended, revoked, or is modified, such that the
activity would no longer comply with the terms and conditions of the nationwide permit, activities which have commenced (i.e., ate
under construction) or are under contract to commence in reliance upon the nationwide permit, will remain authorized provided the
activity is completed within twelve months of the date of the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case-by-case basis to modify, suspend or revoke the authorization.
Activities subject to Section 404 (as indicated above) may also require an individual Section 401 Water Quality Certification. You
should contact the NC Division of Water Quality (telcphone [phone]) to determine Section 401 requirements.
For activities occurring within the twerrty coastal counties subject to regulation under the Coastal Area Management Act (CAMA),
prior to beginning work you must contact the N.C. Division of Coastal Management .
This Depamnent of the Army verification does not relieve the permittee of the responsibility to obtain any other required Federal,
State or local approvals/permits.
]f there aze any questions regarding this verification, any of the conditions of the Permit, or the Corps of Engineers regulatory
program, please contact Ronnie Smith at 910-251-4829.
Corps Regulatory Official Ronnie Smith ~ Date: September 25, 2008
Expiration Date of Verification: Se tember 25 2011
The Wilmington District is committed to providing the highest level of support to the public. To help us ensure we continue to do so,
please complete the attached customer Satisfaction Survey or visit h ://www.saw.usace.arm .miUWETLANDSIindex.html to
complete the survey online.
Page 1 of 2

Determination of Jurisdiction:
^ Based on preliminary information, there appear to be waters of the US including wetlands within the above described proj ect area.
This preliminary determination is not an appealable action under the Regulatory Program Administrative Appeal Process
( Reference 33 CFR Part 331).
^ There are Navigable Waters of the United States within the above described project area subject to the permit requirements of
Section 10 of the Rivers and Harbors Act and Section 404 of the Clean Water Act. Unless there is a change in the law or our
published regulations, this determination may be relied upon for a period not to exceed five years from the date of this
notification.
^ There are waters of the US and/or wetlands within the above described project area subject to the permit requirements of Section
404 of the Clean Water Act (CWA)(33 USC § 1344). Unless there is a change in the law or onr published regulations, this
determination may be relied upon for a period not to exceed five years from the date of this notification.
® The jurisdictional areas within the above described project area have been identified under a previous action. Please reference
jurisdictional determination issued. Action ID # 2003-01163
Basis of Jurisdictional Determination: This site ezhibits wetlands criteria as described in the 1987 Coras R'etland Delineation
Manual and is adiacent to an unnamed ti'ibuta_rv of Carvers Creek, a tributary of the Caae Fear River, which is a navigable
water of the U.S.
Appeals Information (This information applies only to approved jurisdictional determinations.)
Attached to this verification is an approved jurisdictional determination. If you are not in agreement with that approved jurisdictional
determination, you can make an administrative appeal under 33 CFR 331. Enclosed you will find a Notification of Appeal Process
{NAP) fact sheet and request for appeal (RFA) form If you request to appeal this determination you must submit a completed RFA
form m the following address:
District Engineer, Wilmington Regulatory Division
Attn: Ronnie Smith, Project Manager,
Wilmington Regulatory Field Office
PO Box 1890
Wilmington, North Carolina 28402
In order for an RFA to be accepted by the Corps, the Corps must determine that it is complete, that it meets the criteria for appeal
under 33 CFR part 331.5, and that it has been received by the District Office within 60 days of the date of the NAP. Should you
decide to submit an RFA form, it must be received at the above address by November 24, 2008.
**It is not necessary to submit an RFA form to the District Office if you do not object to the determination in this correspondence.**
Corps Regulatory Official: Ronnie Smith ~~
Date Seatember 25.2008 Expiration Date Seatember 25, 2013
SURVEY PLATS, FIELD SKETCH, WETLAND DELINEATION FORMS, PROJECT PLANS, ETC., MUST BE
ATTACHED TO THE FILE COPY OF THIS FORM,IF REQUIRED OR AVAILABLE.
Copy Furnished:
Mr. Chad Turlington Mr. Ian McMillan
NCDENR-DWQ NCDENR-DWQ
225 Green Street 1650 Mail Service Center
Fayetteville, NC 28301 Raleigh, NC 27699
Page 2 of 2

June 1, 2011
City of Fayetteville
Engineering & Infrastructure Department
433 Hay Street
Fayetteville, North Carolina 28301
Attn: Ms. Giselle Rodriguez, PE
Interim City Engineer
Re: Fairfield Farms, Section 4
Stormwater Management Plan
Ms. Rodriguez:
find the following documents and drawings
Management Plan for Fairfield farms, Sectic
Completed Watershed Protection Permit Application
Construction Drawings (3 sets)
ENGINEERS •
PLANNERS ~
SL,IRVEYpRS
MOORIIfIAN, KIZER & ItEl1'ZEL, INC.
115 BroadtootAvenue
P. 0. Box 53774
Fayetteville, North Carolina 28305
[phone]
Fax: [phone]
www.mkrinc.com

~1P's), including runoff and
Basin 1 and Basin 2)
~tention Basin (1 each for

Please do not hesitate to contact us if you have any questions or comments. As always,
Thank You for your assistance.
Respectfully submitted,
Moorman, Kizer & Reitzel, Inc.
Blake Ball
Senior Civil Designer
Enclosures as noted above.
Cc: File 98-1702-01
Brolanco (Dohn Broadwell, Jr.)

CITY OF FAYETTEVILLE, NORTH CAROLINA
INSPECTION DEPARTMENT
APPLICATION FOR A WATERSHED PROTECTION PERMIT
Application Date:
On a separate sheet of paper, list the deed book and page number, the parcel size and the tax map and/or
PIN, and lot number for each parcel of land (if one parcel, list here)
Watershed Name: Carver's Creek (Cape Fear-1S-24) WS-tV PA ® WS-IV CA ^
Owner/Applicant: Dohn Broadwell Sr.
Corporation Name/State: Brolanco on~oration /North Carolina
Mailing Address: P O Box 53587 Fayetteville NC 28305-3587
Street Address: 903 Hav Street Fayetteville NC 28305-5313 ~
Telephone: [phone] Alternate: 1910)391-1104
PROJECT WATERSHED_PROTECTION REQUIREMENTS
General description of work Under this application: Infrastructure improvemen#s for asingle-family
detached residential subdivision (107 lots) including clearina and aradina for roadways and lots,
installation of utilities (water sanita~ and storm sewers electric, etc.} and roadways, temporary erosion
control devices and permanent stormwater management facilities. (Home construction by others.)
Project Name: Fairfield Farms Section 4
Name of proposed subdivision: Fairfield Farms. Section 4
Subdivision Type: ®Residential
Number of parcels/lots: 107
Total Project Acreage: 54.668 Acres
Impervious Acreage: 16.069 Acres
Impervious 29.43
^ PROJECT EXEMPT (explain):
^ Commercial ^ Industrial ^ Other
{smallest lo# 0.245 acres; largest lot 0.570 acres}
^ Low Density Development Approved Disapproved
DATE DATE
High Density Development Approved under review Disapproved
(if approved, attach approval from Public Works Commission) DATE DATE

^ Cluster Development
Approved Disapproved
DATE DATE
Variance Requested Approved Disapproved
{if approved, attach approval and aU conditions} ~ D"""'A°'~'-
A buffer area is required along all perennial waters -width of buffer ^ 100' ^ 30' N/A
DO YOU HAVE PROOF OF AN APPROVED SOIL EROSION AND SEDIMENTATION
CONTROL PLAN? YES ^ NO
(if yes, please attach plan)
I certify that the information shown above is true and accurate, and is in compliance with
the conditions for a subdivision of land as defined in the Watershed Protection
Ordinance.
~ ~~-~._ ~~ (Seal)
Owner/Attorney in Fact
~?~--r_Q ,sue P,~-~-•
OFFICfAL USE
Date Received:
Notes:
Date Referred to Board:
INSP-062-93

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Web Soil Survey
Title
Title Custom Soil Resource Report for
Cumberland County, North
Carolina
Subtitle Area of Interest Name::' ~~ ~~
- , Custom Subtitle:
© None
Size
Total Size 901 KB (0.9 MB)
Map Options
Map Scale Automatic
Printed Sheet A (8.5" x 11") - 1 sheet
Size
Show UTM I~
Coordinate Ticks
Custom Soil Resource Report for Cumberland
County, North Carolina
~] Cover 518 KB
Preface 3 KB
~ Contents 0 KB
~ , How Soil Surveys Are Made
SOII Map 380 KB
~ to
~ ~ Map Unit Legend ~ KB
~ ~ Map Unit Description 39 KB
901 KB
,~
~~
Page 1 of 2
http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx 5/6/2010
~ Area of Interest (AOI) I ~ Soil Map ~ ~ Soil Data Explorer l Shopping Cart (Fr

Web Soil Survey
~ - roil Date °~ r
r # All ~ Gar
~ ~ References 3 KB
~ ~] Glossary ~ 13 KB
Page 2 of 2
FOIA ~ Accessibility Statement ~ Privacy Policy ~ Non-Discrimi
http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx 5/6/2010

Permit No.
(to be provided by DWQ)
~ F WA7-F
~' ~ OHO 9QG
NCQENR ~ -~
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Fairfield Farms Section 4, 5 & 6
Contact person James Kizer, Jr./Blake Ball
Phone number 910-484-5191
Date
Drainage area number Basin 1
Site Characteristics
Drainage area
Impervious area, post-development
impervious
Design rainfall depth
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required?
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 flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
1,987,434 ftz
553,947 ftz
27.87
1.0 in
53,131 ft3 OK
53,503 ff3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
3.0 in
0.18 (unitless)
0.46 (unitless)
0.13 in/hr OK
1.07 ft3/sec
2.73 ft3/sec
1.66 ft3/sec
128.50 fmsl
127.00 fmsl
127.20 fmsl
127.50 fmsl
126.50 fmsl
121.00 fmsl
120.00 fmsl
1.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Surface Areas
Area, temporary pool 38,326 ftz
Area REQUIRED, permanent pool 29,812 ftz
SA/DA ratio 1.50 (unitless)
Area PROVIDED, permanent pool, APe~,_c°°, 32,751 ftz OK
Area, bottom of 10ft vegetated shelf, Abot shelf 29,011 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abotyond 13,767 ftz
Volumes
Volume, temporary pool 53,503 ft3 OK
Volume, permanent pool, VPe~,_c°°, 157,414 ft3
Volume, forebay (sum of forebays if more than one forebay) 33,448 fts
Forebay % of permanent pool volume 21.2% % OK
SAIDA Table Data
Design TSS removal 90
Coastal SA/DA Table Used? N (Y or N)
Mountain/Piedmont SA/DA Table Used? Y (Y or N)
SA/DA ratio 1.50 (unitless)
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b) N (Y or N)
Volume, permanent pool, VPe~,_c°°, 157,414 ft3
Area provided, permanent pool, APe~,y°°, 32,751 ftz
Average depth calculated ft Need 3 ft min.
Average depth used in SA/DA, dam„ (Round to nearest 0.5ft) ft
Calculation option 2 used? (See Figure 10-2b) Y (Y or N)
Area provided, permanent pool, APe~,y°°, 32,751 ftz
Area, bottom of 10ft vegetated shelf, Abot shelf 29,011 ftz
Area, sediment cleanout, top elevation (bottom of pond), Abotyond 13,767 ftz
"Depth" (distance b/w bottom of 10ft shelf and top of sediment) 5.50 ft
Average depth calculated 4.53 ft OK
Average depth used in SA/DA, dam„ (Round to nearest 0.5ft) 4.5 ft OK
Drawdown Calculations
Drawdown through orifce? Y (Y or N)
Diameter of orifce (if circular) 3.13 in
Area of orifice (if-non-circular) inz
Coefficient of discharge (Cp) 0.66 (unitless)
Driving head (H°) 0.50 ft
Drawdown through weir? N (Y or N)
Weir type (unitless)
Coefficient of discharge (Cw) (unitless)
Length of weir (L) ft
Driving head (H) ft
Pre-development 1-yr, 24-hr peak flow 1.07 ft3/sec
Post-development 1-yr, 24-hr peak flow 2.73 ft3/sec
Storage volume discharge rate (through discharge orifice or weir) 0.20 ft3/sec
Storage volume drawdown time 3.10 days OK, draws down in 2-5 days.
Additional Informatio n
Vegetated side slopes 3 :1 OK
Vegetated shelf slope 10 :1 OK
Vegetated shelf width 10.0 ft OK
Length of flowpath to width ratio 3 :1 OK
Length to width ratio 3.0 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Freeboard provided 1.6 ft OK
Vegetated filter provided? N (Y or N) OK
Recorded drainage easement provided? Y (Y or N) OK
Capures all runoff at ultimate build-out? N (Y or N) Required to capture all runoff from the ultimate build-out
Drain mechanism for maintenance or emergencies is: Drain Valve and portable pump
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2

Permit No.
(to be provided by DWQ)
F WA7-F
`' ~ ~
NCQENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name Fairfield Farms Section 4, 5 & 6
Contact person James Kizer, Jr./Blake Ball
Phone number 910-484-5191
Date 7-Jun-10
Drainage area number Basin 2
Site Characteristics
Drainage area
Impervious area, post-development
impervious
Design rainfall depth
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required?
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 flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 10ft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
267,134 ftz
69,504 ftz
26.02
1.0 in
6,326 ft3 OK
8,184 fts
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
ft3
ft3
Y (Y or N)
3.0 in
0.17 (unitless)
0.38 (unitless)
0.13 in/hr OK
0.14 ft3/sec
0.30 ft3/sec
0.16 ft3/sec
162.60 fmsl
161.50 fmsl
161.30 fmsl
162.00 fmsl
161.00 fmsl
156.00 fmsl
155.00 fmsl
1.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DWQ)
Surface Areas
Area, temporary pool
Area REQUIRED, permanent pool
SA/DA ratio
Area PROVIDED, permanent pool, APe~,_c°°,
Area, bottom of 10ft vegetated shelf, Abot shelf
Area, sediment cleanout, top elevation (bottom of pond), Abotyona
Volumes
Volume, temporary pool
Volume, permanent pool, VPe~,_c°°,
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SA/DA Table Used?
Mountain/Piedmont SA/DA Table Used?
SA/DA ratio
Average depth (used in SA/DA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, VPe~,_c°°,
Area provided, permanent pool, Apemiyoo~
Average depth calculated
Average depth used in SA/DA, dam„ (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Apemiyoo~
Area, bottom of 10ft vegetated shelf, Abot shelf
Area, sediment cleanout, top elevation (bottom of pond), Abotyond
"Depth" (distance b/w bottom of 10ft shelf and top of sediment)
Average depth calculated
Average depth used in SA/DA, dam„ (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifce?
Diameter of orifce (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Cp)
Driving head (H°)
Drawdown through weir?
Weir type
Coefficient of discharge (Cw)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Informatio n
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies is
Form SW401-Wet Detention Basin-Rev.8-9/17/09
8,533 ftz
4,408 ftz
1.65 (unitless)
6,365 ftz OK
5,000 ftz
709 ftz
8,184 ft3 OK
17,312 ft3
3,606 ft3
20.8% % OK
90
N (Y or N)
Y (Y or N)
1.65 (unitless)
N (Y or N)
17,312 ft3
6,365 ftz
ft Need 3 ft min.
ft
Y (Y or N)
6,365 ftz
5,000 ftz
709 ftz
5.00 ft
3.30 ft OK
3.5ft OK
Y (Y or N)
1.38 in
inz
0.66 (unitless)
0.50 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
0.14 ft3/sec
0.30 ft3/sec
0.03 ft3/sec
2.86 days OK, draws down in 2-5 days.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3.0 :1 OK
Y (Y or N) OK
1.7ft OK
N (Y or N) OK
Y (Y or N) OK
N (Y or N) Required to capture all runoff from the ultimate build-out
Drain Valve and portable pump
Parts I. & II. Design Summary, Page 2 of 2

5977
e497
X4589
cv~tu~n coewrx we of/3o/3oas
19
$l~l2a. 4G
sra~ ~N .. _
Real Estate
~ ~° Excite Tex
BX5917PG49~
RECEIVED
1-30-~E003 ISM 2 : 45 a ~+5
GE©RGE E. TATUM
REGISTER 4F DEEDS
CUMBERLAND C©. , N. C.
Prepared by: J. Duane Gilliam, Attorney at Law Revenue $1,420.00
Mail to: Broadwell Land Company, P. O. Box 53587, Fayetteville, NC 28305-3587
NORTH CAROLINA
CUMBERLAND COUNTY
WARRANTY DEED
THIS DEED, made this the 31~ day of December, 2042, by and between EMILY W. O'BRIEN,
Executrix of the Estate of Blaine O'Brien, Jr. (Cumberland County Estate File 42-E-1076} and EMILY
W. O'BRIEN, individually, of Cumberland County, North Carolina, 6449 Ramsey Street, Fayetteville,
NC 28311, hereinafter called GRANTOR;
and BROLANCO CORPORATION, a North Carolina Corporation, P. O. Box 53587, Fayetteville, NC
28305-3587, hereinafter called GRANTEE;
WITNESSETH:
That the GRANTOR, for and in consideration of the premises and of the sum of Ten Dollars and
other valuable considerations to her paid by the GRANTEE, the receipt of which is hereby acknowledged,
has given, granted, bargained, sold and conveyed, and by these presents does give, grant, bargain, sell and
confirm unto the GRANTEE, and its successors and assigns, certain property located in CARVERS
CREEK TOWNSHIP, CUMBERLAND COUNTY, STATE OF NORTH CAROLINA, and more
particularly described as follows:
Tax parcel: 0531-65-6935
BEGINNING at the northern-most corner of a 36.45 acre tract previously conveyed to Brolanco Corp. by
deed dated September 1, 1995 recorded in Deed Book 4376, Page 258 Cumberland county, North
Carolina Registry, said beginning corner being in the southwest line of the McManus property and
running with the northwest line of said 36.45 acre tract the fallowing courses and distances:
South 48 degrees 52 minutes 12 seconds West, 195.00 feet to a point;
South 41 degrees 07 minutes 48 seconds East, 54.b2 feet to a point;
~~

5977
e4gs - 9I~597 ~ PG498
South 48 degrees 52 minutes 12 seconds West, 79.94 feet to a point;
South 31 degrees 00 minutes 00 seconds West, 434.11 feet to a point;
North 56 degrees 50 minutes 00 seconds West, 10.46 feet to a point;
South 33 degrees 10 minutes 00 seconds West, 425.91 feet to a point in the northwest line of the Lewis
property as recorded in Deed Book 3319, Page 363;
thence with said Lewis line North 42 degrees 17 minutes 19 seconds West, 386.74 feet to a point;
thence continuing with the Lewis line North 23 degrees 48 minutes 31 seconds West, 264.00 feet to an
existing iron;
thence continuing with the Lewis line South 39 degrees 37 minutes 30 seconds West, 457.60 feet to an
existing axle with hickory pointers, said axle being the northeast corner of the Nance Property as recorded
in Deed Book 2823, Page 301;
thence with the Nance line North 49 degrees 49 minutes 35 seconds West, 188.60 feet to an existing iron,
said iron being the eastern-most corner of the Harrison property recorded in Deed Book 3436, Page 560;
thence with the Harris line North 49 degrees 42 minutes 30 seconds West, 700.43 feet to an existing
railroad spike, said spike being the northeast corner of the Morrow Property as recorded in Deed Book
4107, Page 458;
thence with the Morrow line North 49 degrees 49 minutes 53 seconds West, 600.04 feet to an existing
iron, said iron being the eastern-most corner of Weaver Property as recorded in Deed Boak 3529, Page
208;
thence with the Weaver line North 49 degrees S I minutes 10 seconds West, 741.54 feet to an existing
axle;
thence with the line of the Clark Property North 19 degrees 32 minutes 26 seconds East, 1560.28 feet to
an existing pump pipe;
hence continuing with the Clark property South 70 degrees 21 minutes 45 seconds East, 937.38 feet to an
existing axle;
thence with the McManus line South 41 degrees 07 minutes 48 seconds East, 2423.53 feat to the
beginning.
containing 109.11 acres, more or less.
The bearings are based on NC Grid.
And being described in accordance with a description prepared by MOORMAN, KIZER & REITZEL,
INC., Fayetteville, NC, dated October 12, 1995, entitled "Description 109.11 Acre Tract, O'Brien
Land."
And being the same property conveyed to Blaine O'Brien, Trustee, by Nelson Thomas O'Brien; Cecil R.
O'Brien, Sr. and wife, Julia G. O'Brien; Blaine O'Brien and wife, Emily W. O'Brien; and Patrick
O'Brien and wife, Kate R. O'Brien, by a deed dated October 16, 1995, recorded in Book 4404, page
0031, Cumberland County Registry.

5977
e499 BK59??pG499
There is excepted from this conveyance the 38.21 acre part thereof that was previously conveyed by
Blaine O'Brien, Trustee, and wife, Emily W. O'Brien, to Brolanco Corp. by a deed dated December 23,
2002, recorded in Book 4592, page 697, Cumberland County Registry, leaving 70.91 acres, more or less,
that is conveyed by this deed.
The above tract is conveyed subject to easements of record and ad valorem taxes for years subsequent to
the year 2002.
Blaine O'Brien, Jr. died on August 10, 2002 {Book of Deaths 228, page 08, Cumberland County
Registry} and Blaine O'Brien, Jr. by lus Last Will and Testament admitted to probate in Cumberland
County Estate File 02-E-1076 devised all of his property to his widow, Emily W. O'Brien (Emily Faye
W. O'Brien). Blaine O'Brien, Jr. named in the above identified death certificate and probate proceeding
is the same person as Blaine O'Brien named as trustee in the aforesaid deed recorded in Book 4404, page
0031, Cumberland County Registry.
This conveyance of the aforesaid land to Brolanco Corp. is in completion of the trust imposed upon
Blaine O'Brien, as Trustee under the aforesaid deed recorded in Book 4444, page 0031, Cumberland
County Registry, and no further trusts upon said property survive beyond the conveyance to Brolanco
Corp. by this devil.
TO HAVE AND TO HOLD the above described premises, together with all the appurtenances
thereunto belonging, or in any wise appertaining, unto the GRANTEE, and its successors and assigns
forever.
And the GRANTOR covenants that she is seized of said premises in fee and has the right to
convey the same in fee simple; that the said premises are free from encumbrances, other than restrictive
covenants and utility easements appearing of record, and that it will warrant and defend the title to the
same against the lawful claims of all persons whatsoever.
IN WITNESS WHEREOF, Emily W. O'Brian, acting as Executrix of the Estate of Blaine
O'Brien, Jr., and Emily W. O'Brien, individually, has hereunto set her hand and seal the day and year
first above written.
(SEAL)
E ily W. O' ien, Executrix
of the Estate of Brian O'Brien, Jr. {Cumberland
County Estate File 02-E-1076)
(SEAL)
roily W. rien

5977
0500.. BK597~PG~O,Q
NORTH CAROLINA
CUMBERLAND COUNTY
I, ~/ ~ ~, N , a Notary public of said County and State, certify that Emily W.
O'Brian, acting as Executrix of the Estate of Blaine O'Brien, Jr., and Emily W. O'Brien, individually
personally came before me this day and acknowledged the due execution by her of the foregoing deed in
her capacity as Executrix of the Estate of Blaine O'Brien, Jr., and also individually.
W 'mod official seal, this ~~ay of , 200 el•
.~~ ~' ~
.~
'• O
~•~,~ Z ~
~ ~~ ~ ~ Notary Public
My Co
~r~•
~~a ~~~
The foregoing Certificate(s~ of _.
is1•are certified to he correct. This instrument and this certificate are duly registered at the date and time and in the Book and Page shown on the first page
hereof.
GF,(1RGE F,. TA'fUM REGFSTER OF DEEDS FOR CUMBF.RGAND COUNTY,
By_ _ DeputylAssista+te~ Register of Deeds

High Density Residential Subdivisions
Deed Restrictions & Protective Covenances
In accordance with Title 15 NCAC 2H.1000, the Stormwater Management Regulations, deed restrictions and
protective covenants are required for High Density Residential Subdivisions where lots will be subdivided and
sold and runoff will be treated in an engineered stormwater control facility. Deed restrictions and protective
covenants are necessary to ensure that the development maintains a "built-upon" area consistent with the
design criteria used to size the stormwater control facility.
I, Dohn Broadwell, Sr. ,acknowledge, affirm and agree by my signature below, that I will
cause the following deed restrictions and covenants to be recorded prior to the sale of any lot:
1. The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number , as issued by the Division of Water Quality under
NCAC 2H.1000.
2. The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
3. These covenants are to run with the land and be binding on all persons and parties claiming under
them.
4. The covenants pertaining to stormwater may not be altered or rescinded without the express written
consent of the State of North Carolina, Division of Water Quality.
5. Alteration of the drainage as shown on the approved plan may not take place without the concurrence
of the Division of Water Quality.
6. The maximum allowable built-upon area er lot is 4 000 square feet. This allotted amount
includes any built-upon area constructedpwithin the of property boundaries. Built-upon area includes,
but is not limited to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and parking areas,
but does not include raised, open wood decking, or the water surface of swimming pools.
area
7. All runoff from the built-upon areas on the lot must drain into the permitted system. This maybe
accomplished through a variety of means including roof drain gutters which drain to the street, grading
the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and directing them
into a component of the stormwater collection system. Lots that will naturally drain into the system are
not required to provide these additional measures. Due to topographic limitations, this requirement does
not apply to lots 32, 59 or 141.
Signature: Date:
I, , a Notary Public in the
State of
do hereby certify that
personally appeared
before me this the day of , 20 ,and acknowledge
the due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
Signature
My Commission expires
,County of
Form DRPC-3 Rev.1 Page 1 of 1

FAIRFIELD FARMS -Basin 1 Developed Condition
Project Summary
Title FAIRFIELD FARMS
Engineer M KR\bgb
Company Moorman, Kizer &
Reitzel, Inc.
Date 6/1/2010
Notes
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Table of Contents
Fayetteville
Basin 1 (Developed)
Not Tributary 2
Not Tributary 3
Basin 1 (Developed)
Not Tributary 2
Not Tributary 3
Basin 1 (Developed)
Not Tributary 2
Not Tributary 3
User Notifications
Master Network Summary
TypeII 24hr (3.0 in)
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
TypeII 24hr (3.0 in)
Time of Concentration
Calculations
TypeII 24hr (3.0 in)
Time of Concentration
Calculations
TypeII 24hr (3.0 in)
Time of Concentration
Calculations
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
2
3
5
7
9
11
13
15
17
19
20
21
22
24
26
28
30
32
34
36
38

Table of Contents
Unit Hydrograph 40
Summary
Unit Hydrograph 42
Summary
Unit Hydrograph 44
Summary
Basin 1 TypeII 24hr (3.0 in)
Elevation-Area Volume 46
Curve
Volume Equations 47
Basin 1 Outlet TypeII 24hr (3.0 in)
Outlet Input Data 48
Individual Outlet Curves 53
Composite Rating Curve 118

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: User Notifications
No user
User Notifications? notifications
generated.
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Basin 1 (Developed) Developed 1-yr 1 179,686 730.000 43.62
Basin 1 (Developed) Developed 10-yr 10 507,402 728.000 128.51
Basin 1 (Developed) Developed 25-yr 25 677,107 728.000 171.60
Basin 1 (Developed) Developed 100-yr 100 975,903 728.000 245.97
Not Tributary 2 Developed 1-yr 1 8,765 766.000 0.99
Not Tributary 2 Developed 10-yr 10 24,752 758.000 2.95
Not Tributary 2 Developed 25-yr 25 33,030 758.000 3.96
Not Tributary 2 Developed 100-yr 100 47,606 756.000 5.71
Not Tributary 3 Developed 1-yr 1 5,163 730.000 1.26
Not Tributary 3 Developed 10-yr 10 14,908 730.000 3.80
Not Tributary 3 Developed 25-yr 25 19,991 728.000 5.11
Not Tributary 3 Developed 100-yr 100 28,969 728.000 7.37
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Out Developed 1-yr 1 190,442 764.000 11.77
Out Developed 10-yr 10 543,851 740.000 88.51
Out Developed 25-yr 25 726,908 738.000 135.47
Out Developed 100-yr 100 1,049,246 736.000 212.68
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Maximum Maximum
Water Pond Storage
Surface (ft3)
Elevation
(ft)
Basin 1 (IN) yeveloped 1- 1 179,686 730.000 43.62 (N/A) (N/A)

Basin 1
OUT Developed 1- 1 176,514 766.000 10.48 129.06 234,830
(
) yr
Basin 1 (IN) yeveloped 10- 10 507,402 728.000 128.51 (N/A) (N/A)

Basin 1 Developed 10- 10 504
191 740.000 83.75 130.79 309
721
(OUT) yr , ,
Basin 1 (IN) yeveloped 25- 25 677,107 728.000 171.60 (N/A) (N/A)

Basin 1
OUT Developed 25- 25 673,887 738.000 128.84 131.38 336,919
(
) yr
Basin 1 (IN) Developed 100 100 975,903 728.000 245.97 (N/A) (N/A)

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Bentley PondPack V8i
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Page 3 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Master Network Summary
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Maximum Maximum
Water Pond Storage
Surface (ft3)
Elevation
(ft)
(OUT)1 I Developed 100 I 100 I 972,671 I 736.000 I 202.79 I 132.20 I 375,748
Bentley Systems, Inc. Haestad Methods Solution
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Page 4 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time-Depth Curve Return Event: 1 years
Label: Fayetteville Storm Event: TypeII 24hr (3.0 in)
Time-Depth Curve: Typell 24hr (3.0 in)
Label TypeII 24hr (3.0
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 1 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.0 0.0
60.000 0.0 0.0 0.0 0.0 0.0
90.000 0.0 0.1 0.1 0.1 0.1
120.000 0.1 0.1 0.1 0.1 0.1
150.000 0.1 0.1 0.1 0.1 0.1
180.000 0.1 0.1 0.1 0.1 0.1
210.000 0.1 0.1 0.1 0.1 0.1
240.000 0.1 0.1 0.2 0.2 0.2
270.000 0.2 0.2 0.2 0.2 0.2
300.000 0.2 0.2 0.2 0.2 0.2
330.000 0.2 0.2 0.2 0.2 0.2
360.000 0.2 0.2 0.3 0.3 0.3
390.000 0.3 0.3 0.3 0.3 0.3
420.000 0.3 0.3 0.3 0.3 0.3
450.000 0.3 0.3 0.3 0.3 0.4
480.000 0.4 0.4 0.4 0.4 0.4
510.000 0.4 0.4 0.4 0.4 0.4
540.000 0.4 0.5 0.5 0.5 0.5
570.000 0.5 0.5 0.5 0.5 0.5
600.000 0.5 0.6 0.6 0.6 0.6
630.000 0.6 0.6 0.6 0.7 0.7
660.000 0.7 0.7 0.8 0.8 0.8
690.000 0.9 0.9 1.1 1.3 1.7
720.000 2.0 2.1 2.1 2.2 2.2
750.000 2.2 2.2 2.3 2.3 2.3
780.000 2.3 2.3 2.4 2.4 2.4
810.000 2.4 2.4 2.4 2.5 2.5
840.000 2.5 2.5 2.5 2.5 2.5
870.000 2.5 2.5 2.5 2.6 2.6
900.000 2.6 2.6 2.6 2.6 2.6
930.000 2.6 2.6 2.6 2.6 2.7
960.000 2.7 2.7 2.7 2.7 2.7
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time-Depth Curve
Label: Fayetteville
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 2.7 2.7 2.7 2.7 2.7
1,020.000 2.7 2.7 2.7 2.7 2.7
1,050.000 2.8 2.8 2.8 2.8 2.8
1,080.000 2.8 2.8 2.8 2.8 2.8
1,110.000 2.8 2.8 2.8 2.8 2.8
1,140.000 2.8 2.8 2.8 2.8 2.9
1,170.000 2.9 2.9 2.9 2.9 2.9
1,200.000 2.9 2.9 2.9 2.9 2.9
1,230.000 2.9 2.9 2.9 2.9 2.9
1,260.000 2.9 2.9 2.9 2.9 2.9
1,290.000 2.9 2.9 2.9 2.9 2.9
1,320.000 3.0 3.0 3.0 3.0 3.0
1,350.000 3.0 3.0 3.0 3.0 3.0
1,380.000 3.0 3.0 3.0 3.0 3.0
1,410.000 3.0 3.0 3.0 3.0 3.0
1,440.000 3.0 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time-Depth Curve Return Event: 10 years
Label: Fayetteville Storm Event: TypeII 24hr (5.5 in)
Time-Depth Curve: Typell 24hr (5.5 in)
Label TypeII 24hr (5.5
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.0 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.1 0.1 0.1
120.000 0.1 0.1 0.1 0.1 0.1
150.000 0.2 0.2 0.2 0.2 0.2
180.000 0.2 0.2 0.2 0.2 0.2
210.000 0.2 0.2 0.2 0.2 0.3
240.000 0.3 0.3 0.3 0.3 0.3
270.000 0.3 0.3 0.3 0.3 0.3
300.000 0.3 0.4 0.4 0.4 0.4
330.000 0.4 0.4 0.4 0.4 0.4
360.000 0.4 0.5 0.5 0.5 0.5
390.000 0.5 0.5 0.5 0.5 0.5
420.000 0.5 0.6 0.6 0.6 0.6
450.000 0.6 0.6 0.6 0.6 0.7
480.000 0.7 0.7 0.7 0.7 0.7
510.000 0.7 0.7 0.8 0.8 0.8
540.000 0.8 0.8 0.8 0.9 0.9
570.000 0.9 0.9 0.9 1.0 1.0
600.000 1.0 1.0 1.0 1.1 1.1
630.000 1.1 1.2 1.2 1.2 1.3
660.000 1.3 1.3 1.4 1.4 1.5
690.000 1.6 1.7 2.0 2.4 3.1
720.000 3.7 3.8 3.9 3.9 4.0
750.000 4.1 4.1 4.1 4.2 4.2
780.000 4.3 4.3 4.3 4.4 4.4
810.000 4.4 4.4 4.5 4.5 4.5
840.000 4.5 4.5 4.6 4.6 4.6
870.000 4.6 4.6 4.7 4.7 4.7
900.000 4.7 4.7 4.7 4.8 4.8
930.000 4.8 4.8 4.8 4.8 4.8
960.000 4.9 4.9 4.9 4.9 4.9
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time-Depth Curve Return Event: 10 years
Label: Fayetteville Storm Event: TypeII 24hr (5.5 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 4.9 4.9 4.9 5.0 5.0
1,020.000 5.0 5.0 5.0 5.0 5.0
1,050.000 5.0 5.0 5.1 5.1 5.1
1,080.000 5.1 5.1 5.1 5.1 5.1
1,110.000 5.1 5.1 5.2 5.2 5.2
1,140.000 5.2 5.2 5.2 5.2 5.2
1,170.000 5.2 5.2 5.2 5.2 5.2
1,200.000 5.3 5.3 5.3 5.3 5.3
1,230.000 5.3 5.3 5.3 5.3 5.3
1,260.000 5.3 5.3 5.3 5.3 5.4
1,290.000 5.4 5.4 5.4 5.4 5.4
1,320.000 5.4 5.4 5.4 5.4 5.4
1,350.000 5.4 5.4 5.4 5.4 5.5
1,380.000 5.5 5.5 5.5 5.5 5.5
1,410.000 5.5 5.5 5.5 5.5 5.5
1,440.000 5.5 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time-Depth Curve Return Event: 25 years
Label: Fayetteville Storm Event: TypeII 24hr (6.7 in)
Time-Depth Curve: Typell 24hr (6.7 in)
Label TypeII 24hr (6.7
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 25 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.1 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.1 0.1 0.1
120.000 0.1 0.2 0.2 0.2 0.2
150.000 0.2 0.2 0.2 0.2 0.2
180.000 0.2 0.2 0.2 0.3 0.3
210.000 0.3 0.3 0.3 0.3 0.3
240.000 0.3 0.3 0.3 0.3 0.4
270.000 0.4 0.4 0.4 0.4 0.4
300.000 0.4 0.4 0.4 0.5 0.5
330.000 0.5 0.5 0.5 0.5 0.5
360.000 0.5 0.5 0.6 0.6 0.6
390.000 0.6 0.6 0.6 0.6 0.6
420.000 0.7 0.7 0.7 0.7 0.7
450.000 0.7 0.7 0.8 0.8 0.8
480.000 0.8 0.8 0.8 0.8 0.9
510.000 0.9 0.9 0.9 0.9 1.0
540.000 1.0 1.0 1.0 1.0 1.1
570.000 1.1 1.1 1.1 1.2 1.2
600.000 1.2 1.2 1.3 1.3 1.3
630.000 1.4 1.4 1.4 1.5 1.5
660.000 1.6 1.6 1.7 1.7 1.8
690.000 1.9 2.1 2.4 2.9 3.8
720.000 4.4 4.6 4.7 4.8 4.9
750.000 4.9 5.0 5.0 5.1 5.1
780.000 5.2 5.2 5.2 5.3 5.3
810.000 5.3 5.4 5.4 5.4 5.5
840.000 5.5 5.5 5.5 5.6 5.6
870.000 5.6 5.6 5.6 5.7 5.7
900.000 5.7 5.7 5.7 5.8 5.8
930.000 5.8 5.8 5.8 5.9 5.9
960.000 5.9 5.9 5.9 5.9 5.9
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time-Depth Curve Return Event: 25 years
Label: Fayetteville
Storm Event: TypeII 24hr (6.7 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 6.0 6.0 6.0 6.0 6.0
1,020.000 6.0 6.0 6.1 6.1 6.1
1,050.000 6.1 6.1 6.1 6.1 6.1
1,080.000 6.2 6.2 6.2 6.2 6.2
1,110.000 6.2 6.2 6.2 6.3 6.3
1,140.000 6.3 6.3 6.3 6.3 6.3
1,170.000 6.3 6.3 6.3 6.4 6.4
1,200.000 6.4 6.4 6.4 6.4 6.4
1,230.000 6.4 6.4 6.4 6.4 6.4
1,260.000 6.5 6.5 6.5 6.5 6.5
1,290.000 6.5 6.5 6.5 6.5 6.5
1,320.000 6.5 6.5 6.6 6.6 6.6
1,350.000 6.6 6.6 6.6 6.6 6.6
1,380.000 6.6 6.6 6.6 6.6 6.6
1,410.000 6.7 6.7 6.7 6.7 6.7
1,440.000 6.7 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time-Depth Curve Return Event: 100 years
Label: Fayetteville Storm Event: TypeII 24hr (8.7 in)
Time-Depth Curve: Typell 24hr (8.7 in)
Label TypeII 24hr (8.7
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 100 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.1 0.1 0.1 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.2 0.2 0.2
120.000 0.2 0.2 0.2 0.2 0.2
150.000 0.2 0.3 0.3 0.3 0.3
180.000 0.3 0.3 0.3 0.3 0.3
210.000 0.4 0.4 0.4 0.4 0.4
240.000 0.4 0.4 0.4 0.5 0.5
270.000 0.5 0.5 0.5 0.5 0.5
300.000 0.5 0.6 0.6 0.6 0.6
330.000 0.6 0.6 0.6 0.7 0.7
360.000 0.7 0.7 0.7 0.7 0.8
390.000 0.8 0.8 0.8 0.8 0.8
420.000 0.9 0.9 0.9 0.9 0.9
450.000 0.9 1.0 1.0 1.0 1.0
480.000 1.0 1.1 1.1 1.1 1.1
510.000 1.1 1.2 1.2 1.2 1.2
540.000 1.3 1.3 1.3 1.4 1.4
570.000 1.4 1.4 1.5 1.5 1.5
600.000 1.6 1.6 1.6 1.7 1.7
630.000 1.8 1.8 1.9 1.9 2.0
660.000 2.0 2.1 2.2 2.3 2.4
690.000 2.5 2.7 3.1 3.7 4.9
720.000 5.7 5.9 6.1 6.2 6.3
750.000 6.4 6.4 6.5 6.6 6.6
780.000 6.7 6.7 6.8 6.8 6.9
810.000 6.9 7.0 7.0 7.0 7.1
840.000 7.1 7.1 7.2 7.2 7.2
870.000 7.3 7.3 7.3 7.3 7.4
900.000 7.4 7.4 7.5 7.5 7.5
930.000 7.5 7.5 7.6 7.6 7.6
960.000 7.6 7.6 7.7 7.7 7.7
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time-Depth Curve Return Event: 100 years
Label: Fayetteville
Storm Event: TypeII 24hr (8.7 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 7.7 7.7 7.8 7.8 7.8
1,020.000 7.8 7.8 7.9 7.9 7.9
1,050.000 7.9 7.9 7.9 8.0 8.0
1,080.000 8.0 8.0 8.0 8.0 8.0
1,110.000 8.1 8.1 8.1 8.1 8.1
1,140.000 8.1 8.1 8.2 8.2 8.2
1,170.000 8.2 8.2 8.2 8.2 8.2
1,200.000 8.3 8.3 8.3 8.3 8.3
1,230.000 8.3 8.3 8.3 8.3 8.4
1,260.000 8.4 8.4 8.4 8.4 8.4
1,290.000 8.4 8.4 8.4 8.4 8.5
1,320.000 8.5 8.5 8.5 8.5 8.5
1,350.000 8.5 8.5 8.5 8.6 8.6
1,380.000 8.6 8.6 8.6 8.6 8.6
1,410.000 8.6 8.6 8.6 8.7 8.7
1,440.000 8.7 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Basin 1 (Developed) Storm Event: TypeII 24hr (3.0 in)
Time of Concentration Results
Segment #1: User Defined Tc
Time of Concentration 13.800 min

Segment #2: SCS Lag
Hydraulic Length 308.00 ft
CN 72.000
Slope 0.017 ft/ft
Average Velocity 0.42 ft/s
Segment Time of 12.108 min
Concentration

Time of Concentration (Composite)
Time of Concentration 25
908 min
(Composite) .
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time of Concentration Calculations
Label: Basin 1 (Developed)
___= User Defined
Tc = Value entered by user
Where: Tc= Time of concentration, hours
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)
Tc= Time of concentration, hours
Where: Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (3.0 in)
Time of Concentration Results
Segment #1: SCS Lag
Hydraulic Length 2,715.00 ft
C N 74.000
Slope 0.012 ft/ft
Average Velocity 0.58 ft/s
Segment Time of 77.694 min
Concentration

Time of Concentration (Composite)
Time of Concentration 77
694 min
(Composite) .
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Not Tributary 2
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)
Tc= Time of concentration, hours
Where: Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (3.0 in)
Time of Concentration Results
Segment #1: SCS Lag
Hydraulic Length 1,250.00 ft
CN 72.000
Slope 0.035 ft/ft
Average Velocity 0.81 ft/s
Segment Time of 25.577 min
Concentration

Time of Concentration (Composite)
Time of Concentration 25
577 min
(Composite) .
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Not Tributary 3
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)
Tc= Time of concentration, hours
Where: Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Runoff CN-Area Return Event: 1 years
Label: Basin 1 (Developed) Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(ftz) (%) (%)
Impervious Areas -Paved parking lots,
roofs, driveways, Streets and roads -Soil 98.000 598,404 0.0 0.0 98.000
A
Open space (Lawns parks etc.) -Good 61.000 30
794 0.0 0.0 61.000
condition; grass cover > 75% -Soil B ,
Open space (Lawns parks etc.) -Good 74.000 15
751 0.0 0.0 74.000
condition; grass cover > 75% -Soil C ,
Open space (Lawns parks etc.) -Good 80
000 894 0
0 0
0 80
000
condition; grass cover > 75% -Soil D . . . .
Woods -good - Soil A 30.000 55,420 0.0 0.0 30.000
Woods -good - Soil B 55.000 28,563 0.0 0.0 55.000
Woods -good - Soil C 70.000 248,588 0.0 0.0 70.000
Open space (Lawns parks etc.) -Good 39.000 125
774 0.0 0.0 39.000
condition; grass cover > 75% -Soil A ,
Open space (Lawns parks etc.) -Good 74.000 817
904 0.0 0.0 74.000
condition; grass cover > 75% -Soil C ,
Open space (Lawns parks etc.) -Good 80.000 65
338 0.0 0.0 80.000
condition; grass cover > 75% -Soil D ,
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 1,987,430 (N/A) (N/A) 77.009
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Runoff CN-Area Return Event: 1 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(ftz) (%) (%)
Impervious Areas -Paved parking lots,
roofs, driveways, Streets and roads -Soil 98.000 7,520 0.0 0.0 98.000
A
Open space (Lawns parks etc.) -Good 74.000 50
797 0.0 0.0 74.000
condition; grass cover > 75% -Soil C ,
Open space (Lawns parks etc.) -Good 80.000 19
705 0.0 0.0 80.000
condition; grass cover > 75% -Soil D ,
Open space (Lawns parks etc.) -Good 74.000 16
863 0.0 0.0 74.000
condition; grass cover > 75% -Soil C ,
Open space (Lawns parks etc.) -Good 80.000 2 064 0.0 0.0 80.000
condition; grass cover > 75% - Soil D '
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 96,949 (N/A) (N/A) 77.209
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Runoff CN-Area Return Event: 1 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(ftz) (%) (%)
Impervious Areas -Paved parking lots,
roofs, driveways, Streets and roads -Soil 98.000 10,544 0.0 0.0 98.000
A
Open space (Lawns parks etc.) -Good 61.000 9 727 0.0 0.0 61.000
condition; grass cover > 75% - Soil B '
Open space (Lawns parks etc.) -Good 74.000 1 951 0.0 0.0 74.000
condition; grass cover > 75% - Soil C '
Open space (Lawns parks etc.) -Good 80.000 11
479 0.0 0.0 80.000
condition; grass cover > 75% -Soil D ,
Open space (Lawns parks etc.) -Good 61.000 7 700 0.0 0.0 61.000
condition; grass cover > 75% - Soil B '
Open space (Lawns parks etc.) -Good 74.000 9 892 0.0 0.0 74.000
condition; grass cover > 75% - Soil C '
Open space (Lawns parks etc.) -Good 80.000 8 944 0.0 0.0 80.000
condition; grass cover > 75% - Soil D '
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 60,237 (N/A) (N/A) 76.474
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Basin 1 (Developed) Storm Event: TypeII 24hr (3.0 in)
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 25
908 min
(Composite) .
Area (User Defined) 1,987,430 ftz
Computational Time 3.454 min
Increment
Time to Peak (Computed) 728.885 min
Flow (Peak, Computed) 44.01 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 730
000 min
Interpolated Output) .
Flow (Peak Interpolated 43.62 ft3/s
Output)
Drainage Area
SCS CN (Composite) 77.000
Area (User Defined) 1,987,430 ftz
Maximum Retention
3
0 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 1
1 in
(Pervious) .
Runoff Volume (Pervious) 179,683 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 179,686 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 25
908 min
(Composite) .
Computational Time 3.454 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Basin 1 (Developed)
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 119.72 ft3/s
Unit peak time, Tp 17.272 min
Unit receding limb, Tr 69.089 min
Total unit time, Tb 86.361 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Basin 1 (Developed) Storm Event: TypeII 24hr (5.5 in)
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 25
908 min
(Composite) .
Area (User Defined) 1,987,430 ftz
Computational Time 3.454 min
Increment
Time to Peak (Computed) 728.885 min
Flow (Peak, Computed) 129.83 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 728
000 min
Interpolated Output) ,
Flow (Peak Interpolated 128.51 ft3/s
Output)
Drainage Area
SCS CN (Composite) 77.000
Area (User Defined) 1,987,430 ftz
Maximum Retention
3
0 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 3
1 in
(Pervious) .
Runoff Volume (Pervious) 507,393 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 507,402 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 25
908 min
(Composite) .
Computational Time 3.454 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Basin 1 (Developed)
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 119.72 ft3/s
Unit peak time, Tp 17.272 min
Unit receding limb, Tr 69.089 min
Total unit time, Tb 86.361 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 25 years
Label: Basin 1 (Developed) Storm Event: TypeII 24hr (6.7 in)
Storm Event TypeII 24hr(6.7
in)
Return Event 25 years
Duration 7,200.000 min
Depth 6.7 in
Time of Concentration 25
908 min
(Composite) .
Area (User Defined) 1,987,430 ftz
Computational Time 3.454 min
Increment
Time to Peak (Computed) 728.885 min
Flow (Peak, Computed) 173.10 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 728
000 min
Interpolated Output) ,
Flow (Peak Interpolated 171.60 ft3/s
Output)
Drainage Area
SCS CN (Composite) 77.000
Area (User Defined) 1,987,430 ftz
Maximum Retention
3
0 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 4
1 in
(Pervious) .
Runoff Volume (Pervious) 677,093 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 677,107 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 25
908 min
(Composite) .
Computational Time 3.454 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Basin 1 (Developed)
Return Event: 25 years
Storm Event: TypeII 24hr (6.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 119.72 ft3/s
Unit peak time, Tp 17.272 min
Unit receding limb, Tr 69.089 min
Total unit time, Tb 86.361 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 100 years
Label: Basin 1 (Developed) Storm Event: TypeII 24hr (8.7 in)
Storm Event TypeII 24hr(8.7
in)
Return Event 100 years
Duration 7,200.000 min
Depth 8.7 in
Time of Concentration 25
908 min
(Composite) .
Area (User Defined) 1,987,430 ftz
Computational Time 3.454 min
Increment
Time to Peak (Computed) 728.885 min
Flow (Peak, Computed) 247.72 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 728
000 min
Interpolated Output) ,
Flow (Peak Interpolated 245.97 ft3/s
Output)
Drainage Area
SCS CN (Composite) 77.000
Area (User Defined) 1,987,430 ftz
Maximum Retention
3
0 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 5
9 in
(Pervious) .
Runoff Volume (Pervious) 975,882 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 975,903 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 25
908 min
(Composite) .
Computational Time 3.454 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Cente r [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Basin 1 (Developed)
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 119.72 ft3/s
Unit peak time, Tp 17.272 min
Unit receding limb, Tr 69.089 min
Total unit time, Tb 86.361 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Bentley PondPack V8i
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Page 29 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (3.0 in)
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 77
694 min
(Composite) .
Area (User Defined) 96,949 ftz
Computational Time 10.359 min
Increment
Time to Peak (Computed) 766.578 min
Flow (Peak, Computed) 0.99 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 766
000 min
Interpolated Output) .
Flow (Peak Interpolated 0.99 ft3/s
Output)
Drainage Area
SCS CN (Composite) 77.000
Area (User Defined) 96,949 ftz
Maximum Retention
3
0 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 1
1 in
(Pervious) .
Runoff Volume (Pervious) 8,765 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 8,765 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 77
694 min
(Composite) .
Computational Time 10.359 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Cente r [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 2
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 1.95 ft3/s
Unit peak time, Tp 51.796 min
Unit receding limb, Tr 207.183 min
Total unit time, Tb 258.979 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
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Page 31 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (5.5 in)
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 77
694 min
(Composite) .
Area (User Defined) 96,949 ftz
Computational Time 10.359 min
Increment
Time to Peak (Computed) 756.219 min
Flow (Peak, Computed) 2.95 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 758
000 min
Interpolated Output) .
Flow (Peak Interpolated 2,95 ft3/s
Output)
Drainage Area
SCS CN (Composite) 77.000
Area (User Defined) 96,949 ftz
Maximum Retention
3
0 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 3
1 in
(Pervious) .
Runoff Volume (Pervious) 24,751 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 24,752 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 77
694 min
(Composite) .
Computational Time 10.359 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Cente r [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 2
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 1.95 ft3/s
Unit peak time, Tp 51.796 min
Unit receding limb, Tr 207.183 min
Total unit time, Tb 258.979 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
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Page 33 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 25 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (6.7 in)
Storm Event TypeII 24hr(6.7
in)
Return Event 25 years
Duration 7,200.000 min
Depth 6.7 in
Time of Concentration 77
694 min
(Composite) .
Area (User Defined) 96,949 ftz
Computational Time 10.359 min
Increment
Time to Peak (Computed) 756.219 min
Flow (Peak, Computed) 3.96 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 758
000 min
Interpolated Output) .
Flow (Peak Interpolated 3.96 ft3/s
Output)
Drainage Area
SCS CN (Composite) 77.000
Area (User Defined) 96,949 ftz
Maximum Retention
3
0 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 4
1 in
(Pervious) .
Runoff Volume (Pervious) 33,029 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 33,030 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 77
694 min
(Composite) .
Computational Time 10.359 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 2
Return Event: 25 years
Storm Event: TypeII 24hr (6.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 1.95 ft3/s
Unit peak time, Tp 51.796 min
Unit receding limb, Tr 207.183 min
Total unit time, Tb 258.979 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
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Page 35 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 100 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (8.7 in)
Storm Event TypeII 24hr(8.7
in)
Return Event 100 years
Duration 7,200.000 min
Depth 8.7 in
Time of Concentration 77
694 min
(Composite) .
Area (User Defined) 96,949 ftz
Computational Time 10.359 min
Increment
Time to Peak (Computed) 756.219 min
Flow (Peak, Computed) 5.72 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 756
000 min
Interpolated Output) .
Flow (Peak Interpolated 5.71 ft3/s
Output)
Drainage Area
SCS CN (Composite) 77.000
Area (User Defined) 96,949 ftz
Maximum Retention
3
0 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 5
9 in
(Pervious) .
Runoff Volume (Pervious) 47,605 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 47,606 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 77
694 min
(Composite) .
Computational Time 10.359 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Cente r [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 2
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 1.95 ft3/s
Unit peak time, Tp 51.796 min
Unit receding limb, Tr 207.183 min
Total unit time, Tb 258.979 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
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Page 37 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (3.0 in)
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 25
577 min
(Composite) .
Area (User Defined) 60,237 ftz
Computational Time 3.410 min
Increment
Time to Peak (Computed) 729.806 min
Flow (Peak, Computed) 1.27 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 730
000 min
Interpolated Output) .
Flow (Peak Interpolated 1.26 ft3/s
Output)
Drainage Area
SCS CN (Composite) 76.000
Area (User Defined) 60,237 ftz
Maximum Retention
3
2 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 1
0 in
(Pervious) .
Runoff Volume (Pervious) 5,163 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 5,163 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 25
577 min
(Composite) .
Computational Time 3.410 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Cente r [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 3
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 3.68 ft3/s
Unit peak time, Tp 17.052 min
Unit receding limb, Tr 68.206 min
Total unit time, Tb 85.258 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
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Page 39 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (5.5 in)
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 25
577 min
(Composite) .
Area (User Defined) 60,237 ftz
Computational Time 3.410 min
Increment
Time to Peak (Computed) 729.806 min
Flow (Peak, Computed) 3.82 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 730
000 min
Interpolated Output) .
Flow (Peak Interpolated 3.80 ft3/s
Output)
Drainage Area
SCS CN (Composite) 76.000
Area (User Defined) 60,237 ftz
Maximum Retention
3
2 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 3
0 in
(Pervious) .
Runoff Volume (Pervious) 14,908 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 14,908 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 25
577 min
(Composite) .
Computational Time 3.410 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Cente r [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 3
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 3.68 ft3/s
Unit peak time, Tp 17.052 min
Unit receding limb, Tr 68.206 min
Total unit time, Tb 85.258 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
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Page 41 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 25 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (6.7 in)
Storm Event TypeII 24hr(6.7
in)
Return Event 25 years
Duration 7,200.000 min
Depth 6.7 in
Time of Concentration 25
577 min
(Composite) .
Area (User Defined) 60,237 ftz
Computational Time 3.410 min
Increment
Time to Peak (Computed) 729.806 min
Flow (Peak, Computed) 5.12 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 728
000 min
Interpolated Output) ,
Flow (Peak Interpolated 5.11 ft3/s
Output)
Drainage Area
SCS CN (Composite) 76.000
Area (User Defined) 60,237 ftz
Maximum Retention
3
2 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 4
0 in
(Pervious) .
Runoff Volume (Pervious) 19,991 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 19,991 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 25
577 min
(Composite) .
Computational Time 3.410 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Cente r [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 3
Return Event: 25 years
Storm Event: TypeII 24hr (6.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 3.68 ft3/s
Unit peak time, Tp 17.052 min
Unit receding limb, Tr 68.206 min
Total unit time, Tb 85.258 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
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Page 43 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 100 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (8.7 in)
Storm Event TypeII 24hr(8.7
in)
Return Event 100 years
Duration 7,200.000 min
Depth 8.7 in
Time of Concentration 25
577 min
(Composite) .
Area (User Defined) 60,237 ftz
Computational Time 3.410 min
Increment
Time to Peak (Computed) 726.395 min
Flow (Peak, Computed) 7.38 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 728
000 min
Interpolated Output) ,
Flow (Peak Interpolated 7.37 ft3/s
Output)
Drainage Area
SCS CN (Composite) 76.000
Area (User Defined) 60,237 ftz
Maximum Retention
3
2 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 5
8 in
(Pervious) .
Runoff Volume (Pervious) 28,970 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 28,969 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 25
577 min
(Composite) .
Computational Time 3.410 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Cente r [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 3
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 3.68 ft3/s
Unit peak time, Tp 17.052 min
Unit receding limb, Tr 68.206 min
Total unit time, Tb 85.258 min
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
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Page 45 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: Basin 1 Storm Event: TypeII 24hr (3.0 in)
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (ftz) (A1*A2) (ft3) (ft3)
(ftz)
120.00 0.0 14,975 0 0 0
121.00 0.0 17,184 48,201 16,067 16,067
122.00 0.0 19,150 54,474 18,158 34,225
123.00 0.0 21,226 60,537 20,179 54,404
124.00 0.0 23,329 66,808 22,269 76,673
125.00 0.0 25,540 73,278 24,426 101,099
126.00 0.0 27,834 80,036 26,679 127,778
126.50 0.0 29,011 85,261 14,210 141,988
127.00 0.0 32,751 92,586 15,431 157,420
127.50 0.0 36,680 104,091 17,348 174,768
128.00 0.0 37,942 111,928 18,655 193,423
128.50 0.0 38,362 114,455 19,076 212,499
129.00 0.0 41,166 119,267 19,878 232,376
129.50 0.0 42,275 125,158 20,860 253,236
130.00 0.0 43,394 128,500 21,417 274,653
131.00 0.0 45,685 133,604 44,535 319,187
132.00 0.0 47,992 140,501 46,834 366,021
133.00 0.0 50,351 147,500 49,167 415,188
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Volume Equations Return Event: 1 years
Label: Basin 1
Storm Event: TypeII 24hr (3.0 in)
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -Eli) * (Areal + Areal + sgr(Areai * Areal))
where: ELi, EL2 Lower and upper elevations of the increment
Areal, Areal Areas computed for ELi, EL2, respectively
Volume Incremental volume between ELi and EL2
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Outlet Input Data Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
Requested Pond Water Surface Elevations
Minimum (Headwater) 121.00 ft
Increment (Headwater) 0.10 ft
Maximum (Headwater) 133.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Rectangular Weir Weir - 4 Forward Culvert 128.50 133.00
Rectangular Weir Weir - 3 Forward Culvert 128.50 133.00
Rectangular Weir Weir - 2 Forward Culvert 128.50 133.00
Rectangular Weir Weir - 1 Forward Culvert 128.50 133.00
Inlet Box Riser - 1 Forward Culvert 130.80 133.00
Orifice-Circular Drawdown Forward Culvert 127.00 133.00
Culvert-Circular Culvert Forward TW 123.00 133.00
Irregular Weir Spillway Forward TW 131.40 133.00
Tailwater Settings Tailwater (N/A) (N/A)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Outlet Input Data
Label: Basin 1 Outlet
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Structure ID: Riser - 1
Structure Type: Inlet Box
Number of Openings 1
Elevation 130.80 ft
Orifice Area 25.0 ftz
Orifice Coefficient 0.600
Weir Length 20.00 ft
Weir Coefficient 3.00 (ft^0.5)/s
K Reverse 1.000
Manning's n 0.000
Kev, Charged Riser 0.000
Weir Submergence True
Orifice H to crest False
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Outlet Input Data Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
Structure ID: Culvert
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 48.0 in
Length 64.00 ft
Length (Computed Barrel) 64.01 ft
Slope (Computed) 0.016 ft/ft

Outlet Control Data
Manning's n 0.013
Ke 0.500
Kb 0.005
Kr 0.500
Convergence Tolerance 0.00 ft

Inlet Control Data
Equation Form Form 1
K 0.0098
M 2.0000
C 0.0398
Y 0.6700
Ti ratio (HW/D) 1.152
T2 ratio (HW/D) 1.299
Slope Correction Factor -0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Ti Elevation 127.61 ft Ti Flow 87.96 ft3/s
T2 Elevation 128.20 ft T2 Flow 100.53 ft3/s
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Outlet Input Data Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
Structure ID: Drawdown
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 127.00 ft
Orifice Diameter 3.4 in
Orifice Coefficient 0.600
Structure ID: Spillway
Structure Type: Irregular Weir
Station Elevation
(ft) (ft)
0.00 133.00
4.80 131.40
24.80 131.40
29.60 133.00
Lowest Elevation 131.40 ft
Weir Coefficient 3.00 (ft^0.5)/s
Structure ID: Weir - 1
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 128.50 ft
Weir Length 2.00 ft
Weir Coefficient 3.00 (ft^0.5)/s

Structure ID: Weir - 2
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 128.50 ft
Weir Length 2.00 ft
Weir Coefficient 3.00 (ft^0.5)/s

Structure ID: Weir - 3
Structure Type: Rectangular Weir
Number of Openings 1
Elevation 128.50 ft
Weir Length 2.00 ft
Weir Coefficient 3.00 (ft^0.5)/s

Structure ID: Weir - 4
Structure Type: Rectangular Weir
Number of Openings 1
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 51 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Outlet Input Data
Label: Basin 1 Outlet
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Structure ID: Weir - 4
Structure Type: Rectangular Weir
Elevation 128.50 ft
Weir Length 2.00 ft
Weir Coefficient 3.00 (ft^0.5)/s

Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall

Convergence Tolerances
Maximum Iterations 30
Tailwater Tolerance 0
01 ft
(Minimum) .
Tailwater Tolerance 0
50 ft
(Maximum) .
Headwater Tolerance 0
01 ft
(Minimum) .
Headwater Tolerance 0
50 ft
(Maximum) .
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 52 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
120.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 53 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
123.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.10 0.00 0.00 0.00 123.06 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 54 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
127.20 0.00 0.00 0.00 123.11 0.00 0.00 (N/A) 0.00
127.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.50 0.00 0.00 0.00 123.18 0.00 0.00 (N/A) 0.00
127.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.70 0.00 0.00 0.00 123.20 0.00 0.00 (N/A) 0.00
127.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.90 0.00 0.00 0.00 123.22 0.00 0.00 (N/A) 0.00
128.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.40 0.00 0.00 0.00 123.25 0.00 0.00 (N/A) 0.00
128.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.60 0.00 0.00 0.00 123.46 0.00 0.00 (N/A) 0.00
128.70 0.00 0.00 0.00 123.69 0.00 0.00 (N/A) 0.00
128.80 0.00 0.00 0.00 123.91 0.00 0.00 (N/A) 0.00
128.90 0.00 0.00 0.00 124.12 0.00 0.00 (N/A) 0.00
129.00 0.00 0.00 0.00 124.32 0.00 0.00 (N/A) 0.00
129.10 0.00 0.00 0.00 124.52 0.00 0.00 (N/A) 0.00
129.20 0.00 0.00 0.00 124.71 0.00 0.00 (N/A) 0.00
129.30 0.00 0.00 0.00 124.90 0.00 0.00 (N/A) 0.00
129.40 0.00 0.00 0.00 125.09 0.00 0.00 (N/A) 0.00
129.50 0.00 0.00 0.00 125.27 0.00 0.00 (N/A) 0.00
129.60 0.00 0.00 0.00 125.45 0.00 0.00 (N/A) 0.00
129.70 0.00 0.00 0.00 125.63 0.00 0.00 (N/A) 0.00
129.80 0.00 0.00 0.00 125.81 0.00 0.00 (N/A) 0.00
129.90 0.00 0.00 0.00 125.99 0.00 0.00 (N/A) 0.00
130.00 0.00 0.00 0.00 126.18 0.00 0.00 (N/A) 0.00
130.10 0.00 0.00 0.00 126.36 0.00 0.00 (N/A) 0.00
130.20 0.00 0.00 0.00 126.54 0.00 0.00 (N/A) 0.00
130.30 0.00 0.00 0.00 126.72 0.00 0.00 (N/A) 0.00
130.40 0.00 0.00 0.00 126.91 0.00 0.00 (N/A) 0.00
130.50 0.00 0.00 0.00 127.10 0.00 0.00 (N/A) 0.00
130.60 0.00 0.00 0.00 127.29 0.00 0.00 (N/A) 0.00
130.70 0.00 0.00 0.00 127.48 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 55 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
130.80 0.00 0.00 0.00 127.68 0.00 0.00 (N/A) 0.00
130.90 1.90 130.90 Free Outfall 127.95 0.00 0.00 (N/A) 0.00
131.00 5.37 131.00 Free Outfall 128.29 0.00 0.00 (N/A) 0.00
131.10 9.86 131.10 Free Outfall 128.71 0.00 0.00 (N/A) 0.00
131.20 15.18 131.20 Free Outfall 129.13 0.00 0.00 (N/A) 0.00
131.30 21.21 131.30 Free Outfall 129.52 0.00 0.00 (N/A) 0.00
131.40 27.89 131.40 Free Outfall 129.89 0.00 0.00 (N/A) 0.00
131.50 35.14 131.50 Free Outfall 130.25 0.00 0.00 (N/A) 0.00
131.60 42.93 131.60 Free Outfall 130.57 0.00 0.00 (N/A) 0.00
131.70 50.77 131.70 130.87 130.87 0.00 0.00 (N/A) 0.00
131.80 56.04 131.80 131.10 131.10 0.00 0.00 (N/A) 0.00
131.90 60.36 131.90 131.29 131.29 0.00 0.00 (N/A) 0.00
132.00 64.12 132.00 131.47 131.47 0.00 0.00 (N/A) 0.00
132.10 67.49 132.10 131.63 131.63 0.00 0.00 (N/A) 0.00
132.20 70.60 132.20 131.78 131.78 0.00 0.00 (N/A) 0.00
132.30 73.42 132.30 131.93 131.93 0.00 0.00 (N/A) 0.00
132.40 76.10 132.40 132.06 132.06 0.00 0.00 (N/A) 0.00
132.50 78.52 132.50 132.20 132.20 0.00 0.00 (N/A) 0.00
132.60 80.84 132.60 132.33 132.33 0.00 0.00 (N/A) 0.00
132.70 83.02 132.70 132.45 132.45 0.00 0.00 (N/A) 0.00
132.80 85.11 132.80 132.57 132.57 0.00 0.00 (N/A) 0.00
132.90 87.06 132.90 132.69 132.69 0.00 0.00 (N/A) 0.00
133.00 88.97 133.00 132.81 132.81 0.00 0.00 (N/A) 0.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 56 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 57 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 58 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Weir: H =0.ift
Weir: H =0.2ft
Weir: H =0.3ft
Weir: H =0.4ft
Weir: H =0.5ft
Weir: H =0.6ft
Weir: H =0.7ft
Weir: H =0.8ft
FULLY CHARGED RISER: WEIR H1
=0.9ft; H2=.07ft; Qfree=51.23
FULLY CHARGED RISER: WEIR H1
=1ft; H2=.30ft; Qfree=60.00
FULLY CHARGED RISER: WEIR H1
=Lift; H2=.49ft; Qfree=69.22
FULLY CHARGED RISER: WEIR H1
=1.2ft; H2=.67ft; Qfree=78.87
FULLY CHARGED RISER: WEIR H1
=1.3ft; H2=.83ft; Qfree=88.93
FULLY CHARGED RISER: WEIR H1
=1.4ft; H2=.98ft; Qfree=99.39
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 59 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Riser - 1 (Inlet Box)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
FULLY CHARGED RISER: WEIR H1
=1.5ft; H2=1.13ft; Qfree=110.23
FULLY CHARGED RISER: WEIR H1
=1.6ft; H2=1.26ft; Qfree=121.43
FULLY CHARGED RISER: WEIR H1
=1.7ft; H 2=1.40ft; Qfree=132.99
FULLY CHARGED RISER: WEIR H1
=1.8ft; H 2=1.53ft; Qfree=144.90
FULLY CHARGED RISER: WEIR H1
=1.9ft; H2=1.65ft; Qfree=157.14
FULLY CHARGED RISER: WEIR H1
=2ft; H2=1.77ft; Qfree=169.71
FULLY CHARGED RISER: WEIR H1
=2.ift; H2=1.89ft; Qfree=182.59
FULLY CHARGED RISER: WEIR H1
=2.2ft: H2=2.Oift: Ofree=195.79
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 60 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID =Tailwater (Pond Outfall)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
120.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.10 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.20 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.30 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.40 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.60 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.70 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.80 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
120.90 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.10 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.20 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.30 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.40 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.60 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.70 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.80 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
121.90 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.10 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.20 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.30 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.40 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.60 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.70 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.80 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
122.90 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
123.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
123.10 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
123.20 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
123.30 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
123.40 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 61 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID =Tailwater (Pond Outfall)
Water Device (into) Converge Next Downstream Convergence
Surface Flow Headwater Downstream Downstream Hydraulic Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s)
(ft) Grade Line Grade Line Grade Line Error
(ft) (ft) (ft) (ft)
123.50 0.00 0.00 0.00 Free Outfall 0.00 0.00
123.60 0.00 0.00 0.00 Free Outfall 0.00 0.00
123.70 0.00 0.00 0.00 Free Outfall 0.00 0.00
123.80 0.00 0.00 0.00 Free Outfall 0.00 0.00
123.90 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.00 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.10 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.20 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.30 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.40 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.50 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.60 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.70 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.80 0.00 0.00 0.00 Free Outfall 0.00 0.00
124.90 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.00 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.10 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.20 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.30 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.40 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.50 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.60 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.70 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.80 0.00 0.00 0.00 Free Outfall 0.00 0.00
125.90 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.00 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.10 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.20 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.30 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.40 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.50 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.60 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.70 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.80 0.00 0.00 0.00 Free Outfall 0.00 0.00
126.90 0.00 0.00 0.00 Free Outfall 0.00 0.00
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Ba sin 1 May20 10.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Downstream Tailwater
Channel Error
Tailwater (ft)
(ft)
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
Bentle y PondPack V8i
[08.11.01.54]
Page 62 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Storm Event: TypeII 24hr (3.0 in)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID =Tailwater (Pond Outfall)
Water Device (into) Converge
Surface Flow Headwater Downstream
Elevation (ft3/s) Hydraulic Hydraulic
(ft) Grade Line Grade Line
~~) eft)
127.00
127.10
127.20
127.30
127.40
127.50
127.60
127.70
127.80
127.90
128.00
128.10
128.20
128.30
128.40
128.50
128.60
128.70
128.80
128.90
129.00
129.10
129.20
129.30
129.40
129.50
129.60
129.70
129.80
129.90
130.00
130.10
130.20
130.30
130.40
Next
Downstream
Hydraulic
Grade Line
(ft)
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Downstream
Hydraulic
Grade Line
Error
(ft)
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
0.00
0.02
0.06
0.12
0.15
0.18
0.20
0.22
0.24
0.26
0.28
0.29
0.31
0.32
0.34
0.35
1.14
2.52
4.33
6.47
8.89
11.56
14.49
17.61
20.94
24.44
28.17
32.03
36.08
40.25
44.61
49.08
53.72
58.46
63.36
0.00
123.06
123.11
0.00
0.00
123.18
0.00
123.20
0.00
123.22
0.00
0.00
0.00
0.00
123.25
0.00
123.46
123.69
123.91
124.12
124.32
124.52
124.71
124.90
125.09
125.27
125.45
125.63
125.81
125.99
126.18
126.36
126.54
126.72
126.91
0.00
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Convergence
Error
~~3/S~
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.02
0.00
0.00
0.00
0.00
0.01
0.01
0.00
0.00
0.01
0.02
0.00
0.01
0.00
0.01
0.00
0.00
0.03
0.03
Downstream Tailwater
Channel Error
Tailwater (ft)
(ft)
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
Bentle y PondPack V8i
[08.11.01.54]
Page 63 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID =Tailwater (Pond Outfall)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
130.50 68.37 127.10 Free Outfall Free Outfall 0.00 0.06 (N/A) 0.00
130.60 73.53 127.29 Free Outfall Free Outfall 0.00 0.05 (N/A) 0.00
130.70 78.78 127.48 Free Outfall Free Outfall 0.00 0.07 (N/A) 0.00
130.80 84.20 127.68 Free Outfall Free Outfall 0.00 0.05 (N/A) 0.00
130.90 91.60 127.95 Free Outfall Free Outfall 0.00 0.04 (N/A) 0.00
131.00 100.72 128.29 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
131.10 110.17 128.71 Free Outfall Free Outfall 0.00 0.12 (N/A) 0.00
131.20 117.49 129.13 Free Outfall Free Outfall 0.00 0.17 (N/A) 0.00
131.30 123.93 129.52 Free Outfall Free Outfall 0.00 0.11 (N/A) 0.00
131.40 129.75 129.89 Free Outfall Free Outfall 0.00 0.06 (N/A) 0.00
131.50 135.04 130.25 Free Outfall Free Outfall 0.00 0.07 (N/A) 0.00
131.60 139.78 130.57 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
131.70 143.96 130.87 Free Outfall Free Outfall 0.00 0.06 (N/A) 0.00
131.80 147.03 131.10 Free Outfall Free Outfall 0.00 0.06 (N/A) 0.00
131.90 149.63 131.29 Free Outfall Free Outfall 0.00 0.04 (N/A) 0.00
132.00 151.97 131.47 Free Outfall Free Outfall 0.00 0.09 (N/A) 0.00
132.10 154.07 131.63 Free Outfall Free Outfall 0.00 0.12 (N/A) 0.00
132.20 156.02 131.78 Free Outfall Free Outfall 0.00 0.06 (N/A) 0.00
132.30 157.83 131.93 Free Outfall Free Outfall 0.00 0.09 (N/A) 0.00
132.40 159.55 132.06 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
132.50 161.19 132.20 Free Outfall Free Outfall 0.00 0.10 (N/A) 0.00
132.60 162.77 132.33 Free Outfall Free Outfall 0.00 0.09 (N/A) 0.00
132.70 164.27 132.45 Free Outfall Free Outfall 0.00 0.08 (N/A) 0.00
132.80 165.72 132.57 Free Outfall Free Outfall 0.00 0.05 (N/A) 0.00
132.90 167.16 132.69 Free Outfall Free Outfall 0.00 0.11 (N/A) 0.00
133.00 168.51 132.81 Free Outfall Free Outfall 0.00 0.03 (N/A) 0.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 64 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Storm Event: TypeII 24hr (3.0 in)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID = Tailwater (Pond Outfall)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 65 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Storm Event: TypeII 24hr (3.0 in)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID = Tailwater (Pond Outfall)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
CRIT.DEPTH CONTROL Vh= .012ft
Dcr= .037ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .024ft
Dcr= .070ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .033ft
Dcr= .099ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .037ft
Dcr= .iiift CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .041ft
Dcr= .121ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .043ft
Dcr= .128ft CRIT.DEPTH Hev= .OOft
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 66 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID = Tailwater (Pond Outfall)
Message
CRIT.DEPTH CONTROL Vh= .045ft
Dcr= .135ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .047ft
Dcr= .140ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .049ft
Dcr= .146ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .050ft
Dcr= .150ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .052ft
Dcr= .154ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .053ft
Dcr= .159ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .054ft
Dcr= .162ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .056ft
Dcr= .165ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .057ft
Dcr= .168ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .104ft
Dcr= .307ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .156ft
Dcr= .457ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .207ft
Dcr= .601ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .257ft
Dcr= .737ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .305ft
Dcr= .867ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .352ft
Dcr= .992ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .399ft
Dcr= 1.114ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .445ft
Dcr= 1.232ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .492ft
Dcr= 1.348ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .539ft
Dcr= 1.460ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .587ft
Dcr= 1.572ft CRIT.DEPTH Hev= .OOft
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 67 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID = Tailwater (Pond Outfall)
Message
CRIT.DEPTH CONTROL Vh= .635ft
Dcr= 1.681ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .684ft
Dcr= 1.789ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .733ft
Dcr= 1.894ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .785ft
Dcr= 1.999ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .837ft
Dcr= 2.101ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .891ft
Dcr= 2.203ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .947ft
Dcr= 2.302ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= 1.005ft
Dcr= 2.401ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= 1.066ft
Dcr= 2.499ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= 1.129ft
Dcr= 2.594ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= 1.196ft
Dcr= 2.688ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= 1.266ft
Dcr= 2.781ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= 1.368ft
Dcr= 2.902ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= 1.501ft
Dcr= 3.041ft CRIT.DEPTH Hev= .OOft
INLET CONTROL... Submerged: HW
=5.71
INLET CONTROL... Submerged: HW
=6.13
INLET CONTROL... Submerged: HW
=6.52
INLET CONTROL... Submerged: HW
=6.89
INLET CONTROL... Submerged: HW
=7.25
INLET CONTROL... Submerged: HW
=7.57
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 68 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert (Culvert-Circular)
Mannings open channel maximum capacity: 193.14 ft3/s
Upstream ID =Weir - 4, Weir - 3, Weir - 2, Weir - 1, Riser - 1, Drawdown
Downstream ID = Tailwater (Pond Outfall)
Message
INLET CONTROL... Submerged: HW
=7.87
INLET CONTROL... Submerged: HW
=8.10
INLET CONTROL... Submerged: HW
=8.29
INLET CONTROL... Submerged: HW
=8.47
INLET CONTROL... Submerged: HW
=8.63
INLET CONTROL... Submerged: HW
=8.78
INLET CONTROL... Submerged: HW
=8.93
INLET CONTROL... Submerged: HW
=9.06
INLET CONTROL... Submerged: HW
=9.20
INLET CONTROL... Submerged: HW
=9.33
INLET CONTROL... Submerged: HW
=9.45
INLET CONTROL... Submerged: HW
=9.57
INLET CONTROL... Submerged: HW
=9.69
INLET CONTROL... Submerged: HW
=9.81
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 69 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Drawdown (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
120.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 70 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Drawdown (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
123.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.10 0.02 127.10 Free Outfall 123.06 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 71 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Drawdown (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence
Surface Flow Headwater Downstream Downstream Hydraulic Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s)
(ft) Grade Line Grade Line Grade Line Error
(ft) (ft) (ft) (ft)
127.20 0.06 127.20 Free Outfall 123.11 0.00 0.00
127.30 0.12 127.30 Free Outfall 0.00 0.00 0.00
127.40 0.15 127.40 Free Outfall 0.00 0.00 0.00
127.50 0.18 127.50 Free Outfall 123.18 0.00 0.00
127.60 0.20 127.60 Free Outfall 0.00 0.00 0.00
127.70 0.22 127.70 Free Outfall 123.20 0.00 0.00
127.80 0.24 127.80 Free Outfall 0.00 0.00 0.00
127.90 0.26 127.90 Free Outfall 123.22 0.00 0.00
128.00 0.28 128.00 Free Outfall 0.00 0.00 0.00
128.10 0.29 128.10 Free Outfall 0.00 0.00 0.00
128.20 0.31 128.20 Free Outfall 0.00 0.00 0.00
128.30 0.32 128.30 Free Outfall 0.00 0.00 0.00
128.40 0.34 128.40 Free Outfall 123.25 0.00 0.00
128.50 0.35 128.50 Free Outfall 0.00 0.00 0.00
128.60 0.36 128.60 Free Outfall 123.46 0.00 0.00
128.70 0.37 128.70 Free Outfall 123.69 0.00 0.00
128.80 0.39 128.80 Free Outfall 123.91 0.00 0.00
128.90 0.40 128.90 Free Outfall 124.12 0.00 0.00
129.00 0.41 129.00 Free Outfall 124.32 0.00 0.00
129.10 0.42 129.10 Free Outfall 124.52 0.00 0.00
129.20 0.43 129.20 Free Outfall 124.71 0.00 0.00
129.30 0.44 129.30 Free Outfall 124.90 0.00 0.00
129.40 0.45 129.40 Free Outfall 125.09 0.00 0.00
129.50 0.46 129.50 Free Outfall 125.27 0.00 0.00
129.60 0.47 129.60 Free Outfall 125.45 0.00 0.00
129.70 0.48 129.70 Free Outfall 125.63 0.00 0.00
129.80 0.49 129.80 Free Outfall 125.81 0.00 0.00
129.90 0.50 129.90 Free Outfall 125.99 0.00 0.00
130.00 0.51 130.00 Free Outfall 126.18 0.00 0.00
130.10 0.51 130.10 Free Outfall 126.36 0.00 0.00
130.20 0.52 130.20 Free Outfall 126.54 0.00 0.00
130.30 0.53 130.30 Free Outfall 126.72 0.00 0.00
130.40 0.54 130.40 Free Outfall 126.91 0.00 0.00
130.50 0.55 130.50 127.10 127.10 0.00 0.00
130.60 0.54 130.60 127.29 127.29 0.00 0.00
130.70 0.54 130.70 127.48 127.48 0.00 0.00
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Ba sin 1 May20 10.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Downstream Tailwater
Channel Error
Tailwater (ft)
(ft)
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
(N/A) 0.00
Bentley PondPack V8i
[08.11.01.54]
Page 72 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Drawdown (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
130.80 0.53 130.80 127.68 127.68 0.00 0.00 (N/A) 0.00
130.90 0.51 130.90 127.95 127.95 0.00 0.00 (N/A) 0.00
131.00 0.49 131.00 128.29 128.29 0.00 0.00 (N/A) 0.00
131.10 0.46 131.10 128.71 128.71 0.00 0.00 (N/A) 0.00
131.20 0.43 131.20 129.13 129.13 0.00 0.00 (N/A) 0.00
131.30 0.40 131.30 129.52 129.52 0.00 0.00 (N/A) 0.00
131.40 0.37 131.40 129.89 129.89 0.00 0.00 (N/A) 0.00
131.50 0.33 131.50 130.25 130.25 0.00 0.00 (N/A) 0.00
131.60 0.30 131.60 130.57 130.57 0.00 0.00 (N/A) 0.00
131.70 0.27 131.70 130.87 130.87 0.00 0.00 (N/A) 0.00
131.80 0.25 131.80 131.10 131.10 0.00 0.00 (N/A) 0.00
131.90 0.23 131.90 131.29 131.29 0.00 0.00 (N/A) 0.00
132.00 0.22 132.00 131.47 131.47 0.00 0.00 (N/A) 0.00
132.10 0.20 132.10 131.63 131.63 0.00 0.00 (N/A) 0.00
132.20 0.19 132.20 131.78 131.78 0.00 0.00 (N/A) 0.00
132.30 0.18 132.30 131.93 131.93 0.00 0.00 (N/A) 0.00
132.40 0.17 132.40 132.06 132.06 0.00 0.00 (N/A) 0.00
132.50 0.16 132.50 132.20 132.20 0.00 0.00 (N/A) 0.00
132.60 0.16 132.60 132.33 132.33 0.00 0.00 (N/A) 0.00
132.70 0.15 132.70 132.45 132.45 0.00 0.00 (N/A) 0.00
132.80 0.14 132.80 132.57 132.57 0.00 0.00 (N/A) 0.00
132.90 0.14 132.90 132.69 132.69 0.00 0.00 (N/A) 0.00
133.00 0.13 133.00 132.81 132.81 0.00 0.00 (N/A) 0.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 73 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Drawdown (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 74 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Drawdown (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
CRIT.DEPTH CONTROL Vh= .025ft
Dcr= .075ft CRIT.DEPTH Hev= .OOft
CRIT.DEPTH CONTROL Vh= .057ft
Dcr= .143ft CRIT.DEPTH Hev= .OOft
H =.16
H =.26
H =.36
H =.46
H =.56
H =.66
H =.76
H =.86
H =.96
H =1.06
H =1.16
H =1.26
H =1.36
H =1.46
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 75 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Drawdown (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
H =1.56
H =1.66
H =1.76
H =1.86
H =1.96
H =2.06
H =2.16
H =2.26
H =2.36
H =2.46
H =2.56
H =2.66
H =2.76
H =2.86
H =2.96
H =3.06
H =3.16
H =3.26
H =3.36
H =3.31
H =3.22
H =3.12
H =2.95
H =2.71
H =2.39
H =2.07
H =1.78
H =1.51
H =1.25
H =1.03
H =.83
H =.70
H =.61
H =.53
H =.47
H =.42
H =.37
H =.34
H =.30
Message
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = Drawdown (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H =.27
H =.25
H =.23
H =.21
H =.19
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 77 of 130
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Spillway (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Tailwater (Pond Outfall)
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
120.00 0.00 (N/A) 0.00
120.10 0.00 (N/A) 0.00
120.20 0.00 (N/A) 0.00
120.30 0.00 (N/A) 0.00
120.40 0.00 (N/A) 0.00
120.50 0.00 (N/A) 0.00
120.60 0.00 (N/A) 0.00
120.70 0.00 (N/A) 0.00
120.80 0.00 (N/A) 0.00
120.90 0.00 (N/A) 0.00
121.00 0.00 (N/A) 0.00
121.10 0.00 (N/A) 0.00
121.20 0.00 (N/A) 0.00
121.30 0.00 (N/A) 0.00
121.40 0.00 (N/A) 0.00
121.50 0.00 (N/A) 0.00
121.60 0.00 (N/A) 0.00
121.70 0.00 (N/A) 0.00
121.80 0.00 (N/A) 0.00
121.90 0.00 (N/A) 0.00
122.00 0.00 (N/A) 0.00
122.10 0.00 (N/A) 0.00
122.20 0.00 (N/A) 0.00
122.30 0.00 (N/A) 0.00
122.40 0.00 (N/A) 0.00
122.50 0.00 (N/A) 0.00
122.60 0.00 (N/A) 0.00
122.70 0.00 (N/A) 0.00
122.80 0.00 (N/A) 0.00
122.90 0.00 (N/A) 0.00
123.00 0.00 (N/A) 0.00
123.10 0.00 (N/A) 0.00
123.20 0.00 (N/A) 0.00
123.30 0.00 (N/A) 0.00
123.40 0.00 (N/A) 0.00
123.50 0.00 (N/A) 0.00
123.60 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Spillway (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
123.70 0.00 (N/A) 0.00
123.80 0.00 (N/A) 0.00
123.90 0.00 (N/A) 0.00
124.00 0.00 (N/A) 0.00
124.10 0.00 (N/A) 0.00
124.20 0.00 (N/A) 0.00
124.30 0.00 (N/A) 0.00
124.40 0.00 (N/A) 0.00
124.50 0.00 (N/A) 0.00
124.60 0.00 (N/A) 0.00
124.70 0.00 (N/A) 0.00
124.80 0.00 (N/A) 0.00
124.90 0.00 (N/A) 0.00
125.00 0.00 (N/A) 0.00
125.10 0.00 (N/A) 0.00
125.20 0.00 (N/A) 0.00
125.30 0.00 (N/A) 0.00
125.40 0.00 (N/A) 0.00
125.50 0.00 (N/A) 0.00
125.60 0.00 (N/A) 0.00
125.70 0.00 (N/A) 0.00
125.80 0.00 (N/A) 0.00
125.90 0.00 (N/A) 0.00
126.00 0.00 (N/A) 0.00
126.10 0.00 (N/A) 0.00
126.20 0.00 (N/A) 0.00
126.30 0.00 (N/A) 0.00
126.40 0.00 (N/A) 0.00
126.50 0.00 (N/A) 0.00
126.60 0.00 (N/A) 0.00
126.70 0.00 (N/A) 0.00
126.80 0.00 (N/A) 0.00
126.90 0.00 (N/A) 0.00
127.00 0.00 (N/A) 0.00
127.10 0.00 (N/A) 0.00
127.20 0.00 (N/A) 0.00
127.30 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Spillway (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Tailwater (Pond Outfall)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
127.40 0.00 (N/A) 0.00
127.50 0.00 (N/A) 0.00
127.60 0.00 (N/A) 0.00
127.70 0.00 (N/A) 0.00
127.80 0.00 (N/A) 0.00
127.90 0.00 (N/A) 0.00
128.00 0.00 (N/A) 0.00
128.10 0.00 (N/A) 0.00
128.20 0.00 (N/A) 0.00
128.30 0.00 (N/A) 0.00
128.40 0.00 (N/A) 0.00
128.50 0.00 (N/A) 0.00
128.60 0.00 (N/A) 0.00
128.70 0.00 (N/A) 0.00
128.80 0.00 (N/A) 0.00
128.90 0.00 (N/A) 0.00
129.00 0.00 (N/A) 0.00
129.10 0.00 (N/A) 0.00
129.20 0.00 (N/A) 0.00
129.30 0.00 (N/A) 0.00
129.40 0.00 (N/A) 0.00
129.50 0.00 (N/A) 0.00
129.60 0.00 (N/A) 0.00
129.70 0.00 (N/A) 0.00
129.80 0.00 (N/A) 0.00
129.90 0.00 (N/A) 0.00
130.00 0.00 (N/A) 0.00
130.10 0.00 (N/A) 0.00
130.20 0.00 (N/A) 0.00
130.30 0.00 (N/A) 0.00
130.40 0.00 (N/A) 0.00
130.50 0.00 (N/A) 0.00
130.60 0.00 (N/A) 0.00
130.70 0.00 (N/A) 0.00
130.80 0.00 (N/A) 0.00
130.90 0.00 (N/A) 0.00
131.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Spillway (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Tailwater (Pond Outfall)
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
131.10 0.00 (N/A) 0.00
131.20 0.00 (N/A) 0.00
131.30 0.00 (N/A) 0.00
131.40 0.00 (N/A) 0.00
131.50 1.92 (N/A) 0.00
131.60 5.48 (N/A) 0.00
131.70 10.17 (N/A) 0.00
131.80 15.82 (N/A) 0.00
131.90 22.34 (N/A) 0.00
132.00 29.66 (N/A) 0.00
132.10 37.75 (N/A) 0.00
132.20 46.58 (N/A) 0.00
132.30 56.12 (N/A) 0.00
132.40 66.36 (N/A) 0.00
132.50 77.30 (N/A) 0.00
132.60 88.91 (N/A) 0.00
132.70 101.20 (N/A) 0.00
132.80 114.15 (N/A) 0.00
132.90 127.76 (N/A) 0.00
133.00 142.04 (N/A) 0.00
Computation Messages
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Spillway (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Computation Messages
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 82 of 130
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Spillway (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Computation Messages
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 83 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Spillway (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Computation Messages
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Max.H=.10; Max.Htw=free out;; W(ft)
= 20.60
Max.H=.20; Max.Htw=free out;; W(ft)
=21.20
Max.H=.30; Max.Htw=free out;; W(ft)
=21.80
Max.H=.40; Max.Htw=free out;; W(ft)
=22.40
Max.H=.50; Max.Htw=free out;; W(ft)
=23.00
Max.H=.60; Max.Htw=free out;; W(ft)
=23.60
Max.H=.70; Max.Htw=free out;; W(ft)
=24.20
Max.H=.80; Max.Htw=free out;; W(ft)
= 24.80
Max.H=.90; Max.Htw=free out;; W(ft)
=25.40
Max.H=1.00; Max.Htw=free out;; W(ft)
= 26.00
Max.H=1.10; Max.Htw=free out;; W(ft)
= 26.60
Max.H=1.20; Max.Htw=free out;; W(ft)
=27.20
Max.H=1.30; Max.Htw=free out;; W(ft)
=27.80
Max.H=1.40; Max.Htw=free out;; W(ft)
= 28.40
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 84 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Spillway (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Computation Messages
Max.H=1.50; Max.Htw=free out;; W(ft)
= 29.00
Max.H=1.60; Max.Htw=free out;; W(ft)
= 29.60
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
120.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 86 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
123.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.10 0.00 0.00 0.00 123.06 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 87 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
127.20 0.00 0.00 0.00 123.11 0.00 0.00 (N/A) 0.00
127.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.50 0.00 0.00 0.00 123.18 0.00 0.00 (N/A) 0.00
127.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.70 0.00 0.00 0.00 123.20 0.00 0.00 (N/A) 0.00
127.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.90 0.00 0.00 0.00 123.22 0.00 0.00 (N/A) 0.00
128.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.40 0.00 0.00 0.00 123.25 0.00 0.00 (N/A) 0.00
128.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.60 0.19 128.60 Free Outfall 123.46 0.00 0.00 (N/A) 0.00
128.70 0.54 128.70 Free Outfall 123.69 0.00 0.00 (N/A) 0.00
128.80 0.99 128.80 Free Outfall 123.91 0.00 0.00 (N/A) 0.00
128.90 1.52 128.90 Free Outfall 124.12 0.00 0.00 (N/A) 0.00
129.00 2.12 129.00 Free Outfall 124.32 0.00 0.00 (N/A) 0.00
129.10 2.79 129.10 Free Outfall 124.52 0.00 0.00 (N/A) 0.00
129.20 3.51 129.20 Free Outfall 124.71 0.00 0.00 (N/A) 0.00
129.30 4.29 129.30 Free Outfall 124.90 0.00 0.00 (N/A) 0.00
129.40 5.12 129.40 Free Outfall 125.09 0.00 0.00 (N/A) 0.00
129.50 6.00 129.50 Free Outfall 125.27 0.00 0.00 (N/A) 0.00
129.60 6.92 129.60 Free Outfall 125.45 0.00 0.00 (N/A) 0.00
129.70 7.89 129.70 Free Outfall 125.63 0.00 0.00 (N/A) 0.00
129.80 8.89 129.80 Free Outfall 125.81 0.00 0.00 (N/A) 0.00
129.90 9.94 129.90 Free Outfall 125.99 0.00 0.00 (N/A) 0.00
130.00 11.02 130.00 Free Outfall 126.18 0.00 0.00 (N/A) 0.00
130.10 12.14 130.10 Free Outfall 126.36 0.00 0.00 (N/A) 0.00
130.20 13.30 130.20 Free Outfall 126.54 0.00 0.00 (N/A) 0.00
130.30 14.49 130.30 Free Outfall 126.72 0.00 0.00 (N/A) 0.00
130.40 15.71 130.40 Free Outfall 126.91 0.00 0.00 (N/A) 0.00
130.50 16.97 130.50 Free Outfall 127.10 0.00 0.00 (N/A) 0.00
130.60 18.26 130.60 Free Outfall 127.29 0.00 0.00 (N/A) 0.00
130.70 19.58 130.70 Free Outfall 127.48 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 88 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
130.80 20.93 130.80 Free Outfall 127.68 0.00 0.00 (N/A) 0.00
130.90 22.31 130.90 Free Outfall 127.95 0.00 0.00 (N/A) 0.00
131.00 23.72 131.00 Free Outfall 128.29 0.00 0.00 (N/A) 0.00
131.10 24.93 131.10 128.71 128.71 0.00 0.00 (N/A) 0.00
131.20 25.43 131.20 129.13 129.13 0.00 0.00 (N/A) 0.00
131.30 25.55 131.30 129.52 129.52 0.00 0.00 (N/A) 0.00
131.40 25.36 131.40 129.89 129.89 0.00 0.00 (N/A) 0.00
131.50 24.87 131.50 130.25 130.25 0.00 0.00 (N/A) 0.00
131.60 24.14 131.60 130.57 130.57 0.00 0.00 (N/A) 0.00
131.70 23.21 131.70 130.87 130.87 0.00 0.00 (N/A) 0.00
131.80 22.67 131.80 131.10 131.10 0.00 0.00 (N/A) 0.00
131.90 22.25 131.90 131.29 131.29 0.00 0.00 (N/A) 0.00
132.00 21.89 132.00 131.47 131.47 0.00 0.00 (N/A) 0.00
132.10 21.56 132.10 131.63 131.63 0.00 0.00 (N/A) 0.00
132.20 21.29 132.20 131.78 131.78 0.00 0.00 (N/A) 0.00
132.30 21.03 132.30 131.93 131.93 0.00 0.00 (N/A) 0.00
132.40 20.82 132.40 132.06 132.06 0.00 0.00 (N/A) 0.00
132.50 20.60 132.50 132.20 132.20 0.00 0.00 (N/A) 0.00
132.60 20.42 132.60 132.33 132.33 0.00 0.00 (N/A) 0.00
132.70 20.25 132.70 132.45 132.45 0.00 0.00 (N/A) 0.00
132.80 20.11 132.80 132.57 132.57 0.00 0.00 (N/A) 0.00
132.90 19.96 132.90 132.69 132.69 0.00 0.00 (N/A) 0.00
133.00 19.85 133.00 132.81 132.81 0.00 0.00 (N/A) 0.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 89 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 90 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.10; Htw=.00; Qfree=.19;
H=.20; Htw=.00; Qfree=.54;
H=.30; Htw=.00; Qfree=.99;
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 91 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H= .40; Htw=.00; Qfree=1 .52;
H= .50; Htw=.00; Qfree=2 .12;
H= .60; Htw=.00; Qfree=2 .79;
H= .70; Htw=.00; Qfree=3 .51;
H= .80; Htw=.00; Qfree=4.29;
H= .90; Htw=.00; Qfree=5 .12;
H= 1.00; Htw=.00; Qfree= 6.00;
H= 1.10; Htw=.00; Qfree= 6.92;
H= 1.20; Htw=.00; Qfree= 7.89;
H= 1.30; Htw=.00; Qfree= 8.89;
H= 1.40; Htw=.00; Qfree= 9.94;
H= 1.50; Htw=.00; Qfree= 11.02;
H= 1.60; Htw=.00; Qfree= 12.14;
H= 1.70; Htw=.00; Qfree= 13.30;
H= 1.80; Htw=.00; Qfree= 14.49;
H= 1.90; Htw=.00; Qfree= 15.71;
H= 2.00; Htw=.00; Qfree= 16.97;
H= 2.10; Htw=.00; Qfree= 18.26;
H= 2.20; Htw=.00; Qfree= 19.58;
H= 2.30; Htw=.00; Qfree= 20.93;
H= 2.40; Htw=.00; Qfree= 22.31;
H= 2.50; Htw=.00; Qfree= 23.72;
H= 2.60; Htw=.21; Qfree= 25.15;
H= 2.70; Htw=.63; Qfree= 26.62;
H= 2.80; Htw=1.02; Qfree =28.11;
H= 2.90; Htw=1.39; Qfree =29.63;
H= 3.00; Htw=1.75; Qfree =31.18;
H= 3.10; Htw=2.07; Qfree =32.75;
H= 3.20; Htw=2.37; Qfree =34.35;
H= 3.30; Htw=2.60; Qfree =35.97;
H= 3.40; Htw=2.79; Qfree =37.62;
H= 3.50; Htw=2.97; Qfree =39.29;
H= 3.60; Htw=3.13; Qfree =40.98;
H= 3.70; Htw=3.28; Qfree =42.70;
H= 3.80; Htw=3.43; Qfree =44.45;
H= 3.90; Htw=3.56; Qfree =46.21;
H= 4.00; Htw=3.70; Qfree =48.00;
H= 4.10; Htw=3.83; Qfree =49.81;
H= 4.20; Htw=3.95; Qfree =51.64;
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 92 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H=4.30; Htw=4.07; Qfree=53.50;
H=4.40; Htw=4.19; Qfree=55.38;
H=4.50; Htw=4.31; Qfree=57.28;
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 93 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
120.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 94 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
123.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.10 0.00 0.00 0.00 123.06 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 95 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
127.20 0.00 0.00 0.00 123.11 0.00 0.00 (N/A) 0.00
127.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.50 0.00 0.00 0.00 123.18 0.00 0.00 (N/A) 0.00
127.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.70 0.00 0.00 0.00 123.20 0.00 0.00 (N/A) 0.00
127.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.90 0.00 0.00 0.00 123.22 0.00 0.00 (N/A) 0.00
128.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.40 0.00 0.00 0.00 123.25 0.00 0.00 (N/A) 0.00
128.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.60 0.19 128.60 Free Outfall 123.46 0.00 0.00 (N/A) 0.00
128.70 0.54 128.70 Free Outfall 123.69 0.00 0.00 (N/A) 0.00
128.80 0.99 128.80 Free Outfall 123.91 0.00 0.00 (N/A) 0.00
128.90 1.52 128.90 Free Outfall 124.12 0.00 0.00 (N/A) 0.00
129.00 2.12 129.00 Free Outfall 124.32 0.00 0.00 (N/A) 0.00
129.10 2.79 129.10 Free Outfall 124.52 0.00 0.00 (N/A) 0.00
129.20 3.51 129.20 Free Outfall 124.71 0.00 0.00 (N/A) 0.00
129.30 4.29 129.30 Free Outfall 124.90 0.00 0.00 (N/A) 0.00
129.40 5.12 129.40 Free Outfall 125.09 0.00 0.00 (N/A) 0.00
129.50 6.00 129.50 Free Outfall 125.27 0.00 0.00 (N/A) 0.00
129.60 6.92 129.60 Free Outfall 125.45 0.00 0.00 (N/A) 0.00
129.70 7.89 129.70 Free Outfall 125.63 0.00 0.00 (N/A) 0.00
129.80 8.89 129.80 Free Outfall 125.81 0.00 0.00 (N/A) 0.00
129.90 9.94 129.90 Free Outfall 125.99 0.00 0.00 (N/A) 0.00
130.00 11.02 130.00 Free Outfall 126.18 0.00 0.00 (N/A) 0.00
130.10 12.14 130.10 Free Outfall 126.36 0.00 0.00 (N/A) 0.00
130.20 13.30 130.20 Free Outfall 126.54 0.00 0.00 (N/A) 0.00
130.30 14.49 130.30 Free Outfall 126.72 0.00 0.00 (N/A) 0.00
130.40 15.71 130.40 Free Outfall 126.91 0.00 0.00 (N/A) 0.00
130.50 16.97 130.50 Free Outfall 127.10 0.00 0.00 (N/A) 0.00
130.60 18.26 130.60 Free Outfall 127.29 0.00 0.00 (N/A) 0.00
130.70 19.58 130.70 Free Outfall 127.48 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 96 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
130.80 20.93 130.80 Free Outfall 127.68 0.00 0.00 (N/A) 0.00
130.90 22.31 130.90 Free Outfall 127.95 0.00 0.00 (N/A) 0.00
131.00 23.72 131.00 Free Outfall 128.29 0.00 0.00 (N/A) 0.00
131.10 24.93 131.10 128.71 128.71 0.00 0.00 (N/A) 0.00
131.20 25.43 131.20 129.13 129.13 0.00 0.00 (N/A) 0.00
131.30 25.55 131.30 129.52 129.52 0.00 0.00 (N/A) 0.00
131.40 25.36 131.40 129.89 129.89 0.00 0.00 (N/A) 0.00
131.50 24.87 131.50 130.25 130.25 0.00 0.00 (N/A) 0.00
131.60 24.14 131.60 130.57 130.57 0.00 0.00 (N/A) 0.00
131.70 23.21 131.70 130.87 130.87 0.00 0.00 (N/A) 0.00
131.80 22.67 131.80 131.10 131.10 0.00 0.00 (N/A) 0.00
131.90 22.25 131.90 131.29 131.29 0.00 0.00 (N/A) 0.00
132.00 21.89 132.00 131.47 131.47 0.00 0.00 (N/A) 0.00
132.10 21.56 132.10 131.63 131.63 0.00 0.00 (N/A) 0.00
132.20 21.29 132.20 131.78 131.78 0.00 0.00 (N/A) 0.00
132.30 21.03 132.30 131.93 131.93 0.00 0.00 (N/A) 0.00
132.40 20.82 132.40 132.06 132.06 0.00 0.00 (N/A) 0.00
132.50 20.60 132.50 132.20 132.20 0.00 0.00 (N/A) 0.00
132.60 20.42 132.60 132.33 132.33 0.00 0.00 (N/A) 0.00
132.70 20.25 132.70 132.45 132.45 0.00 0.00 (N/A) 0.00
132.80 20.11 132.80 132.57 132.57 0.00 0.00 (N/A) 0.00
132.90 19.96 132.90 132.69 132.69 0.00 0.00 (N/A) 0.00
133.00 19.85 133.00 132.81 132.81 0.00 0.00 (N/A) 0.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 97 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 98 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.10; Htw=.00; Qfree=.19;
H=.20; Htw=.00; Qfree=.54;
H=.30; Htw=.00; Qfree=.99;
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 99 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H= .40; Htw=.00; Qfree=1 .52;
H= .50; Htw=.00; Qfree=2 .12;
H= .60; Htw=.00; Qfree=2 .79;
H= .70; Htw=.00; Qfree=3 .51;
H= .80; Htw=.00; Qfree=4.29;
H= .90; Htw=.00; Qfree=5 .12;
H= 1.00; Htw=.00; Qfree= 6.00;
H= 1.10; Htw=.00; Qfree= 6.92;
H= 1.20; Htw=.00; Qfree= 7.89;
H= 1.30; Htw=.00; Qfree= 8.89;
H= 1.40; Htw=.00; Qfree= 9.94;
H= 1.50; Htw=.00; Qfree= 11.02;
H= 1.60; Htw=.00; Qfree= 12.14;
H= 1.70; Htw=.00; Qfree= 13.30;
H= 1.80; Htw=.00; Qfree= 14.49;
H= 1.90; Htw=.00; Qfree= 15.71;
H= 2.00; Htw=.00; Qfree= 16.97;
H= 2.10; Htw=.00; Qfree= 18.26;
H= 2.20; Htw=.00; Qfree= 19.58;
H= 2.30; Htw=.00; Qfree= 20.93;
H= 2.40; Htw=.00; Qfree= 22.31;
H= 2.50; Htw=.00; Qfree= 23.72;
H= 2.60; Htw=.21; Qfree= 25.15;
H= 2.70; Htw=.63; Qfree= 26.62;
H= 2.80; Htw=1.02; Qfree =28.11;
H= 2.90; Htw=1.39; Qfree =29.63;
H= 3.00; Htw=1.75; Qfree =31.18;
H= 3.10; Htw=2.07; Qfree =32.75;
H= 3.20; Htw=2.37; Qfree =34.35;
H= 3.30; Htw=2.60; Qfree =35.97;
H= 3.40; Htw=2.79; Qfree =37.62;
H= 3.50; Htw=2.97; Qfree =39.29;
H= 3.60; Htw=3.13; Qfree =40.98;
H= 3.70; Htw=3.28; Qfree =42.70;
H= 3.80; Htw=3.43; Qfree =44.45;
H= 3.90; Htw=3.56; Qfree =46.21;
H= 4.00; Htw=3.70; Qfree =48.00;
H= 4.10; Htw=3.83; Qfree =49.81;
H= 4.20; Htw=3.95; Qfree =51.64;
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 100 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 2 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H=4.30; Htw=4.07; Qfree=53.50;
H=4.40; Htw=4.19; Qfree=55.38;
H=4.50; Htw=4.31; Qfree=57.28;
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 101 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 3 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
120.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 102 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 3 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
123.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.10 0.00 0.00 0.00 123.06 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 103 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 3 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
127.20 0.00 0.00 0.00 123.11 0.00 0.00 (N/A) 0.00
127.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.50 0.00 0.00 0.00 123.18 0.00 0.00 (N/A) 0.00
127.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.70 0.00 0.00 0.00 123.20 0.00 0.00 (N/A) 0.00
127.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.90 0.00 0.00 0.00 123.22 0.00 0.00 (N/A) 0.00
128.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.40 0.00 0.00 0.00 123.25 0.00 0.00 (N/A) 0.00
128.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.60 0.19 128.60 Free Outfall 123.46 0.00 0.00 (N/A) 0.00
128.70 0.54 128.70 Free Outfall 123.69 0.00 0.00 (N/A) 0.00
128.80 0.99 128.80 Free Outfall 123.91 0.00 0.00 (N/A) 0.00
128.90 1.52 128.90 Free Outfall 124.12 0.00 0.00 (N/A) 0.00
129.00 2.12 129.00 Free Outfall 124.32 0.00 0.00 (N/A) 0.00
129.10 2.79 129.10 Free Outfall 124.52 0.00 0.00 (N/A) 0.00
129.20 3.51 129.20 Free Outfall 124.71 0.00 0.00 (N/A) 0.00
129.30 4.29 129.30 Free Outfall 124.90 0.00 0.00 (N/A) 0.00
129.40 5.12 129.40 Free Outfall 125.09 0.00 0.00 (N/A) 0.00
129.50 6.00 129.50 Free Outfall 125.27 0.00 0.00 (N/A) 0.00
129.60 6.92 129.60 Free Outfall 125.45 0.00 0.00 (N/A) 0.00
129.70 7.89 129.70 Free Outfall 125.63 0.00 0.00 (N/A) 0.00
129.80 8.89 129.80 Free Outfall 125.81 0.00 0.00 (N/A) 0.00
129.90 9.94 129.90 Free Outfall 125.99 0.00 0.00 (N/A) 0.00
130.00 11.02 130.00 Free Outfall 126.18 0.00 0.00 (N/A) 0.00
130.10 12.14 130.10 Free Outfall 126.36 0.00 0.00 (N/A) 0.00
130.20 13.30 130.20 Free Outfall 126.54 0.00 0.00 (N/A) 0.00
130.30 14.49 130.30 Free Outfall 126.72 0.00 0.00 (N/A) 0.00
130.40 15.71 130.40 Free Outfall 126.91 0.00 0.00 (N/A) 0.00
130.50 16.97 130.50 Free Outfall 127.10 0.00 0.00 (N/A) 0.00
130.60 18.26 130.60 Free Outfall 127.29 0.00 0.00 (N/A) 0.00
130.70 19.58 130.70 Free Outfall 127.48 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 104 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 3 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
130.80 20.93 130.80 Free Outfall 127.68 0.00 0.00 (N/A) 0.00
130.90 22.31 130.90 Free Outfall 127.95 0.00 0.00 (N/A) 0.00
131.00 23.72 131.00 Free Outfall 128.29 0.00 0.00 (N/A) 0.00
131.10 24.93 131.10 128.71 128.71 0.00 0.00 (N/A) 0.00
131.20 25.43 131.20 129.13 129.13 0.00 0.00 (N/A) 0.00
131.30 25.55 131.30 129.52 129.52 0.00 0.00 (N/A) 0.00
131.40 25.36 131.40 129.89 129.89 0.00 0.00 (N/A) 0.00
131.50 24.87 131.50 130.25 130.25 0.00 0.00 (N/A) 0.00
131.60 24.14 131.60 130.57 130.57 0.00 0.00 (N/A) 0.00
131.70 23.21 131.70 130.87 130.87 0.00 0.00 (N/A) 0.00
131.80 22.67 131.80 131.10 131.10 0.00 0.00 (N/A) 0.00
131.90 22.25 131.90 131.29 131.29 0.00 0.00 (N/A) 0.00
132.00 21.89 132.00 131.47 131.47 0.00 0.00 (N/A) 0.00
132.10 21.56 132.10 131.63 131.63 0.00 0.00 (N/A) 0.00
132.20 21.29 132.20 131.78 131.78 0.00 0.00 (N/A) 0.00
132.30 21.03 132.30 131.93 131.93 0.00 0.00 (N/A) 0.00
132.40 20.82 132.40 132.06 132.06 0.00 0.00 (N/A) 0.00
132.50 20.60 132.50 132.20 132.20 0.00 0.00 (N/A) 0.00
132.60 20.42 132.60 132.33 132.33 0.00 0.00 (N/A) 0.00
132.70 20.25 132.70 132.45 132.45 0.00 0.00 (N/A) 0.00
132.80 20.11 132.80 132.57 132.57 0.00 0.00 (N/A) 0.00
132.90 19.96 132.90 132.69 132.69 0.00 0.00 (N/A) 0.00
133.00 19.85 133.00 132.81 132.81 0.00 0.00 (N/A) 0.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 105 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 3 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 106 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 3 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.10; Htw=.00; Qfree=.19;
H=.20; Htw=.00; Qfree=.54;
H=.30; Htw=.00; Qfree=.99;
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 107 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 3 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H= .40; Htw=.00; Qfree=1 .52;
H= .50; Htw=.00; Qfree=2 .12;
H= .60; Htw=.00; Qfree=2 .79;
H= .70; Htw=.00; Qfree=3 .51;
H= .80; Htw=.00; Qfree=4.29;
H= .90; Htw=.00; Qfree=5 .12;
H= 1.00; Htw=.00; Qfree= 6.00;
H= 1.10; Htw=.00; Qfree= 6.92;
H= 1.20; Htw=.00; Qfree= 7.89;
H= 1.30; Htw=.00; Qfree= 8.89;
H= 1.40; Htw=.00; Qfree= 9.94;
H= 1.50; Htw=.00; Qfree= 11.02;
H= 1.60; Htw=.00; Qfree= 12.14;
H= 1.70; Htw=.00; Qfree= 13.30;
H= 1.80; Htw=.00; Qfree= 14.49;
H= 1.90; Htw=.00; Qfree= 15.71;
H= 2.00; Htw=.00; Qfree= 16.97;
H= 2.10; Htw=.00; Qfree= 18.26;
H= 2.20; Htw=.00; Qfree= 19.58;
H= 2.30; Htw=.00; Qfree= 20.93;
H= 2.40; Htw=.00; Qfree= 22.31;
H= 2.50; Htw=.00; Qfree= 23.72;
H= 2.60; Htw=.21; Qfree= 25.15;
H= 2.70; Htw=.63; Qfree= 26.62;
H= 2.80; Htw=1.02; Qfree =28.11;
H= 2.90; Htw=1.39; Qfree =29.63;
H= 3.00; Htw=1.75; Qfree =31.18;
H= 3.10; Htw=2.07; Qfree =32.75;
H= 3.20; Htw=2.37; Qfree =34.35;
H= 3.30; Htw=2.60; Qfree =35.97;
H= 3.40; Htw=2.79; Qfree =37.62;
H= 3.50; Htw=2.97; Qfree =39.29;
H= 3.60; Htw=3.13; Qfree =40.98;
H= 3.70; Htw=3.28; Qfree =42.70;
H= 3.80; Htw=3.43; Qfree =44.45;
H= 3.90; Htw=3.56; Qfree =46.21;
H= 4.00; Htw=3.70; Qfree =48.00;
H= 4.10; Htw=3.83; Qfree =49.81;
H= 4.20; Htw=3.95; Qfree =51.64;
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 108 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 3 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H=4.30; Htw=4.07; Qfree=53.50;
H=4.40; Htw=4.19; Qfree=55.38;
H=4.50; Htw=4.31; Qfree=57.28;
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 109 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 4 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
120.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
120.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
121.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
122.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 110 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 4 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
123.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
123.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
124.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
125.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.70 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
126.90 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.10 0.00 0.00 0.00 123.06 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 111 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 4 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
127.20 0.00 0.00 0.00 123.11 0.00 0.00 (N/A) 0.00
127.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.40 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.50 0.00 0.00 0.00 123.18 0.00 0.00 (N/A) 0.00
127.60 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.70 0.00 0.00 0.00 123.20 0.00 0.00 (N/A) 0.00
127.80 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
127.90 0.00 0.00 0.00 123.22 0.00 0.00 (N/A) 0.00
128.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.10 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.20 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.30 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.40 0.00 0.00 0.00 123.25 0.00 0.00 (N/A) 0.00
128.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
128.60 0.19 128.60 Free Outfall 123.46 0.00 0.00 (N/A) 0.00
128.70 0.54 128.70 Free Outfall 123.69 0.00 0.00 (N/A) 0.00
128.80 0.99 128.80 Free Outfall 123.91 0.00 0.00 (N/A) 0.00
128.90 1.52 128.90 Free Outfall 124.12 0.00 0.00 (N/A) 0.00
129.00 2.12 129.00 Free Outfall 124.32 0.00 0.00 (N/A) 0.00
129.10 2.79 129.10 Free Outfall 124.52 0.00 0.00 (N/A) 0.00
129.20 3.51 129.20 Free Outfall 124.71 0.00 0.00 (N/A) 0.00
129.30 4.29 129.30 Free Outfall 124.90 0.00 0.00 (N/A) 0.00
129.40 5.12 129.40 Free Outfall 125.09 0.00 0.00 (N/A) 0.00
129.50 6.00 129.50 Free Outfall 125.27 0.00 0.00 (N/A) 0.00
129.60 6.92 129.60 Free Outfall 125.45 0.00 0.00 (N/A) 0.00
129.70 7.89 129.70 Free Outfall 125.63 0.00 0.00 (N/A) 0.00
129.80 8.89 129.80 Free Outfall 125.81 0.00 0.00 (N/A) 0.00
129.90 9.94 129.90 Free Outfall 125.99 0.00 0.00 (N/A) 0.00
130.00 11.02 130.00 Free Outfall 126.18 0.00 0.00 (N/A) 0.00
130.10 12.14 130.10 Free Outfall 126.36 0.00 0.00 (N/A) 0.00
130.20 13.30 130.20 Free Outfall 126.54 0.00 0.00 (N/A) 0.00
130.30 14.49 130.30 Free Outfall 126.72 0.00 0.00 (N/A) 0.00
130.40 15.71 130.40 Free Outfall 126.91 0.00 0.00 (N/A) 0.00
130.50 16.97 130.50 Free Outfall 127.10 0.00 0.00 (N/A) 0.00
130.60 18.26 130.60 Free Outfall 127.29 0.00 0.00 (N/A) 0.00
130.70 19.58 130.70 Free Outfall 127.48 0.00 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Ba sin 1 May20 10.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 112 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 4 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
130.80 20.93 130.80 Free Outfall 127.68 0.00 0.00 (N/A) 0.00
130.90 22.31 130.90 Free Outfall 127.95 0.00 0.00 (N/A) 0.00
131.00 23.72 131.00 Free Outfall 128.29 0.00 0.00 (N/A) 0.00
131.10 24.93 131.10 128.71 128.71 0.00 0.00 (N/A) 0.00
131.20 25.43 131.20 129.13 129.13 0.00 0.00 (N/A) 0.00
131.30 25.55 131.30 129.52 129.52 0.00 0.00 (N/A) 0.00
131.40 25.36 131.40 129.89 129.89 0.00 0.00 (N/A) 0.00
131.50 24.87 131.50 130.25 130.25 0.00 0.00 (N/A) 0.00
131.60 24.14 131.60 130.57 130.57 0.00 0.00 (N/A) 0.00
131.70 23.21 131.70 130.87 130.87 0.00 0.00 (N/A) 0.00
131.80 22.67 131.80 131.10 131.10 0.00 0.00 (N/A) 0.00
131.90 22.25 131.90 131.29 131.29 0.00 0.00 (N/A) 0.00
132.00 21.89 132.00 131.47 131.47 0.00 0.00 (N/A) 0.00
132.10 21.56 132.10 131.63 131.63 0.00 0.00 (N/A) 0.00
132.20 21.29 132.20 131.78 131.78 0.00 0.00 (N/A) 0.00
132.30 21.03 132.30 131.93 131.93 0.00 0.00 (N/A) 0.00
132.40 20.82 132.40 132.06 132.06 0.00 0.00 (N/A) 0.00
132.50 20.60 132.50 132.20 132.20 0.00 0.00 (N/A) 0.00
132.60 20.42 132.60 132.33 132.33 0.00 0.00 (N/A) 0.00
132.70 20.25 132.70 132.45 132.45 0.00 0.00 (N/A) 0.00
132.80 20.11 132.80 132.57 132.57 0.00 0.00 (N/A) 0.00
132.90 19.96 132.90 132.69 132.69 0.00 0.00 (N/A) 0.00
133.00 19.85 133.00 132.81 132.81 0.00 0.00 (N/A) 0.00
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 113 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 4 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 114 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 4 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.10; Htw=.00; Qfree=.19;
H=.20; Htw=.00; Qfree=.54;
H=.30; Htw=.00; Qfree=.99;
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 115 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 4 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H= .40; Htw=.00; Qfree=1 .52;
H= .50; Htw=.00; Qfree=2 .12;
H= .60; Htw=.00; Qfree=2 .79;
H= .70; Htw=.00; Qfree=3 .51;
H= .80; Htw=.00; Qfree=4.29;
H= .90; Htw=.00; Qfree=5 .12;
H= 1.00; Htw=.00; Qfree= 6.00;
H= 1.10; Htw=.00; Qfree= 6.92;
H= 1.20; Htw=.00; Qfree= 7.89;
H= 1.30; Htw=.00; Qfree= 8.89;
H= 1.40; Htw=.00; Qfree= 9.94;
H= 1.50; Htw=.00; Qfree= 11.02;
H= 1.60; Htw=.00; Qfree= 12.14;
H= 1.70; Htw=.00; Qfree= 13.30;
H= 1.80; Htw=.00; Qfree= 14.49;
H= 1.90; Htw=.00; Qfree= 15.71;
H= 2.00; Htw=.00; Qfree= 16.97;
H= 2.10; Htw=.00; Qfree= 18.26;
H= 2.20; Htw=.00; Qfree= 19.58;
H= 2.30; Htw=.00; Qfree= 20.93;
H= 2.40; Htw=.00; Qfree= 22.31;
H= 2.50; Htw=.00; Qfree= 23.72;
H= 2.60; Htw=.21; Qfree= 25.15;
H= 2.70; Htw=.63; Qfree= 26.62;
H= 2.80; Htw=1.02; Qfree =28.11;
H= 2.90; Htw=1.39; Qfree =29.63;
H= 3.00; Htw=1.75; Qfree =31.18;
H= 3.10; Htw=2.07; Qfree =32.75;
H= 3.20; Htw=2.37; Qfree =34.35;
H= 3.30; Htw=2.60; Qfree =35.97;
H= 3.40; Htw=2.79; Qfree =37.62;
H= 3.50; Htw=2.97; Qfree =39.29;
H= 3.60; Htw=3.13; Qfree =40.98;
H= 3.70; Htw=3.28; Qfree =42.70;
H= 3.80; Htw=3.43; Qfree =44.45;
H= 3.90; Htw=3.56; Qfree =46.21;
H= 4.00; Htw=3.70; Qfree =48.00;
H= 4.10; Htw=3.83; Qfree =49.81;
H= 4.20; Htw=3.95; Qfree =51.64;
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 116 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 1 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 4 (Rectangular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert (Culvert-Circular)
Message
H=4.30; Htw=4.07; Qfree=53.50;
H=4.40; Htw=4.19; Qfree=55.38;
H=4.50; Htw=4.31; Qfree=57.28;
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 117 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet Storm Event: TypeII 24hr (3.0 in)
Composite Outflow Summary
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
120.00 0.00 (N/A) 0.00
120.10 0.00 (N/A) 0.00
120.20 0.00 (N/A) 0.00
120.30 0.00 (N/A) 0.00
120.40 0.00 (N/A) 0.00
120.50 0.00 (N/A) 0.00
120.60 0.00 (N/A) 0.00
120.70 0.00 (N/A) 0.00
120.80 0.00 (N/A) 0.00
120.90 0.00 (N/A) 0.00
121.00 0.00 (N/A) 0.00
121.10 0.00 (N/A) 0.00
121.20 0.00 (N/A) 0.00
121.30 0.00 (N/A) 0.00
121.40 0.00 (N/A) 0.00
121.50 0.00 (N/A) 0.00
121.60 0.00 (N/A) 0.00
121.70 0.00 (N/A) 0.00
121.80 0.00 (N/A) 0.00
121.90 0.00 (N/A) 0.00
122.00 0.00 (N/A) 0.00
122.10 0.00 (N/A) 0.00
122.20 0.00 (N/A) 0.00
122.30 0.00 (N/A) 0.00
122.40 0.00 (N/A) 0.00
122.50 0.00 (N/A) 0.00
122.60 0.00 (N/A) 0.00
122.70 0.00 (N/A) 0.00
122.80 0.00 (N/A) 0.00
122.90 0.00 (N/A) 0.00
123.00 0.00 (N/A) 0.00
123.10 0.00 (N/A) 0.00
123.20 0.00 (N/A) 0.00
123.30 0.00 (N/A) 0.00
123.40 0.00 (N/A) 0.00
123.50 0.00 (N/A) 0.00
123.60 0.00 (N/A) 0.00
123.70 0.00 (N/A) 0.00
123.80 0.00 (N/A) 0.00
123.90 0.00 (N/A) 0.00
124.00 0.00 (N/A) 0.00
124.10 0.00 (N/A) 0.00
124.20 0.00 (N/A) 0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley Pond Pack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 118 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Water Surface
Elevation
(ft)
124.30
124.40
124.50
124.60
124.70
124.80
124.90
125.00
125.10
125.20
125.30
125.40
125.50
125.60
125.70
125.80
125.90
126.00
126.10
126.20
126.30
126.40
126.50
126.60
126.70
126.80
126.90
127.00
127.10
127.20
127.30
127.40
127.50
127.60
127.70
127.80
127.90
128.00
128.10
128.20
128.30
128.40
128.50
98_1702_01 Basin 1 May2010.ppc
5/23/2011
Storm Event: TypeII 24hr (3.0 in)
Flow Tailwater Elevation Convergence Error
(~3/S) (ft) (ft)
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.00 (N/A) 0.00
0.02 (N/A) 0.00
0.06 (N/A) 0.00
0.12 (N/A) 0.00
0.15 (N/A) 0.00
0.18 (N/A) 0.00
0.20 (N/A) 0.00
0.22 (N/A) 0.00
0.24 (N/A) 0.00
0.26 (N/A) 0.00
0.28 (N/A) 0.00
0.29 (N/A) 0.00
0.31 (N/A) 0.00
0.32 (N/A) 0.00
0.34 (N/A) 0.00
0.35 (N/A) 0.00
Bentley S ystems, Inc. Haestad Method s Solution
Center
27 Si emon Company Drive Suite 20 0 W
Waterto wn, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.54]
Page 119 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Water Surface
Elevation
(ft)
128.60
128.70
128.80
128.90
129.00
129.10
129.20
129.30
129.40
129.50
129.60
129.70
129.80
129.90
130.00
130.10
130.20
130.30
130.40
130.50
130.60
130.70
130.80
130.90
131.00
131.10
131.20
131.30
131.40
131.50
131.60
131.70
131.80
131.90
132.00
132.10
132.20
132.30
132.40
132.50
132.60
132.70
132.80
98_1702_01 Basin 1 May2010.ppc
5/23/2011
Storm Event: TypeII 24hr (3.0 in)
Flow Tailwater Elevation Convergence Error
(~3/S) (ft) (ft)
1.14 (N/A) 0.00
2.52 (N/A) 0.00
4.33 (N/A) 0.00
6.47 (N/A) 0.00
8.89 (N/A) 0.00
11.56 (N/A) 0.00
14.49 (N/A) 0.00
17.61 (N/A) 0.00
20.94 (N/A) 0.00
24.44 (N/A) 0.00
28.17 (N/A) 0.00
32.03 (N/A) 0.00
36.08 (N/A) 0.00
40.25 (N/A) 0.00
44.61 (N/A) 0.00
49.08 (N/A) 0.00
53.72 (N/A) 0.00
58.46 (N/A) 0.00
63.36 (N/A) 0.00
68.37 (N/A) 0.00
73.53 (N/A) 0.00
78.78 (N/A) 0.00
84.20 (N/A) 0.00
91.60 (N/A) 0.00
100.72 (N/A) 0.00
110.17 (N/A) 0.00
117.49 (N/A) 0.00
123.93 (N/A) 0.00
129.75 (N/A) 0.00
136.96 (N/A) 0.00
145.27 (N/A) 0.00
154.13 (N/A) 0.00
162.86 (N/A) 0.00
171.97 (N/A) 0.00
181.63 (N/A) 0.00
191.81 (N/A) 0.00
202.60 (N/A) 0.00
213.95 (N/A) 0.00
225.91 (N/A) 0.00
238.49 (N/A) 0.00
251.68 (N/A) 0.00
265.47 (N/A) 0.00
279.87 (N/A) 0.00
Bentley S ystems, Inc. Haestad Method s Solution
Center
27 Si emon Company Drive Suite 20 0 W
Waterto wn, CT 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.54]
Page 120 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Water Surface Flow Tailwater Elevation
Elevation (ft3/s) (ft)
(ft)
132.90 I 294.92 I (N/A)
133.00 310.55 (N/A)
Contributing Structures
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
Storm Event: TypeII 24hr (3.0 in)
Convergence Error
(ft)
0.00
0.00
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 121 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Contributing Structures
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Storm Event: TypeII 24hr (3.0 in)
Bentley PondPack V8i
[08.11.01.54]
Page 122 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Contributing Structures
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Storm Event: TypeII 24hr (3.0 in)
Bentley PondPack V8i
[08.11.01.54]
Page 123 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Contributing Structures
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
Bentley Systems, Inc. Haestad Methods Solution
98_1702_01 Basin 1 May2010.ppc Center
5/23/2011 27 Siemon Company Drive Suite 200 W
Watertown, CT 06795 USA [phone]
Storm Event: TypeII 24hr (3.0 in)
Bentley PondPack V8i
[08.11.01.54]
Page 124 of 130

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Contributing Structures
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
(no Q: Weir - 4,Weir - 3,Weir - 2,Weir
- 1,Riser -
1, Drawdown,Culvert,Spi I Iway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 125 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Contributing Structures
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Drawdown,Culvert (no Q: Weir -
4,Weir - 3,Weir - 2,Weir - 1,Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 126 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Contributing Structures
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Drawdown,Culvert (no Q: Riser -
1,Spillway)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert (no Q:
Spillway)
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 127 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 1 Outlet
Composite Outflow Summary
Contributing Structures
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert (no Q:
Spillwa y)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert (no Q:
Spillwa y)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert (no Q:
Spillwa y)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert (no Q:
Spillwa y)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert (no Q:
Spillwa y)
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1,Riser - 1,Drawdown,Culvert,Spillway
Weir - 4,Weir - 3,Weir - 2,Weir -
1.Riser - 1.Drawdown.Culvert.Soillwav
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 128 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Index
B
Basin 1 (Developed) (Runoff CN-Area, 1 years)...19
Basin 1 (Developed) (Time of Concentration Calculations, 1 years)...13, 14
Basin 1 (Developed) (Unit Hydrograph Summary, 1 years)...22, 23
Basin 1 (Developed) (Unit Hydrograph Summary, 10 years)...24, 25
Basin 1 (Developed) (Unit Hydrograph Summary, 100 years)...28, 29
Basin 1 (Developed) (Unit Hydrograph Summary, 25 years)...26, 27
Basin 1 (Elevation-Area Volume Curve, 1 years)...46
Basin 1 (Volume Equations, 1 years)...47
Basin 1 Outlet (Composite Rating Curve, 1 years)...118, 119, 120, 121, 122, 123,
124, 125, 126, 127, 128
Basin 1 Outlet (Individual Outlet Curves, 1 years)...53, 54, 55, 56, 57, 58, 59, 60,
61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 78, 79, 80, 81,
82, 83, 84, 85, 86, 87, 88, 89, 90, 91, 92, 93, 94, 95, 96, 97, 98, 99, 100, 101,
102, 103, 104, 105, 106, 107, 108, 109, 110, 111, 112, 113, 114, 115, 116, 117
Basin 1 Outlet (Outlet Input Data, 1 years)...48, 49, 50, 51, 52
F
Fayetteville (Time-Depth Curve, 1 years)...5, 6
Fayetteville (Time-Depth Curve, 10 years)...7, 8
Fayetteville (Time-Depth Curve, 100 years)...11, 12
Fayetteville (Time-Depth Curve, 25 years)...9, 10
M
Master Network Summary...3, 4
N
Not Tributary 2 (Runoff CN-Area, 1 years)...20
Not Tributary 2 (Time of Concentration Calculations, 1 years)...15, 16
Not Tributary 2 (Unit Hydrograph Summary, 1 years)...30, 31
Not Tributary 2 (Unit Hydrograph Summary, 10 years)...32, 33
Not Tributary 2 (Unit Hydrograph Summary, 100 years)...36, 37
Not Tributary 2 (Unit Hydrograph Summary, 25 years)...34, 35
Not Tributary 3 (Runoff CN-Area, 1 years)...21
Not Tributary 3 (Time of Concentration Calculations, 1 years)...17, 18
Not Tributary 3 (Unit Hydrograph Summary, 1 years)...38, 39
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 129 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 1 Developed Condition
Not Tributary 3 (Unit Hydrograph Summary, 10 years)...40, 41
Not Tributary 3 (Unit Hydrograph Summary, 100 years)...44, 45
Not Tributary 3 (Unit Hydrograph Summary, 25 years)...42, 43
U
User Notifications...2
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 1 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 130 of 130
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 2 Developed Condition
Project Summary
Title FAIRFIELD FARMS
Engineer M KR\bgb
Company Moorman, Kizer &
Reitzel, Inc.
Date 5/11/2010
Notes
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 2 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 1 of 57
Watertown, CT 06795 USA [phone]

Fayetteville
Basin 2 (Developed)
Not Tributary 1
Basin 2 (Developed)
Not Tributary 1
Basin 2 (Developed)
Not Tributary 1
Table of Contents
User Notifications
Master Network Summary
TypeII 24hr (3.0 in)
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
TypeII 24hr (3.0 in)
Time of Concentration
Calculations
TypeII 24hr (3.0 in)
Time of Concentration
Calculations
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Runoff CN-Area
Unit Hydrograph
Equations
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Out TypeII 24hr (3.0 in)
Addition Summary
Addition Summary
Addition Summary
2
3
4
6
8
10
12
14
16
17
18
20
22
24
26
28
30
32
34
36
37
38

Table of Contents
Addition Summary 39
Basin 2 TypeII 24hr (3.0 in)
Elevation-Area Volume 40
Curve
Volume Equations 41
Basin 2 Outlet TypeII 24hr (3.0 in)
Outlet Input Data 42
Individual Outlet Curves 46
Composite Rating Curve 54

FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: User Notifications
User Notifications
Message Id 19
Scenario Developed 1-yr
Element Type Composite Outlet Structure
Element Id 111
Label Basin 2 Outlet
Time (N/A)
Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are
desired, substitute a user defined outlet rating table for level pool routing. Or, store rating
curve(s) in E-Q-TW table, edit, then route with ICPM option.
Source Warning
Message Id 19
Scenario Developed 10-yr
Element Type Composite Outlet Structure
Element Id 111
Label Basin 2 Outlet
Time (N/A)
Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are
desired, substitute a user defined outlet rating table for level pool routing. Or, store rating
curve(s) in E-Q-TW table, edit, then route with ICPM option.
Source Warning
Message Id 19
Scenario Developed 25-yr
Element Type Composite Outlet Structure
Element Id 111
Label Basin 2 Outlet
Time (N/A)
Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are
desired, substitute a user defined outlet rating table for level pool routing. Or, store rating
curve(s) in E-Q-TW table, edit, then route with ICPM option.
Source Warning
Message Id 19
Scenario Developed 100-yr
Element Type Composite Outlet Structure
Element Id 111
Label Basin 2 Outlet
Time (N/A)
Message Charged riser flow adjusted to weir flow rate to maintain convergence. If adjustments are
desired, substitute a user defined outlet rating table for level pool routing. Or, store rating
curve(s) in E-Q-TW table, edit, then route with ICPM option.
Source Warning
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Basin 2 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 2 of 57
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Basin 2 (Developed) Developed 1-yr 1 12,340 730.000 2.67
Basin 2 (Developed) Developed 10-yr 10 46,539 728.000 12.51
Basin 2 (Developed) Developed 25-yr 25 65,951 728.000 18.00
Basin 2 (Developed) Developed 100-yr 100 101,566 726.000 27.99
Not Tributary 1 Developed 1-yr 1 9,023 724.000 2.96
Not Tributary 1 Developed 10-yr 10 26,053 722.000 8.85
Not Tributary 1 Developed 25-yr 25 34,936 722.000 11.83
Not Tributary 1 Developed 100-yr 100 50,625 722.000 16.97
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Out Developed 1-yr 1 12,899 724.000 2.96
Out Developed 10-yr 10 64,127 734.000 11.76
Out Developed 25-yr 25 92,423 730.000 21.64
Out Developed 100-yr 100 143,727 724.000 36.13
Pond Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Maximum Maximum
Water Pond Storage
Surface (ft3)
Elevation
(ft)
Basin 2 (IN) yeveloped 1- 1 12,340 730.000 2.67 (N/A) (N/A)

Basin 2 Developed 1- 1 3
876 996.000 0.18 162.61 25
878
(OUT) yr , ,
Basin 2 (IN) yeveloped 10- 10 46,539 728.000 12.51 (N/A) (N/A)

Basin 2 Developed 10- 10 38
074 738.000 8.55 163.09 30
109
(OUT) yr , ,
Basin 2 (IN) yeveloped 25- 25 65,951 728.000 18.00 (N/A) (N/A)

Basin 2 Developed 25- 25 57
487 734.000 15.03 163.32 32
224
(OUT) yr , ,
Basin 2 (IN) Developed 100 100 101,566 726.000 27.99 (N/A) (N/A)

Basin 2 Developed 100 100 93,102 734.000 21.53 163.82 37,032
(OUT) -yr
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time-Depth Curve Return Event: 1 years
Label: Fayetteville Storm Event: TypeII 24hr (3.0 in)
Time-Depth Curve: Typell 24hr (3.0 in)
Label TypeII 24hr (3.0
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 1 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.0 0.0
60.000 0.0 0.0 0.0 0.0 0.0
90.000 0.0 0.1 0.1 0.1 0.1
120.000 0.1 0.1 0.1 0.1 0.1
150.000 0.1 0.1 0.1 0.1 0.1
180.000 0.1 0.1 0.1 0.1 0.1
210.000 0.1 0.1 0.1 0.1 0.1
240.000 0.1 0.1 0.2 0.2 0.2
270.000 0.2 0.2 0.2 0.2 0.2
300.000 0.2 0.2 0.2 0.2 0.2
330.000 0.2 0.2 0.2 0.2 0.2
360.000 0.2 0.2 0.3 0.3 0.3
390.000 0.3 0.3 0.3 0.3 0.3
420.000 0.3 0.3 0.3 0.3 0.3
450.000 0.3 0.3 0.3 0.3 0.4
480.000 0.4 0.4 0.4 0.4 0.4
510.000 0.4 0.4 0.4 0.4 0.4
540.000 0.4 0.5 0.5 0.5 0.5
570.000 0.5 0.5 0.5 0.5 0.5
600.000 0.5 0.6 0.6 0.6 0.6
630.000 0.6 0.6 0.6 0.7 0.7
660.000 0.7 0.7 0.8 0.8 0.8
690.000 0.9 0.9 1.1 1.3 1.7
720.000 2.0 2.1 2.1 2.2 2.2
750.000 2.2 2.2 2.3 2.3 2.3
780.000 2.3 2.3 2.4 2.4 2.4
810.000 2.4 2.4 2.4 2.5 2.5
840.000 2.5 2.5 2.5 2.5 2.5
870.000 2.5 2.5 2.5 2.6 2.6
900.000 2.6 2.6 2.6 2.6 2.6
930.000 2.6 2.6 2.6 2.6 2.7
960.000 2.7 2.7 2.7 2.7 2.7
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time-Depth Curve Return Event: 1 years
Label: Fayetteville
Storm Event: TypeII 24hr (3.0 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 2.7 2.7 2.7 2.7 2.7
1,020.000 2.7 2.7 2.7 2.7 2.7
1,050.000 2.8 2.8 2.8 2.8 2.8
1,080.000 2.8 2.8 2.8 2.8 2.8
1,110.000 2.8 2.8 2.8 2.8 2.8
1,140.000 2.8 2.8 2.8 2.8 2.9
1,170.000 2.9 2.9 2.9 2.9 2.9
1,200.000 2.9 2.9 2.9 2.9 2.9
1,230.000 2.9 2.9 2.9 2.9 2.9
1,260.000 2.9 2.9 2.9 2.9 2.9
1,290.000 2.9 2.9 2.9 2.9 2.9
1,320.000 3.0 3.0 3.0 3.0 3.0
1,350.000 3.0 3.0 3.0 3.0 3.0
1,380.000 3.0 3.0 3.0 3.0 3.0
1,410.000 3.0 3.0 3.0 3.0 3.0
1,440.000 3.0 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time-Depth Curve Return Event: 10 years
Label: Fayetteville Storm Event: TypeII 24hr (5.5 in)
Time-Depth Curve: Typell 24hr (5.5 in)
Label TypeII 24hr (5.5
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.0 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.1 0.1 0.1
120.000 0.1 0.1 0.1 0.1 0.1
150.000 0.2 0.2 0.2 0.2 0.2
180.000 0.2 0.2 0.2 0.2 0.2
210.000 0.2 0.2 0.2 0.2 0.3
240.000 0.3 0.3 0.3 0.3 0.3
270.000 0.3 0.3 0.3 0.3 0.3
300.000 0.3 0.4 0.4 0.4 0.4
330.000 0.4 0.4 0.4 0.4 0.4
360.000 0.4 0.5 0.5 0.5 0.5
390.000 0.5 0.5 0.5 0.5 0.5
420.000 0.5 0.6 0.6 0.6 0.6
450.000 0.6 0.6 0.6 0.6 0.7
480.000 0.7 0.7 0.7 0.7 0.7
510.000 0.7 0.7 0.8 0.8 0.8
540.000 0.8 0.8 0.8 0.9 0.9
570.000 0.9 0.9 0.9 1.0 1.0
600.000 1.0 1.0 1.0 1.1 1.1
630.000 1.1 1.2 1.2 1.2 1.3
660.000 1.3 1.3 1.4 1.4 1.5
690.000 1.6 1.7 2.0 2.4 3.1
720.000 3.7 3.8 3.9 3.9 4.0
750.000 4.1 4.1 4.1 4.2 4.2
780.000 4.3 4.3 4.3 4.4 4.4
810.000 4.4 4.4 4.5 4.5 4.5
840.000 4.5 4.5 4.6 4.6 4.6
870.000 4.6 4.6 4.7 4.7 4.7
900.000 4.7 4.7 4.7 4.8 4.8
930.000 4.8 4.8 4.8 4.8 4.8
960.000 4.9 4.9 4.9 4.9 4.9
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time-Depth Curve Return Event: 10 years
Label: Fayetteville Storm Event: TypeII 24hr (5.5 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 4.9 4.9 4.9 5.0 5.0
1,020.000 5.0 5.0 5.0 5.0 5.0
1,050.000 5.0 5.0 5.1 5.1 5.1
1,080.000 5.1 5.1 5.1 5.1 5.1
1,110.000 5.1 5.1 5.2 5.2 5.2
1,140.000 5.2 5.2 5.2 5.2 5.2
1,170.000 5.2 5.2 5.2 5.2 5.2
1,200.000 5.3 5.3 5.3 5.3 5.3
1,230.000 5.3 5.3 5.3 5.3 5.3
1,260.000 5.3 5.3 5.3 5.3 5.4
1,290.000 5.4 5.4 5.4 5.4 5.4
1,320.000 5.4 5.4 5.4 5.4 5.4
1,350.000 5.4 5.4 5.4 5.4 5.5
1,380.000 5.5 5.5 5.5 5.5 5.5
1,410.000 5.5 5.5 5.5 5.5 5.5
1,440.000 5.5 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time-Depth Curve Return Event: 25 years
Label: Fayetteville Storm Event: TypeII 24hr (6.7 in)
Time-Depth Curve: Typell 24hr (6.7 in)
Label TypeII 24hr (6.7
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 25 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.1 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.1 0.1 0.1
120.000 0.1 0.2 0.2 0.2 0.2
150.000 0.2 0.2 0.2 0.2 0.2
180.000 0.2 0.2 0.2 0.3 0.3
210.000 0.3 0.3 0.3 0.3 0.3
240.000 0.3 0.3 0.3 0.3 0.4
270.000 0.4 0.4 0.4 0.4 0.4
300.000 0.4 0.4 0.4 0.5 0.5
330.000 0.5 0.5 0.5 0.5 0.5
360.000 0.5 0.5 0.6 0.6 0.6
390.000 0.6 0.6 0.6 0.6 0.6
420.000 0.7 0.7 0.7 0.7 0.7
450.000 0.7 0.7 0.8 0.8 0.8
480.000 0.8 0.8 0.8 0.8 0.9
510.000 0.9 0.9 0.9 0.9 1.0
540.000 1.0 1.0 1.0 1.0 1.1
570.000 1.1 1.1 1.1 1.2 1.2
600.000 1.2 1.2 1.3 1.3 1.3
630.000 1.4 1.4 1.4 1.5 1.5
660.000 1.6 1.6 1.7 1.7 1.8
690.000 1.9 2.1 2.4 2.9 3.8
720.000 4.4 4.6 4.7 4.8 4.9
750.000 4.9 5.0 5.0 5.1 5.1
780.000 5.2 5.2 5.2 5.3 5.3
810.000 5.3 5.4 5.4 5.4 5.5
840.000 5.5 5.5 5.5 5.6 5.6
870.000 5.6 5.6 5.6 5.7 5.7
900.000 5.7 5.7 5.7 5.8 5.8
930.000 5.8 5.8 5.8 5.9 5.9
960.000 5.9 5.9 5.9 5.9 5.9
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time-Depth Curve Return Event: 25 years
Label: Fayetteville
Storm Event: TypeII 24hr (6.7 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 6.0 6.0 6.0 6.0 6.0
1,020.000 6.0 6.0 6.1 6.1 6.1
1,050.000 6.1 6.1 6.1 6.1 6.1
1,080.000 6.2 6.2 6.2 6.2 6.2
1,110.000 6.2 6.2 6.2 6.3 6.3
1,140.000 6.3 6.3 6.3 6.3 6.3
1,170.000 6.3 6.3 6.3 6.4 6.4
1,200.000 6.4 6.4 6.4 6.4 6.4
1,230.000 6.4 6.4 6.4 6.4 6.4
1,260.000 6.5 6.5 6.5 6.5 6.5
1,290.000 6.5 6.5 6.5 6.5 6.5
1,320.000 6.5 6.5 6.6 6.6 6.6
1,350.000 6.6 6.6 6.6 6.6 6.6
1,380.000 6.6 6.6 6.6 6.6 6.6
1,410.000 6.7 6.7 6.7 6.7 6.7
1,440.000 6.7 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time-Depth Curve Return Event: 100 years
Label: Fayetteville Storm Event: TypeII 24hr (8.7 in)
Time-Depth Curve: Typell 24hr (8.7 in)
Label TypeII 24hr (8.7
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 100 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.1 0.1 0.1 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.2 0.2 0.2
120.000 0.2 0.2 0.2 0.2 0.2
150.000 0.2 0.3 0.3 0.3 0.3
180.000 0.3 0.3 0.3 0.3 0.3
210.000 0.4 0.4 0.4 0.4 0.4
240.000 0.4 0.4 0.4 0.5 0.5
270.000 0.5 0.5 0.5 0.5 0.5
300.000 0.5 0.6 0.6 0.6 0.6
330.000 0.6 0.6 0.6 0.7 0.7
360.000 0.7 0.7 0.7 0.7 0.8
390.000 0.8 0.8 0.8 0.8 0.8
420.000 0.9 0.9 0.9 0.9 0.9
450.000 0.9 1.0 1.0 1.0 1.0
480.000 1.0 1.1 1.1 1.1 1.1
510.000 1.1 1.2 1.2 1.2 1.2
540.000 1.3 1.3 1.3 1.4 1.4
570.000 1.4 1.4 1.5 1.5 1.5
600.000 1.6 1.6 1.6 1.7 1.7
630.000 1.8 1.8 1.9 1.9 2.0
660.000 2.0 2.1 2.2 2.3 2.4
690.000 2.5 2.7 3.1 3.7 4.9
720.000 5.7 5.9 6.1 6.2 6.3
750.000 6.4 6.4 6.5 6.6 6.6
780.000 6.7 6.7 6.8 6.8 6.9
810.000 6.9 7.0 7.0 7.0 7.1
840.000 7.1 7.1 7.2 7.2 7.2
870.000 7.3 7.3 7.3 7.3 7.4
900.000 7.4 7.4 7.5 7.5 7.5
930.000 7.5 7.5 7.6 7.6 7.6
960.000 7.6 7.6 7.7 7.7 7.7
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time-Depth Curve
Label: Fayetteville
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 7.7 7.7 7.8 7.8 7.8
1,020.000 7.8 7.8 7.9 7.9 7.9
1,050.000 7.9 7.9 7.9 8.0 8.0
1,080.000 8.0 8.0 8.0 8.0 8.0
1,110.000 8.1 8.1 8.1 8.1 8.1
1,140.000 8.1 8.1 8.2 8.2 8.2
1,170.000 8.2 8.2 8.2 8.2 8.2
1,200.000 8.3 8.3 8.3 8.3 8.3
1,230.000 8.3 8.3 8.3 8.3 8.4
1,260.000 8.4 8.4 8.4 8.4 8.4
1,290.000 8.4 8.4 8.4 8.4 8.5
1,320.000 8.5 8.5 8.5 8.5 8.5
1,350.000 8.5 8.5 8.5 8.6 8.6
1,380.000 8.6 8.6 8.6 8.6 8.6
1,410.000 8.6 8.6 8.6 8.7 8.7
1,440.000 8.7 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Basin 2 (Developed) Storm Event: TypeII 24hr (3.0 in)
Time of Concentration Results
Segment #1: SCS Lag
Hydraulic Length 507.00 ft
C N 74.000
Slope 0.011 ft/ft
Average Velocity 0.40 ft/s
Segment Time of 21.019 min
Concentration

Segment #2: User Defined Tc
Time of Concentration 1.070 min

Time of Concentration (Composite)
Time of Concentration 22
089 min
(Composite) .
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time of Concentration Calculations
Label: Basin 2 (Developed)
___= User Defined
Tc = Value entered by user
Where: Tc= Time of concentration, hours
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)
Tc= Time of concentration, hours
Where: Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time of Concentration Calculations
Label: Not Tributary 1
Time of Concentration Results
Segment #1: SCS Lag
Hydraulic Length 648.00 ft
CN 72.000
Slope 0.039 ft/ft
Average Velocity 0.75 ft/s
Segment Time of 14.366 min
Concentration

Time of Concentration (Composite)
Time of Concentration 14
366 min
(Composite) .
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Not Tributary 1
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)
Tc= Time of concentration, hours
Where: Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Runoff CN-Area Return Event: 1 years
Label: Basin 2 (Developed) Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(fiz) (%) (%)
Impervious Areas -Paved parking lots,
roofs, driveways, Streets and roads -Soil 98.000 70,982 0.0 0.0 98.000
A
Open space (Lawns parks etc.) -Good 39.000 60
030 0.0 0.0 39.000
condition; grass cover > 75% -Soil A ,
Open space (Lawns parks etc.) -Good 61.000 15
095 0.0 0.0 61.000
condition; grass cover > 75% -Soil B ,
Open space (Lawns parks etc.) -Good 74.000 47
314 0.0 0.0 74.000
condition; grass cover > 75% -Soil C ,
Open space (Lawns parks etc.) -Good 80.000 1 487 0.0 0.0 80.000
condition; grass cover > 75% - Soil D '
Woods -good - Soil A 30.000 34,102 0.0 0.0 30.000
Woods -good - Soil B 55.000 15,151 0.0 0.0 55.000
Open space (Lawns parks etc.) -Good 74.000 1 424 0.0 0.0 74.000
condition; grass cover > 75% - Soil C '
Open space (Lawns parks etc.) -Good 80.000 21
549 0.0 0.0 80.000
condition; grass cover > 75% -Soil D ,
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 267,134 (N/A) (N/A) 65.600
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Runoff CN-Area Return Event: 1 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(fiz) (%) (%)
Impervious Areas -Paved parking lots,
roofs, driveways, Streets and roads -Soil 98.000 13,271 0.0 0.0 98.000
A
Open space (Lawns parks etc.) -Good 39.000 2 133 0.0 0.0 39.000
condition; grass cover > 75% - Soil A '
Open space (Lawns parks etc.) -Good 61
000 15 0
0 0
0 61
000
condition; grass cover > 75% -Soil B . . . .
Open space (Lawns parks etc.) -Good 74.000 20
831 0.0 0.0 74.000
condition; grass cover > 75% -Soil C ,
Open space (Lawns parks etc.) -Good 80.000 10
420 0.0 0.0 80.000
condition; grass cover > 75% -Soil D ,
Woods -good - Soil A 30.000 4,203 0.0 0.0 30.000
Woods -good - Soil C 70.000 13,794 0.0 0.0 70.000
Woods -good - Soil D 77.000 32,816 0.0 0.0 77.000
Open space (Lawns parks etc.) -Good 74
000 257 0
0 0
0 74
000
condition; grass cover > 75% -Soil C . . . .
Open space (Lawns parks etc.) -Good 80.000 7 450 0.0 0.0 80.000
condition; grass cover > 75% - Soil D '
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 105,190 (N/A) (N/A) 75.989
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Equations
Unit Hydrograph Method (Computational Notes)
Definition of Terms
At Total area (acres): At = Ai+Ap
Ai Impervious area (acres)
Ap Pervious area (acres)
CNi Runoff curve number for impervious area
CNp Runoff curve number for pervious area
floss floss constant infiltration (depth/time)
gKs Saturated Hydraulic Conductivity (depth/time)
Md Volumetric Moisture Deficit
Psi Capillary Suction (length)
hK Horton Infiltration Decay Rate (time^-1)
fo Initial Infiltration Rate (depth/time)
fc Ultimate(capacity)Infiltration Rate (depth/time)
Ia Initial Abstraction (length)
Computational increment (duration of unit excess rainfall)
dt Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
UDdt User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t) Point on distribution curve (fraction of P) for time step t
K 2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)
Hydrograph shape factor =Unit Conversions * K: _ ((ihr/3600sec)
Ks (ift/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Lag Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc
P Total precipitation depth, inches
Pa(t) Accumulated rainfall at time step t
Pi(t) Incremental rainfall at time step t
Peak discharge (cfs) for iin. runoff, for ihr, for 1 sq.mi. _ (Ks * A * Q) /
qp Tp (where Q =iin. runoff, A=sq.mi.)
Qu(t) Unit hydrograph ordinate (cfs) at time step t
Q(t) Final hydrograph ordinate (cfs) at time step t
Rai(t) Accumulated runoff (inches) at time step t for impervious area
Rap(t) Accumulated runoff (inches) at time step t for pervious area
Rii(t) Incremental runoff (inches) at time step t for impervious area
Rip(t) Incremental runoff (inches) at time step t for pervious area
R(t) Incremental weighted total runoff (inches)
Rtm Time increment for rainfall table
Si S for impervious area: Si = (1000/CNi) - 10
Sp S for pervious area: Sp = (1000/CNp) - 10
t Time step (row) number
Tc Time of concentration
Tb Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr Time (hrs) of receding limb of unit hydrograph: Tr =ratio of Tp
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Equations
Unit Hydrograph Method
Computational Notes
Precipitation
Column (1) Time for time step t
Column (2) D(t) =Point on distribution curve for time step t
Column (3) Pi(t) =Pa(t) - Pa(t-1): CoL(4) -Preceding CoL(4)
Column (4) Pa(t) = D(t) x P: CoL(2) x P
Pervious Area Runoff (using SCS Runoff CN Method)
Rap(t) =Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
Column (5) If (Pa(t) is > 0.2Sp) then use:
Rap(t) _ (CoL(4)-0.2Sp)**2 / (CoL(4)+0.8Sp)
Rip(t) =Incremental pervious runoff for time step t
Column (6) Rip(t) = Rap(t) - Rapt-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
Impervious Area Runoff
Column (7 & 8)... Did not specify to use impervious areas.
Incremental Weighted Runoff
Column (9) R(t) _ (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) _ (Ap/At) x CoL(6) + (Ai/At) x CoL(8)
SCS Unit Hydrograph Method
Column (10) Q(t) is computed with the SCS unit hydrograph method
using R(t) and Qu(t).
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Basin 2 (Developed) Storm Event: TypeII 24hr (3.0 in)
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 22
089 min
(Composite) .
Area (User Defined) 267,134 ftz
Computational Time 2.945 min
Increment
Time to Peak (Computed) 730.424 min
Flow (Peak, Computed) 2.67 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 730
000 min
Interpolated Output) .
Flow (Peak Interpolated 2.67 ft3/s
Output)
Drainage Area
SCS CN (Composite) 66.000
Area (User Defined) 267,134 ftz
Maximum Retention
5
2 in
(Pervious) .
Maximum Retention
1
0 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 0
6 in
(Pervious) .
Runoff Volume (Pervious) 12,341 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 12,340 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 22
089 min
(Composite) .
Computational Time 2.945 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Basin 2 (Developed)
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 18.87 ft3/s
Unit peak time, Tp 14.726 min
Unit receding limb, Tr 58.905 min
Total unit time, Tb 73.631 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Basin 2 (Developed) Storm Event: TypeII 24hr (5.5 in)
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 22
089 min
(Composite) .
Area (User Defined) 267,134 ftz
Computational Time 2.945 min
Increment
Time to Peak (Computed) 727.479 min
Flow (Peak, Computed) 12.62 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 728
000 min
Interpolated Output) ,
Flow (Peak Interpolated 12.51 ft3/s
Output)
Drainage Area
SCS CN (Composite) 66.000
Area (User Defined) 267,134 ftz
Maximum Retention
5
2 in
(Pervious) .
Maximum Retention
1
0 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 2
1 in
(Pervious) .
Runoff Volume (Pervious) 46,543 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 46,539 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 22
089 min
(Composite) .
Computational Time 2.945 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Basin 2 (Developed)
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 18.87 ft3/s
Unit peak time, Tp 14.726 min
Unit receding limb, Tr 58.905 min
Total unit time, Tb 73.631 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 25 years
Label: Basin 2 (Developed) Storm Event: TypeII 24hr (6.7 in)
Storm Event TypeII 24hr(6.7
in)
Return Event 25 years
Duration 7,200.000 min
Depth 6.7 in
Time of Concentration 22
089 min
(Composite) .
Area (User Defined) 267,134 ftz
Computational Time 2.945 min
Increment
Time to Peak (Computed) 727.479 min
Flow (Peak, Computed) 18.19 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 728
000 min
Interpolated Output) ,
Flow (Peak Interpolated 18.00 ft3/s
Output)
Drainage Area
SCS CN (Composite) 66.000
Area (User Defined) 267,134 ftz
Maximum Retention
5
2 in
(Pervious) .
Maximum Retention
1
0 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 3
0 in
(Pervious) .
Runoff Volume (Pervious) 65,957 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 65,951 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 22
089 min
(Composite) .
Computational Time 2.945 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Basin 2 (Developed)
Return Event: 25 years
Storm Event: TypeII 24hr (6.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 18.87 ft3/s
Unit peak time, Tp 14.726 min
Unit receding limb, Tr 58.905 min
Total unit time, Tb 73.631 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 100 years
Label: Basin 2 (Developed) Storm Event: TypeII 24hr (8.7 in)
Storm Event TypeII 24hr(8.7
in)
Return Event 100 years
Duration 7,200.000 min
Depth 8.7 in
Time of Concentration 22
089 min
(Composite) .
Area (User Defined) 267,134 ftz
Computational Time 2.945 min
Increment
Time to Peak (Computed) 727.479 min
Flow (Peak, Computed) 28.22 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 726
000 min
Interpolated Output) .
Flow (Peak Interpolated 27 99 ft3/s
Output)
Drainage Area
SCS CN (Composite) 66.000
Area (User Defined) 267,134 ftz
Maximum Retention
5
2 in
(Pervious) .
Maximum Retention
1
0 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 4
6 in
(Pervious) .
Runoff Volume (Pervious) 101,575 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 101,566 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 22
089 min
(Composite) .
Computational Time 2.945 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Basin 2 (Developed)
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 18.87 ft3/s
Unit peak time, Tp 14.726 min
Unit receding limb, Tr 58.905 min
Total unit time, Tb 73.631 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (3.0 in)
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 14
366 min
(Composite) .
Area (User Defined) 105,190 ftz
Computational Time 1.915 min
Increment
Time to Peak (Computed) 724.029 min
Flow (Peak, Computed) 2.96 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 724
000 min
Interpolated Output) .
Flow (Peak Interpolated 2,96 ft3/s
Output)
Drainage Area
SCS CN (Composite) 76.000
Area (User Defined) 105,190 ftz
Maximum Retention
3
2 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 1
0 in
(Pervious) .
Runoff Volume (Pervious) 9,016 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 9,023 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 14
366 min
(Composite) .
Computational Time 1.915 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 1
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 11.43 ft3/s
Unit peak time, Tp 9.577 min
Unit receding limb, Tr 38.308 min
Total unit time, Tb 47.886 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (5.5 in)
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 14
366 min
(Composite) .
Area (User Defined) 105,190 ftz
Computational Time 1.915 min
Increment
Time to Peak (Computed) 722.114 min
Flow (Peak, Computed) 8.86 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722
000 min
Interpolated Output) ,
Flow (Peak Interpolated 8,85 ft3/s
Output)
Drainage Area
SCS CN (Composite) 76.000
Area (User Defined) 105,190 ftz
Maximum Retention
3
2 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 3
0 in
(Pervious) .
Runoff Volume (Pervious) 26,034 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 26,053 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 14
366 min
(Composite) .
Computational Time 1.915 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 1
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 11.43 ft3/s
Unit peak time, Tp 9.577 min
Unit receding limb, Tr 38.308 min
Total unit time, Tb 47.886 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 25 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (6.7 in)
Storm Event TypeII 24hr(6.7
in)
Return Event 25 years
Duration 7,200.000 min
Depth 6.7 in
Time of Concentration 14
366 min
(Composite) .
Area (User Defined) 105,190 ftz
Computational Time 1.915 min
Increment
Time to Peak (Computed) 722.114 min
Flow (Peak, Computed) 11.85 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722
000 min
Interpolated Output) ,
Flow (Peak Interpolated 11.83 ft3/s
Output)
Drainage Area
SCS CN (Composite) 76.000
Area (User Defined) 105,190 ftz
Maximum Retention
3
2 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 4
0 in
(Pervious) .
Runoff Volume (Pervious) 34,910 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 34,936 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 14
366 min
(Composite) .
Computational Time 1.915 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 1
Return Event: 25 years
Storm Event: TypeII 24hr (6.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 11.43 ft3/s
Unit peak time, Tp 9.577 min
Unit receding limb, Tr 38.308 min
Total unit time, Tb 47.886 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary Return Event: 100 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (8.7 in)
Storm Event TypeII 24hr(8.7
in)
Return Event 100 years
Duration 7,200.000 min
Depth 8.7 in
Time of Concentration 14
366 min
(Composite) .
Area (User Defined) 105,190 ftz
Computational Time 1.915 min
Increment
Time to Peak (Computed) 722.114 min
Flow (Peak, Computed) 16.99 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722
000 min
Interpolated Output) ,
Flow (Peak Interpolated 16.97 ft3/s
Output)
Drainage Area
SCS CN (Composite) 76.000
Area (User Defined) 105,190 ftz
Maximum Retention
3
2 in
(Pervious) .
Maximum Retention
0
6 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 5
8 in
(Pervious) .
Runoff Volume (Pervious) 50,589 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 50,625 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 14
366 min
(Composite) .
Computational Time 1.915 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 1
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 11.43 ft3/s
Unit peak time, Tp 9.577 min
Unit receding limb, Tr 38.308 min
Total unit time, Tb 47.886 min
Bentley Systems, Inc. Haestad Methods Solution
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Addition Summary Return Event: 1 years
Label: Out Storm Event: TypeII 24hr (3.0 in)
Summary for Hydrograph Addition at 'Out'
Upstream Link Upstream Node
Outlet-7 Basin 2
<Catchment to Outflow Node> Not Tributary 1
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Outlet-7 3,876 996.000 0.18
Flow (From) Not Tributary 1 9,023 724.000 2.96
Flow (In) Out 12,899 724.000 2.96
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Addition Summary Return Event: 10 years
Label: Out Storm Event: TypeII 24hr (5.5 in)
Summary for Hydrograph Addition at 'Out'
Upstream Link Upstream Node
Outlet-7 Basin 2
<Catchment to Outflow Node> Not Tributary 1
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Outlet-7 38,074 738.000 8.55
Flow (From) Not Tributary 1 26,053 722.000 8.85
Flow (In) Out 64,127 734.000 11.76
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Addition Summary Return Event: 25 years
Label: Out Storm Event: TypeII 24hr (6.7 in)
Summary for Hydrograph Addition at 'Out'
Upstream Link Upstream Node
Outlet-7 Basin 2
<Catchment to Outflow Node> Not Tributary 1
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Outlet-7 57,487 734.000 15.03
Flow (From) Not Tributary 1 34,936 722.000 11.83
Flow (In) Out 92,423 730.000 21.64
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Addition Summary Return Event: 100 years
Label: Out Storm Event: TypeII 24hr (8.7 in)
Summary for Hydrograph Addition at 'Out'
Upstream Link Upstream Node
Outlet-7 Basin 2
<Catchment to Outflow Node> Not Tributary 1
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Outlet-7 93,102 734.000 21.53
Flow (From) Not Tributary 1 50,625 722.000 16.97
Flow (In) Out 143,727 724.000 36.13
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Elevation-Area Volume Curve Return Event: 1 years
Label: Basin 2 Storm Event: TypeII 24hr (3.0 in)
Elevation Planimeter Area Al+A2+sqr Volume Volume (Total)
(ft) (ftz) (ftz) (A1*A2) (ft3) (ft3)
(ftz)
156.00 0.0 1,021 0 0 0
157.00 0.0 1,688 4,022 1,341 1,341
158.00 0.0 2,455 6,179 2,060 3,400
159.00 0.0 3,262 8,547 2,849 6,249
160.00 0.0 4,114 11,039 3,680 9,929
161.00 0.0 5,000 13,649 4,550 14,479
161.50 0.0 6,365 17,006 2,834 17,313
162.00 0.0 7,856 21,292 3,549 20,862
162.60 0.0 8,533 24,577 4,915 25,777
163.00 0.0 8,995 26,289 3,505 29,282
163.50 0.0 9,586 27,867 4,644 33,927
164.00 0.0 10,191 29,661 4,943 38,870
165.00 0.0 11,444 32,434 10,811 49,682
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Volume Equations
Label: Basin 2
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Pond Volume Equations
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2 -Eli) * (Areal + Areal + sgr(Areai * Areal))
where: ELi, EL2 Lower and upper elevations of the increment
Areal, Areal Areas computed for ELi, EL2, respectively
Volume Incremental volume between ELi and EL2
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Outlet Input Data Return Event: 1 years
Label: Basin 2 Outlet Storm Event: TypeII 24hr (3.0 in)
Requested Pond Water Surface Elevations
Minimum (Headwater) 156.00 ft
Increment (Headwater) 0.50 ft
Maximum (Headwater) 165.00 ft
Outlet Connectivity
Structure Type Outlet ID Direction Outfall E1 E2
(ft) (ft)
Stand Pipe Riser - 1 Forward Culvert - 1 162.60 165.00
Orifice-Circular Orifice - 1 Forward Culvert - 1 161.50 165.00
Culvert-Circular Culvert - 1 Forward TW 165.00 165.00
Irregular Weir Weir - 1 Forward TW 163.50 165.00
Tailwater Settings Tailwater (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Outlet Input Data
Label: Basin 2 Outlet
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Structure ID: Riser - 1
Structure Type: Stand Pipe
Number of Openings 1
Elevation 162.60 ft
Diameter 30.0 in
Orifice Area 4.9 ftz
Orifice Coefficient 0.600
Weir Length 7.85 ft
Weir Coefficient 3.00 (ft^0.5)/s
K Reverse 1.000
Manning's n 0.000
Kev, Charged Riser 0.000
Weir Submergence True
Orifice H to crest False
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Outlet Input Data Return Event: 1 years
Label: Basin 2 Outlet Storm Event: TypeII 24hr (3.0 in)
Structure ID: Culvert- 1
Structure Type: Culvert-Circular
Number of Barrels 1
Diameter 24.0 in
Length 60.00 ft
Length (Computed Barrel) 60.00 ft
Slope (Computed) 0.010 ft/ft

Outlet Control Data
Manning's n 0.013
Ke 0.500
Kb 0.012
Kr 0.500
Convergence Tolerance 0.00 ft

Inlet Control Data
Equation Form Form 1
K 0.0078
M 2.0000
C 0.0379
Y 0.6900
Ti ratio (HW/D) 1.131
T2 ratio (HW/D) 1.291
Slope Correction Factor -0.500
Use unsubmerged inlet control 0 equation below T1
elevation.
Use submerged inlet control 0 equation above T2
elevation
In transition zone between unsubmerged and submerged
inlet control,
interpolate between flows at T1 & T2...
Ti Elevation 159.26 ft Ti Flow 15.55 ft3/s
T2 Elevation 159.58 ft T2 Flow 17.77 ft3/s
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Outlet Input Data
Label: Basin 2 Outlet
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Structure ID: Orifice - 1
Structure Type: Orifice-Circular
Number of Openings 1
Elevation 161.50 ft
Orifice Diameter 4.0 in
Orifice Coefficient 0.600
Structure ID: Weir - 1
Structure Type: Irregular Weir
Station Elevation
(ft) (ft)
0.00 165.00
4.50 163.50
24.50 163.50
29.00 165.00
Lowest Elevation
Weir Coefficient
163.50 ft
3.00 (ft^0.5)/s
Structure ID: TW
Structure Type: TW Setup, DS Channel
Tailwater Type Free Outfall

Convergence Tolerances
Maximum Iterations 30
Tailwater Tolerance 0
01 ft
(Minimum) .
Tailwater Tolerance 0
50 ft
(Maximum) .
Headwater Tolerance 0
01 ft
(Minimum) .
Headwater Tolerance 0
50 ft
(Maximum) .
Flow Tolerance (Minimum) 0.001 ft3/s
Flow Tolerance (Maximum) 10.000 ft3/s
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 2 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Riser - 1 (Stand Pipe)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert - 1 (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
156.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
156.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
157.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
157.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
158.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
158.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
159.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
159.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
160.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
160.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
161.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
161.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
162.00 0.00 0.00 0.00 162.00 0.00 0.00 (N/A) 0.00
162.50 0.00 0.00 0.00 162.50 0.00 0.00 (N/A) 0.00
162.60 0.00 0.00 0.00 162.60 0.00 0.00 (N/A) 0.00
163.00 5.96 163.00 163.00 163.00 0.00 0.00 (N/A) 0.00
163.50 20.12 163.50 163.50 163.50 0.00 0.00 (N/A) 0.00
164.00 27.95 164.00 164.00 164.00 0.00 0.00 (N/A) 0.00
164.50 32.57 164.50 164.50 164.50 0.00 0.00 (N/A) 0.00
165.00 36.60 165.00 165.00 165.00 0.00 0.00 (N/A) 0.00
M
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 2 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Riser - 1 (Stand Pipe)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert - 1 (Culvert-Circular)
Message
WS below an invert; no flow.
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev= O.
Hev=0.000
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev= O.
Hev=0.000
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev= O.
Hev=0.000
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev= O.
Hev=0.000
FULLY CHARGED RISER,
DOWNSTREAM CONTROL: Kev= O.
Hev=0.000
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 2 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert - 1 (Culvert-Circular)
Mannings open channel maximum capacity: 24.33 ft3/s
Upstream ID =Riser - 1, Orifice - 1
Downstream ID =Tailwater (Pond Outfall)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
156.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
156.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
157.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
157.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
158.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
158.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
159.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
159.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
160.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
160.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
161.00 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
161.50 0.00 0.00 0.00 Free Outfall 0.00 0.00 (N/A) 0.00
162.00 0.00 162.00 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
162.50 0.00 162.50 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
162.60 0.00 162.60 Free Outfall Free Outfall 0.00 0.00 (N/A) 0.00
163.00 0.00 163.00 Free Outfall Free Outfall 0.00 5.96 (N/A) 0.00
163.50 0.00 163.50 Free Outfall Free Outfall 0.00 20.12 (N/A) 0.00
164.00 0.00 164.00 Free Outfall Free Outfall 0.00 27.95 (N/A) 0.00
164.50 0.00 164.50 Free Outfall Free Outfall 0.00 32.57 (N/A) 0.00
165.00 41.55 165.00 Free Outfall Free Outfall 0.00 4.95 (N/A) 0.00
M
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
E < E1= 165.000
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 2 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Culvert - 1 (Culvert-Circular)
Mannings open channel maximum capacity: 24.33 ft3/s
Upstream ID =Riser - 1, Orifice - 1
Downstream ID = Tailwater (Pond Outfall)
Message
E < E1= 165.000
E < E1= 165.000
E < E1= 165.000
E < E1= 165.000
E < E1= 165.000
E < E1= 165.000
INLET CONTROL... Submerged: HW
=8.00
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Individual Outlet Curves Return Event: 1 years
Label: Basin 2 Outlet Storm Event: TypeII 24hr (3.0 in)
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Orifice - 1 (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert - 1 (Culvert-Circular)
Water Device (into) Converge Next Downstream Convergence Downstream Tailwater
Surface Flow Headwater Downstream Downstream Hydraulic Error Channel Error
Elevation (ft3/s) Hydraulic Hydraulic Hydraulic Grade Line (ft3/s) Tailwater (ft)
(ft) Grade Line Grade Line Grade Line Error (ft)
(ft) (ft) (ft) (ft)
156.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
156.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
157.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
157.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
158.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
158.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
159.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
159.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
160.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
160.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
161.00 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
161.50 0.00 0.00 0.00 0.00 0.00 0.00 (N/A) 0.00
162.00 0.00 162.00 162.00 162.00 0.00 0.00 (N/A) 0.00
162.50 0.00 162.50 162.50 162.50 0.00 0.00 (N/A) 0.00
162.60 0.00 162.60 162.60 162.60 0.00 0.00 (N/A) 0.00
163.00 0.00 163.00 163.00 163.00 0.00 0.00 (N/A) 0.00
163.50 0.00 163.50 163.50 163.50 0.00 0.00 (N/A) 0.00
164.00 0.00 164.00 164.00 164.00 0.00 0.00 (N/A) 0.00
164.50 0.00 164.50 164.50 164.50 0.00 0.00 (N/A) 0.00
165.00 0.00 165.00 165.00 165.00 0.00 0.00 (N/A) 0.00
M
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 2 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Orifice - 1 (Orifice-Circular)
Upstream ID = (Pond Water Surface)
Downstream ID =Culvert - 1 (Culvert-Circular)
Message
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
FLOW PRECEDENCE SET TO
DOWNSTREAM CONTROLLING
STRUCTURE
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 2 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID =Tailwater (Pond Outfall)
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
156.00 0.00 (N/A) 0.00
156.50 0.00 (N/A) 0.00
157.00 0.00 (N/A) 0.00
157.50 0.00 (N/A) 0.00
158.00 0.00 (N/A) 0.00
158.50 0.00 (N/A) 0.00
159.00 0.00 (N/A) 0.00
159.50 0.00 (N/A) 0.00
160.00 0.00 (N/A) 0.00
160.50 0.00 (N/A) 0.00
161.00 0.00 (N/A) 0.00
161.50 0.00 (N/A) 0.00
162.00 0.00 (N/A) 0.00
162.50 0.00 (N/A) 0.00
162.60 0.00 (N/A) 0.00
163.00 0.00 (N/A) 0.00
163.50 0.00 (N/A) 0.00
164.00 22.34 (N/A) 0.00
164.50 66.36 (N/A) 0.00
165.00 127.76 (N/A) 0.00
Co
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Individual Outlet Curves
Label: Basin 2 Outlet
RATING TABLE FOR ONE OUTLET TYPE
Structure ID =Weir - 1 (Irregular Weir)
Upstream ID = (Pond Water Surface)
Downstream ID = Tailwater (Pond Outfall)
Computation Messages
WS below an invert; no flow.
Max.H=.50; Max.Htw=free out;; W(ft)
=23.00
Max.H=1.00; Max.Htw=free out;; W(ft)
= 26.00
Max.H=1.50; Max.Htw=free out;; W(ft)
= 29.00
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Composite Rating Curve
Label: Basin 2 Outlet
Composite Outflow Summary
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Water Surface Flow Tailwater Elevation Convergence Error
Elevation (ft3/s) (ft) (ft)
(ft)
156.00 0.00 (N/A) 0.00
156.50 0.00 (N/A) 0.00
157.00 0.00 (N/A) 0.00
157.50 0.00 (N/A) 0.00
158.00 0.00 (N/A) 0.00
158.50 0.00 (N/A) 0.00
159.00 0.00 (N/A) 0.00
159.50 0.00 (N/A) 0.00
160.00 0.00 (N/A) 0.00
160.50 0.00 (N/A) 0.00
161.00 0.00 (N/A) 0.00
161.50 0.00 (N/A) 0.00
162.00 0.00 (N/A) 0.00
162.50 0.00 (N/A) 0.00
162.60 0.00 (N/A) 0.00
163.00 5.96 (N/A) 0.00
163.50 20.12 (N/A) 0.00
164.00 22.34 (N/A) 0.00
164.50 66.36 (N/A) 0.00
165.00 169.31 (N/A) 0.00
Contributing Structures
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Subsection: Composite Rating Curve Return Event: 1 years
Label: Basin 2 Outlet
Composite Outflow Summary
Contributing Structures
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
(no Q: Riser - 1,Orifice - 1,Culvert -
1,Weir - 1)
Riser - 1 (no Q: Orifice - 1,Culvert -
1,Weir - 1)
Riser - 1 (no Q: Orifice - 1,Culvert -
1,Weir - 1)
Riser - 1,Weir - 1 (no Q: Orifice -
1,Culvert - 1)
Riser - 1,Weir - 1 (no Q: Orifice -
1,Culvert - 1)
Riser - 1,Culvert - 1,Weir - 1 (no Q:
Orifice - 1)
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Developed Condition
Index
B
Basin 2 (Developed) (Runoff CN-Area, 1 years)...16
Basin 2 (Developed) (Time of Concentration Calculations, 1 years)...12, 13
Basin 2 (Developed) (Unit Hydrograph Summary, 1 years)...20, 21
Basin 2 (Developed) (Unit Hydrograph Summary, 10 years)...22, 23
Basin 2 (Developed) (Unit Hydrograph Summary, 100 years)...26, 27
Basin 2 (Developed) (Unit Hydrograph Summary, 25 years)...24, 25
Basin 2 (Elevation-Area Volume Curve, 1 years)...40
Basin 2 (Volume Equations, 1 years)...41
Basin 2 Outlet (Composite Rating Curve, 1 years)...54, 55
Basin 2 Outlet (Individual Outlet Curves, 1 years)...46, 47, 48, 49, 50, 51, 52, 53
Basin 2 Outlet (Outlet Input Data, 1 years)...42, 43, 44, 45
F
Fayetteville (Time-Depth Curve, 1 years)...4, 5
Fayetteville (Time-Depth Curve, 10 years)...6, 7
Fayetteville (Time-Depth Curve, 100 years)...10, 11
Fayetteville (Time-Depth Curve, 25 years)...8, 9
M
Master Network Summary...3
N
Not Tributary 1 (Runoff CN-Area, 1 years)...17
Not Tributary 1 (Time of Concentration Calculations, 1 years)...14, 15
Not Tributary 1 (Unit Hydrograph Summary, 1 years)...28, 29
Not Tributary 1 (Unit Hydrograph Summary, 10 years)...30, 31
Not Tributary 1 (Unit Hydrograph Summary, 100 years)...34, 35
Not Tributary 1 (Unit Hydrograph Summary, 25 years)...32, 33
0
Out (Addition Summary, 1 years)...36
Out (Addition Summary, 10 years)...37
Out (Addition Summary, 100 years)...39
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FAIRFIELD FARMS -Basin 2 Developed Condition
Out (Addition Summary, 25 years)...38
U
Unit Hydrograph Equations...18, 19
User Notifications...2
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FAIRFIELD FARMS
Project Summary
Title FAIRFIELD FARMS
Engineer MKR\bgb
Company Moorman, Kizer &
Reitzel, Inc.
Date 5/11/2010
Notes
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Table of Contents
Fayetteville
Not Tributary 1
Not Tributary 2
Not Tributary 3
PRE DEV POND 1
PRE DEV POND 2
Not Tributary 1
Not Tributary 2
Not Tributary 3
PRE DEV POND 1
PRE DEV POND 2
User Notifications
Master Network Summary
TypeII 24hr (3.0 in)
Time-Depth Curve
Time-Depth Curve
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Runoff CN-Area
Unit Hydrograph
Equations
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
2
3
4
6
8
9
10
11
12
13
15
17
19
21
23
25
27
29
31

Table of Contents
Unit Hydrograph 33
Summary
Out TypeII 24hr (3.0 in)
Addition Summary 35
Addition Summary 36

FAIRFIELD FARMS
Subsection: User Notifications
No user
User Notifications? notifications
generated.
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FAIRFIELD FARMS
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph
Event Volume
(years) (ft3)
Time to Peak Peak Flow
(min) (ft3/s)
PRE DEV POND 2 Predeveloped 1-yr 1 10,661.000 722.000 3.27
PRE DEV POND 2 Predeveloped 10-yr 10 43,039.000 720.000 15.97
PRE DEV POND 1 Predeveloped 1-yr 1 112,673.000 722.000 38.85
PRE DEV POND 1 Predeveloped 10-yr 10 388,028.000 720.000 146.23
Not Tributary 1 Predeveloped 1-yr 1 8,073.000 720.000 2.94
Not Tributary 1 Predeveloped 10-yr 10 24,418.000 720.000 9.23
Not Tributary 2 Predeveloped 1-yr 1 7,430.000 720.000 2.70
Not Tributary 2 Predeveloped 10-yr 10 22,474.000 720.000 8.49
Not Tributary 3 Predeveloped 1-yr 1 3,875.000 722.000 1.37
Not Tributary 3 Predeveloped 10-yr 10 12,635.000 720.000 4.77
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Out Predeveloped 1-yr 1 142,712.000 722.000 49.09
Out Predeveloped 10-yr 10 490,594.000 720.000 184.70
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FAIRFIELD FARMS
Subsection: Time-Depth Curve
Label: Fayetteville
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Time-Depth Curve: Typell 24hr (3.0 in)
Label TypeII 24hr (3.0
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 1 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.0 0.0
60.000 0.0 0.0 0.0 0.0 0.0
90.000 0.0 0.1 0.1 0.1 0.1
120.000 0.1 0.1 0.1 0.1 0.1
150.000 0.1 0.1 0.1 0.1 0.1
180.000 0.1 0.1 0.1 0.1 0.1
210.000 0.1 0.1 0.1 0.1 0.1
240.000 0.1 0.1 0.2 0.2 0.2
270.000 0.2 0.2 0.2 0.2 0.2
300.000 0.2 0.2 0.2 0.2 0.2
330.000 0.2 0.2 0.2 0.2 0.2
360.000 0.2 0.2 0.3 0.3 0.3
390.000 0.3 0.3 0.3 0.3 0.3
420.000 0.3 0.3 0.3 0.3 0.3
450.000 0.3 0.3 0.3 0.3 0.4
480.000 0.4 0.4 0.4 0.4 0.4
510.000 0.4 0.4 0.4 0.4 0.4
540.000 0.4 0.5 0.5 0.5 0.5
570.000 0.5 0.5 0.5 0.5 0.5
600.000 0.5 0.6 0.6 0.6 0.6
630.000 0.6 0.6 0.6 0.7 0.7
660.000 0.7 0.7 0.8 0.8 0.8
690.000 0.9 0.9 1.1 1.3 1.7
720.000 2.0 2.1 2.1 2.2 2.2
750.000 2.2 2.2 2.3 2.3 2.3
780.000 2.3 2.3 2.4 2.4 2.4
810.000 2.4 2.4 2.4 2.5 2.5
840.000 2.5 2.5 2.5 2.5 2.5
870.000 2.5 2.5 2.5 2.6 2.6
900.000 2.6 2.6 2.6 2.6 2.6
930.000 2.6 2.6 2.6 2.6 2.7
960.000 2.7 2.7 2.7 2.7 2.7
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FAIRFIELD FARMS
Subsection: Time-Depth Curve
Label: Fayetteville
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 2.7 2.7 2.7 2.7 2.7
1,020.000 2.7 2.7 2.7 2.7 2.7
1,050.000 2.8 2.8 2.8 2.8 2.8
1,080.000 2.8 2.8 2.8 2.8 2.8
1,110.000 2.8 2.8 2.8 2.8 2.8
1,140.000 2.8 2.8 2.8 2.8 2.9
1,170.000 2.9 2.9 2.9 2.9 2.9
1,200.000 2.9 2.9 2.9 2.9 2.9
1,230.000 2.9 2.9 2.9 2.9 2.9
1,260.000 2.9 2.9 2.9 2.9 2.9
1,290.000 2.9 2.9 2.9 2.9 2.9
1,320.000 3.0 3.0 3.0 3.0 3.0
1,350.000 3.0 3.0 3.0 3.0 3.0
1,380.000 3.0 3.0 3.0 3.0 3.0
1,410.000 3.0 3.0 3.0 3.0 3.0
1,440.000 3.0 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS
Subsection: Time-Depth Curve
Label: Fayetteville
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
Time-Depth Curve: Typell 24hr (5.5 in)
Label TypeII 24hr (5.5
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.0 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.1 0.1 0.1
120.000 0.1 0.1 0.1 0.1 0.1
150.000 0.2 0.2 0.2 0.2 0.2
180.000 0.2 0.2 0.2 0.2 0.2
210.000 0.2 0.2 0.2 0.2 0.3
240.000 0.3 0.3 0.3 0.3 0.3
270.000 0.3 0.3 0.3 0.3 0.3
300.000 0.3 0.4 0.4 0.4 0.4
330.000 0.4 0.4 0.4 0.4 0.4
360.000 0.4 0.5 0.5 0.5 0.5
390.000 0.5 0.5 0.5 0.5 0.5
420.000 0.5 0.6 0.6 0.6 0.6
450.000 0.6 0.6 0.6 0.6 0.7
480.000 0.7 0.7 0.7 0.7 0.7
510.000 0.7 0.7 0.8 0.8 0.8
540.000 0.8 0.8 0.8 0.9 0.9
570.000 0.9 0.9 0.9 1.0 1.0
600.000 1.0 1.0 1.0 1.1 1.1
630.000 1.1 1.2 1.2 1.2 1.3
660.000 1.3 1.3 1.4 1.4 1.5
690.000 1.6 1.7 2.0 2.4 3.1
720.000 3.7 3.8 3.9 3.9 4.0
750.000 4.1 4.1 4.1 4.2 4.2
780.000 4.3 4.3 4.3 4.4 4.4
810.000 4.4 4.4 4.5 4.5 4.5
840.000 4.5 4.5 4.6 4.6 4.6
870.000 4.6 4.6 4.7 4.7 4.7
900.000 4.7 4.7 4.7 4.8 4.8
930.000 4.8 4.8 4.8 4.8 4.8
960.000 4.9 4.9 4.9 4.9 4.9
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FAIRFIELD FARMS
Subsection: Time-Depth Curve Return Event: 10 years
Label: Fayetteville Storm Event: TypeII 24hr (5.5 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 4.9 4.9 4.9 5.0 5.0
1,020.000 5.0 5.0 5.0 5.0 5.0
1,050.000 5.0 5.0 5.1 5.1 5.1
1,080.000 5.1 5.1 5.1 5.1 5.1
1,110.000 5.1 5.1 5.2 5.2 5.2
1,140.000 5.2 5.2 5.2 5.2 5.2
1,170.000 5.2 5.2 5.2 5.2 5.2
1,200.000 5.3 5.3 5.3 5.3 5.3
1,230.000 5.3 5.3 5.3 5.3 5.3
1,260.000 5.3 5.3 5.3 5.3 5.4
1,290.000 5.4 5.4 5.4 5.4 5.4
1,320.000 5.4 5.4 5.4 5.4 5.4
1,350.000 5.4 5.4 5.4 5.4 5.5
1,380.000 5.5 5.5 5.5 5.5 5.5
1,410.000 5.5 5.5 5.5 5.5 5.5
1,440.000 5.5 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS
Subsection: Runoff CN-Area Return Event: 1 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
Woods -fair - Soil A 36.000 7,183 0.0 0.0 36.000
Woods -fair - Soil B 60.000 21 0.0 0.0 60.000
Woods -fair - Soil C 73.000 43,160 0.0 0.0 73.000
Woods -fair - Soil D 79.000 54,825 0.0 0.0 79.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 105,189 (N/A) (N/A) 73.598
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FAIRFIELD FARMS
Subsection: Runoff CN-Area Return Event: 1 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
Woods -fair - Soil C 73.000 74,217 0.0 0.0 73.000
Woods -fair - Soil D 79.000 22,598 0.0 0.0 79.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 96,815 (N/A) (N/A) 74.400
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FAIRFIELD FARMS
Subsection: Runoff CN-Area Return Event: 1 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
Woods -fair - Soil B 60.000 20,487 0.0 0.0 60.000
Woods -fair - Soil C 73.000 15,771 0.0 0.0 73.000
Woods -fair - Soil D 79.000 23,977 0.0 0.0 79.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 60,235 (N/A) (N/A) 70.967
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FAIRFIELD FARMS
Subsection: Runoff CN-Area Return Event: 1 years
Label: PRE DEV POND 1 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
Newly graded area (pervious only -Newly 77,000 34,792 0.0 0.0 77.000
graded area (pervious only) -Soil A
Woods -fair - Soil A 36.000 219,458 0.0 0.0 36.000
Woods -fair - Soil B 60.000 59,362 0.0 0.0 60.000
Woods -fair - Soil C 73.000 1,574,735 0.0 0.0 73.000
Woods -fair - Soil D 79.000 98,674 0.0 0.0 79.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 1,987,021 (N/A) (N/A) 68.893
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FAIRFIELD FARMS
Subsection: Runoff CN-Area Return Event: 1 years
Label: PRE DEV POND 2 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
Newly graded area (pervious only -Newly 77,000 62,229 0.0 0.0 77.000
graded area (pervious only) -Soil A
Woods -fair - Soil A 36.000 65,496 0.0 0.0 36.000
Woods -fair - Soil B 60.000 36,345 0.0 0.0 60.000
Woods -fair - Soil C 73.000 78,937 0.0 0.0 73.000
Woods -fair - Soil D 79.000 24,902 0.0 0.0 79.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 267,909 (N/A) (N/A) 63.678
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FAIRFIELD FARMS
Subsection: Unit Hydrograph Equations
Unit Hydrograph Method (Computational Notes)
Definition of Terms
At Total area (acres): At = Ai+Ap
Ai Impervious area (acres)
Ap Pervious area (acres)
CNi Runoff curve number for impervious area
CNp Runoff curve number for pervious area
floss floss constant infiltration (depth/time)
gKs Saturated Hydraulic Conductivity (depth/time)
Md Volumetric Moisture Deficit
Psi Capillary Suction (length)
hK Horton Infiltration Decay Rate (time^-1)
fo Initial Infiltration Rate (depth/time)
fc Ultimate(capacity)Infiltration Rate (depth/time)
Ia Initial Abstraction (length)
Computational increment (duration of unit excess rainfall)
dt Default dt is smallest value of 0.1333Tc, rtm, and th
(Smallest dt is then adjusted to match up with Tp)
UDdt User specified override computational main time increment
(only used if UDdt is => .1333Tc)
D(t) Point on distribution curve (fraction of P) for time step t
K 2 / (1 + (Tr/Tp)): default K = 0.75: (for Tr/Tp = 1.67)
Hydrograph shape factor =Unit Conversions * K: _ ((lhr/3600sec)
Ks (lft/12in) * ((5280ft)**2/sq.mi)) * K
Default Ks = 645.333 * 0.75 = 484
Lag Lag time from center of excess runoff (dt) to Tp: Lag = 0.6Tc
P Total precipitation depth, inches
Pa(t) Accumulated rainfall at time step t
Pi(t) Incremental rainfall at time step t
Peak discharge (cfs) for lin. runoff, for lhr, for 1 sq.mi. _ (Ks * A * Q) /
qp Tp (where Q = lin. runoff, A=sq.mi.)
Qu(t) Unit hydrograph ordinate (cfs) at time step t
Q(t) Final hydrograph ordinate (cfs) at time step t
Rai(t) Accumulated runoff (inches) at time step t for impervious area
Rap(t) Accumulated runoff (inches) at time step t for pervious area
Rii(t) Incremental runoff (inches) at time step t for impervious area
Rip(t) Incremental runoff (inches) at time step t for pervious area
R(t) Incremental weighted total runoff (inches)
Rtm Time increment for rainfall table
Si S for impervious area: Si = (1000/CNi) - 10
Sp S for pervious area: Sp = (1000/CNp) - 10
t Time step (row) number
Tc Time of concentration
Tb Time (hrs) of entire unit hydrograph: Tb = Tp + Tr
Tp Time (hrs) to peak of a unit hydrograph: Tp = (dt/2) + Lag
Tr Time (hrs) of receding limb of unit hydrograph: Tr =ratio of Tp
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FAIRFIELD FARMS
Subsection: Unit Hydrograph Equations
Unit Hydrograph Method
Computational Notes
Precipitation
Column (1) Time for time step t
Column (2) D(t) =Point on distribution curve for time step t
Column (3) Pi(t) =Pa(t) - Pa(t-1): CoL(4) -Preceding CoL(4)
Column (4) Pa(t) = D(t) x P: CoL(2) x P
Pervious Area Runoff (using SCS Runoff CN Method)
Rap(t) =Accumulated pervious runoff for time step t
If (Pa(t) is <= 0.2Sp) then use: Rap(t) = 0.0
Column (5) If (Pa(t) is > 0.2Sp) then use:
Rap(t) _ (CoL(4)-0.2Sp)**2 / (CoL(4)+0.8Sp)
Rip(t) =Incremental pervious runoff for time step t
Column (6) Rip(t) = Rap(t) - Rapt-1)
Rip(t) = Col.(5) for current row - Col.(5) for preceding row.
Impervious Area Runoff
Column (7 & 8)... Did not specify to use impervious areas.
Incremental Weighted Runoff
Column (9) R(t) _ (Ap/At) x Rip(t) + (Ai/At) x Rii(t)
R(t) _ (Ap/At) x CoL(6) + (Ai/At) x CoL(8)
SCS Unit Hydrograph Method
Column (10) Q(t) is computed with the SCS unit hydrograph method
using R(t) and Qu(t).
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
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FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (3.0 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 105,189 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 721.333 min
Flow (Peak, Computed) 2.95 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 720.000 min
Interpolated Output)
Flow (Peak Interpolated 2,94 ft3/s
Output)

Drainage Area
SCS CN (Composite) 74.000
Area (User Defined) 105,189 ftz
Maximum Retention
3.5 in
(Pervious)
Maximum Retention
0.7 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 0.9 in
(Pervious)
Runoff Volume (Pervious) 8,072.790 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 8,073.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
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Bentley PondPack V8i
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Page 15 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 16.42 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 16 of 37
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FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (5.5 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 105,189 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 720.000 min
Flow (Peak, Computed) 9.23 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 720.000 min
Interpolated Output)
Flow (Peak Interpolated 9,23 ft3/s
Output)

Drainage Area
SCS CN (Composite) 74.000
Area (User Defined) 105,189 ftz
Maximum Retention
3.5 in
(Pervious)
Maximum Retention
0.7 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 2.g in
(Pervious)
Runoff Volume (Pervious) 24,417.922 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 24,418.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
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Watertown, C T 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51 ]
Page 17 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 16.42 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 18 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (3.0 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 96,815 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 721.333 min
Flow (Peak, Computed) 2.72 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 720.000 min
Interpolated Output)
Flow (Peak Interpolated 2,70 ft3/s
Output)

Drainage Area
SCS CN (Composite) 74.000
Area (User Defined) 96,815 ftz
Maximum Retention
3.5 in
(Pervious)
Maximum Retention
0.7 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 0.9 in
(Pervious)
Runoff Volume (Pervious) 7,430.122 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 7,430.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
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Bentley PondPack V8i
[08.11.01.51 ]
Page 19 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 15.11 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 20 of 37
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FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (5.5 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 96,815 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 720.000 min
Flow (Peak, Computed) 8.49 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 720.000 min
Interpolated Output)
Flow (Peak Interpolated 8.49 ft3/s
Output)

Drainage Area
SCS CN (Composite) 74.000
Area (User Defined) 96,815 ftz
Maximum Retention
3.5 in
(Pervious)
Maximum Retention
0.7 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 2.g in
(Pervious)
Runoff Volume (Pervious) 22,474.034 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 22,474.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
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Watertown, C T 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51 ]
Page 21 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 2 Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 15.11 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 22 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (3.0 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 60,235 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 721.333 min
Flow (Peak, Computed) 1.38 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722,000 min
Interpolated Output)
Flow (Peak Interpolated 1.37 ft3/s
Output)

Drainage Area
SCS CN (Composite) 71.000
Area (User Defined) 60,235 ftz
Maximum Retention
4.1 in
(Pervious)
Maximum Retention
0.8 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 0.8 in
(Pervious)
Runoff Volume (Pervious) 3,874.808 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 3,875.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, C T 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51 ]
Page 23 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 9.40 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 24 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (5.5 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 60,235 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 720.000 min
Flow (Peak, Computed) 4.77 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 720.000 min
Interpolated Output)
Flow (Peak Interpolated 4.77 ft3/s
Output)

Drainage Area
SCS CN (Composite) 71.000
Area (User Defined) 60,235 ftz
Maximum Retention
4.1 in
(Pervious)
Maximum Retention
0.8 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 2.5 in
(Pervious)
Runoff Volume (Pervious) 12,634.710 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 12,635.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, C T 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51 ]
Page 25 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 3 Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 9.40 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 26 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: PRE DEV POND 1 Storm Event: TypeII 24hr (3.0 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 1,987,021 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 721.333 min
Flow (Peak, Computed) 39.08 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722,000 min
Interpolated Output)
Flow (Peak Interpolated 38.85 ft3/s
Output)

Drainage Area
SCS CN (Composite) 69.000
Area (User Defined) 1,987,021 ftz
Maximum Retention
4.5 in
(Pervious)
Maximum Retention
0.9 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 0.7 in
(Pervious)
Runoff Volume (Pervious) 112,670.184 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 112,673.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, C T 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51 ]
Page 27 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: PRE DEV POND 1 Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 310.11 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 28 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: PRE DEV POND 1 Storm Event: TypeII 24hr (5.5 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 1,987,021 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 720.000 min
Flow (Peak, Computed) 146.23 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 720.000 min
Interpolated Output)
Flow (Peak Interpolated 146.23 ft3/s
Output)

Drainage Area
SCS CN (Composite) 69.000
Area (User Defined) 1,987,021 ftz
Maximum Retention
4.5 in
(Pervious)
Maximum Retention
0.9 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 2.3 in
(Pervious)
Runoff Volume (Pervious) 388,024.278 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 388,028.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, C T 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51 ]
Page 29 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: PRE DEV POND 1 Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 310.11 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 30 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: PRE DEV POND 2 Storm Event: TypeII 24hr (3.0 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 267,909 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 722.667 min
Flow (Peak, Computed) 3.30 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722,000 min
Interpolated Output)
Flow (Peak Interpolated 3.27 ft3/s
Output)

Drainage Area
SCS CN (Composite) 64.000
Area (User Defined) 267,909 ftz
Maximum Retention
5.6 in
(Pervious)
Maximum Retention
1.1 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 0.5 in
(Pervious)
Runoff Volume (Pervious) 10,661.214 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 10,661.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, C T 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51 ]
Page 31 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: PRE DEV POND 2 Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 41.81 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 32 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: PRE DEV POND 2 Storm Event: TypeII 24hr (5.5 in)
98_1702_01 May2010.ppc
5/11 /2010
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 10.000 min
(Composite)
Area (User Defined) 267,909 ftz

Computational Time 1.333 min
Increment
Time to Peak (Computed) 720.000 min
Flow (Peak, Computed) 15.97 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 720.000 min
Interpolated Output)
Flow (Peak Interpolated 15.97 ft3/s
Output)

Drainage Area
SCS CN (Composite) 64.000
Area (User Defined) 267,909 ftz
Maximum Retention
5.6 in
(Pervious)
Maximum Retention
1.1 in
(Pervious, 20 percent)

Cumulative Runoff
Cumulative Runoff Depth 1.9 in
(Pervious)
Runoff Volume (Pervious) 43,038.398 ft3

Hydrograph Volume (Area under Hydrograph curve)
Volume 43,039.000 ft3

SCS Unit Hydrograph Parameters
Time of Concentration 10.000 min
(Composite)
Computational Time 1.333 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
Bentley System s, Inc. Haestad Methods Solution
Center
27 Siemon Company Drive Suite 200 W
Watertown, C T 06795 USA [phone]
Bentley PondPack V8i
[08.11.01.51 ]
Page 33 of 37

FAIRFIELD FARMS
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: PRE DEV POND 2 Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 41.81 ft3/s
Unit peak time, Tp 6.667 min
Unit receding limb, Tr 26.667 min
Total unit time, Tb 33.333 min
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 34 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Addition Summary
Label: Out
Summary for Hydrograph Addition at 'Out'
Upstream Link
<Catchment to Outflow Node>
<Catchment to Outflow Node>
<Catchment to Outflow Node>
<Catchment to Outflow Node>
<Catchment to Outflow Node>
Upstream Node
Not Tributary 1
Not Tributary 2
Not Tributary 3
PRE DEV POND 1
PRE DEV POND 2
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Not Tributary 1 8,072.911 720.000 2.94
Flow (From) Not Tributary 2 7,430.234 720.000 2.70
Flow (From) Not Tributary 3 3,874.881 722.000 1.37
Flow (From) PRE DEV
POND 1 112,672.625 722.000 38.85
Flow (From) PRE DEV
POND 2 10,661.498 722.000 3.27
Flow (In) Out 142,712.156 722.000 49.09
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 35 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Subsection: Addition Summary
Label: Out
Summary for Hydrograph Addition at 'Out'
Upstream Link
<Catchment to Outflow Node>
<Catchment to Outflow Node>
<Catchment to Outflow Node>
<Catchment to Outflow Node>
<Catchment to Outflow Node>
Upstream Node
Not Tributary 1
Not Tributary 2
Not Tributary 3
PRE DEV POND 1
PRE DEV POND 2
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Not Tributary 1 24,418.064 720.000 9.23
Flow (From) Not Tributary 2 22,474.164 720.000 8.49
Flow (From) Not Tributary 3 12,634.806 720.000 4.77
Flow From
~ ~ PRE DEV
POND 1 388,027.688 720.000 146.23
Flow From
~ ~ PRE DEV
POND 2 43,038.930 720.000 15.97
Flow (In) Out 490,593.656 720.000 184.70
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 May2010.ppc Center [08.11.01.51]
5/11/2010 27 Siemon Company Drive Suite 200 W Page 36 of 37
Watertown, CT 06795 USA [phone]

FAIRFIELD FARMS
Index
F
Fayetteville (Time-Depth Curve, 1 years)...4, 5
Fayetteville (Time-Depth Curve, 10 years)...6, 7
M
Master Network Summary...3
N
Not Tributary 1 (Runoff CN-Area, 1 years)...8
Not Tributary 1 (Unit Hydrograph Summary, 1 years)...15, 16
Not Tributary 1 (Unit Hydrograph Summary, 10 years)...17, 18
Not Tributary 2 (Runoff CN-Area, 1 years)...9
Not Tributary 2 (Unit Hydrograph Summary, 1 years)...19, 20
Not Tributary 2 (Unit Hydrograph Summary, 10 years)...21, 22
Not Tributary 3 (Runoff CN-Area, 1 years)...10
Not Tributary 3 (Unit Hydrograph Summary, 1 years)...23, 24
Not Tributary 3 (Unit Hydrograph Summary, 10 years)...25, 26
0
Out (Addition Summary, 1 years)...35
Out (Addition Summary, 10 years)...36
P
PRE DEV POND 1 (Runoff CN-Area, 1 years)...11
PRE DEV POND 1 (Unit Hydrograph Summary, 1 years)...27, 28
PRE DEV POND 1 (Unit Hydrograph Summary, 10 years)...29, 30
PRE DEV POND 2 (Runoff CN-Area, 1 years)...12
PRE DEV POND 2 (Unit Hydrograph Summary, 1 years)...31, 32
PRE DEV POND 2 (Unit Hydrograph Summary, 10 years)...33, 34
U
Unit Hydrograph Equations...13, 14
User Notifications...2
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Project Summary
Title FAIRFIELD FARMS
Engineer M KR\bgb
Company Moorman, Kizer &
Reitzel, Inc.
Date 5/11/2010
Notes
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Table of Contents
Fayetteville
Not Tributary 1
PRE DEV Basin 2
Not Tributary 1
PRE DEV Basin 2
Not Tributary 1
PRE DEV Basin 2
Out
User Notifications
Master Network Summary
TypeII 24hr (3.0 in)
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
Time-Depth Curve
TypeII 24hr (3.0 in)
Time of Concentration
Calculations
TypeII 24hr (3.0 in)
Time of Concentration
Calculations
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Runoff CN-Area
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
Unit Hydrograph
Summary
TypeII 24hr (3.0 in)
Addition Summary
Addition Summary
Addition Summary
Addition Summary
2
3
4
6
8
10
12
14
16
17
18
20
22
24
26
28
30
32
34
35
36
37

FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: User Notifications
No user
User Notifications? notifications
generated.
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Master Network Summary
Catchments Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
PRE DEV Basin 2 Predeveloped 1-yr 1 10,629.000 734.000 1.81
PRE DEV Basin 2 Predeveloped 10-yr 10 42,904.000 730.000 9.83
PRE DEV Basin 2 Predeveloped 25-yr 25 61,595.000 730.000 14.54
PRE DEV Basin 2 Predeveloped 100-yr 100 96,201.000 730.000 23.16
Not Tributary 1 Predeveloped 1-yr 1 8,069.000 722.000 2.64
Not Tributary 1 Predeveloped 10-yr 10 24,406.000 722.000 8.40
Not Tributary 1 Predeveloped 25-yr 25 33,058.000 722.000 11.36
Not Tributary 1 Predeveloped 100-yr 100 48,443.000 722.000 16.50
Node Summary
Label Scenario Return Hydrograph Time to Peak Peak Flow
Event Volume (min) (ft3/s)
(years) (ft3)
Out Predeveloped 1-yr 1 18,698.000 726.000 3.79
Out Predeveloped 10-yr 10 67,310.000 726.000 16.28
Out Predeveloped 25-yr 25 94,653.000 726.000 23.26
Out Predeveloped 100-yr 100 144,644.000 726.000 35.84
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time-Depth Curve Return Event: 1 years
Label: Fayetteville Storm Event: TypeII 24hr (3.0 in)
Time-Depth Curve: Typell 24hr (3.0 in)
Label TypeII 24hr (3.0
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 1 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.0 0.0
60.000 0.0 0.0 0.0 0.0 0.0
90.000 0.0 0.1 0.1 0.1 0.1
120.000 0.1 0.1 0.1 0.1 0.1
150.000 0.1 0.1 0.1 0.1 0.1
180.000 0.1 0.1 0.1 0.1 0.1
210.000 0.1 0.1 0.1 0.1 0.1
240.000 0.1 0.1 0.2 0.2 0.2
270.000 0.2 0.2 0.2 0.2 0.2
300.000 0.2 0.2 0.2 0.2 0.2
330.000 0.2 0.2 0.2 0.2 0.2
360.000 0.2 0.2 0.3 0.3 0.3
390.000 0.3 0.3 0.3 0.3 0.3
420.000 0.3 0.3 0.3 0.3 0.3
450.000 0.3 0.3 0.3 0.3 0.4
480.000 0.4 0.4 0.4 0.4 0.4
510.000 0.4 0.4 0.4 0.4 0.4
540.000 0.4 0.5 0.5 0.5 0.5
570.000 0.5 0.5 0.5 0.5 0.5
600.000 0.5 0.6 0.6 0.6 0.6
630.000 0.6 0.6 0.6 0.7 0.7
660.000 0.7 0.7 0.8 0.8 0.8
690.000 0.9 0.9 1.1 1.3 1.7
720.000 2.0 2.1 2.1 2.2 2.2
750.000 2.2 2.2 2.3 2.3 2.3
780.000 2.3 2.3 2.4 2.4 2.4
810.000 2.4 2.4 2.4 2.5 2.5
840.000 2.5 2.5 2.5 2.5 2.5
870.000 2.5 2.5 2.5 2.6 2.6
900.000 2.6 2.6 2.6 2.6 2.6
930.000 2.6 2.6 2.6 2.6 2.7
960.000 2.7 2.7 2.7 2.7 2.7
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time-Depth Curve Return Event: 1 years
Label: Fayetteville
Storm Event: TypeII 24hr (3.0 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 2.7 2.7 2.7 2.7 2.7
1,020.000 2.7 2.7 2.7 2.7 2.7
1,050.000 2.8 2.8 2.8 2.8 2.8
1,080.000 2.8 2.8 2.8 2.8 2.8
1,110.000 2.8 2.8 2.8 2.8 2.8
1,140.000 2.8 2.8 2.8 2.8 2.9
1,170.000 2.9 2.9 2.9 2.9 2.9
1,200.000 2.9 2.9 2.9 2.9 2.9
1,230.000 2.9 2.9 2.9 2.9 2.9
1,260.000 2.9 2.9 2.9 2.9 2.9
1,290.000 2.9 2.9 2.9 2.9 2.9
1,320.000 3.0 3.0 3.0 3.0 3.0
1,350.000 3.0 3.0 3.0 3.0 3.0
1,380.000 3.0 3.0 3.0 3.0 3.0
1,410.000 3.0 3.0 3.0 3.0 3.0
1,440.000 3.0 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time-Depth Curve Return Event: 10 years
Label: Fayetteville Storm Event: TypeII 24hr (5.5 in)
Time-Depth Curve: Typell 24hr (5.5 in)
Label TypeII 24hr (5.5
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 10 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.0 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.1 0.1 0.1
120.000 0.1 0.1 0.1 0.1 0.1
150.000 0.2 0.2 0.2 0.2 0.2
180.000 0.2 0.2 0.2 0.2 0.2
210.000 0.2 0.2 0.2 0.2 0.3
240.000 0.3 0.3 0.3 0.3 0.3
270.000 0.3 0.3 0.3 0.3 0.3
300.000 0.3 0.4 0.4 0.4 0.4
330.000 0.4 0.4 0.4 0.4 0.4
360.000 0.4 0.5 0.5 0.5 0.5
390.000 0.5 0.5 0.5 0.5 0.5
420.000 0.5 0.6 0.6 0.6 0.6
450.000 0.6 0.6 0.6 0.6 0.7
480.000 0.7 0.7 0.7 0.7 0.7
510.000 0.7 0.7 0.8 0.8 0.8
540.000 0.8 0.8 0.8 0.9 0.9
570.000 0.9 0.9 0.9 1.0 1.0
600.000 1.0 1.0 1.0 1.1 1.1
630.000 1.1 1.2 1.2 1.2 1.3
660.000 1.3 1.3 1.4 1.4 1.5
690.000 1.6 1.7 2.0 2.4 3.1
720.000 3.7 3.8 3.9 3.9 4.0
750.000 4.1 4.1 4.1 4.2 4.2
780.000 4.3 4.3 4.3 4.4 4.4
810.000 4.4 4.4 4.5 4.5 4.5
840.000 4.5 4.5 4.6 4.6 4.6
870.000 4.6 4.6 4.7 4.7 4.7
900.000 4.7 4.7 4.7 4.8 4.8
930.000 4.8 4.8 4.8 4.8 4.8
960.000 4.9 4.9 4.9 4.9 4.9
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time-Depth Curve Return Event: 10 years
Label: Fayetteville Storm Event: TypeII 24hr (5.5 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 4.9 4.9 4.9 5.0 5.0
1,020.000 5.0 5.0 5.0 5.0 5.0
1,050.000 5.0 5.0 5.1 5.1 5.1
1,080.000 5.1 5.1 5.1 5.1 5.1
1,110.000 5.1 5.1 5.2 5.2 5.2
1,140.000 5.2 5.2 5.2 5.2 5.2
1,170.000 5.2 5.2 5.2 5.2 5.2
1,200.000 5.3 5.3 5.3 5.3 5.3
1,230.000 5.3 5.3 5.3 5.3 5.3
1,260.000 5.3 5.3 5.3 5.3 5.4
1,290.000 5.4 5.4 5.4 5.4 5.4
1,320.000 5.4 5.4 5.4 5.4 5.4
1,350.000 5.4 5.4 5.4 5.4 5.5
1,380.000 5.5 5.5 5.5 5.5 5.5
1,410.000 5.5 5.5 5.5 5.5 5.5
1,440.000 5.5 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time-Depth Curve Return Event: 25 years
Label: Fayetteville Storm Event: TypeII 24hr (6.7 in)
Time-Depth Curve: Typell 24hr (6.7 in)
Label TypeII 24hr (6.7
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 25 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.0 0.0 0.1 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.1 0.1 0.1
120.000 0.1 0.2 0.2 0.2 0.2
150.000 0.2 0.2 0.2 0.2 0.2
180.000 0.2 0.2 0.2 0.3 0.3
210.000 0.3 0.3 0.3 0.3 0.3
240.000 0.3 0.3 0.3 0.3 0.4
270.000 0.4 0.4 0.4 0.4 0.4
300.000 0.4 0.4 0.4 0.5 0.5
330.000 0.5 0.5 0.5 0.5 0.5
360.000 0.5 0.5 0.6 0.6 0.6
390.000 0.6 0.6 0.6 0.6 0.6
420.000 0.7 0.7 0.7 0.7 0.7
450.000 0.7 0.7 0.8 0.8 0.8
480.000 0.8 0.8 0.8 0.8 0.9
510.000 0.9 0.9 0.9 0.9 1.0
540.000 1.0 1.0 1.0 1.0 1.1
570.000 1.1 1.1 1.1 1.2 1.2
600.000 1.2 1.2 1.3 1.3 1.3
630.000 1.4 1.4 1.4 1.5 1.5
660.000 1.6 1.6 1.7 1.7 1.8
690.000 1.9 2.1 2.4 2.9 3.8
720.000 4.4 4.6 4.7 4.8 4.9
750.000 4.9 5.0 5.0 5.1 5.1
780.000 5.2 5.2 5.2 5.3 5.3
810.000 5.3 5.4 5.4 5.4 5.5
840.000 5.5 5.5 5.5 5.6 5.6
870.000 5.6 5.6 5.6 5.7 5.7
900.000 5.7 5.7 5.7 5.8 5.8
930.000 5.8 5.8 5.8 5.9 5.9
960.000 5.9 5.9 5.9 5.9 5.9
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time-Depth Curve Return Event: 25 years
Label: Fayetteville
Storm Event: TypeII 24hr (6.7 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 6.0 6.0 6.0 6.0 6.0
1,020.000 6.0 6.0 6.1 6.1 6.1
1,050.000 6.1 6.1 6.1 6.1 6.1
1,080.000 6.2 6.2 6.2 6.2 6.2
1,110.000 6.2 6.2 6.2 6.3 6.3
1,140.000 6.3 6.3 6.3 6.3 6.3
1,170.000 6.3 6.3 6.3 6.4 6.4
1,200.000 6.4 6.4 6.4 6.4 6.4
1,230.000 6.4 6.4 6.4 6.4 6.4
1,260.000 6.5 6.5 6.5 6.5 6.5
1,290.000 6.5 6.5 6.5 6.5 6.5
1,320.000 6.5 6.5 6.6 6.6 6.6
1,350.000 6.6 6.6 6.6 6.6 6.6
1,380.000 6.6 6.6 6.6 6.6 6.6
1,410.000 6.7 6.7 6.7 6.7 6.7
1,440.000 6.7 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time-Depth Curve Return Event: 100 years
Label: Fayetteville Storm Event: TypeII 24hr (8.7 in)
Time-Depth Curve: Typell 24hr (8.7 in)
Label TypeII 24hr (8.7
in)
Start Time 0.000 min
Increment 6.000 min
End Time 1,440.000 min
Return Event 100 years
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
0.000 0.0 0.0 0.0 0.0 0.0
30.000 0.0 0.1 0.1 0.1 0.1
60.000 0.1 0.1 0.1 0.1 0.1
90.000 0.1 0.1 0.2 0.2 0.2
120.000 0.2 0.2 0.2 0.2 0.2
150.000 0.2 0.3 0.3 0.3 0.3
180.000 0.3 0.3 0.3 0.3 0.3
210.000 0.4 0.4 0.4 0.4 0.4
240.000 0.4 0.4 0.4 0.5 0.5
270.000 0.5 0.5 0.5 0.5 0.5
300.000 0.5 0.6 0.6 0.6 0.6
330.000 0.6 0.6 0.6 0.7 0.7
360.000 0.7 0.7 0.7 0.7 0.8
390.000 0.8 0.8 0.8 0.8 0.8
420.000 0.9 0.9 0.9 0.9 0.9
450.000 0.9 1.0 1.0 1.0 1.0
480.000 1.0 1.1 1.1 1.1 1.1
510.000 1.1 1.2 1.2 1.2 1.2
540.000 1.3 1.3 1.3 1.4 1.4
570.000 1.4 1.4 1.5 1.5 1.5
600.000 1.6 1.6 1.6 1.7 1.7
630.000 1.8 1.8 1.9 1.9 2.0
660.000 2.0 2.1 2.2 2.3 2.4
690.000 2.5 2.7 3.1 3.7 4.9
720.000 5.7 5.9 6.1 6.2 6.3
750.000 6.4 6.4 6.5 6.6 6.6
780.000 6.7 6.7 6.8 6.8 6.9
810.000 6.9 7.0 7.0 7.0 7.1
840.000 7.1 7.1 7.2 7.2 7.2
870.000 7.3 7.3 7.3 7.3 7.4
900.000 7.4 7.4 7.5 7.5 7.5
930.000 7.5 7.5 7.6 7.6 7.6
960.000 7.6 7.6 7.7 7.7 7.7
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time-Depth Curve
Label: Fayetteville
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
CUMULATIVE RAINFALL (in)
Output Time Increment = 6.000 min
Time on left represents time for first value in each row.
Time Depth Depth Depth Depth Depth
(min) (in) (in) (in) (in) (in)
990.000 7.7 7.7 7.8 7.8 7.8
1,020.000 7.8 7.8 7.9 7.9 7.9
1,050.000 7.9 7.9 7.9 8.0 8.0
1,080.000 8.0 8.0 8.0 8.0 8.0
1,110.000 8.1 8.1 8.1 8.1 8.1
1,140.000 8.1 8.1 8.2 8.2 8.2
1,170.000 8.2 8.2 8.2 8.2 8.2
1,200.000 8.3 8.3 8.3 8.3 8.3
1,230.000 8.3 8.3 8.3 8.3 8.4
1,260.000 8.4 8.4 8.4 8.4 8.4
1,290.000 8.4 8.4 8.4 8.4 8.5
1,320.000 8.5 8.5 8.5 8.5 8.5
1,350.000 8.5 8.5 8.5 8.6 8.6
1,380.000 8.6 8.6 8.6 8.6 8.6
1,410.000 8.6 8.6 8.6 8.7 8.7
1,440.000 8.7 (N/A) (N/A) (N/A) (N/A)
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time of Concentration Calculations
Label: Not Tributary 1
Time of Concentration Results
Segment #1: SCS Lag
Hydraulic Length 648.00 ft
C N 74.000
Slope 0.039 ft/ft
Average Velocity 0.79 ft/s
Segment Time of 13.655 min
Concentration

Time of Concentration (Composite)
Time of Concentration 13
655 min
(Composite) .
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: Not Tributary 1
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)
Tc= Time of concentration, hours
Where: Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time of Concentration Calculations
Label: PRE DEV Basin 2
Time of Concentration Results
Segment #1: SCS Lag
Hydraulic Length 1,362.00 ft
CN 72.000
Slope 0.033 ft/ft
Average Velocity 0.80 ft/s
Segment Time of 28.250 min
Concentration

Time of Concentration (Composite)
Time of Concentration 28
250 min
(Composite) ,
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Time of Concentration Calculations Return Event: 1 years
Label: PRE DEV Basin 2
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN)-9)**0.7) * (Sf**-0.5)
Tc= Time of concentration, hours
Where: Lf= Flow length, feet
CN= SCS Curve Number
Sf= Slope, ft/ft
Storm Event: TypeII 24hr (3.0 in)
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Runoff CN-Area Return Event: 1 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(fiz) (%) (%)
Woods -fair - Soil A 36.000 7,183 0.0 0.0 36.000
Woods -fair - Soil B 60.000 21 0.0 0.0 60.000
Woods -fair - Soil C 73.000 43,161 0.0 0.0 73.000
Woods -fair - Soil D 79.000 54,825 0.0 0.0 79.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 105,190 (N/A) (N/A) 73.598
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Runoff CN-Area Return Event: 1 years
Label: PRE DEV Basin 2 Storm Event: TypeII 24hr (3.0 in)
Runoff Curve Number Data
Soil/Surface Description CN Area C UC Adjusted CN
(fiz) (%) (%)
Newly graded area (pervious only -Newly 77,000 62
230 0.0 0.0 77.000
graded area (pervious only) -Soil A ,
Woods -fair - Soil A 36.000 65,580 0.0 0.0 36.000
Woods -fair - Soil B 60.000 36,380 0.0 0.0 60.000
Woods -fair - Soil C 73.000 78,937 0.0 0.0 73.000
Woods -fair - Soil D 79.000 24,008 0.0 0.0 79.000
COMPOSITE AREA & WEIGHTED CN ---> (N/A) 267,135 (N/A) (N/A) 63.617
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (3.0 in)
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 13
655 min
(Composite) .
Area (User Defined) 105,190 ftz
Computational Time 1.821 min
Increment
Time to Peak (Computed) 722.781 min
Flow (Peak, Computed) 2.68 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722
000 min
Interpolated Output) ,
Flow (Peak Interpolated 2.64 ft3/s
Output)
Drainage Area
SCS CN (Composite) 74.000
Area (User Defined) 105,190 ftz
Maximum Retention
3
5 in
(Pervious) .
Maximum Retention
0
7 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 0
9 in
(Pervious) .
Runoff Volume (Pervious) 8,072.866 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 8,069.000 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 13
655 min
(Composite) .
Computational Time 1.821 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 1
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 12.02 ft3/s
Unit peak time, Tp 9.103 min
Unit receding limb, Tr 36.412 min
Total unit time, Tb 45.515 min
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (5.5 in)
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 13
655 min
(Composite) .
Area (User Defined) 105,190 ftz
Computational Time 1.821 min
Increment
Time to Peak (Computed) 722.781 min
Flow (Peak, Computed) 8.41 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722
000 min
Interpolated Output) ,
Flow (Peak Interpolated 8.40 ft3/s
Output)
Drainage Area
SCS CN (Composite) 74.000
Area (User Defined) 105,190 ftz
Maximum Retention
3
5 in
(Pervious) .
Maximum Retention
0
7 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 2
g in
(Pervious) .
Runoff Volume (Pervious) 24,418.154 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 24,406.000 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 13
655 min
(Composite) .
Computational Time 1.821 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 1
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 12.02 ft3/s
Unit peak time, Tp 9.103 min
Unit receding limb, Tr 36.412 min
Total unit time, Tb 45.515 min
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary Return Event: 25 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (6.7 in)
Storm Event TypeII 24hr(6.7
in)
Return Event 25 years
Duration 7,200.000 min
Depth 6.7 in
Time of Concentration 13
655 min
(Composite) .
Area (User Defined) 105,190 ftz
Computational Time 1.821 min
Increment
Time to Peak (Computed) 720.960 min
Flow (Peak, Computed) 11.39 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722
000 min
Interpolated Output) ,
Flow (Peak Interpolated 11.36 ft3/s
Output)
Drainage Area
SCS CN (Composite) 74.000
Area (User Defined) 105,190 ftz
Maximum Retention
3
5 in
(Pervious) .
Maximum Retention
0
7 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 3
8 in
(Pervious) .
Runoff Volume (Pervious) 33,074.568 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 33,058.000 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 13
655 min
(Composite) .
Computational Time 1.821 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 1
Return Event: 25 years
Storm Event: TypeII 24hr (6.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 12.02 ft3/s
Unit peak time, Tp 9.103 min
Unit receding limb, Tr 36.412 min
Total unit time, Tb 45.515 min
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary Return Event: 100 years
Label: Not Tributary 1 Storm Event: TypeII 24hr (8.7 in)
Storm Event TypeII 24hr(8.7
in)
Return Event 100 years
Duration 7,200.000 min
Depth 8.7 in
Time of Concentration 13
655 min
(Composite) .
Area (User Defined) 105,190 ftz
Computational Time 1.821 min
Increment
Time to Peak (Computed) 720.960 min
Flow (Peak, Computed) 16.60 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 722
000 min
Interpolated Output) ,
Flow (Peak Interpolated 16.50 ft3/s
Output)
Drainage Area
SCS CN (Composite) 74.000
Area (User Defined) 105,190 ftz
Maximum Retention
3
5 in
(Pervious) .
Maximum Retention
0
7 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 5
5 in
(Pervious) .
Runoff Volume (Pervious) 48,466.609 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 48,443.000 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 13
655 min
(Composite) .
Computational Time 1.821 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary
Label: Not Tributary 1
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 12.02 ft3/s
Unit peak time, Tp 9.103 min
Unit receding limb, Tr 36.412 min
Total unit time, Tb 45.515 min
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary Return Event: 1 years
Label: PRE DEV Basin 2 Storm Event: TypeII 24hr (3.0 in)
Storm Event TypeII 24hr(3.0
in)
Return Event 1 years
Duration 7,200.000 min
Depth 3.0 in
Time of Concentration 28
250 min
(Composite) ,
Area (User Defined) 267,135 ftz
Computational Time 3.767 min
Increment
Time to Peak (Computed) 734.512 min
Flow (Peak, Computed) 1.82 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 734
000 min
Interpolated Output) .
Flow (Peak Interpolated 1.81 ft3/s
Output)
Drainage Area
SCS CN (Composite) 64.000
Area (User Defined) 267,135 ftz
Maximum Retention
5
6 in
(Pervious) .
Maximum Retention
1
1 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 0
5 in
(Pervious) .
Runoff Volume (Pervious) 10,630.413 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 10,629.000 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 28
250 min
(Composite) ,
Computational Time 3.767 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary
Label: PRE DEV Basin 2
Return Event: 1 years
Storm Event: TypeII 24hr (3.0 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 14.76 ft3/s
Unit peak time, Tp 18.834 min
Unit receding limb, Tr 75.335 min
Total unit time, Tb 94.168 min
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary Return Event: 10 years
Label: PRE DEV Basin 2 Storm Event: TypeII 24hr (5.5 in)
Storm Event TypeII 24hr(5.5
in)
Return Event 10 years
Duration 7,200.000 min
Depth 5.5 in
Time of Concentration 28
250 min
(Composite) ,
Area (User Defined) 267,135 ftz
Computational Time 3.767 min
Increment
Time to Peak (Computed) 730.745 min
Flow (Peak, Computed) 9.95 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 730
000 min
Interpolated Output) .
Flow (Peak Interpolated 9,83 ft3/s
Output)
Drainage Area
SCS CN (Composite) 64.000
Area (User Defined) 267,135 ftz
Maximum Retention
5
6 in
(Pervious) .
Maximum Retention
1
1 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 1
9 in
(Pervious) .
Runoff Volume (Pervious) 42,914.058 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 42,904.000 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 28
250 min
(Composite) ,
Computational Time 3.767 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary
Label: PRE DEV Basin 2
Return Event: 10 years
Storm Event: TypeII 24hr (5.5 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 14.76 ft3/s
Unit peak time, Tp 18.834 min
Unit receding limb, Tr 75.335 min
Total unit time, Tb 94.168 min
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary Return Event: 25 years
Label: PRE DEV Basin 2 Storm Event: TypeII 24hr (6.7 in)
Storm Event TypeII 24hr(6.7
in)
Return Event 25 years
Duration 7,200.000 min
Depth 6.7 in
Time of Concentration 28
250 min
(Composite) ,
Area (User Defined) 267,135 ftz
Computational Time 3.767 min
Increment
Time to Peak (Computed) 730.745 min
Flow (Peak, Computed) 14.68 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 730
000 min
Interpolated Output) .
Flow (Peak Interpolated 14.54 ft3/s
Output)
Drainage Area
SCS CN (Composite) 64.000
Area (User Defined) 267,135 ftz
Maximum Retention
5
6 in
(Pervious) .
Maximum Retention
1
1 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 2
g in
(Pervious) .
Runoff Volume (Pervious) 61,609.800 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 61,595.000 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 28
250 min
(Composite) ,
Computational Time 3.767 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary
Label: PRE DEV Basin 2
Return Event: 25 years
Storm Event: TypeII 24hr (6.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 14.76 ft3/s
Unit peak time, Tp 18.834 min
Unit receding limb, Tr 75.335 min
Total unit time, Tb 94.168 min
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary Return Event: 100 years
Label: PRE DEV Basin 2 Storm Event: TypeII 24hr (8.7 in)
Storm Event TypeII 24hr(8.7
in)
Return Event 100 years
Duration 7,200.000 min
Depth 8.7 in
Time of Concentration 28
250 min
(Composite) ,
Area (User Defined) 267,135 ftz
Computational Time 3.767 min
Increment
Time to Peak (Computed) 730.745 min
Flow (Peak, Computed) 23.32 ft3/s
Output Increment 2.000 min
Time to Flow (Peak 730
000 min
Interpolated Output) .
Flow (Peak Interpolated 23.16 ft3/s
Output)
Drainage Area
SCS CN (Composite) 64.000
Area (User Defined) 267,135 ftz
Maximum Retention
5
6 in
(Pervious) .
Maximum Retention
1
1 in
(Pervious, 20 percent) .
Cumulative Runoff
Cumulative Runoff Depth 4
3 in
(Pervious) .
Runoff Volume (Pervious) 96,223.737 ft3
Hydrograph Volume (Area under Hydrograph curve)
Volume 96,201.000 ft3
SCS Unit Hydrograph Parameters
Time of Concentration 28
250 min
(Composite) ,
Computational Time 3.767 min
Increment
Unit Hydrograph Shape 483.432
Factor
K Factor 0.749
Receding/Rising, Tr/Tp 1.670
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Unit Hydrograph Summary
Label: PRE DEV Basin 2
Return Event: 100 years
Storm Event: TypeII 24hr (8.7 in)
SCS Unit Hydrograph Parameters
Unit peak, qp 14.76 ft3/s
Unit peak time, Tp 18.834 min
Unit receding limb, Tr 75.335 min
Total unit time, Tb 94.168 min
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Addition Summary Return Event: 1 years
Label: Out Storm Event: TypeII 24hr (3.0 in)
Summary for Hydrograph Addition at 'Out'
Upstream Link Upstream Node
<Catchment to Outflow Node> Not Tributary 1
<Catchment to Outflow Node> PRE DEV Basin 2
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Not Tributary 1 8,068.642 722.000 2.64
Flow (From) 2RE DEV Basin 10,628.956 734.000 1.81

Flow (In) Out 18,697.598 726.000 3.79
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Addition Summary Return Event: 10 years
Label: Out Storm Event: TypeII 24hr (5.5 in)
Summary for Hydrograph Addition at 'Out'
Upstream Link Upstream Node
<Catchment to Outflow Node> Not Tributary 1
<Catchment to Outflow Node> PRE DEV Basin 2
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Not Tributary 1 24,405.563 722.000 8.40
Flow (From) 2RE DEV Basin 42,904.230 730.000 9.83

Flow (In) Out 67,309.789 726.000 16.28
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Addition Summary Return Event: 25 years
Label: Out Storm Event: TypeII 24hr (6.7 in)
Summary for Hydrograph Addition at 'Out'
Upstream Link Upstream Node
<Catchment to Outflow Node> Not Tributary 1
<Catchment to Outflow Node> PRE DEV Basin 2
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Not Tributary 1 33,057.773 722.000 11.36
Flow (From) 2RE DEV Basin 61,595.367 730.000 14.54

Flow (In) Out 94,653.141 726.000 23.26
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Subsection: Addition Summary Return Event: 100 years
Label: Out Storm Event: TypeII 24hr (8.7 in)
Summary for Hydrograph Addition at 'Out'
Upstream Link Upstream Node
<Catchment to Outflow Node> Not Tributary 1
<Catchment to Outflow Node> PRE DEV Basin 2
Node Inflows
Inflow Type Element Volume Time to Peak Flow (Peak)
(ft3) (min) (ft3/s)
Flow (From) Not Tributary 1 48,442.621 722.000 16.50
Flow (From) 2RE DEV Basin 96,200.898 730.000 23.16

Flow (In) Out 144,643.516 726.000 35.84
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FAIRFIELD FARMS -Basin 2 Predeveloped Condition
Index
F
Fayetteville (Time-Depth Curve, 1 years)...4, 5
Fayetteville (Time-Depth Curve, 10 years)...6, 7
Fayetteville (Time-Depth Curve, 100 years)...10, 11
Fayetteville (Time-Depth Curve, 25 years)...8, 9
M
Master Network Summary...3
N
Not Tributary 1 (Runoff CN-Area, 1 years)...16
Not Tributary 1 (Time of Concentration Calculations, 1 years)...12, 13
Not Tributary 1 (Unit Hydrograph Summary, 1 years)...18, 19
Not Tributary 1 (Unit Hydrograph Summary, 10 years)...20, 21
Not Tributary 1 (Unit Hydrograph Summary, 100 years)...24, 25
Not Tributary 1 (Unit Hydrograph Summary, 25 years)...22, 23
0
Out (Addition Summary, 1 years)...34
Out (Addition Summary, 10 years)...35
Out (Addition Summary, 100 years)...37
Out (Addition Summary, 25 years)...36
P
PRE DEV Basin 2 (Runoff CN-Area, 1 years)...17
PRE DEV Basin 2 (Time of Concentration Calculations, 1 years)...14, 15
PRE DEV Basin 2 (Unit Hydrograph Summary, 1 years)...26, 27
PRE DEV Basin 2 (Unit Hydrograph Summary, 10 years)...28, 29
PRE DEV Basin 2 (Unit Hydrograph Summary, 100 years)...32, 33
PRE DEV Basin 2 (Unit Hydrograph Summary, 25 years)...30, 31
U
User Notifications...2
Bentley Systems, Inc. Haestad Methods Solution Bentley PondPack V8i
98_1702_01 Predeveloped 2 May2010.ppc Center [08.11.01.54]
5/23/2011 27 Siemon Company Drive Suite 200 W Page 38 of 38
Watertown, CT 06795 USA [phone]

August 17, 2010
Moorman, Kizer and Reitzel, Inc.
P. O. Box 53744
Fayetteville, North Carolina 28305
Attention: Mr. Ron Williams and Mr. Blake Ball
RE: Summary of Piezometer Readings
Fairfield Farms, Section 4,5 and 6
Cumberland County, North Carolina
KAM Project Number 10-191
Gentlemen:
Geotechnical Engineering Services
Construction Material Testing
Civil Quality Control
As requested, a representative of KAM Engineering Services, P.C. was present at this site on August 13,
2010 to install a series of four (4) temporary piezometers at the proposed sediment basins 1 and 2 for this
phase of development. At the time of our arrival at the site, the basins were not constructed. Our test
borings were advanced at locations identified by Moorman, Kizer and Reitzel. We have included the
Erosion Control Plan to show the general locations of the borings. The intent of this study was to determine
the current depth to groundwater, the depth to seasonal high groundwater table, and to make comments upon
the soils encountered in our hand auger borings.
Each of the piezometers consisted of a 1-1/2-inch diameter, slotted PVC casing that was set into ahand-
auger boring to a depth of 10 feet below the ground surface. The slotted PVC casing was backfilled using
washed pea gravel to within 1 foot of the ground surface. The top 12 inches was backfilled using the near
surface soils. The following table provides locations and a summary of our measurements for each boring.
Piezometer Installation Details
Basin 1
Point 1 Basin 1
Point 2 Basin 2
Point 1 Basin 1
Point 2
Northing 2036438.5 2036308.6 2036302.4 2036274.9
Fasting 515001.3 515072.4 516870.2 516929.0
Ground Elevation 133.2 136.7 170.6 165.2
Depth to GW 7.0 7.6 6.4 4.5
GW Elevation 126.2 129.1 164.2 160.7
Depth to SHGW 6.0 6.4 6.0 3.9
SHGW Elevation 127.2 130.3 164.6 161.3
Bottom of Casing 123.7 127.2 161.1 155.7
Sediment pond floor elevation 128.0 128.0 161.0 161.0
Because the sediment ponds are designed to function as wet ponds, it appears that the seasonal high
groundwater table is favorable for the support of these ponds. Additionally, it was our intent to identify any
restrictive horizons in our test borings that will affect the drainage capacity of the sediment basins. Based
610 Spring Branch Road
Dunn. North Carolina 28334
Phone [phone] Fax [phone]
www. KAM-Engineering.com

-i
+sln~~~ i "~sLlllll~ b " /ik (y-C,, L',`1;,
upon our classification of the soils encountered in our hand auger borings, the soils that were encountered in
the floor and side walls of the sediment basins will not drain well. Based upon our experience with these soil
types, we would expect a drainage rate of less than 0.1 inches per hour.
Closing
We appreciate the opportunity to provide these testing services. If you have any questions, please do not
hesitate to contact us.
Respectfully submitted,
KAM Engineering Services, P.C.
Kurt A. Miller, P.E.
Senior Geotechnical Engineer
Fairfield Fans, Section 4 2 ~;ANI No.10-191
Moorman, Kizer and Reitzel, Ins°.

Narrative of Design
for
Stormwater Management Facilities
At
Faire/d Farms Subdivision
Sections Four, Five & Six
Bro/anco Corporation
Carver's Creek Township
Cumberland County, North Carolina
May 2011
Prepared by:
Moorman, Kizer & Reitzel, Inc.
NC Firm License F-0106
P.O. Box 53774
115 Broadfoot Avenue
Fayetteville, North Carolina 28305
[phone]

Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Proiect Description
The project involves the construction of up to 110 lots on West Summerchase Road off of Ramsey
Street, at the rear of the existing Fairfield Farms Subdivision. Work will include sewer and water for
Public Works Commission, storm drainage for the City of Fayetteville and streets to City of
Fayetteville standards with 27 foot back to back asphalt pavement with concrete curb and gutter.
Due to portions of the streets being designed in very deep cut, this project will include lot
aradina. The in areas of deep roadway cut, lots will be graded to eliminate steep banks from the
lots to the street and create a more favorable house construction area. In area where the building
envelopes are below street grade, the lots will, to the maximum extent possible, be filled to direct
runoff from impervious surfaces toward the streets, where it will be collected and conveyed to the
treatment facilities. The wet detention basin will be sized to accommodate the maximum impervious
area allowed by the Homeowner's Association documents and treat the runoff to remove 90% of the
Total Suspended Solids (TSS). There are some areas that cannot be drained to the Wet Detention
Basin, but by treating the runoff from the majority of the site to remove 90% of the TSS, rather
than the required minimum of 85%, the ~~average" removal rate will meet the 85% minimum.
All construction projects exceeding one acre in area, as this project does, are required to comply
with the National Pollution Discharge Elimination System (NPDES) Phase II Stormwater Program.
The City of Fayetteville (NC) is the ~~Regulated Entity", and has adopted a Stormwater Control
Ordinance and related development regulations, in part, to meet the requirements of the Phase II
Program (Sec.23-20(b)).
To determine the design requirements for compliance with the various ordinances, the project must
be classified in regards to the receiving watercourse designation, the proposed use and the
impervious cover expected at buildout.
Desian Requirements
The City of Fayetteville Stormwater Ordinance and Water Supply Watershed Management and
Protection Ordinance require that the peak Stormwater discharge rates for High Density Projects
within the ~~non-Critical" Water Supply Watershed Protection Area be limited to the predeveloped
rate, and that the discharge from the runoff produced by a one-inch rainfall event be treated to
remove a minimum of 85 percent of the Total Suspended Solids conveyed. The primary treatment
system will be Wet Detention Basins in accordance with the Water Supply Watershed Management
and Protection Ordinance. The stored volume must be released over a period of at least two days,
but less than five days. The design and construction of the Stormwater management facilities must
be in accordance with the requirements of the North Carolina Department of Environment and
Natural Resources, Division of Water Quality (NC DENR-DWQ) Stormwater Best Management
Practices Manual (BMP Manual).
Existing topography dictates that the project will require two Wet Detention Basins. The larger
basin, designated as Basin 1, is located near the southeastern corner of the project, and the smaller
basin, designated as Basin 2, is located near the northwestern corner of the property. The peak flow
analysis will be performed at the two main discharge points from the site. Discharge Point 1 will
represent the flow that leaves the site near the southeastern corner of the project, near Basin 1.
Discharge Point 2 will represent the flow that leaves the site near the northwestern corner of the
project, near Basin 2.
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Existing Conditions
Site Description
The site is located at the western end of the previously developed phases of Fairfield Farms
Subdivision, west of Ramsey Street (U. S. Highway 401 North), north of Andrews Road and South of
McCloskey Road. The site has been timbered in the past, and is mostly wooded with medium sized
pines and scrub oaks in ~~fair" condition (some leaf litter and brush). Existing grades vary from 0.5%
to 12%. The majority of the site drains from west to east towards the existing subdivision, into an
existing Swale which flows to the south. A small portion at the northwestern corner of the property
drains towards the north. A drainage map is attached.
There are jurisdictional wetlands on the site, as shown on the attached copy of the Wetlands Map
signed by a representative of the U.S. Army Corps of Engineers (USAGE) on February 26, 2004. The
proposed wetlands impact areas are as shown on the attached Wetlands Impact Map, dated
February 27, 2008. A copy of the General Permit (Nationwide Permit 29) under Section 404 of the
Clean Water Act (33 USC 1344) to impact up to 0.488 acres of Jurisdictional Wetlands, dated
September 25, 2008 (SAW-2003-01163) is attached.
Adiacent Property
The adjacent property to the east is the existing Fairfield Farms Subdivision with existing single
family homes and is zoned R10. Property to the north is zoned PND (Planned Neighborhood
Development -Conditional Use) and R10 and is currently undeveloped. The property to the west is
owned by the State of North Carolina and the Nature Conservancy and will not be developed. The
property to the south is developed as large single family home tracts with existing homes, but is
zoned PND. The only offsite area tributary to the proposed Stormwater management facilities is a
small area to the west, within the property owned by the State and Nature Conservancy to the west
of the site.
Soils
The Natural Resources Conservation Service (NRCS) Web Soil Survey was used to determine the
predominant soils on the site. The soils shown in this project area are as follows, listed according to
the coverage on the site:
Vauduse loamy sand, 8 to 15 peroent dopes (VaD, ^'39% coverage, Hydrologic Group C)
C~lead loamy sand, 2 to 8 peroent slope (GdB, ^'30% oove~age, Hydrologic Group C)
Candor sand,l to 8 percent slopes (CaB, N 17% coverage, Hydrologic Group A)
Johnston loam (JT, ^'6% owera9e, Hydroogic Group D)
Blaney loamy sand, 8 to 15 peroent slopes (BaD, ^'2% coverage, Hydrdogic Group B)
Blaney loamy sand, 2 to 8 peroent slopes (BaB, ^'3% coverage, Hydrologic Group B)
Panto loam (Pg, ^'3% coverage, Hydroogic Group B/D)
A copy of the Web Soils Report and an excerpt from the Cumberland-Hoke Soil Survey for the area
is attached.
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Watershed Classification
The receiving watercourses are tributaries of Carvers Creek (Cape Fear Basin, Stream Index No.18-
24), which is currently classified as WS-IV, B waters. This is a Water Supply Watershed designation,
which is confirmed by review of the City of Fayetteville Watershed Protection Map. Therefore the
project is also subject to the Watershed Protection Ordinance of the City of Fayetteville, which limits
the density and impervious cover of the development in addition to the water quality and peak
discharge requirements of the Stormwater Ordinance.
Proaosed Develoaed Condition
The proposed use is detached single family residential. The project will include up to 110 single
family lots.
The proposed impervious cover will be estimated using the design areas of roadway and sidewalk
and an estimate of the areas to be covered by homes, driveways, porches, etc. as follows:
This project covers a total area of 2,381,318 square feet (54.668 acres). Areas outside of the project
boundaries that are tributary to the Wet Detention Basins cover 135,623 square feet (3.113 acres).
Areas within the boundaries of the project that are not tributary to the Wet Detention Basins cover
262,376 square feet (6.023 acres).
The proposed streets (27' back of curb to back of curb with 24" ~~rolled" curb and gutter) will cover
207,522 square feet (4.764 acres) and the proposed public sidewalk will cover 27,073 square feet
(0.622 acres). Assuming half of the lots will have sidewalk along the frontage, the average driveway
length within the rights of way is 9.5 feet (11.5' w/sidewalk & 7.5' w/o). At 25' wide, there will be
26,125 square feet of driveway (25'W x 9.5'L x 110 Lots) within the rights of way. This totals
260,720 square feet (5.985 acres) of impervious cover for the rights of way.
A typical lot will include a detached residence with an average impervious cover of 2,550 square
feet, a 25 foot wide by 31 foot long drive (775 square feet), a 4 foot wide by 35 foot long walkway
(140 square feet) and a 10 foot by 12 foot patio (120 square feet). This is a total of 3,585 square
feet of impervious area per lot, which will be rounded up to 4,000 square feet for calculation
purposes to take into account the installation of storage sheds, additional walkways and other
hardscape by homeowners. The maximum impervious cover of 4,000 square feet per lot will be
mandated by restrictive covenants in the Homeowner's Association documents. For 110 lots, this
equates to 440,000 square feet (10.101 acres) of impervious area for the lots within the project.
Adding the 440,000 square feet of impervious cover from the lot construction to the 260,720 square
feet of impervious cover in the streets and sidewalks results in a maximum total impervious cover of
700,720 square feet (16.086 acres) for the development, or 29.43% coverage. Developments within
the Water Supply Watershed Protection Areas with 24% or greater coverage, or those with curb,
gutter and storm drainage are considered High Density developments for purposes of determining
the Stormwater management requirements under the Watershed Protection Ordinance.
For purpose of estimating the runoff from the developed site, it is assumed that, with protective
covenants in the Homeowners Association documents, the condition of the wooded areas within the
wetlands not impacted by construction, and the offsite area within the property to the west owned
by the State of North Carolina and the Nature Conservancy will improve over time from ~~fair"
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
condition to ~~good" condition (leaf litter or brush cover over the majority of the area). It is further
assumed that lot areas and rights of way outside of the wetland areas that are not covered with
impervious surface will be cleared or maintained as ~~open space" (lawns, landscaping, etc.) in
~~good" condition.
The total right of way area is 365,194 square feet. The rights of way will include 260,720 square
feet of impervious cover, as outlined above. The areas within the rights of way will be calculated as
71.39% impervious and 28.61% ~~open space". Because the location of the driveways is not set, the
impervious cover percentage will be used to determine runoff potential from all areas within rights
of way.
The lot areas, excluding the Stormwater management areas, that are not protected as wetlands
cover 1,547,329 square feet. Using the previously calculated 440,000 square feet of impervious
cover for the lots, the average impervious cover for the lot areas is 28.44%. Because the location of
the improvements on each lot are not set, the impervious cover percentage will be used to
determine runoff potential from all areas within lots that are not protected as wetlands.
The areas within the lots dedicated to Stormwater management contain 116,639 square feet (2.678
acres). 101,277 square feet will be used to construct and maintain the wet detention basin and will
considered ~~open space" in ~~good" condition for the purpose of runoff calculations. The remaining
15,362 square feet of this area are protected wetlands, and will be left undisturbed.
Areas that are protected as wetlands cover 265,544 (6.096 acres) square feet. These areas are
currently covered with small pines and ~~scrub" oak with some brush and leaf litter covering the soil
and are classified as being in ~~fair" condition for the predeveloped condition. With protective
covenants, the area should revert to a more natural state, with a good cover of leaf litter or brush
and will be classified as being in ~~good" condition for the developed condition.
The remaining 101,974 square feet (2.341 acres) of the site will be ~~open space". 70,511 square
feet will be used as drainage easements. The open space areas will be modeled as lawn and
landscaping in ~~good" condition.
Design of Stormwater Management Facilities
The Best Management Practices manual outlines the requirements for the design of wet detention
basins for water quality purposes. The requirements are met as follows:
Reauired Surface Area
The required surface are of the permanent pool is based on the size and impervious cover of the
area tributary to the basin and the average depth of the basin. The drainage areas and impervious
cover for each of the basins are as follows:

Basin Drainage Area
A SF Impervious Area
SF Impervious Cover
Ia
Basin 1 1,987,431 598,404 30.11
Basin 2 267,134 70,982 26.57
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
The BMP Manual requires that the permanent pool elevation be within 0.5' of the Seasonal High
Water Table. The seasonal high water table was determined by IG4M Engineering Services. A copy of
the report is attached. The lower of the two values given for each basin were used to determine if
additional measures would be required to prevent adverse impacts to wetlands, surface waters or
groundwater elevations. The seasonal high water elevations and corresponding permanent pool
elevations for each basin are as follows:
Relation of Seasonal High Water Table to Permanent Pool

Basin Seasonal High Water
Table Elevation 1 Seasonal High Water
Table Elevation 2 Proposed Permanent
Pool Elevation
Basin 1 127.2 130.3 127.00
Basin 2 164.6 161.3 161.50
The basins were modeled in AutoCAD with and the stage/storage values were calculated from the
areas of the contours. The proposed grading for the basins is shown on the attached plans. The
calculated storage capacities for the basins are shown in the tables below.
Basin 1 Stage/Storage

tage

epth
(FT)
Forebay
Surface
Area
(SF)
Forebay
Incremental
Volume
(CF)
Forebay
Total
Volume
(CF) Non-
Forebay
Surface
Area
(SF) Non-
Forebay
Incremental
Volume
(CF) Non-
Forebay
Total
Volume
(CF)
Total
Surface
Area
(SF)

Total
Volume
(CF)

omments
120.00 -1.00 2,605 0 0 12,370 0 0 14,975
121.00 0.00 3,417 3,002 3,002 13,767 13,062 13,062 17,184 16,064
122.00 1.00 3,930 3,671 6,672 15,220 14,487 27,549 19,150 34,222
123.00 2.00 4,496 4,210 10,882 16,730 15,969 43,518 21,226 54,401
124.00 3.00 5,033 4,762 15,644 18,296 17,507 61,025 23,329 76,669
125.00 4.00 5,622 5,325 20,969 19,919 19,101 80,127 25,540 101,095
126.00 5.00 6,236 5,926 26,895 21,598 20,753 100,879 27,834 127,774
126.50 5.50 6,552 3,197 30,092 22,459 11,013 111,892 29,011 141,984 Toe of Safety Bench
127.00 6.00 6,875 3,356 33,448 25,876 12,074 123,966 32,751 157,414 Permanent Pool
127.50 6.50 36,680 15,561 139,527 36,680 172,975 Top of Safety Bench
128.00 7.00 37,942 18,655 158,181 37,942 191,629
128.50 7.50 39,212 19,288 177,469 38,326 210,917 Invert of Riser Weirs
129.00 8.00 41,166 20,093 197,562 41,166 231,010
129.50 8.50 42,275 20,860 218,421 42,275 251,869
130.00 9.00 43,394 21,416 239,838 43,394 273,286
131.00 10.00 45,685 44,534 284,372 45,685 317,820
132.00 11.00 47,992 46,834 331,206 47,992 364,654
133.00 12.00 50,351 49,166 380,372 50,351 413,820 Top of Dike
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Basin 2 Staae/Storaae

tage

epth
(FT)
Forebay
Surface
Area
(SF)
Forebay
Incremental
Volume
(CF)
Forebay
Total
Volume
(CF) Non-
Forebay
Surface
Area
(SF) Non-
Forebay
Incremental
Volume
(CF) Non-
Forebay
Total
Volume
(CF)
Total
Surface
Area
(SF)

Total
Volume
(CF)

omments
155.00 -1.00 218 0 0 296 0 0 514 0
156.00 0.00 312 0 0 709 0 0 1,021 0 Top/ Sediment Stora e
157.00 1.00 420 365 365 1,268 975 975 1,688 1,340
158.00 2.00 541 480 844 1,914 1,580 2,555 2,455 3,399
159.00 3.00 675 607 1,451 2,588 2,242 4,797 3,262 6,248
160.00 4.00 820 746 2,197 3,294 2,934 7,731 4,114 9,928
161.00 5.00 979 899 3,096 4,021 3,651 11,382 5,000 14,478 Toe of Vegetated Shelf
161.50 5.50 1,063 510 3,606 5,302 2,323 13,706 6,365 17,312 Permanent Pool
162.00 6.00 7,856 3,269 16,974 7,856 20,581 Top of Ve elated Shelf
162.60 6.60 8,533 4,915 21,889 8,533 25,496 Top of Riser
163.00 7.00 8,995 3,505 25,395 8,995 29,001
163.50 7.50 9,586 4,645 30,039 9,586 33,646 Emer enc Spillwa
164.00 8.00 10,191 4,944 34,983 10,191 38,589
165.00 9.00 11,444 10,811 45,794 11,444 49,401 Top of Dike
The average depth is calculated using Method 2 from the BMP manual. Method 2 is as follows:
CZ - 0.25 X ~1 + f~bot _ shelf ~ + ~ f~bot _ shelf + f~bot _ pond ~ X ~ Depth
ave -
f~per~n _ pool Z f~bot _ shelf
where:
ddVe = average depth in feet rounded to closest 0.5 foot
Abot S,,ef = area at bottom of vegetated shelf (includes forebay) in Square Feet
Aperm pop, = area at Permanent Pool elevation (includes forebay) in Square Feet
Abot pond = area of bottom of pond at top of sediment storage (does not include forebay) in
Square Feet
Depth = depth between bottom of vegetated shelf and top of sediment storage
For each basin, the calculations are as follows:
Descri lion Basin 1 Basin 2
Permanent Pool Elevation (ft, MSL) 127.00 161.50
Permanent Pool Area (A erm ooh )(SF) 32,751 6,635
Bottom of Vegetated Shelf Elevation (ft, MSL) 126.50 161.00
Bottom of Shelf Area (Abot shut) (SF) 29,011 5,000
Bottom of Pond Elevation (ft, MSL) 121.00 156.00
Bottom of Pond Area (A~t ond)(SF) 13,062 709
Depth (Bottom of Shelf-Bottom of Pond)(ft) 5.50 5.00
Average Depth (Method 2)(ft) 4.526 (4.5) 3.301(3.5)
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
From the Surface Area/Drainage Area tables (SA/DA) for 90% Total Suspended Solid (TSS) removal,
the reauired ratios for each basin are as follows:
Description Basin 1 Basin 2
Impervious Cover (%) 30 27
Average Depth (ft) 4.5 3.5
SA/DA ratio (%) (min) 1.50 1.65
Drainage Area (SF) 1,987,434 267,134
Minimum Surface Area Required (SF) 29,812 4,408
Surface Area Provided (SF) 32,751 6,365
SA/DA ration (%) provided 1.65(OK) 2.38(OK)
Reauired Storaae (Water Ouality~
The required volume of water to be stored (Water Quality Volume) is equal to the runoff from the
first 1 inch of a storm event, and is calculated as follows:
Vwg = 3630 x RD x Rv x A
where:
VwQ = Water Quality Volume (Cubic Feet)
3630 = cubic feet per acre inch
RD = Rainfall Depth (inches)
Rv = Runoff Depth (inches per inch of rainfall)
A = Drainage Area (acres)
and;
Rv = 0.05 + O.9(Ia )
where:
Ia = Impervious Cover Ratio
The required water quality storage volume (VWQ) is for the first one inch of rainfall (RD =1"). The
following table summarized the required volume calculations.
Basin Basin 1 Basin 2
Drainage Area (SF) 1,987,431 267,134
Drainage Area (A) (Acres) 45.625 6.133
Impervious Area (SF) 598,404 69,504
Impervious Cover Ratio (Ia) .3011 .2657
Runoff Depth (Rv)(in./in of rainfall) 0.3208 0.2842
Required Water Quality Volume (Vw )( ft3) 53,131 5,915
Quality Volume (Vw) Provided (ft3) 53,503 (OK) 8,184 (OK)
The preceding calculations support that the basins have been designed with adequate surface area
and volume to provide 90% removal of Total Suspended Solids.
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
The requirements of the ordinance state that the runoff from the Built-Upon Area (BUA) be treated
to remove 85% of the total suspended solids. Review of the calculations above shows that of 77,720
square feet of proposed impervious area, runoff from 669,386 square feet is directed to the wet
detention basins (95.5% of the total). Treating that runoff to capture 90% of the TSS results in an
overall capture rate of approximately 86%, which meets the intent of the ordinance.
Hydraulic Calculations
The hydraulic performance must be analyzed to determine if the stored volume is released at an
appropriate rate; and that the basins are adequately designed to attenuate the peak flow from the
developed condition to no more that the peak rate from the predeveloped condition for the design
storms, and to safely accommodate the flows from larger storms up to the 100-year 24-hour event.
Runoff Calculations
The performance of the basin will be calculated using precipitation data from the National Weather
Service (NOAH-NWS) with Type II distribution for the 1-year, 10-year, 25-year and 100-year storm
events. Hydrographs will be developed for both the predeveloped and developed condition. The 1-
year and 10-year storm hydrographs for the predeveloped condition will be compared to the
hydrographs for the same storms to determine compliance with the peak flow attenuation
requirements. The hydrographs for the developed condition of the areas tributary to the basins will
be routed through the basins to develop hydrographs representing the attenuated flow from the
basins. These hydrographs will be added to those from the areas that are not tributary to the basin
to determine the peak discharge from the site, as a whole, for the developed condition. The peak
discharge for the developed condition may not exceed that from the predeveloped condition.
The hydrographs for the 25-year and 100-year storm events will be used to determine the adequacy
of the outlet structure and emergency spillway.
The drainage areas were modeled using the NRCS (formerly SCS) method in PondPack l/8i (Bentley
Systems). The required information includes the drainage areas and subareas, the existing and
proposed ground cover to determine a composite Runoff Curve Number and the time of
concentration for each of the subareas.
The drainage areas for both the existing (predeveloped) and proposed (developed) conditions were
delineated in AutoCAD and curve numbers assigned based on the conditions outlined above. Please
reference the drainage area map for the location of the subareas. A summary of the data used to
determine the runoff curve number for the project is as follows.
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Runoff Curve Number Calculation
Predeveloped Condition

Draina a Area
Subarea
Area SF Curve
Number
Not Tributa 1
Woods Fair Condtion "A" Soils 7 183 36
Woods Fair Condtion "B" Soils 21 60
Woods Fair Condtion "C" Soils 43 161 73
Woods Fair Condtion "D" Soils 54 825 79
Total 105190 74

Not Tributa 2
Woods Fair Condtion "C" Soils 74 364 73
Woods Fair Condtion "D" Soils 22 598 79
Tota I 96 963 74

Not Tributa 3
Woods Fair Condtion "B" Soils 20 487 60
Woods Fair Condtion "C" Soils 15 770 73
Woods Fair Condtion, "D" Soils 23,977 79
Total 60 235 71

Tributary to Basin 1
Newly Graded, "A" Soils 34,857 77
Woods Fair Condtion, "A" Soils 219,792 36
Woods Fair Condtion, "B" Soils 59,357 60
Woods Fair Condtion, "C" Soils 1,574,753 73
Woods Fair Condtion, "D" Soils 98,675 79
Total 1 987 434 69

Tributary to Basin 2
Newly Graded "A" Soils 62,230 77
Woods Fair Condtion, "A" Soils 65,580 36
Woods Fair Condtion, "B" Soils 36,380 60
Woods Fair Condtion, "C" Soils 78,937 73
Woods Fair Condtion, "D" Soils 24,008 79
Total 267134 64
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Developed Condition
Not Tributa 1
Im envious Cover 13 271 98
Basin Lot "C" Soils 257 74
Basin Lot "D" Soils 7,450 80
O en S ace Good Condition "A" Soils 2 133 39
Open Space Good Condition, "B" Soils 15 61
O en S ace Good Condition "C" Soils 20 831 74
Open Space Good Condition, "D" Soils 10,420 80
Woods Good Condtion "A" Soils 4 203 30
Woods Good Condtion "C" Soils 13 794 70
Woods Good Condtion "D" Soils 32 816 77
Total 105,190 76

Not Tributa 2
Im envious Cover 7 520 98
Draina a Swale "C" Soils 50 797 74
Draina a Swale "D" Soils 19 705 80
O en S ace Good Condition "C" Soils 16 863 74
O en S ace Good Condition "D" Soils 2 064 80

Not Tributa 3
Im envious Cover 10 544 98
Basin Lot "B" Soils 9 727 61
Basin Lot "C" Soils 1 951 74
Basin Lot "D" Soils 11 479 80
O en S ace Good Condition "B" Soils 7 700 61
O en S ace Good Condition "C" Soils 9 892 74
O en S ace Good Condition "D" Soils 8 944 80

Tributa to Basin 1
Im envious Cover 598 404 98
Basin Lot "B" Soils 30 794 61
Basin Lot "C" Soils 15 751 74
Basin Lot "D" Soils 894 80
O en S ace Good Condition "A" Soils 125 774 39
O en S ace Good Condition "C" Soils 817 904 74
O en S ace Good Condition "D" Soils 65 338 80
Woods Good Condtion "A" Soils 55 420 30
Woods Good Condtion "B" Soils 28 563 55
Woods Good Condtion "C" Soils 248 588 70
Total 1 987 431 77
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation

Tributa to Basin 2
Im envious Cover 70 982 98
Basin Lot "C" Soils 1 424 74
Basin Lot "D" Soils 21 549 80
O en S ace Good Condition "A" Soils 60 030 39
O en S ace Good Condition "B" Soils 15 095 61
O en S ace Good Condition "C" Soils 47 314 74
O en S ace Good Condition "D" Soils 1 487 80
Woods GoodCondtion "A" Soils 34 102 30
Woods Good Condtion "B" Soils 15 151 55

The Time of Concentration for each subarea is calculated using the SCS Lag method for overland
flow and, if applicable, a calculated flow time in the storm drainage system from the StormCAD
model. The results are as follows:
Predeveloned Time of Concentration

Subarea Hydraulic
Length
(ft)
Slope
(ft/ft)
Runoff Curve
Number Time of
Concentration
(Min.)
Not Tributary 1 648 0.039 74 14
Not Tributary 2 2715 0.012 74 78
Not Tributary 3 1250 0.035 72 26
Tributa to Basin 1 1637 0.042 72 29
Tributary to Basin 2 1362 0.033 72 28
Developed Time of Concentration

Subarea Hydraulic
Length
(ft)
Slope
(ft/ft) Runoff
Curve
Number Overland
Time
(Min.) System
Time
(Min.) Time of
Concentration
(Min.)
Not Tributary 1 648 0.039 72 14 n/a 14
Not Tributa 2 2715 0.012 74 78 n/a 78
Not Tributary 3 1250 0.035 72 16 n/a 26
Tributary to Basin 1 308 0.017 72 12.1 13.8 26
Tributary to Basin 2 507 0.011 74 22.1 1.1 23
The following table provides a summary of the peak discharges for each of the modeled storms.
Complete results are included in the attached Pond Pack printouts,
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Basin 1 Predeveloped Peak Discharge Rates
Description 1-year
Storm 10-year
Storm 25-year
Storm 100-year
Storm
Basin 1 Peak Flow CFS 22.18 89.73 126.36 192.31
Basin 1 Time to Peak Min 732 732 732 730
Not Tributa 2 Peak Flow CFS 0.81 2.66 3.64 5.36
Not Tributa 2 Time to Peak Min 766 766 758 758
Not Tributary 3 Peak Flow (CFS) 0.88 3.20 4.44 6.63
Not Tributa 3 Time to Peak Min 730 730 730 728
Dischar e Point 1 Peak Flow* CFS 23.40 94.25 132.65 201.77
Dischar e Point 1 Time to Peak Min 732 732 732 730
*Please note that the total peak discharge does not equal the sum of the peak discharges from the
subareas due to the difference in times to peak.
Basin 2 Predeveloped Peak Discharge Rates
Description 1-year
Storm 10-year
Storm 25-year
Storm 100-year
Storm
Basin 2 Peak Flow CFS 1.81 9.83 14.54 23.16
Basin 2 Time to Peak (Min) 734 730 730 730
Not Tributa 1 Peak Flow CFS 2.64 8.40 11.36 16.50
Not Tributary 1 Time to Peak (Min) 722 722 722 722
Dischar e Point 2 Peak Flow* CFS 3.79 16.28 23.36 35.84
Discharge Point 2 Time to Peak (Min) 726 726 726 726
*Please note that the total peak discharge does not equal the sum of the peak discharges from the
subareas due to the difference in times to peak.
Outlet Structure Desian
Basin 1
The outlet structure for Basin 1 consists of a concrete box riser with 60" x 60" interior dimensions.
The top of the structure is to be set at elevation 130.80. A 6-inch diameter drawdown pipe will be
installed in the riser at the normal pool elevation of 127.00 and will extend to 12 inches below the
normal pool to minimize clogging during drawdown periods. The drawdown pipe will have an orifice
3.125 inches (3-1/8") in diameter to control the drawdown rate. 2-foot wide rectangular weirs are to
be cut into each side of the riser with inverts of 128.50. These four weirs will control the 1-year and
10-year peak flows. The basin volume between the control weir elevation of 128.50 and the normal
pool elevation of 127.00 is the treatment volume and equals 53,503 cubic feet, which exceeds the
required minimum of 51,361 cubic feet. Flow from the riser structure will be conveyed using a 48"
reinforced concrete pipe (RCP) with an upstream invert of 123.00 (at the riser) and a downstream
invert of 122.00. The riser structure shall have an anti-vortex/trash rack assembly provided that will
extend from elevation 131.50 (above the maximum water elevation for the 25-year storm) to
elevation 126.50 (6" below the normal pool elevation). An emergency spillway will be provided to
minimize the chance of catastrophic failure of the dike. This spillway will be a 20 feet wide broad
crested trapezoidal weir, with 3:1 side slopes, and will have a weir elevation of 131.40. The top of
dike elevation is 133.00.
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Basin 2
The outlet structure for Basin 2 consists of a corrugated aluminum riser with a diameter of 30
inches. The top of the riser is to be set at elevation 162.60. A 4-inch diameter drawdown pipe will
be installed in the riser at the normal pool elevation of 161.50 and will extend to 12 inches below
the normal pool to minimize clogging during drawdown periods. The drawdown pipe will have an
orifice 1.375 inches (1-3/8") in diameter to control the drawdown rate. The basin volume between
the top of riser elevation of 162.60 and the normal pool elevation of 161.50 is the treatment volume
and equals 8,184 cubic feet, which exceeds the required minimum of 8,016 cubic feet. Flow from
the riser structure will be conveyed using a 60 foot long, 24" diameter corrugated aluminum pipe
with an upstream invert of 157.00 (at the riser) and a downstream invert of 154.40. The riser
structure shall have an anti-vortex/trash rack assembly provided that will extend from elevation
163.30 (above the maximum water elevation for the 25-year storm) to elevation 161.00 (6" below
the normal pool elevation). An emergency spillway will be provided to minimize the chance of
catastrophic failure of the dike. This spillway will be a 20 feet wide broad crested trapezoidal weir,
with 3:1 side slopes, and will have a weir elevation of 163.50. The top of dike elevation is 165.00.
Buovancv Calculations
The outlet structures must be designed so as to be negatively buoyant with a minimum safety factor
of 1.1. The uplift is calculated using the outside dimensions of the structure and the weight is
calculated based on the volume and unit weight of the construction materials.
Basin 1
The inside dimension of the precast concrete structure is 5.0' square. The height is 130.80' (top of
riser, ignoring the weirs) minus 123.00 (invert out of 48" reinforced concrete pipe culvert), or 7.80'.
With a 6-inch thick bottom slab and 6-inch thick walls, the outside dimensions are 6.0' x 6.0' x 8.30'.
The uplift is calculated based on the weight an equal volume of water displaced at 62.4 pounds per
cubic foot as follows:.
Uplift = (6.0' x 6.0' x 8.3') x 62.4 PCF
= 298.8 CF x 62.4 PCF
= 18,645 pounds
The weight of the structure is the displaced volume less the inside volume times the unit weight of
concrete. The unit weight of concrete is 150 pounds per cubic foot.
Weight = ((6.0' x 6.0' x 8.3~ - (5.0' x 5.0' x 7.8')) x 150 PCF
_ (298.8 CF - 195.0 CF) x 150 PCF
= 15,570 pounds
Additional volume is to provide for ballast concrete. The structure will be deepened by 3.7 feet
(12.0' total depth) to provide this volume. The additional inside volume will be filled with concrete.
Calculations including the additional depth are as follows:
Uplift = (6.0' x 6.0' x 12.0') x 62.4 PCF
= 432.0 CF x 62.4 PCF
= 26,957 pounds
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Weight = ((6.0' x 6.0' x 12.0 - (5.0' x 5.0' x 11.5 + (5.0' x 5.0' x 3.7')) x 150 PCF
_ (432.0 CF - 287.5 CF + 92.5) x 150 PCF
= 35,550 pounds (1.32 safety factor> 1.1 (OK))
Basin 2
The inside dimension of the corrugated aluminum pipe structure is 30 inches (2.50 in diameter (14
gauge with 3" x 1" corrugation). The height is 162.60' (top of riser) minus 157.00' (invert out of 24"
corrugated aluminum pipe culvert), or 5.6'. The uplift is calculated based on the weight an equal
volume of water displaced at 62.4 pounds per cubic foot as follows:.
Uplift = [(lI x (2.5~Z)/4)x 5.6'] x 150 PCF
= 27.5 CF x 62.4 PCF
= 1,716 pounds
The weight of the structure is negligible (approximately 64 pounds) and will be ignored.
A 4.0' x 4'0' x 2.0' cast-in-place concrete base will be provided to provide ballast. Calculations are
based on the submerged weight (in water) of concrete.
Weight = (4.0' x 4.0' x 2.0') x (150 - 62.4) PCF
= 32.0 CF x 87.6 PCF
= 2,803 pounds (1.63 safety factor>1.1 (OK))
Peak Flow Attenuation (Pre/Post Analysis)
The developed condition flows tributary to the basins was routed through the basins with the
following results:
Basin 1
Return Event Peak Flow In
(CFS) Peak Flow Out
(CFS) Time to Peak
(Out) (Min) Maximum Water Surface
Elevation (ft, MSL)
1-year 43.62 10.48 766 129.06
10-year 128.51 83.75 740 130.79
25-year 717.60 128.84 738 131.38
100-year 245.97 202.79 736 132.20
Basin 2
Return Event Peak Flow In
(CFS) Peak Flow Out
(CFS) Time to Peak
(Min) Maximum Water Surface
Elevation (ft, MSL)
1-year 2.67 .18 996 162.61
10-year 12.51 8.55 738 163.09
25-year 18.00 15.03 734 163.32
100-year 27.99 21.53 734 163.82
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
Discharge Point 1 Developed Peak Discharge Rates
Description 1-year 10-year 25-year 100-year
Basin 1 Peak Flow Out (CFS) 10.48 83.75 128.84 202.79
Basin 1 Time to Peak (Out) (Min) 766 740 738 736
Not Tributary 2 Peak Flow (CFS) 0.99 2.95 3.96 5.71
Not Tributary 2 Time to Peak (Min) 766 758 758 756
Not Tributary 3 Peak Flow (CFS) 1.26 3.80 5.11 7.37
Not Tributary 3 Time to Peak (Min) 730 730 728 728
Discharge Point 1 Peak Flow* (CFS) 11.77 88.52 135.47 212.68
Discharge Point 1 Time to Peak (Min) 764 740 738 736
*Please note that the total peak discharge does not equal the sum of the peak discharges from the
subareas due to the difference in times to peak.
Discharge Point 2 Developed Peak Discharge Rates (CFS)
Description 1-year 10-year 25-year 100-year
Basin 2 Peak Flow Out (CFS) 2.67 8.55 17.00 26.66
Basin 2 Time to Peak (Out) (Min) 730 738 728 728
Not Tributary 1 Peak Flow (CFS) 2.96 8.85 11.83 16.97
Not Tributary 1 Time to Peak (Min) 724 722 722 722
Discharge Point 2 Peak Flow* (CFS) 2.96 11.76 21.64 36.13
Discharge Point 2 Time to Peak (Min) 724 734 730 724
*Please note that the total peak discharge does not equal the sum of the peak discharges from the
subareas due to the difference in times to peak.
The table below compares the predeveloped condition peak flows to the developed condition peak
flows, and indicates that the basins, as designed, meet the requirements of the ordinance.
Pre/Post Comparison
1-year Return Storm 10-year Return Storm
Discharge 1 Discharge 2 Discharge 1 Discharge 2
Predevelo ed 23.40 3.79 94.25 16.28
Developed 11.77 (OK) 2.96 (OK) 88.52 (OK) 11.76 (OK)
Drawdown
The basins must be designed to release the stored water quality volume over a period of two to five
days (48 to 120 hours). The average drawdown rate is calculated using the following formula:
Q = C~1 2gHo
where:
Q =flow in CFS
Co =coefficient of discharge (unitless)=0.60
A =orifice area in square feet
g =gravity (fi:/sect) = 32.2 fi:/sect
Ho =driving head (Maximum head / 3) in feet
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Stormwater Management P/an
Fairfie/d Farms Subdivision
Phases Four, Five & Six
Bro/anco Corporation
The table below summarized the results of these calculations.
Basin Basin 1 Basin 2
Orifice Diameter in 3.125 1.375
Orifice Area (SF) 0.0533 0.0103
Water ualit Elevation Ew ft MSL 128.50 162.60
Permanent Pool Elevation (EPP)(ft, MSL) 127.00 161.50
Drivin Head Ew EPP /3 ft 0.5000 0.3667
Avera e Orifice Flow CFS 0.1995 0.0319
Water Quality Volume (CF) 53,503 8,184
Drawdown Time Hrs 74.50 OK 71.31 OK
SUMMARY
The City of Fayetteville Stormwater Ordinance and Water Supply Watershed Management and
Protection Ordinance require that the peak Stormwater discharge rates for High Density Projects
within the ~~non-Critical" Water Supply Watershed Protection Area be limited to the predeveloped
rate, and that the discharge from the runoff produced by a one-inch rainfall event be treated to
remove a minimum of 85 percent of the Total Suspended Solids conveyed. The primary treatment
system will be Wet Detention Basins in accordance with the Water Supply Watershed Management
and Protection Ordinance. The stored volume must be released over a period of at least two days,
but less than five days. The design and construction of the Stormwater management facilities must
be in accordance with the requirements of the North Carolina Department of Environment and
Natural Resources, Division of Water Quality (NC DENR-DWQ) Stormwater Best Management
Practices Manual (BMP Manual).
The preceding calculations support that the Stormwater management facilities, specifically wet
detention basins, are properly sized and configured to meet the requirements of Stormwater peak
flow attenuation. The peak Stormwater discharge for the entire site, in developed condition, is less
than the peak discharge for the predeveloped condition for the one-year and ten-year storm events,
as required by the ordinance.
The attached Construction Drawings indicate that the Stormwater runoff from the Built-Upon Area is,
to the greatest extent possible, to be collected and treated before release. The basins are designed
to capture and treat the runoff from the one-inch of rainfall event. The storm drainage system
captures the runoff from approximately 95.5% of the maximum impervious area within the project,
and the wet detention basins are designed in accordance with the BMP Manual for 90% removal of
Total Suspended Solids (TSS). The resulting reduction in TSS for the site as a whole should be
approximately 86%, which meets the 85% requirement of the ordinance.
The stored volume from the first one inch of rainfall is released in approximately three days, which
meets the requirements of the ordinance to release the volume over two to five days.
Therefore, the Stormwater Management Plan for Fairfield Farms, Section Four, Five & Six, as
designed, meets the requirements set forth in the City of Fayetteville Stormwater Ordinance and
Water Supply Watershed Management and Protection Ordinance.
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