SW8930803_Historical File_19930823

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State �.
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary Regional Manager
August 23, 1993
Mr. Charles V. Booream, III
The English Group, Inc.
1480 Ocean Avenue
Sea Bright, New Jersey 07760
Subject: CERTIFICATION OF COMPLIANCE
with Stormwater Regulations
Stormwater Project No. 930803
Georgetown Estates
Brunswick County
Dear Mr. Booream:
The Wilmington Regional Office received the Stormwater Submittal for Georgetown Estates on
August 3, 1993, with final information on August 24, 1993. Based on our review of the project plans and
specifications, including deed restrictions (copy attached) which limit the built-upon area to 3,217 square
feet for each of the 96 lots, we have determined that the project complies with the Stormwater Regulations
set forth in Title 15A NCAC 2H.1003(a)(2) (3).
Any modification of the plans submitted to and approved by this Office or further development of
this site regardless of the fact that the modification may be less than 1 acre, will require an additional
Stormwater Submittal/Modification and approval prior to initiation of construction. Modifications include
but are not limited to; project name changes, transfer of ownership, redesign of built-upon surfaces,
addition of built-upon surfaces, redesign or further subdivision of the project area as shown on the
approved plans.
This Certification shall be effective from the date of issuance until rescinded. The project shall be
constructed and maintained in accordance with the plans and specifications approved by the Wilmington
Regional Office. This Certification does not supersede any other permit or approval. The developer is
responsible for obtaining any and all permits and approvals necessary for the development of this project.
This could include the Division of Coastal Management under CAMA requirements, the Division of
Environmental Management under Wetland 401 Water Quality Certification and/or a Dredge and Fill
Permit and/or a Sewer Extension/Collection Permit, U.S. Army Corps of Engineers 404 Wetland Permit,
NPDES stormwater permit if disturbing five acres or more, local County or Town Agency permits under
their local ordinances, or others that may be required.
127 Cardinal Drive Extension, Wilmington, N.C.28405-3845 a Telephone [phone] a Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Booream
August 23, 1993
Stormwater Project No. 930803
Deed restrictions, including the allowable built-upon area per lot, must be recorded with the Office
of the Register of Deeds. A copy of the recorded deed restrictions, including deed book number and page,
must be forwarded to this Office within 30 days of the date of the recording. Failure to record and/or
submit the deed restrictions to this Office is considered a violation of this Certification.
An Engineer/Designer/Owner Certification (copy attached) must be received at the time the
recorded Deed Restrictions are submitted. The Certification will verify to this Office that the stormwater
controls, general layout of the project and the amount of impervious area are in substantial compliance with
the approved Stormwater Plan.
If you have any questions concerning this matter, please contact Linda Lewis or me at (919) 395-
3900.
Sincerely,
ICE",
Dave Adkins
Water Quality Supervisor
DA/arl: S:IWQS\STORMWAT\CERTIFIC1930803.AUG
cc: Mr. Thomas Morgan, R.L.S.
Mr. Robert Tucker, Brunswick County Inspections
Bradley Bennett
Linda Lewis
Wilmington Regional Office
Central Files

Geargetown Estates
Stormwater Project No. 930803
Engineer/Designer/Owner Certification
I, having been authorized to observe
(periodically/weekly/full time) the construction of the project,
(Project)
hereby state that. to the best of my abilities, due care and diligence was used in the observation of the
construction of the stormwater control system for this project such that the construction was observed to
be built within substantial compliance and intent of the plans and specifications approved by the NCDEM
Water Quality Section. The layout of the impervious surfaces and the road details, as constructed,
conform with the layout and road details shown on the approved plans. A copy of the recorded Deed
Restrictions is attached as required and further confirms that the project, as constructed, does meet the
requirements of the North Carolina Stormwater Rules.
Signature
Date

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DIVISION OF ENVIRONMENTAL MANAGEMENT
Submittal Form for Projects Using Density Limits for Stormwater
Control .
PROJECT DATA
Name of Project : Georgetown Estates Subdivision
Location (County , Township/Municipality , Addressr: Brunswick
County, Shallotte Twp. SR. 1163
Applicant Name: _The English Group, Inc .
/ Mailing Address : 1480 Ocean Avenue, Sea Bright , NJ 07760
Phone No . : 908-758-9600
Submittal Date : 8-3-93
Brief Description ( include map- and appropriate drawings ) :
_A Residential subdivision proposed 96 lots .
Water Body Receiving Stormwater Runoff :
Name of Water Body : Gully Branch to Sunset Lake to Calabash River
Classification of Water Body :
Total Area of Proposed Project (acres) ; 32 . 31
State/Federal Permits and Approvals Required :
(Check Appropriate Blanks )
CAMA Major Sedimentation and Erosion Control ____x_______
404 Permit DEM/DHS Sewage Disposal x
Other (specify) _Stormwater permit
CALCULATION OF BUILT-UPON AREA rcirY;'"
A r.
(Built-upon area means that portion of an individual development
that is covered by impervious or partially pervious cover
including buildings , pavement , recreation facilities , etc . but not
including decking. ) gIECEIVL
a) Built-upon area : 9. 693 ac
b) Total project- area : 32.31 ac__ 6UG 0 3 1993
% built-upon = built-upon / total project area * 100 D E M
% built-upon area = 30 % -10j # cr3o?O3
If the water body receiving stormwater runoff is classified as SA,
is the % built-upon area < 25%? YeS No x
If the water body receiving stormwater runoff is classified other
than SA, is the % built-upon area < 30%? Yes ___x___ No
STORMWATER COLLECTION SYSTEM
Is the only kind of stormwater collection system grass swales?
Yes No x
(Grassed-line swales should have a side slope of 3: 1 (H:V) or

If no, please provide a detailed description.
BUFFER AREA
Is the built-upon area at least 30 feet from mean high water of
all surface water? Yes x No •
If no, please provide a detailed description.
(Note: Only boat ramps , public roads , public bridges and walkways
to water related facilities are allowed within 30 feet of mean
high water if the project is intended to meet stormwater control
requirements through density limits . )
DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Do the deed restrictions and protective covenants ensure thy t
subdivision maintain the development consistent with the plans and
specifications approved by the division and include the State as a
beneficiary of the restrictions? Yes x No
( Include a copy of the restrictions and covenants with this form , )
CERTIFICATION
I certify that the information
included on this submittal form is correct , that the project will
be constructed in conformance with this information, and that to
the best of ' y - nowle e, the proposed project complies with the
requirement+ of / 5 A 1003 ( b) .
•
V `
S gnature-Owner or Agent Date
?-23-93 C_nr�/ A Grog- River r_6;rilayg4 NT o'y70¢
,q�L Address
If agent , please list owner's name and address below:
DIVISION OF ENVIRONMENTAL MANAGEMENT SIGN-OFF
Regional Office
E 4u 9
�����. "lp �—
Date Individual Evaluation Forms/Plant
Air, 93 1;,t' ,4 *it.5
Date Regional Water Quality Supervisor
cc: Applicant/Region/ _/CF
(density.doc)

INFORMATIONANDE1ROT09VECC8VENAMTRICTIONS
For : Georgetown Estates Subdivision
In accordance with Title 15 NCAC 2H. 1003(a) of the Coastal
a Regulations , deed restrictions and protective
covenants are required for residential development subject to the
requirements of 15 NCAC 2H. 1003(a) (2) or (3) . Deed restrictions
and protective covenants are necessary to ensure that the
development maintains a "built-upon" surface area consistent with
the applicable regulation limiting density .
It will be required that the applicant submit deed restrictions
and protective covenants to include a per lot maximum built-upon
surface area by :
Example: ____32 . 31____ acre development - total area
x . 30___ - 25% built-upon limitation (or 30%)
equals ____9 .69 built upon acres
less ____2 . 60 acres (planned streets , tennis courts
and/or impervious areas)
equals____7 . 09_ acres maximum residential built-upon area
for all lots
7. 09 acres built-upon area
divided by 96 total lots
equals 0 . 074_ acres built-upon area per lot
0 . 074__ acres x 43,560 sq. ft . /acre
equals 3217 sq . ft . /lot
The restrictions should contain that each lot owner will be
restricted to ___3217__ sq . ft . built-upon area , in this instance.
In addition to a "per lot" built-upon restriction, the applicant
will be required to stipulate that the State of North Carolina
will be the beneficiary of these restrictions . The deed
restrictions must be signed by the developer , owner and/or agent ,
and notarized before submittal in addition to the density
submittal form.
STORM WATER
ECEOWL
(lot-area.doc)
bun O 3 1993
D E M
,oJ # 530$03

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' INFORMATION PERTAINING TO DEED RESTRICTIONS '
AND PROTECTIVE COVENANTS
Project: Georgetown Estates Subdivision ,,-
Brunswick County, Shallotte Township .
In accordance with Title 15 1 2H. 1003(a ) of the Coastal Stormwater
Regulations , deed restrictions and protective covenants are
required for residential development subject to the requirements
of 15 NCAC 2H. 1003(a) (2) or (3) . Deed restriction
s and protective
covenants are necessary to ensure that the development maintains a
"built-upon" surface area consistent with the applicable
regulation limiting density.
' � P -restrictive covenant will contain following �
v : . w-riling.
U No mo than 3217 S r _
q . Ft . of any lot shall ben covered
1.1
y structuresre and/or paved surfaces , including walkways
it patios of brick , stone, slate or similar materials .
AUG 0 3 1993 This covenant is intended to ensure continued compliance
with stormwater runoff rules adopted by the State of
D E M North Carolina and therefore benefits may be enforced by .
'.o # c nC.3 the State of North Carolina .
At some point the deed will also state:
This (these) covenant(s ) is (are) to run with the land
and shall be binding on all parties and all
claiming under them .
persons
The State will be specifically designated as a beneficiary of the
covenant because only a beneficiary of a restrictive covenant may
enforce it .
064fl 2.c Es V ` se 12 W-k+w. ,� V 1 c e_ *AS'S a Dr...r7- -
Ty if o f pr ' nt n
- ! 1� Title or Authority
/ ' V S,
2-Z 3
Signature Date
I ' - 1-1 QiL , a Notary Public of the County of
-- $4��C24.! tk
State of North Carolina, hereby certify
that gas�_$QQE&L - appeared
personally before me this day and being duly sworn acknowledge
that the above form was executed by him.
Witness my hand and notarial seal, this 2 day of /vsT
Notary ( ;. .-S. . 4, 99
�� Seals �' r
My commission ex �� spares -- 1 '2 �� �
w�6 WO 1..Ait 'o C.(res-coy.doe} I •.
ft,.. yoi 1te. ' ."•F ,,9 yNyo
eff .oC "....rs '

To; Mate of North Carolina
Department of Natural Resources
and Community Development
Division of Environmental Management
Reference: Project Name -Georgetown Estates Subdivision
Township -Shallotte
County -Brunswick
I , , do hereby appoint Thomas Wyriot
Morgan , R.L. S. , my official agent for the above referenced
project. Mr . Morgan' s duties as agent will be to prepare such
documents as are required for permits under N.R.C. D Division of
Environmental Management , to sign such documents in my absence,
and to meet and communicate with permit agents as needed .
I realize that I am still financially responsible party for any
land-disturbing activity and for Stormwater control
ChtiA-R.L.F-41. I/: %Elict e ri-tc.... goo. VI C.E- ---?/2 ars ibr-o-r---
Ty - or pr it la Title or Authority- V ---- S •2-93
Signature Date
I . -_ ��1,0Ka41ol_ , a Notary Public of the County of
8gu1 __ State of North Carolina , hereby certify
that _ � _ _ p appeared
personally before me this day and being duly sworn acknowledge
that the above form was executed by him.
Witness my hand and notarial seal , this i day of icO S'C_- ,
153.3 . N.,,,+i8�.0,,,,h� .
4ith
/,.....
d. ..t.
Notary Seal , + .0 7.
My commis n exp es _ 21r9 07
1 A.. , ,
agent STORM ATER
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L�� LE
NS, LI)
AUG 03 1993
DEM

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State of North Carolina
Department Iment of Environment, Health, and Natural Resources
Wilmington Regional Office
James B, Hunt, Jr., Governor DIVISION OF ENVIRONMENTAL MANAGEMENT Bob Jamieson
Jonathan B. Howes, Secretary Regional Manager
August 4, 1993
Mr. Tom Morgan, R.L.S.
Brunswick Surveying
1027 Sabbath Home Road S.W.
Supply, North Carolina 28462
Subject: ADDITIONAL INFORMATION
Stormwater Project No. 930803
Georgetown Estates
Brunswick County
Dear Mr. Morgan:
The Wilmington Regional Office received a Stormwater Submittal for the Georgetown Estates on
August 3, 1993. A preliminary review of that information has determined that the submittal for the
subject project is not complete. The following information is needed to continue the stormwater review:
1. Please provide 3:1 side slopes for all faces of the road ditch, send in 3 copies of the
revised deatail sheet.
2. Please provide the exit swale cross-section showing a 3:1 side slope, depth, width and
longitudinal slope.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to September 4, 1993, or the submittal will
be returned as incomplete. If you have any questions concerning this matter please feel free to call me
at [phone].
Sincerely,
G6/;/Gera
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\930803.AUG
cc: (2) Linda Lewis
Central Files
127 Cardinal Drive Extension,Wilmington, N.C.28405-3845 •Telephone [phone]• Fax [phone]
An Equal Opportunity Affirmative Action Employer

BRUNSWICK SURVEYING, INC.
Thomas W.Morgan,M.S.
Date August 2, 1993
Ms . Linda Lewis
Environmental Engineer
Division of Envir . Mgmt .
127 Cardinal Drive Extension
Wilmington, NC 28405-3945
Attn: Ms . Lewis
Reference: Application for an Stormwater permit for:
Georgetown Estates Subdivision
Shallotte Township;
Brunswick County, North Carolina;
Job # 92-162
Dear Ms . Lewis :
I have prepared the plans and specifications for the road design,
drainage design, and erosion control measures for this project .
Please review my plans and specifications at your earliest
convenience. If you have any questions or suggestions for
improvements in these plans, please contact me at my office. I
would appreciate any assistance you may provide to enable my firm
to better serve our clientele.
Sincerely Yours ,
Thomas W. Morgan, R L.S. STORMWATER
TWM lJ C LS O U
92-162ec U
Enclosures: 1 sets of booklets and plan AUG Q 3 1993
DEM
cos # c130E03
1027 Sabbath Horne Road S.W.•Supply.North Caroline 28462•[919]642-9392

Table of Contents
1 . Financial Responsibility/Ownership Form
2. Narrative
3. Construction Sequence
4. Erosion and Sedimentation Control Practices
5. Vegetative Ground Cover Guide Lines
6. Official Agent Certificate
7 . Form for project using Density Limits for Stormwater
Control
B. Maximum Built-upon area computations
9. Deed Restrictions and Protective Covenants
10 . Runoff Computations
11 . Construction Details for Control Measures
12 . Site Map

FISEDiMENTATIRNPOLLUTI6418NTROLPATRM
No person may initiate any land-disturbing activity on one or
more contiguous acres as covered by the Act before this form and
an acceptable erosion and sedimentation control plan have been
completed and approved by the Land Quality Section, N.C.
Department of Natural Resources and Community Development.
(Please type or print and, if question is not applicable, place
N/A in the blank . )
PART A.
1 . Project Name - Georgetown Estates Subdivision
2. Location of land-disturbing activity? County Brunswick ,
Township: Shallotte, and Highway/Street SR 1163 .
3. Approximate date land-disturbing activity will be commenced?
September 1 , 1993.
4. Purpose of development (residential , commercial , industrial ,
etc . )? Residential housing.
5. Total acreage disturbed or uncovered (including off-sit
borrow and waste area) : 13.6 acres
6. Amount if fee enclosed $ 290 . 00 .
7 . Has an erosion and sedimentation control plan been filed?
Yes X No
8 . Person to contact should sediment control issues arise during
land-disturbing activity.
Name Thomas W. Morgan R.L.S. (agent) Telephone [phone]
9. Landowner(s) of Record (Use blank page to list additional
owners. ) :
The English Group, Inc
a Delaware Corporation
{ Peter J. English (President)
Name(s)
1480 Ocean Avenue
Current Mailing Address Current Street Address
Sea Bright NJ 07760
City State Zip City State Zip
10. Recorded in Deed Book No. __899 Page No. ____223____

PART B.
1 . Person(s) or firm(s) who are financially responsible for this
land-disturbing activity (Use the blank page to list
additional persons or firms) :
___(same as above)
Name of Person(s) or Firm(s)
Mailing Address Street Address
City State Zip City State Zip
Telephone Telephone
2. (a) If the Financially Responsible Party is not a resident
of North Carolina give name and street address of North Carolina
Agent .
Name
Mailing Address Street Address
City State Zip City State Zip
Telephone Telephone
(b) If the Financially Responsible Party is a Partnership or
other person engaging in business under an assumed name, attach a
copy of the certificate of assumed name. If the Financially
Responsible party is a Corporation give name and street address of
the registered Agent.
Name
Mailing Address Street Address
City State Zip City State Zip
Telephone Telephone

The above information is true and correct to the best of my
knowledge and belief and was provided by me under oath. (This
form must be signed by the financially responsible person if an
individual or his attorney-in-fact or if not an individual by an
officer, director, partner, or registered agent with authority to
execute instruments for the financially responsible person. ) I
agree to provide corrected information should there by any change
in the inform��at' rovided herein. lit* V• 25.�.., U�c C- taat4607—
Typ or prin name Title or Authority
Of: 4.1....,----„,__ 8 23
Signature Date
1 , _ 1CUIU _Gc�.�C-,gyy , a Notary Public of the County
of ��gi , State of North Carolina, hereby
certify that _L- .1, _sa_y_5cogahta _ appeared
personally before me this day and being duly sworn acknowledged
that the above form was executed by him .
Witness my hand and notarial seal , this 2.__ day of _JUST' ,
.10011 170%4
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' � Notary — —Lter.G
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BEGINNING at a concrete monument, said concrete monument being
located in the eastern right-of-way line of the Old Georgetown Road,
said point being 1.3 miles eastwardly from the intersection of the
said Georgetown Road with SR 1164 . From the beginning point as thus
described, thence North 59 degrees 27 minutes 18 seconds East along
the eastern right-of-way line of the Old Georgetown Road 809 .84 feet
to a new iron pipe; thence South 28 degrees 17 minutes East 250 feet
to an old iron pipe being in the division line of the Sirwood
Subdivision as shown on Map Cabinet I, Page 121; thence with the
Sirwood Subdivision line South 04 degrees 56 minutes West 737.70
feet to an old iron pipe; thence continuing with the Sirwood
Sudivision line North 79 degrees 01 minute East 295 . 16 feet to an
old iron pipe; thence continuing with the Sirwood Subdivision line
North 53 degrees 49 minutes 36 seconds East 64 . 87 feet to an old
iron pipe; thence continuing with the Sirwood Subdivision line North
81 degrees 05 minutes East 302.71 feet passing through an old iron
pipe to the run of Gully Branch; thence with the run of Gully Branch
the following courses and distances: South 15 degrees 36 minutes 44
seconds West 175 . 95 feet, South 17 degrees 13 minutes 16 seconds
East 348 .48 feet, South 09 degrees 46 minutes 44 seconds West 127.38
feet, South 31 degrees 26 minutes 44 seconds West 465. 96 feet, South
28 degrees 03 minutes 16 seconds East 196. 68 feet, South 11 degrees
13 minutes 16 seconds East 380.82 feet, South 62 degrees 18 minutes
16 seconds East 206. 58 feet, South 15 degrees 03 minutes 16 seconds
East 170 .28 feet, South 28 degrees 11 minutes 44 seconds West 184 . 14
feet to a 30-inch marked ash; thence with an old marked line, North
31 degrees 53 minutes 16 seconds West 2823 .42 feet to a concrete
monument located in the eastern right-of-way line of the Old
Georgetown Road, the place and point of beginning, containing 32 . 309
acres, more or less, all according to a survey by Jan E. Dale,
R.L.S. , dated 20 April 1983.
There is also granted and conveyed hereby all right, title and
interest in Live Oak Circle as shown on the subdivision plat of
Sirwood Subdivision as recorded in Map Cabinet I, Page 121 of the
Brunswick Registry. The Grantee by acceptance of this interest in
the street does hereby accept the maintenance of said street as now
imposed upon the Grantor and shall have the right to collect the
street maintenance fee from the lot owners abutting said street to
the same extent as now held by the Grantor.
For back reference see Deed Book 344, Page 870 of the Brunswick
Registry. Also see Map Cabinet I, Page 121 and Map Cabinet J, Page
373, which are plats of Sirwood Subdivision. In this connection,
Sirwood Subdivision was platted out of the property described in
Deed Book 344, Page 870. The description in the present deed of
conveyance includes the remainder of the original tract plus all of
Lot 4-B and also a portion of 4-A on Map Cabinet J, Page 373 .

Georgetown Estates Subdivision
Narrative
Project Description:
Georgetown Estates is a single family residential development
located between the Pearl Golf Links and Sea Trail Golf Course.
The Northern boundary of the tract is on Old Georgetown Road (SR.
1163) . The project proposes to install paved streets to state
requirements , county water, and a public sewer system. All phone,
electric and cable TV will be underground. The nature of the
housing will be from 1200 to 2200 sq. feet, one and two story
dwellings .
Because of the nature of the surrounding development this
development will be a moderate high end project. Extra effort
will be taken to insure that the lots blend with the environment .
Erosion Concerns :
The soils on the uplands of the site are sandy. Thus , under
cleared conditions the soils are highly erodible. This suggest
erosion will occur unless the land is kept vegetated during
construction. Only areas which will shortly be revegetated should
be exposed in clearing. Not only is this necessary to reduce
erosion, but also to insure that a soil material which will
support turf , flowers, etc. , remains after construction.
Where road ditches and banks or other excavated areas remain
after construction, establishment of vegetation is critical .
During summer construction quick pop-up covers must be used
followed by fall tillage and seeding for permanent vegetation
establishment. On steeper slopes, a fibermat may be necessary in
ditch bottoms to reduce erosion to acceptable levels .

CONSTRUCTION SEQUENCE
1 . Obtain an erosion control permit
2. Clear right of way of roads and the two ditch areas
3. Clear the proposed spoil areas as designated on the site
drawing
4. Pile and burn the vegetation debris resulting form the above
clearing if conditions and fire permits can be obtained, otherwise
haul the material to the landfill .
5. Install drainage ditches one and two with 3: 1 side slopes and
the temporary sediment traps .
6. Strip the topsoil from the road right of ways and stock pile in
the proposed fill area.
7. Grade side ditches to finished grade and the road to subgrade.
8. Use the excess material from the road construction to fill the
low areas on the lots.
9. Install the cross pipes
10 . Install the subsurface utilities .
11 . Install the check dams .
12. Install temporary liner; straw mulch held in place with
plastic or jute netting .
13. Install vegetative ground cover on road bank, ditch bank and
disturbed areas of the site.
14. Call for site inspection by land quality.
15. Maintain erosion control devices as needed .
16. Mow site as needed.
17. Stabilize site as areas are brought up to finished grade.
18. when construction is completed and all areas are stabilized
completely, call for inspection by land quality.
19. If site is approved, remove temporary sediment control
devices, i.e. , silt fences, sediment dams , sediment ponds .
20. Seed and mulch any resulting ng bare areas:
920162

PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
1 . Silt Fences:
Silt fences will be installed as shown on the site plan.
(See the silt fence detail for construction information)
2. Temporary Check Dam:
Check dams will be installed as shown on site plan. Sediment
is to be removed from behind dam when it reaches approximately one
half dam height. (See detail for construction information)
3. Rip-Rap channel :
Rip-Rap channel will be installed as shown on the site plan.
Use filter fabric and class A stone. (See the detail for
construction information)
4. Rip-Rap outlet structure:
Rip-Rap Apron is to have a length of 10 feet with a median
stone diameter of 0 . 6 feet. The stone is to cover the bottom of
the channel and 3 feet up each side. The width of the end of the
apron shall be equal to the bottom width of the receiving channel .
(See the detail for construction information. )
5. Vegetation Guidelines
Revegetation of disturbed land areas will be done as shown
in the plans . (See enclosed construction information)
6. Temporary Sediment Trap:
Temporary sediment traps will be installed as shown on site
plan. Sediment is to be removed from behind dam when it reaches
approximately one half dam height. (See detail for construction
information)
7. Temporary Construction Entrance:
Temporary construction entrance will be installed as shown
on the site plan: (See the temporary construction entrance
detail for construction information)
8. Temporary Ditch Liner:
Straw mulch held inplace with plastic or jute netting. The
liner is to be placed in ditches at the location indicated of the
plat. (See detail for construction information)
e_c_prac.doe

VEGETATIVE GROUND COVER
Temporary and Permanent
A. GENERAL REQUIREMENTS: The work includes seedbed preparation.
lining, fertilizing, seeding and mulching of all areas
indicated to be grassed. The work also includes those areas
within or outside the limits of construction that are
disturbed by the contractor 's operations .
B. MATERIAL :
1 . Lime shall be dolomitic agricultural ground limestone
containing not less than 10 Percent Magnesium Oxide or
available Magnesium equivalent .
2. Fertilizer shall be standard commercial product of
10-10-10 analysis . All fertilizer shall be delivered in
bags bearing the manufacturer's name, the chemical
analysis of the product and the weight . If not used
immediately after delivery, fertilizer shall be stored in
a manner that will not allow it to harden or destroy its
effectiveness .
3. Seed shall be certified seed or equivalent based on North
Carolina Seed Improvement Association requirements for
certification. If the seed is not grown in the state
where it is to be used , it shall meet the certification
requirements of the Seed Improvements Association for the
state in which it is grown. All seed shall be furnished
in sealed standard containers unless exception is granted .
Seed which has become wet , moldy, or otherwise damaged
prior to seeding will not be acceptable.
C • CLEARING: Prior to or during grading (and tillage operations)
the ground surface shall be cleared of stumps , stones , roots ,
cable, wire, grade stakes, and other materials that might
hinder proper grading, tillage, seeding, or subsequent
maintenance operations.
D. GRADING: Grades on the areas to be treated shall be
maintained in a true and even condition. Maintenance shall
include any necessary repairs to previously graded areas .
E. TILLAGE: All graded areas shall be thoroughly tilled to a
depth of at least 4 inches by plowing, disking, burrowing or
other approved methods until the condition of the soil is
acceptable.

2. MAINTENANCE: The contractor shall be responsible for the
proper maintenance of the areas seeded under this contract
for a period of 3 months after seeding. Maintenance shall
consist of providing protection against traffic by
approved warning signs or barricades , the mowing of all
grass and Weeds tending to smother new seedlings, and the
repair and reseeding of any surfaces which become guilied
or otherwise damaged .
J . SEEDING: Seed shall be sown as per the following schedule:
A. October 1 - March 15:
Wet Soils
40 lbs . /a unhulled bermudagrass
50 lbs . /a tall fescue
Droughthy Soils
5 lbs . /a centipedegrass
25 lbs . /a bahiagrass
50 lbs . /a annual ryegrass
B. March 16 - September 30 :
Wet Soils
25 lbs . /a carpetgrass
5 lbs . /a centipedegrass
15 lbs . /a hulled bermudagrass
Drougthy Soils
5 lbs . /a centipedegrass*
25 lbs . /a bahiagrass
10 lbs . /a German millet
* alternative option: If the site is not to be
mowed, consider the substitution of 10 lbs . /a of
Weeping Lovegrass for the centipedegrass.
K. MAINTENANCE: The contractor shall be responsible for the
proper maintenance of the areas seeded under this contract
until the ground surface is covered with growth at least 1
inch high; but not less than 2 months after planting. Grass
should be mowed before it reaches a height of 6" .

F. LIMING' Limestone shall be uniformly applied at the rate of
2000 pounds per acre (46 pounds per 1000 sq. ft. ) to all
areas to be vegetated. Limestone may be applied to the area
prior to the preparation of the seedbed. .. But in all cases it
shall be applied before seeding, and thoroughly incorporated
into the entire depth of prepared seedbed.
G. FERTILIZING: The fertilizer shall be uniformly applied at the
rate of 1000 pounds per acre (23 pounds per 1000 sq . ft. ) to
all areas to be vegetated. The fertilizer shall be
incorporated into the upper three or four inches of prepared
seedbed . This can be done just prior to the last tillage
operation or just prior to seeding. But in no case will it be
applied more than 3 days before seeding or before the lime is
applied .
H. MULCHING: The surface of all seeded areas shall be protected
by the application of any of the before-mentioned mulch
materials unless otherwise specified .
1 . STRAW OR HAY: Shall be applied evenly over the seeded
area in such a manner that thickness of the mulch is
approximately uniform throughout the treated area and
sunlight is not completely excluded from penetration to
the ground surface. The straw mulch shall be applied at
the rate of 1 - 1 1/2 tons per acre and disked with a
straight blade at an approximate depth of one inch to
ensure that the hay is firmly tacked.
2. WOOD CELLULOSE FIBER MULCH: The application of the wood
cellulose fiber mulch shall be with the hydroseeder and
shall be accomplished immediately after completion of the
final tillage operation. The wood cellulose fiber mulch
shall be applied at the rate of 1000 pounds per acre in
combination with water , fertilizer and seed . These shall
be sprayed over the soil in a uniform coat .
3. ASPHALT TREATMENT: Upon completion of the seeding
operation the area shall be given an asphaltic treatment
to prevent erosion. The treatment shall consist of an
application of an SC-1 grade liquid asphalt. The
materials shall be applied in calm weather and preferably
when the soil is slightly moist . Equipment for the
application of the asphalt shall consist of a boiler to
heat the oil to a temperature of approximately 175 degrees
Farenheit, a distributor, and hose equipped with spray.
bars .
I. ANCHORING MULCH: Mulch shall be anchored in place as follows:
1 . By uniformly spraying the straw with the herein-before
specified asphalt material .

Quick TR-55 Ver. 5. 43 S/N: 1240540312
Executed: 11 : 23: 50 07-28-1993 92162-1 . TCT
GEORGETOWN ESTATES SUBDIVISION AREA 1
�
l
Tc COMPUTATIONS FOR: AREA 1H
SHEET FLOW (Applicable to Tc only)
Segment ID 1A1
Surface description GRASS
Manning ' s roughness coeff. , n U. 2400
Flow length, L ktotal < or = 300 ) ft 150. 0
Two-yr 24-hr rainfall . P2 in 4. 00(.1
Land slope, s ft/ft 0. 0100
U. 8
. 007 * (n*L)
. [ = -------------- hrs U. = 0. 39
0. 5 0. 4
P2 * s
SHHLLOW CUNCENTRHTEv FLOW
Segment ID 1A2
Surface (paved or unpaven ? Unpaved
! Flow length. L Ft 1V0. 0
Watercourse slope, s ft/ft 0. 000!:
U. 3
ovg. V = Csf * (s� ft/s 0. 8U67
/ wF-jere: Unpaved Csf = 16. 1345
� Paved Csf = 20. 3282
T = L / (3600*V) hrs V. 03 = 0. 03
`
CHANNEL FLOW
Segment ID 1A3
(
' Cross Sectional Flow Area, a sq. ft 2.44
Wetted perimeter, Pw ft 5. 50
Hydraulic radius, r = a/Pw ft 0. 444
/
Channel slope, s ft/ft 0. 0025
Manning ` s roughness coeff. , r' 0. 4500
! 2/3 1/2
i 1. 49 * r * s
V = ------------ - ft/s 0. 0963
n
' Flow length, L ft 7
� T = L / (3600*V) hrs 0. 02 = 0. 02
�
TOTAL TIME (hrs) 0.44

Quick TR-55 Ver , 5. 43 s/N: 124054i-}:;12
Executed: 11 : 23: 50 07-25--199 nt 92162-1 . Ti:T
GEORGETOWN ESTATES SUBI%IVISION AREA 1
1': COMPUTATIONS FOR: l.B
SHEET FLOW (Applicable to Tc only )
} Segment ID 11-:
Surface description
Marlrtirtg s rc,t_i,ah..,rie s coetf. . ri
Flow length, L (total . or = :_;ilia :} ft 1'
Two-yr 24 -hr rainfal. l , f-2 lr1 II,;Ifi
Land slope, w. ft/ft. 0. 0050
0. 8
i i i i:: * Cr rr:L..)
SHALLOW Il:tL_L..IOW I_I ir\ll: ENIh ATE[: [ LOW
'..:;rn rtt. ID ff
..i..r...f•f_'!l_e (paved or '_tr1RL.veI.J I_Ir t1•^��.'v h:I.J
Flow length, L 11
at E l '_uI.Ir s = r:+F.'f',, s f"f;.:•ft. 0. I.i l_I.;i IJ
0. 1::
where.. Unpaved�Y,,_,� I_.._..f:. _ 16. 1345
F�-
Paved i_•_:f = 20. 3282
i1 = L ,• ;:36013 +V hr-s li. hI:1 -_ 0. 01
HA N NE L FLOW
Segment IL.
}W rc,ss Sectional Flow Area, a. =.,a. ft 2. .=7
f Wetted perimeter, Pw
Hydraulic radius, r = E /Pw 0. 195
Channel slope, E. ft/ft ii. ilii1:-..k.
Marirtirtg ' s roughness cc'eff. , r1 LI. ii4'1G
2/3 1/2
1 .49 ;$: r :}:
V = --- ft/s 1 . 3802
Flow length, L ft. 1000
T = L / (:i600k) h"ir-s CI, 20 = 0.20
TOTAL TIME (heir_•) 0. 67

Quick TR-55 Ver. 5. 43 . S/N: 1240540312
Executed: 11 : 23: 500 07-.28-1993 92162-1. TC:T
GEORGETOWN ESTATES SUBDIVISION AREA 1
Tc COMPUTATIONS FOR: 1 C:
SHEET FLOW (Applicable to Tc only)
Segment. II 1 i
Surface description GRASS
Marnning ' s roughness ct'eff. , r-I C1, 41:iii
Flow l=n a t.F 1, L (total a 1 or = 31:1(1) f t. 1 C5 0. 0
Two-yr 24-hr rainfall , P2 in 4. 000
Land slope, s ft./ft Cl. 007'
U . S
•
007 ; (rI;L)
hrs 0. 44 = 0. 44
0. 'M 0. 4
F'2 :1'
SHALLOW CONCENTRATED FLOW
Segment II:'
Surface (paved or unpaved) Unpaved
Flew length, L ft. 50. 0
Watercourse slope, s f+_./ft. 0. 0075
it L-;
1:.:1vg. V = I_st * (. ) fl_/s
where: Unpaved Csf = 16. 1345
Paved 1__.f = 20. 3282
T = L / (:AC1O:1°V) hrs Ci. 01 = 0. 01
CHANNEL FLOW
Segment II Cross Sectional Flow Area, a sq. ft. 2. 27
Wetted perimeter , Pw ft. R. 00
Hydraulic radius, r = a/Pw ft. 0. 284
Channel slope, = ft/ft. Ci. 014:3
Manning s roughness cc'eff. , n 0. 0450
2/3 1/2
1 .49 * r *
V = -- ft/s 1. 7097
rl
Flow length, L ft 701:1
T = L / (36000*V) hrs 0. 11 = 0. 11
TOTAL TIME (hrs) 0.56

Quick TR-55 Ver.5. 43 S/N: 124C1540 12 .
Executed: 11 :23:50I 07-28-1993 92162-1 . TCT
GEORIETOWN ESTATES SUBDIVISION AREA 1
Ti_ COMPUTATIONS FOR: 1I'
SHEET FLOW (Applicable to Tc only )
Se';ment. II' i.I.
Surface descript.ior, 1.1Fh=t' ;S
Mantriirtg ' s rC'!•Igf'trte'`s cc'eff. , n
Flow length, L (total ::. or = 3i1it) fi:: 1s1.1. 1.1
Two-yr 24-hr rainfall , P2 ir-t 4. uU0
Land slope, s ft./fi_ U. Uu2 5
CI. L
. u07 * (n`f`L)
t . c: 1i . 4
P :}' s
SHALLOW CONCENTRATED FLOW
Segment. II'
:._cur"face (pa'ied c:ir- unpaved) - IJnpa.VF_`i
Flow length, L .1:..1_ 511, U
Watercourse slope, = ft/ft. I1, 111,1y;ry
= I_._. :s) ft: _ 0. 047
where: ► Irtpaved I:::=,f = 15. 1`i4'
Paved Gs f -
T = 1. / (: F_.C1CI:+V; hrsO. U::: =
I:::HANNEL FLOW
Segment. ID
Cross Sect•iortai Flow Area, a sq. ft 2. 44
Wetted perimeter. Pw ft. C5.`111
Hydraulic radius, r = a/Pw ft. U. 444
Channel slope, _. ft/ft. 0. (1CI511
Manrtirt'; ' s roughness coeff. , rt 0. 0410
411:1
2/3 1/2
1 .49 :4: r °f s
V = -.. -- f t./s 1. 494
rl
Flow length. L ft. 300
T = L / (360I04'V) hrs 0. t_IA = U. CI6
TOTAL TIME (hrs) 0.77

Quick TR-55 Ver. 43 S/N: 1240540312
Executed: 11 : 23: 50 07-28-1993 92162-1. TCT
GEORGETOWN ESTATES SUBDIVISION AREA 1
Tc COMPUTATIONS FOR: 1E
SHEET FLOW (Applicable to Ti: only)
Segment ID 1 E
Surface description C RASC
MannManning ' s roughness c o e f f. n 0. 2400
Flow length, L (total :' or _ 3001 ft 150. c�)
Two-•yr" 24-hr rainfall , P2 in 4. 000
Land Elope, = ft./ft. 0, 1.102
0. 8
. 007 * (nr°L..)
I -- _ hrs u, e,R = ri,
0. 4
P2 •►• s
SHALLOW CONCENTRATED FLOW
Segment II:'
Surface (paved or unpaved) ?
Flow length, L ft
W at.e r course slope, = ft/ft. i:i, 0 ' i_i
Avq. V = lsf :;: (s) ft: _ 2. 5511
where: Unpaved Csf = 16. 1345
Paved Cs f = 20. 3282
T = L / (:360U:4:V) hrs. 0. 01 - 0. 01
c HMNNEL FLOW
Segrnent. Ii:'
ro ss Sectional Flow Area, a s'a. ft. 2. 44
1
Wetted perimeter, Pw ft• 6. 0€'
Hydraulic radius, r = a./Pw ft. 0. 407
Channel slope, s ft/ft 0. 0100
Manninq ' s roughness ccieff. , r, 0. 0410
2/3 1/2
1 .49 * r +: s
V = ft/s 1. 994;
Flow length, L ft. 1700
{ T = L / (3600*V) hr. 0.24
I
TOTAL TIME. (hrs)

Quid:: TR-55 Ver.5. 43 S/N: 124054C1312
Executed: 11 :23: 50 07-28-1993 92162-1. TCT
1 EORCaETOWN ESTATES SUBCL':IVISION AREA 1
It. COMPUTATIONS FOR: 1A
SHEET FLOW (Applicable to Tc only)
Segment ID
Surface description
Manning ' s roughness ci:'eff . , n 0. 0000
Flow :Length, L (total r_ .. 300) ft. 0. 0
Two-yr 24-h,r rainfall , P2 in 0. 0110
Land slope, s ft/ft. 0. 0000
LI. t
. i_iii7 :�: (n4:Li
h"t r r 0. 00 = 0. 0n
U. 5 0. 4
pn ;:
SHALLOW C ONC ENI RATED FLOW
Segment• ID
Surface (paved or.. unpaved) '
Flow length, L ft. 0. 0
Watercourse slope, _: f-t/fl:. 0. 0000
0. 5
Avg. V - Csf :4: 4E) 0. 1;1
=
i11:11:1
where: Unpaved C:sf16. 1345
Paved C:s h =
f = L / (:iA00*V) hrs., ii, 00 =
0. 0H
CHANNEL FLOW
Segment ID 1B-1C
Cross Sectional Flow Area, a s-q. ft• 4. 00
Wetted perimeter, Pw ft. R. nil
Hydraulic radius, r = a/Pw ft 0.500
Channel slope, s ft•/ft. 0. 0140
Manning' s roughness coeff. , n U1. 0410
2/3 1/2
1 .49 * r * s
V = -.... _._________ ft•/s 2.7088
rt
F low length, L ft 1000
T = L / (360I0 :V) hrs 0. 10 = 0. 10
TOTAL TIME (hrs) 0. 10

Quick TR-55 Ver. . 43 S/Ne 1240540312
Executed 11 : 23: 50 07-28-1993 92162-1 . TCT
GEOR$ETOWNESTATES SUBDIVISION AREA 1
Tt. COMPUTATIONS FOR: 1 B
SHEET FLOW (Applicable to Tc only)
Segment. ID
Surface description
Manr•ning ' s roughness cc'eff. . n 0. 0000
Flow length, L (total •::: car _ 300) ft, 0. 0
Two-yr 24--hr- rainfall , P2 in 0. 000
Land slope, - ft./ft. 0. 0000
. i_!07 4: r,*:L_)
0. 4
P2 * .r,
SHALLOW. CONCENTRATED FLOW
Segment II
Surface (Paved or unpaved)'
Flow length, L ft 0. 0
i i
Watercourse slope, - ft./fig 0. 0000
0. 5
Avg. V = !::.f * (s) ft/s 0. 0000
where: Unpaved !_sf = 16. 1345�
Paved Csf = 20. 3282
1-- = L / is F.ii(l:r:V) hrs li. i!!! = ii. iiii
CHANNEL FLOW
Segment. ID 1!
Cross Sectional Flow Area, a sq. ft. 4. 00
Wetted perimeter, Pw ft. R. 00
Hydraulic radius, r = a/Pw ft.
Channel slope, s ft./ft. O. 0140
Mann ing ' s roughness coef•f. , n O. 0410
2/3 1/2
1. 49 * r- *° s
V = ft/s R
rE
Flow length,, L ft 700
T = L / (3600*V) hrs 0. 07 = 0. 07
4 TOTAL TIME (hrs) 0. 07

1
Quick TR-55 Ver . 4:3 S/Nt1240540312
Executed: 11 : 23: 50 07-28-1993 92162-1 . TC:T
1 UEOR( ETOWN ESTATES SUHI:'IVISION AREA 1
1
` Tt. COMPUTATION FOR: 1D
SHEET FLOW (Applicable to Tc only)
Seggrnent. ID
Surface description
Manning ' s rough-Irles.s c'::'eff. ri 0. 1l0 0
Flow length, L (t.otal . or = 30U) ft 0 u
lwo-yr 24-hr rainfall , P2 in H. 000
Land slope, _= ft/ft. U. 00ilfl
. 007 * (n*L)
hr-r_.-. ii. 0ii - ii, I;Iti
0.'2 0. 4
P2 _}: =
SHALLOW CONCENTRATED FLOW
egment. III
Surface (paved or unpaved) ':
Flow length, I- f t: 0. 0
Watercourse.Irse slope, s ft/ft Ii, 1101_I1.1
U. _i
1°,vg. V = 1_=.f * (_) ft/_. iI 000(1
where: Unpaved C sf = 16. 1345
Paved Iwsf = 20. :i: :_:::
f' = L / (:3 0 0°r'V) h-I r-=. 0. 00 = 0. 00
CHANNEL FLOW
I
Segment. III 1 E
Cross Sectional Flow Area, a sq. ft. 4. tii_i
Wetted perimeter, Pw ft. 8. 00
Hydraulic radius, r = a/F'w ft. 0. 500
Channel slope, s ft./ft. 0. i-113:i
Mann ing ' s roughness coeff. , rl 0. 0410
2/3 1/2
V 1 . 49 * r a� =
ft/s—_.. f t.!s 2. 6402
n
Flow length, L ft. 16,00
T = L / (3600*V) hrs 0. 17 = 0. 17
iTOTAL TIME (hrs) 1=1. 17
1

\
/
Quick TR-55 Ver. 5. 43 S/N: 1240540312
\ Executed: 11c23: 50 07-28-1993 92162-1 . TCT
�
SUMMARY SHEET FOR Tc or Tt COMPUTATIONS
\ (Solved for Time using TR-55 Methods)
i
GEORGETOWN ESTATES SUBDIVISION AREA 1
Subarea descr . Tc or Tt Time (hrs)
/ -------------- --------
AREA 1A Tc 0. 44
1B Tc 0. 67
1C Tc V. 46
1D Tc 0. 77
1E Tc 0. 92
1A Tt 0. 10
1B Tt 0. 07
1D Tt 0. 17
\
/
� .
>
�

{
{
!
Quick TR-55 Ver, 5. 43 S/N: 124O540312
Executed: 14:25: 41 07-28-1993
}
jGEORGETOWN ESTATES AREA 1
1 RUNOFF CURVE NUMBER SUMMARY
Subarea Area CN
Description {acres) (weighted)
SUBAREA 1A 8. 97 65
SUBAREA 1B 2. 31 61
SUBAREA 1C 0. 74 72
SUBAREA 11, 1 . 75 66
SUBAREA 1E 4. 12 65
� .

-
` Quick TR-55 Ver.5. 43 S/01240540312
Executed: 14x25: 41 07-28-1993
GEORGETOWN ESTATES AREA 1
\
RUNOFF CURVE NUMBER DATA
' . . . . . . . . ~ . . . . .
| Composite Area: SUBAREA 1A
AREA CN
SURFACE DESCRIPTION (acres)
-------------------------------' --------- ----
MURVILLE- 30% IMPERVIOUS 2. 00 72
KUREB - 30% IMPERVIOUS 1 . 97 57
COMPOSITE AREA ---) 3. 97 64 . 6 ( 65 )
� .
� Composite Area: SUBAREA 11-f
AREA CN
SURFACE DESCRIPTION (acres)
\ ________________________________ _________
MURVILLE - 30% IMPV. 0. 84 72
KUREB - 30% IMP 1. 97 57
COMPOSITE AREA ---> 2. 81 61 . 5 ( 61 )
. . .
Composite Area: SUBAREA 1C
AREA CN
SURFACE DESCRIPTION (acres)
- - ----
LEON - 30% IMPV. 0. 74 72
COMPOSITE AREA ---> 0. 74 72. 0 ( 72 )

Quick TR-55 Ver.5. 43 S/N: 1240540312
Executed: 14:25:41 07-28-1993
Composite Area: SUBAREA 1D
AREA CN
SURFACE DESCRIPTION (acres)
_�
MURVILLE- 30% IMPV. 0. 70 57
LEON - 30% IMPV 1 . 05 72
( COMPOSITE AREA -- . 1 . 75 66. 0 ( 66 )
Composite Area: SUBAREA IE
AREA CN
SURFACE DESCRIPTION (acres)
KUREE - 30%
LEON - g02 2. 06 72
COMPOSITE AREA ---> 4. 12 64. 5 < 65 )
}

i .
QuickrR-5 Version: 5. 43 $/N: 1 40541331.E
Return Frequency: `u years
TR-55 TABULAR HYDRC'GRF1PH METHOD
Type III Distribution' (24 hr. Durat•ic,r, Storm)
Executed:
1 Wat.er-shed file: 921.62--1 . MOP
Hy'Jrc,gr•aph, file: - . . HYD
GEORGE TOWN ESTATES DRAINAGE AREA 1
I ,
. . . Input F'ararnet•er-=_: Used to I_r_,rnput.e Hydre,graph . .
` Subarea AREA CN Tc * Tt. F'r ecip. Runoff Ia/p
Description (acres) (hrs) (hrs) ( in) ( in) input/used
,
.SUBAREA 1A 3. 97 65. ri 0. 40 0.50 7. 00 ,
- :::. 10 . 15 . 11:I
SUBAREA 1B �. =1 N,1 . I_I I.I. 75 I_I. S,0 7. 0I0I ; 2. 7i;
_. . 1:- . 10
RIIBAREA 1C 0. 74 7I , it CI, ail 0.50 7. 00 :_i. ; ;: . 1 i . 10
`;d.JBAREA 1D 1 . 75 Gr... 0 0. 75 II. i'5 7. 00 .i. 20 . 15 . 10
SUBAREA 1 E 4 . 12 F.5. 0 1 . 00 0.75 7. 00 1 3. 10 . 15 . 10
.r. Travel time frc,rn subarea out.fall to composite watershed c,ut.fal1 point:.
Total area = 13. 39 3. acres es r 0. 02092 q. rni.
r c!h di r;'r-,arge = 1t.. cfs
1 WARNING: Drainage areas of two or more subareas
differ by a factor of 5 or ar eat.er .
L . .; k
Computer Modifications of Input Parameters <;< `<:•
Input- Values Rounded Values Ia/p
I
Subarea Tc * Tt• Tc * Tt- Interpolated Ia/p
0.:'escript.ic,n (hr) (hr) (hr) (hr) (Yes/No) Messages
SUBAREA 1A 0. 44 0. 44 0.40 0.50 No, -_-
r UBAREA 1 B 0.67 0. 67 C1.75 0. 50 No -•-
I-IBAREA 1C 0.5AA 0. 5E. 0.50 0. 50 Nc' --
SUBAREA 1D 0.77 0. 77 0. 75 0. 75 Nc, --
pUBAREA 1 E 0. 92 0. 92 1. 00 0. 75 Nc, ---
* Travel time from subarea out•fall t.c, composite watershed outfall point..

Quick TR-55 Version: 5.43 S/N: 1240540312 Page 2
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-1 .MOP
HydrograPh file: --> .HYD
GEORGE TOWN ESTATES DRAINAGE AREA 1
� >>>> Summary of Subarea Times to Peak <<<<
\
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
Subarea (cfs) (hrs)
-------------- -------------- ------------
SUBAREA 1A 7 13. 0
SUBAREA 1B 4 13. 2
SUBAREA 1C 2 13. 2
SUBAREA 1D 3 13. 6
SUBAREA 1E 5 13. 6
-------------- -------------- ------------
Composite Watershed 16 13. 2
/
(
|
'
|
}
/

1
Quick TR-55 Version: 5.43 S/N: 1240540312 Page 3
IReturn Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration St.corrn)
Executed:
Watershed file: r• 92162-1 . MOP
Hydre'graph file: --. . HYI:'
1 ! E►ORGE TOWN ESTATES DRAINAGE AREA 1
Composite Hydre'grapl-i Summary (cfs)
c;ubc-tI'-r'cl 11 . U 11 . 3 11 . 6 11 . 9 12. 0 12. 1 12. 2 12. 3 12. 4
NI'! s r iFt.1��r� hr hr hr hr hrhr hr hr hr
SUBAREA I A ij 11 U 1 1 1 1 1 1
9I IBAREA 1 E{ ii i i it U i i ii i ii ].
3 (£;AREA 1 C ti ii U U i i U i i 0 U
IIBAREA 1D ii ci ii ii o 0 0 0 0
SUBAREA 1E. 0 ii ii U 0 ii U 0 U
cit&l (c:=f=-.) 0 U 0 1 1 1 1 1 :2
I
I
Subarea 12.5 12. 6 12. 7 12. S 13. U 13. 2 13. 4 13. 6 13.
I:'escript.icuri hr hr hr hr hr hr hr hr hr
SUBAREA l A 2 :3 4 5 '7 r_", 5 :3 2
SUBAREA 1 B 1 1 1 2 :3 4 3 :3
,L IBAREA 1 C 0 0 1 1 1 2 1 1 ,1
SUBAREA 1D U 0 1 1 1 2 2 :3 2
:=UBAREA 1E 1 1 1 1 1 2 4 5 =,
i
{
Total (cfs) 4 5 o-3 10 13 16 .. - 15 15 12
1
1
i
1
F

I
Quick TR-55 Version: 5. 43 S/N: 1240540312 Paqe 4
IReturnFrequency: 10 years
TR-55 TABULAR HYI}RCrt#RAPH METHOD
1 Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: 92162- 1 . MOP
Hydragraph file: --> . HYL'
1 LEORGE TOWN ESTATES DRAINAGE AREA 1
s
Composite Hydr'_igraph Summary (cfs)
�_.._L.,ubarea 14. ii 14. 3 14. 6 15. 0 15. 5 16. 0 16. 5 17. 0 17. 5
Description hr hr hr hr hr hr hr hr hr..
tI_IBAREA 1 A 2 1 1 1 1 1 1 0 u
:B LIRAREA 1 Et 1 1 1 1 0 0 u i i
SUBAREA 1CW: 0 0 0 0 0 ii 0 ii ii
IUBAREr.; 1I:' 2 1 1 1 0 0
0 u ii
. l_tBr REA 1 E c 4 .--1 2 1 1 1 1 1.
rot.ai (cfs) 11 7 r, F. 3 2 2 1 1
Subarea 1:=1. 0 19. 0 20. 0 22. 0 2F... 0
Description hr hr hr hr hr
3UBAREF•i 1 A 0 i i i i 0 0
SUBAREA 1 B 0 0=0 ii i i ii
ryL IEiAREA 1C 0 0 0 l) 0
_IBAREA 1I:' 0 0 0 0 0
REA 1E 0 0 0 00 0
I:c,tal
I
I
1
I

Quick TR-55 Version: 5^43 S/| : 1240540312 PAge 5
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Worm)
Executed:
Watershed file: --> 92162-1 . MOP
Hydrograph file: --> . HYD
GEORGE TOWN ESTATES DRAINAGE AREA 1
| Time Flow Time Flow
(hrs) (cfs) (hrs) (cfs)
----------------- -------------------
11 . 0 0 14. 8 5
11. 1 0 14. 9 5
11 . 2 0 15. 0 5
11. 3 0 15. 1 5
11 . 4 0 15. 2 4
11.5 0 15. 3 4
11 . 6 0 15. 4 3
11. 7 0 15. 5 3
11 . 8 1 15. 6 3
11 9 1 15 7 3
| ' .
12. 0 1 15. 8 2
12. 1 1 15. 9 2
12. 2 1 16. 0 2
12. 3 1 16. 1 2
. 12. 4 2 16. 2 2
12. 5 4 16. 3 2
12. 6 5 16. 4 2
� 12. 7 8 16. 5 2
|
12.8 10 16. 6 2
12. 9 12 16. 7 2
13. 0 13 16. 8 1
/ 13. 1 15 16. 9 1
13. 2 16 17. 0 1
13.3 15 17. 1 1
\ 13. 4 15 17. 2 1
/
13.5 15 17. 3 1
13.6 15 17. 4 1
13. 7 13 17. 5 1
' 13.8 12 17. 6 1
13.9 11 17. 7 1
14. 0 11 17. 8 0
} 14. 1 10 17. 9 0
14. 2 8 18. 0 0
14.3 7 18. 1 0
� 14. 4 7 18. 2 0
14.5 6 18. 3 0
14.6 6 18. 4 0
14. 7 6 18. 5 0

Quick TR-55 Version: 5. 43 S/N: 1240540312 . Page 6
Return Frequency! 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-1 . MOP
Hydrograph file: --> . HYD
GEORGE TOWN ESTATES DRAINAGE AREA 1
I
( Time Flow Time Flow
(urs) <efs> (hrs) <cfs)
__________
, 18. 6 0 22. 4 0
18. 7 0 22. 5 0
18. 8 0 22. 6 O
18. 9 0 22. 7 0
19. 0 0 _
22. 8 O
19. 1 O 2- . : 0
19. 2 ':' 0 0
19. 9 O 23. 1 O
19. 4 0 23 . 2 O
19. 5 O 23. 3 O
19. 6 0 23. 4 O
19. 7 0 2a, 5 0
19. 8 O 25. 6 0
99. 9 O 23. 7 n_
20. 0 Cl 2a. 8
O
, 20. 1 O 23. 9 0
20. 2 0 24. 0 0
20. J 0 24. 1
0
20. 4 0 24. 2 O
20.5 0 24. 3 0
20. 6 0 24. 4 0
I 20. 7 O 24.5 0
20.8 Cl 24. 6 0
20. 9 0 24. 7 0
| 21 . 0 0 24. 8 0
21. 1 0 24. 9 0
21 .2 O 25. 0 0
21.3 0 25. 1 0
| 21.4 . 0 5 . 4.
§
21.5 0 5. 3 0
21 .6 0 4444 0
I
21. 7 0 25.5 0
21 . 8 0 25.6 O
21.9 U 25.7 0
i
22. 0 0 25.8 O
22. 1 O 25.9 0
22.2 0
22.3 U
1

Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 1
Return Frequency: 25 years
TR-5 5 TABULAR HYI7RC'GRAPH METHOD
Type III Distribution
(24 hr. Murat.ior-, Storm)
Executed:
Watershed file: 92162-1 . MOP
Hydroar••aph file: . .HYD
IGEORGE TOWN ESTATES DRAINAGE AREA 1
{
>>>> Input. Parameters Used to Compute Hydrei'ar-aph .
! Subarea AREA i:::N Tc * It F'recip. Runoff IalpW�M.
Descript•icon (acres) (hrs) (hrs) ( in) i ( in) input/used
SUBAREA lA 3. 97 A5. i_i 0. 40 0. 50 , 01:1 -.y . 13 , 1 Ci
SUBAREA 1B 2. 0. 50
_ . '=
1 F,1 , i:� t:�. 7c_� is, _�u _R. 00 3. 44 . 16 . 10
SUBAREA 1C 0. 74 72. 0 0. F,0 0. 50 = . tiii 1 4. 69 . 1 . 10
AEI tBAREA 1 I:' 1 . 75 ,F,, 0 0. 7:9 i i. '75 R. 00 4. 01 . 13 . 10
SUBAREA 1 E 4. 12 F,::5. 0 1 . 00 0„ .7.1 _ . i,fl :. :749 . 13 . 10
* T r-av,'e l time from subarea o t -4a _ f�t I 1 to composite t.e watershed out-fat 1 1 point.
Total area = 13. 39 acres or 0. 02092 s'q. rni
Peak discharqe - 2
WARNING: Drainage areas of two or more subareas
differ by a factor of 5 or greater .
i
>>>> i_ornpuUer Modifications s of Input Parameters <::
Input Values Rounded Values Ia/p ____._---_-•_--
:subarea Tc =+ Tt• Tc * Tt• Interpolated Ia/p
9l::=t__4 r-ipt•ion (hr-) (hr) (hr-) (hr) (Yes/No) Messages
SUBAREA 1A 0. 44 0. 44 0. 40 0. 5: No --
IUBAREA 1 B 0. 67 0. 67 0.75 0.50 No -
UBAREA 1i= 0. 56 0. 56 0.50 0.50 No --
SUBAREA 1D 0.77 0. 77 0.75 0. 75 No ---
SUBAREA 1E 0. 92 0. 92 1. 00 0. 75 No --
* Travel time from subarea out•fall to composite watershed out•fall point.

Quick TR-55 Version: 5.43 S/N: 1240540312 Page 2
Return Frequency: 25 years
TR-55 TABULAR HYDRDGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
! Watershed file: --> 92162-1 . MOP
Hydrograph file: --> . HYD
GEORGE TOWN ESTATES DRAINAGE AREA 1
^
>>>> Summary of Subarea Times to Peak <<<!
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
| Subarea (cfs) (hrs)
-------------- -------------- _-------_---
SUBAREA 1A 9 13. 0
SUBAREA 1B 5 13. 2
SUBAREA 10 2 13. 0
SUBAREA 1D 3 13. 4
SUBAREA 1E 6 13. 6
-------- ------ -------------- -_----------
Composite Watershed 2f; 13. 2
(
/
^

Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 3
I
Return Frequency: 25 years
TR-55 TABULAR HYDROGRAP'H METHOD
I Type III Distribution,
I (24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-1 . h1OF.
Hydrograph file: --.• . HYD
G EORGE TOWN ESTATES DRAINAGE AREA 1
I
1 Composite Hydro r•aph urnrnar-y (cfs)
Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12. 0 12. 1 12. 2 12. 3 12. 4
Description hr hr hr hr hr hr hr hr hr
8I_)BAREA l A 0 ii 1 1 1 1 1 1 2
SUBAREA 1 E+ ii i i 0 0 i i ii 1 1 1
3I-IBAREA le i i i i it ti ii ii i i 0 i i
.SUBAREA Af E A 1 D i i i i 0 0 i i i i i i 0 I I
SUBAREA 1 E ii i i i_i 0 0 ii 1 1 1
i
Subarea 12. 5 12. 6 12. 7 12. 0 13. 0 13. 2 13. 4 13. 6 13. 0
, Description hr hr hr hr hr hr hr hr hr
SUBAREA 1 A - :3 5 7 9 4 :3
I ►BAREA I B 1 1 2 2 4 Fl 4 4
UBAREA 1C 0 1 1 1 2 2 i. 1
SUBAREA 1D O 1 1 1 2 3 :3 3
SUBAREA 1 E 1 1 1 1 2 :=i 5 F; 6
fotai (cfs) 4 7 10 12 19 20_.._.___ 20 18 _.. __,_16 _.

Quick TR-55 Version: 5. 43 S/N: 1240540:312 Page 4
Return Frequency; 25 years
TR-55 TABULAR HYDRO'RAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --.i 92162--1 . MOP
Hydr-c'ar-.aFh file: - . HYD
C EORi E TOWN ESTATES DRAINAGE AREA 1
Composite Hydre'graph Summary (cfs)
Subarea 14. ►i 14. 3_-_-14 . 6._.__1 ,0_ 15. 5 16. 0 16. 5 J.7. 0 _.._17. 5_
Description hr hr hr hr hr hr hr hr hr
iUBAREA 1A - 2 1 1 1 1 1 J. 1
UBAREA 113 2 1 1 1 J. 1 1 ii 0
SUBAREA 1C 1 ii 0 ii ii it ii 0 ii
FUBAREA JD 2 1 1 1 1 ii (:i ii Ui
_I EAREA 1 E 6:, Fi 3 2 2 1 1 1 1
C(tal (,_is) 13 '_+ 5 F. 3 : 2 2
Subarea 18. 0 19. 0 20. 0 22. 0 21.',. ii
Description hr hr hr hr hr
j. IIBAREA 1F5 i-i 0 0 0 0 _.....___.__._._____....W.W._..
SUBAREA 1 B ii 0 i i 0 0
BUBAREA 1 C: U 0 0 u i
k_JBAREA 1I:D i_i 0 0 0 ii
bUBAREA 1E 1 1 0 0 ii
s..r�t.al (cfs) 1 1 - --_----I'-•----- 0 0
.-------
I
I
,

Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 5
Return Frequency: 25 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-1 . MOP
Hydrograph file: --> . HYD
GEORGE TOWN ESTATES DRAINAGE AREA 1
1
eeee Flow Time Flow
(hrs) <Gfs> <hrs) (Gfs:
11 . 0 U 14. E \�11. 1 O 14. 9 :
11 . 2 O is. O 1-1
9999 O 15. 1
11 . 4 0 15. 2
11. 5 1 15. 3 5
11 . 6 1 15. 4 S
1f . 7 15. 5 .
11 . G 1 15. 6 5
11. 9 1 15. 7 4
12. 0 1 15. 8 4
12. 1 1 15. 9 g
12. 2 3 16. 0 8
, 12. 3 3 16. 1 j
12. 4 4 16. 2 .i
12. 5 4 16. 3 3
1 12. 6 7 16. 4
12. 7 10 16. 5 33
12. 8 12 16. 6 8
12. 9 16 16. 7 3
13. 0 19 16. 8 2
13. 1 20 16. 9 2
I
13. 2 20 17. 0
13. 8 20 17. 12
13. 4 20 17. 2 2
13. 5 19 17. 3
I13.6 18 17. 4 2
13. 7 17 17. 5 2
13.0 16 17. 6 2
i
13. 9 14 17. 7 2
14. 0 18 17. 8 1
14. 1 12 17. 9 1
I
14. 2 10 18. 0 1
14. 3 9 18. 1 1
14. 4 8 18. 2 1
14.5 7 18. 3 1
1 14. 6 6 18. 4 1

Quick TR-55 Version: 5. 43 S/ . : 1240540312 Page 6
Return Frequency: 25 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-1 . MOP
Hydrograph file: --> . HYD
GEORGE TOWN ESTATES DRAINAGE AREA 1
\
' Time Flow Time Flow
(hrs) (cfs) (hrs) (cfs)
------_---------- --------_--------
18. 6 1 22. 4 0
i
22. 5 0
18. 8 1 22. 6 Cl
18. 9 1 22. 7 0
Cl 1 22. 8 Cl
19. 1 1 22. 9 Cl
19.2 1 23. 0 Cl
19. 3 1 23. 1 0
19. 4 1 23. 2 Cl
19. 5
19. 6 0 23. 4 0
19. 7 Cl 23. 5 0
19. 8 Cl 23. 6 0
19. 9 Cl 23. 7 0
20. 0 0 23. 8 Cl
20. 1 0 23. 9 Cl
20.2 Cl 24. 0 0
20. 3 0 24. 1 0
20. 4 Cl 24. 2 Cl
20.5 Cl 24. 3 Cl
20. 6 Cl 24. 4 0
| 20. 7 0 24. 5 0
| 20. 8 Cl 24. 6 0
20. 9 0 24. 7 Cl
21 . 0 0 24. 8 Cl
0 24. 9 0
21 .2 0 25. 0 0
21. 3 Cl 25. 1 0
21 .4 0 25. 2 Cl
21. 5 0 25. 3 0
21 .6 8 25. 4 0
' 21. 7 0 25. 5 0
. 21 .8 0 25. 6 0
21. 9 0 25. 7 0
22. 0 0 25. 8 0
� 22. 1 0 25. 9 0
22.2 0
22. 3 0

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name:
Comment : drainage area 1A I O y6ag- -Cretiery7
Solve For Depth
Given Input Data:
Bottom Width 1 . 00 ft
Left Side Slope 3. 00 : 1 (H:V)
Right Side Slope 3. 00 : 1 (H:V)
Manning's n 0 . 025
Channel Slope 0 . 0025 ft/ft
Discharge 3. 50 cfs
Computed Results :
Depth 0 . 70 ft
Velocity 1 .51 fps -it— IJ ow evo5, vc ve- 104;4y
Flow Area 2. 17 sf
Flow Top Width 5. 20 ft
Wetted Perimeter 5.43 ft
Critical Depth 0 .47 ft
Critical Slope 0 . 0144 ft/ft
Froude Number 0 .44 (flow is Subcritical )
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc . * 37 Brookside Rd * Waterbury, Gt 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name:
Comment : drainage area 1B 10 year storm (ditch
Solve For Depth
Given Input Data:
Bottom Width. 1 . 00 ft
Left Side Slope 3. 00 : 1 (H:V)
Right Side Slope 3. 00 : 1 (H:V)
Manning' s n 0 . 025
Channel Slope 0 . 0075 ft/ft
Discharge 11 . 00 cfs
Computed Results :
Depth 0 . 91 ft r �y�
Velocity. 3. 25 fps EROS;VC CNo4 ✓c3 t
, -i
Flow Area 3.38 sf t.t o kl E zos ;✓. ✓cs :Aft 'le 1
Flow Top Width 6.45 ft
Wetted Perimeter 6. 75 ft
Critical Depth 0 .82 ft
Critical Slope 0 . 0124 ft/ft
Froude Number 0 . 79 (flow is Subcritical )
Tew, Pe#y cr ' 54vw14., ill„AA c. 1
acid P lac . Pl .5I ;c o y fL.L.4C !Jc4-#-i ss
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods , Inc. * 37 Brookside Rd * Waterbury, Ct 06708

_
| -
/
Trapezoidal Channel Analysis & Design
� Open Channel - Uniform flow
/ Worksheet Name:
|
Comment: drainage area 1C 10 year storm (ditch
/
Solve For Depth
Given Input Data:
Bottom Width 2. 00 ft.
Left Side Slope 3. 00: 1 (KV)
Right Side Slope 3. 00: 1 (H: V)
Manning ' s n 0. 025
Channel Slope 0. 0120 ft/ft ^
/ Discharge 13. 00 cfs
Computed Results:
Depth 0. 76 ft
'
Velocz0' 3. 98 fps Eq�c, 5"' v6 ~ �
Flow Area. . . . . . . . 3. 26 sf k40 Ll 6 kcs **c
Flow Top Width 6.57 ft.
' Wetted Perimeter 6. 82 ft.
Critical Depth 0. 76 ft.
Critical Slope 0. 0121 ft/ft
Froude Number 1 . 00 (flow is Critical )
Rccj> " ;Y~e5 - T' rn P 0 Y,dy L . S+-ew".o »-� J
P /=^1 / l-c- o *, T / a- r) ,44 41%
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
!
�
�

| Trap ' oida | Charwne) Analysis & Design
Open Channel ~ Uniform flow
Worksheet Nams:
| Comment: drainage area 1D 10 year storm (ditch
|
Solve For Depth
� Gzver, Input Data:
/
Bottom Width 2. 00 ft
Left Side Slope 3. 00: 1 (H:V)
Right Side Slope 3. 00: 1 (H: V)
Manning' s n 0. 025
� Channel Slope^ ^ ^ ~ 0^ 0030 ft/ft
|
' Discharge 3. 00 cfs
Computed Results:
Depth 0. 52 ft
Velocity. . . . . , ~ . , 1 , 62 fps 1.4u:, m-- m* 5r�~�"e- Vet /0*_ �� ^
Flow Area 1 . 85 sf
Flow Top Width 5. 12 ft
Wetted Perimeter 5. 29 ft
Critical Depth 0. 34 ft
Critical Slope 0. 0149 ft/ft
Froude Number 0. 47 (flow is Subcritical )
`
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Ins. * 37 Brookside Rd * Waterbury, Ct 06708
`

/ Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name:
Comment: drainage area 1E 10 year storm (ditch
|
Solve For Depth
Given Input Data:
Bottom Width 2. 00 ft
Left Side Slope 3. 00: 1 (H:V)
Right Side Slope 3. 00: 1 (H: V)
Manning ' s n 0. 025
. Channel Slope. . , 0. 0130 ft/ft
Discharge 9. 00 cfs
Computed Results:
Depth U 62 ft.
Velocity 3. 72 fps EZ0S CWc»*« V 1 '-��`~^ �
Flow Area 2. 42 sf wo =« tenlove °^^�� ����� "y
Flow Top Width 5.75 ft
Wetted Perimeter 5. 95 ft
Critical Depth 0. 63 ft
Critical Slope 0. 0127 ft/ft
Froude Number 1 . 01 (flow is Supercriti '-Ql )
Y-c� 7� ������ / ;� e, .' �� a w " / � L �� .
' � ~r � �^r�r, ^��
� ' � �^��n �� v
� �� � w. �� ' � �
^ '
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

i
PJPc
lCircular Channel Analysis & Design
olved with Manning' s Equation
Open Channel - Uniform flow
•Worksheet. Name:
Comment.: pipe at t.h.e end of drainage area 1A 25year
Solve For Actual IDept.h
Given Input Data:
Diameter 2. 00 ft.
Slope CO. cii:050 ft./ft.
Mann i n:a ' s ri 0. 0174
I'ischarge 9. ('0 cif:::.
,
Computed Results:
Depth 1 . 07 ft. ►
Velocity . ::�f fp_ D_ u--i -i- Pry -1sec+ID IJ getPrtt r4.I
Flow Area 1 . 72 sf
Critical Depth 1 . 07 f t
Percent. Full 53. e 5 %
Full Capacity 16. 00 c f`__
UNH;:<, @. 94I:' 17. 21 cfs
Froude Number 1 . 00 (flow is Critical
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct. 06708

• Circular Channel . Analysis & Design
Solved with Manring' s • Equ, t.icin•
Open Channel - Uniform flow
Workshee+_. Name:
i_ornrnent.: pipe at the end of drainage area 1B 25year-
Solve For Act.ua 1 Depth
Given Input Data:
Diameter 2. 00 ft. RcP
Slope 0. 0050 ft./ft.
Manning ' s n 0. 013
Discharge 14. 00 cfs
Computed Result._.:
Depth 1 . 45 ft 1
�'e1!����. t.t.y: i. �r fR': Q4�4 ��4 ?r6-lc.c i0r4 R e rf7L.l.1✓Gd
Flow Area 2. 44 ::sf.
Critical Depth 1 . 35 ft
Percent Full 72. 48 %
,Full Capacity 16. 00 rfE
c.!MA @. '94D 17. 21 cfs
F r':'ude Number 0. 87 (flow is Subcriticali
Open Channel Flow Module, Version 3. 08 (c) 1990
Haest.ad Methods, Inc. * 37 Brookside Rd * Waterbury, C:t. 06708

��:��
' ,
Circular Channel Analysis & Design
Solved with Manning ` s Equation
Open Channel - Uhiform flow
Worksheet Name:
Comment: pipe at the end of drainage area 1D 25year
. Solve For Actual Depth
(
` Given Input Data:
Diameter 1 . 50 ft
Slope 0. 0025 ft/ft
Manning ' s n 0. U13
Discharge 3. 00 cfs
�
' Computed Results:
Depth 0. 81 ft � / / %»�� )�� w14
Velocity 3. 07 fps ��^�,� �°�r ^
Flow Area 0. 98 sf
Critical Depth 0. 66 ft
Percent Full 54. 16 %
Full Capacity 5. 25 cfs
. QMAX 0. 94D 5. 65 cfs
Froude Number 0. 67 (flow is Subcritzcal )
'
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

`
/ .
'
tr
apezoidal % Analysis & Design
Open Channel ~ Uniform flow
Worksheet Name:
'
|
' Comment: exit channal for drainage area 1
Solve For Depth
�
Given Input Data:
Bottom Width 3. 00 ft.
Left Side Slope 3. 00: 1 (H:V)
Right Side Slope 3. 00: 1 (H: V)
Manning ' s n 0. 025
Channel Slope 0. 0200 ft/ft
Discharge 16. 00 cfs
Computed Results:
Depth 0. 65 ft.
�
Velocity 4. 96 fps ke -Rxe
Flow Area 3. 23 sf
Flow Top Width 6.91 ft
Wetted Perimeter 7. 12 ft.
Critical Depth 0.75 ft
Critical SloPe 0. 0118 ft/ft
Froude Number 1 . 28 (flow is Supercritical )
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

1
'Quick TR-55 Ver. 5.43 S/N: 124054031.
Executed: 09: 50: 4 07-29-1993 9216 :- '. TC:T
( EORGETCIWN ESTATES SUBDIVISION AREA
Tc C:OMPUTATIONS FOR; .2
( SHEET FLOW %Appl icable to Tc only)
Segrnernt. ID
Sur-face description LEUN 30 >
Manning ' roughness cc'eff . , r, ii. '+4UU
Flow length, L %t•cot.al r = :_u0) ft•. 1'�u. u
Two-yr- 24-hr rainfall , F• ire 4. uuu
Land slope, s f#:/ft. U. uU7.`_t
I !i•
. CI(17 a'
I--1r`S I:I. 1.4 _: (I, 44
ii. r_! ii, 4
F=' *
' HALLOW CONCENIRATED F'LL iW
Segment. :ID
'y'-ar face k pa ied or unpaved) - Unpaved
Flow length, L •1 t;, ' U.
Watercourse slope . s ft/ft
Ava. V = C:,:• f * (s) ft /s 1 . 14(i3
where; Unpaved C sf = 1E . 1345
Paved C:-f = 20 iySs_
T = L / (:3,00 V) Fir:;: U. I11 •- CI. 01
HANNEL FLOW
Segment. II:'
Cross Sectional Flow Area, a sq. ft• 2. 93
Wetted perimeter, F'w ft 5.5ij
Hydraulic radius, r = a/F'w ft. CI. 533
Channel slope, . ft./ft. 0. 00 II
Mantling ' s roughness cc'eff. , ri U. G450
1/2
1 .49 * r *
V = ft•/_.: 1. 538e,
n
Flow length, L ft. 7 0u
T = L / (36004 V) hrs 0. 1:{ = 0. 13
•
TOTAL TIME airs) 0.57

|
�
Quick TR-55 Ver.5. 43 S/N: 1248540312
Executed: 0050: 24 07~29-1993 92162-2. TCT
\ GEOFGETOWN ESTATES SUBDIVISION AREA 2
Tc COMPUTATIONS FOR: 2B
� SHEET FLOW (Applicable to Tc only)
Segment ID
Surface description LEON 30%
� Manning ' s roughness coeff. , n 0. 2400
Flow length, L (total < or = 300) ft 150. 0
Two-yr 24-hr rainfall , P2 in 4. 000
Land slope, s ft/ft 0.0025
' 0. 8
. 007 * (n*L)
T = ------------ hrs 0. 68 0. 68
0. 5 0. 4
P2 * s
SHALLOW CONCENTRATED FLOW
Segment ID
Surface (paved or unpaved) ? Unpaved
/ Flow length, L ft 50. 0
Watercourse slope, s ft/ft 0. 0025
0. 5
Avg. V = Csf * (s) ft/s 0.8067
where: Unpaved Csf = 16. 1345
Paved Csf = 20. 3282
T = L / (3600*V) hrs U. 02 = 0. 02
CHANNEL FLOW
Segment ID
Cross Sectional Flow� Area, a sq. ft 2. 44
Wetted perimeter, Pw ft 5.50
Hydraulic radius, r = a/Pw ft 0. 444
Channel slope, s ft/ft 0. 0050
Manning ' s roughness coeff. , n 0. 0450
2/3 1/2
1 .49 * r * s
y = --- ----- ft/s 1. 3619
n
Flow length, L ft 500
T = L / (3600*V) hrs 0. 10 = 0. 10
TOTAL TIME (hrs) 0.80

�
�
Quick TR-55 Ver. 5. 43 G/N: 1240540312
Executed: 09: 50: 24 07-29-1993 92162-2.TCT
SUMMARY SHEET FOR Tc or Tt COMPUTATIONS
(Solved for Time using TR-55 Methods)
GEORGETOWN ESTATES SUBDIVISION AREA 2
k
| Subarea descr. Tc or Tt Time (hr )
-------------- ---- ---- ----------
2A Tc 0. 57
2E, Tc 0.80
'
|
/
/
`
/
|
'

| Quick TR-55 Ver.5.43 S/N: 1240540312
Executed: 09:56u49 07-29-1993
SUBSECTION 2
RUNOFF CURVE NUMBER SUMMARY
Subarea Area CN
Description (acres) (weighted)
/ ---- ---- --------_ -- _-
. 2A 2. 93 72
2B 0. 60 72
`
/
�
(
/
'
\
`
`

Quick TR-55 Ver.5. 43 S/N01240540312
Executed: 09■56: 49 07-29- 1993
SUBSECTION 2
RUNOFF CURVE NUMBER DATA
Composite Area: 2A
AREA CN
SURFACE DESCRIPTION (acres)
LEON 2. 99 72
COMPOSITE AREA --- . 2. 974 72. 0 < 72 )
Composite Area: 2B
AREA CN
SURFACE DESCRIPTION (acres)
LEON aD 2 0. 60 72
COMPOSITE AREA ---> 0. 60 72. 0 ( 72 >

-
Quick TR-55 Version: 5. 43 S/N: 1240540312 Return Frequency: 00eyfars
� TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
` (24 hr. Duration Storm)
|
Executed:
Watershed file: --> 92162-2 . MOP
| Hydrograph file: --> . HYD
y
/
DRAINAGE ARE FOR AREA 2
|
>
> >>>> Input Parameters Used to Compute Hydrograph <<<<
------------------------------------------------ - ------ ----------------
I Subarea AREA CN Fc * Tt Preczp. | Runoff Ia/p
Qescription (acres) (hrs) (hrs) ( in) | ( in) input/used
-1--------------------------------------------------------------------------------
2A 2. 93 72. 0 0. 50 0. 00 7. 00 | 3. 83 . 11 . 10
12B 0. 60 72. 0 0. 75 0. 00 7. 00 1 3. 83 . 11 . 10
---------------------------------------------------------------- --------------
* Travel time from subarea outfall to composite watershed outfall point.
Total area = 3. 53 acres or 0. 00552 sq. mi
Peak discharge = 8 cfs
>)>> Computer Modifications of Input Parameters <((<(
----- ----------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
xescription (hr) (hr ) (hr) (hr ) (Yes/No) Messages
-----------------------------------------------------------------------------
K 0. 57 0. 00 0. 50 0. 00 No --
0� 0. 80 0. 00 0. 75 0. 00 No---------------------------------------- -------------_____________ ______________
Travel time from subarea outfall to composite watershed outfall point.
�
/
[
\
|
\
�
|
'
�
`
|
\
'

/Quick TR-55 Version: 5.43 S/N: 1240540312 Page 2
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Evecuted:
Watershed file: --> 92162-2 . MOP
Hydrograph file: --> ^ HyD
DRAINAGE ARE FOR AREA 2
`
�
'
>>>> Summary of Subarea Times to Peak <<<<
/
| Peak Discharge at time to Peak at
Composite Outfall Composite Outfall
Subarea (cfs) (hrs)
-------------- -------------- ------------
2A 7 12. 5
2B 1 12. 4
-------------- -------------- - --------------
Composite Watershed 8 12. 5
'
�
/
�
�
�
'
� ,

/ Quid: TR-55 Version: 5. 4j $/N: 1240540312 Page 3
Return Frequency: 10 years
1 TR-55 TABULAR HYDRO( RAPH METHOD
Type UT1 Distribution
(24 hr. . Duration Stti:orm)
I Executed:
Watershed file: --> 92162-2 . MOP
1 Hydrograph file: - . . HYD
DRAINAGE ARE FOR AREA 2
1
Composite Hydrograph Summary ,cfsl
I subarea 11 . 0 11 . :3 11 . 6 11 . 9 12. 0 12. 1 12. 2 12. 3 12. 4
Description hr hr hr hr hr hr hr hi hr
Hi U 0 1 1 1 2 _ 4 f:
21B U 1:1 ii o U 0 i i U 1
otal ( fe:) ii 0 1 1 1 2 :3 .4 7
...'..ahAr-ea 1.___ r 1._... f', 1 '. 7 1.-- 1 :a, ii 1 3_ _.. 1:i. 4 1 _.•. _. 1.'r- -.
De'..,_ _! 1,p'F_.1 on hr hr hr hr hr hr hr hr hr
r:.:, 7 7 7 6 4• 2 1. 1
R 1 1 1 1 1 1 1 1U it
i _'t.a l (c f's) 8 - - 7 5 3 :3 1 1
i
�. 5 -717. 5`��.?rirecl 1'�•. 1� 14. 3 • F'� 15. 0 15. 5 1F•., 11 1��. _i 17. 0 1.1
.Ir ipt.iori hr hr hr hr hr hr hr hr_..-._...._hr___
2gi 1 1 1 1 1 1 0 €' i_i
B 0 I i i i I I [I 01 11 0 i t
r
'total (cfs) 1 1 1 1 1 1 0 0 0
1
i Subarea 18. 0 19. 0 20. 0 22. 0 26. 0
f Descript.ion hr hr hr hr hr
2A 0 0 0 0 rl
!'2B 0 0 0 0 1 0
1
:Total .(cfs) t1 (i 0 0 0
i

Quick TR-55 Version; 5.43 S/N: 1240540312 Page 4
Return Frequency: 10 years
TR-55 TABULAR HYDROURAPH METHOD
Type III Distribution
'24 hr. Duration Storm)
Executed:
( Watershed file; - > 92162-2 . MOP
Hydrograph file; --. . HYD
DRAINAGE ARE FOR AREA 2
1
Time Flow Time Flow
1 (hrs) (cfs) (hrs) (cf.)
"_
11 . 0 O 14. 8 1
11. 1 O 14. 9 1
11 . 2 0 15. 0 1
11. 3 0 15. 1 1
11 . 4 0 15. 2 1
11.5 1 15. 3 1
11 . 6 1 15. 4 1
11. 7 1 15. 5 1
11 . 8 1 15. 6 1
11.9 1 15. 7 1
12. 0 1 15. 8 1
12. 1 2 15. 9 1
12. 2 S 16. 0 1
12.3 4 16. 1 1
12. 4 7 16. 2 1
, 12. 5 3 16. a 0
12. 6 8 16. 4 Q
12.7 P. 16. 5 0
12. 5 7 16. 6 0
12.9 6 16. 7 0
13. 0 5 16. 8 O
13. 1 4 16. 9 0
13.2 9 17. 0 O
1a.0 a 17. 1 0
13.4 3 17. 2 O
13.5 2 17. 3 0
13. 6 1 17. 4 0
13.7 1 17.5 0
' 13.8 1 17. 6 O
13.9 1 17. 7 0
14. 0 1 17. 9 0
14. 1 1 17. 9 U
14. 2 1 18. 0 O
14.3 1 18. 1 0
� 14.4 1 18. 2 0
14.5 1 18. 8 0
14. 6 1 18. 4 0
14.7 1 18. 5 U
f

a
' Quick TR-55 Version: 5.43 5/N; 1240540312 Page 5
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file; --> 92162-2 . MOP
Hydrograph file: --> . HYD
DRAINAGE ARE FOR AREA 2
Time Flow Time Flow
(hrs) (cfs) (hrs) <cfs>
18. 6 U 22. 4 u
18. 7 U 22. 5 0
. 18. G 0 22. 6 U
18. 9 U .2. 7 O
19. 0 O 22. = O
19. 1 O 22. 9 O
19.2 0 23. 0 O
19. 8 0 29. 1 0
19. 4 0 22 . 2 0
19. 5 O 2a. 8 U
19. 6 Q 9. 4 @
19. 7 O 2J. 5 O
19. 8 D 2a. 6 0
19. 9 O 23. 7 0
20. 0 O 25. 8 O
20. 1 O 2J. 9 0
1 20. 2 U 24. 0 O
20. 3 O 24. 1 O
20. 4 0 24.2 O
I 20. 5 0 24. 3 0
20.6 O 24. 4 0
20. 7 0 24. 5 0
20. 8 0 24. 6 0
\ 20. 9 U 24. 7 0
21 . 0 U 24. 8 O
I 21. 1 O 24. 9 0
21 .2 CI5. 0 0
21. 3 0 25. 1 O
21 .4 0 25. 2 O
1 21.5 0 25. 3 O
21 .6 D 25. 4 O
21. 7 -,tc- Er O
[ 21 .8 Q 25. 6 O
21.9 0 25. 7 0
22. 0 0 25. 8 U
22. 1 0
0 25. 9 O
2
22.3 0
1

LicR TR-55 Version; 5.43 S/N: 1240540312 Page 1
Return Frequency: 25 years
TR-55 TABULAR HYDROGRAPH METHOD
' '`VTyPe III .Distrzbutxon
0124 hr. Duration Storm)
Executed:
Watershed file: --> 92162-2 . MOP
Hydrograph file: --> .H .D
DRAINAGE ARE FOR AREA 2
>>>> Input Parameters Used to Compute Hydrograph <<<<
---------------------_________________________________________________ __ __ _____
/ Subarea AREA CN Tc * Tt Precip. | Runoff Ia/p
oescription (acres) (hrs) (hrs) ( in) 1 ( in) input/used
---------------------------------------------------- ---------------------
?A 2. 93 72. 0 0. 50 0, 00 8. 00 | 4. 69 . 1 . 10
WB 0. 60 72. 0 0. 75 0. 00 8. 00 1 4. 69 . 1 . 10
---- ---------------------------------------------------------------- -------
Travel time from subarea outfall to composite watershed outfall point.
Total area = 3. 53 acres or 0. 00552 sq. mz
Peak discharge = 10 cfs
>>>> Computer Modifications of Input Parameters
--- ' ---------------------------------------------------------------------------
Input Values Rounded Values Ia/p
Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
------ ----------------- ---------------------------------------------
' 0. 57 0. 00 0.50 0. 00 No --
2B 0. 80 0. 00 0. 75 0. 00 No------------------- -------------------_-----_ ------- ---------------
Travel time from subarea outfall to composite watershed outfall point.
\
�
|
�
/
\
/

Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 2
Return Frequency: 25 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
c24 hr. Duration Storm)
Executed:
Watershed file: --> 9216 -2 .MOP
Hydrograph file: --> .HYD
DRAINAGE ARE FUR AREA 2
>>>> Summary of Subarea Times to Peak <<<<
1
Peak Discharge at. Time to Peak at
Composite Out f a l l Composite f iut f a l l
Subarea (cf_.) ((hrs )
--------------
s1i - 12. 5
2B 2 12. 8
--------------
Composite Watershed 10 12. 5
4)

Quick; TR-55 Version: 5. 43 B/N; 1240540312 Page :3
Ret-urn Frequency: 25 years
TR-55 TABULAR HYDRO GRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-2 .MOP
CHydre'graph file: --> .HYD
DRAINAGE ARE FOR AREA 2
I
I
i
Composite Hydr-ograph Summary (cfs)
Subarea 11 . 0 11 . 3 11 . 6
11 . 9 12. 0 12. 1 1.2. 2 12. 3 12. 4
Description hr hr hr hr hr r hr hr hr hr
CI U i i i_i is 0 U 0 1
ot.a 1 (cfs) 0 ]. 1 1 - 2 3
41-:«r M M. 1 :_._ ` 1 : A 1_... . 12. P 12. 0 12. 2 13. 4 1U. 6 13. 0
D�:..:cr ipt.ioni hr hr hr hr hr hr hr hr hr-
ter-; 9 9 = 7 3 1
2B 1 1 1 2 1 1 1 1 0
c't.al (cfs) 10 10 9 9 6 4 :3 :3 1
r,uba.rea 14. 0 14. 3 14. 6 15. 0 15. 5 16. 0 16. 5 17. 0 17. 5
cr ipt•i rm hr hr hr hr hr hr hr hr hr
A 1 1 1 1 1 1 1 0 0
LEA 0 U 0 0 0 0 0 0 U
I"ot.ai (cfs) 1 1 1 1 1 1 1 U 0
'' Subarea 18. 0 19. 0 20. 0 22. 0 26. 0
Descript-iori hr hr hr hr hr
0
0
0
0
0
B 0 0 0 0 0
Total (cf i 0 0 0 0 0

ƒ •
Quick TR-55 Version; 5.43 S/N: 1240540312 Page 4
Return Frequency: 25 years
'
TR-55 TABULAR HYDROGRAPH METHOD 'y/
i Type III Distribution
(24 hr . Duration Storm)
! Executed:
Watershed file: -> 92162-2 .MOP
Hydrograph file: --> . HYD
k
1 DRAINAGE ARE FOR AREA 2
, :
Time Flow Time Flow
(his) (cfs) (hrs) (cfs)
11 . 0 0 eee8 . 1
11. 1 0 14. 9 1
11 . 2 1 15. 0 1
11. 3 1 15. 1 1
11 . 4 1 15. 2 1
11. 5 1 15. 3 1
11 . 6 1 15. 4 1
11. 7 1 15. 5 1
11 . 8 1 15. 6
11.9 1 15. 7 1
12. 0 2 15. 8 1
12. 1 2 15. 9 1
12.2 3 16. 0 1
12.3 Z 16. 1 1
12. 4 8 16. 2 1
12. 5 1U 16. a 1
I 12.6 iu 16. 4 1
( 12. 7 9 16. 5 1
8888 9 16. 6 1
12.9 7 16. 7 1
( 13. 0 6 16. 8 O
i 13. 1 ...1 16. 9 0
13.2 4 17. 0 O
| 1 -4. --13 17. 1 0
i 13. 4 a 17. 2 0
13.5 3 17. 3 0
13.6 3 17. 4 O
13. 7 2 17.5 0
13.8 1 17. 6 0
1g.9 1 17. 7 U
14. 0 1 17. 8 0
14. 1 1 17.9 O
14.2 1 18. 0 0
] 14.3 1 18. 1 0
14.4 1 18. 2 0
14.5. 1 18. 3 0
14.6 1 18. 4 U
1 14.7 1 18.5 0

Quick TR-55 Version: 5.43 S/N: 1240540312 Page 5
Return Frequency: 25 years
TR-55 TABULAR HYDROGRApH METHOD
Type I1I Distribution
(24 hr . Duration Storm)
Executed:
Watershed file: --> 92162-2 , MOP
Hvdrograph file: ~^> .HYI
DRAINAGE ARE FOR AREA 2
Time Flow Time Flow
(hrs) (cfs) (hrs) (cfs}
-----------------18. 6 Cl 22. 4 0
18. 7 0 22. 5 0
18. 8 0 22. 6 0
18. 9 0 22. 7 0
19. 0 0 22. 8 0
0 22. 9 0
19. 2 0 23. 0 0
19. 3 0 23. 1 0
19. 4 0 23. 2 0
19.5 0 23. 3 0
19. 6 0 23. 4 0
19. 7 0 23. 5 0
19. 8 0 23. 6 0
19. 9 0 23. 7 0
20. 0 0 23. 8 0
20. 1 0 23. 9 0
20. 2 0 24. 0 0
20. 3 0 24. 1 0
20.4 0 24. 2 0
/ 20. 5 0 24. 3 0
20.6 0 24. 4 0
20. 7 0 24. 5 0
� 20.8 0 24. 6 0
/ 20. 9 0 24. 7 0
21 . 0 0 24. 8 0
21. 1 8 24. 9 0
| 21 .2 0 25. 0 lj
21. 3 0 25. 1 0
21 .4 0 25.2 0
\ 21. 5 0 25. 3 0
� 21 .6 0 25.4 0
0 25. 5 0
21 .8 0 25. 6 0
/ 21.9 0 25. 7 0
22. 0 0 25. 8 0
22. 1 0 25. 9 0
\ 22.2 0
' 22. 3 0

Trapezoidal Channel Analysis & Design
Open Channel - Uniform f 1ow
Work sheet. Name:
Comment:: CHANNEL FOR 2A
Solve For Depth
Given Input Data:
Bottom Width Cl, 0ii ft.
Left Side Slope 3. 00: 1 (H:V)
Right. Side Slope, 3. fll:': 1 (H: V)
Manning ' _S r'I
Channel Slope CI, il�i:i`i ft./ft.
L:�i.�_ Iiarae 7, (ftl cfs
Computed Results:
Depth 1 . 0:3 ft.
Ve:tocit-y 2. 19 fps goo ako5it/C.
Flow Area : , 21_I sf
Flow Top Width 6'.. 20 ft
Wetted Perimeter r., ft.
Critical Depth t1. 81 ft
Critical i Slope 0. 11:i ft./ft.
F. _.:_a,=h_: 0. 54 ; Fl raw is .,t..ai.p.:.r i. a:L
Open Channel Flow Module, Version 3. 08 (c) 1990
Haest•ad Methods, Inc. a: 37 Brookside Rd 'r' Waterbury. Ct• 06708

| -
/
/ Trapezoidal Channel Analysis & Design
` Open Channel Uniform flow
' Worksheet Name:
'
Comment: CHANNEL FOR 2B
(
Solve For Depth
Given Input Data:
Bottom Width 0. 00 ft
Left Side Slope 3. 00: 1 (H:V)
�
\ Right Side Slope. 3. 00: 1 (H: V)
Manning ' s n 0. 025
Channel Slope 0. 0035 ft/ft
/ Discharge 1 . 00 cfs
Computed Results:
Depth 0. 50 ft
Velocity 1 . 34 fps gm,1 =sV-0-5 AwC
Flow Area 0. 74 sf
Flow Top Width 2. 19 ft.
Wetted Perimeter 3. 15 ft.
Critical Depth 0. 37 ft.
Critical Slope 0. 0172 ft/ft
Froude Number 0. 47 (flow is Subcritical )
|
�
\
>
,
Open Channel Flow Module, Version 3. 08 (c) 1990
/ Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name:
Comment: CHANNEL FOR 2A AND 2B
Solve For Depth
Given Input Data:
Bottom Width 2. 00 ft
Left Side Slope 3. 00: 1 (H:V)
/
\ Right Side Slope. 3. 00: 1 (H: V)
Manning ' s n 0. 025
Channel Slope 0. 0035 ft/ft
� Discharge 8. 00 cfs
<
Computed Results:
�
� Depth 0. 81 ft
Velocity 2. 23 fps thq 08,j aa- "q V ��
Flow Area. . . . . . . - 3. 59 sf
(
` Flow Top Width 6. 86 ft
Wetted Perimeter 7. 13 ft
Critical Depth 0. 59 ft
Critical Slope 0. 0129 ft/ft
Froude Number 0. 54 (flow is Subcritical )
|
/
(
Open Channel Flow Module, Version 3. 08 (c) 1990
/ Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
�

Quick 1R-55 Ver. 5. 43 S/N: 1240 4U312
Executed: 10:L3: 44 07-29-199.3 92162-;5. TC:I..
GEORi E T OWN ESTATES SUBDIVISION DRAINAGE AREA 3
lc C:OMPUTATIi iNS FOR: :3 'i
k SHEET FLOW (Appi icaLble to .lc only)
Segment• IT:'
6'-arface description LIRAS
Mar,ninq ' s roughness coeff. • n H. ;24011
Flow length,, L (total c ta1 c r =
`.3 Ci i i j .ft
i.._
Two-yr 24-hr rainfall , P2 ire 4. 000
Land slope s ft./ft. U. 005 0
0. 8
. 007 :r: (r-i:+°L.)
[Jr i.I. 51
0. 5 0. 4
p7,
SHt-ILL.OW CONCENTRATED I::-Li iW
µ gment. II:'
Surface (paved ,Jr unpaved) :' Unpaved
Flow length, L ft sii. i:i
Watercourse slope, s ft.i tt•
t:fy a. V -. i sf * (s) f:., /s 1 . 1409
where: Unpaved Csf = 16. 134:_;
Paved Lsf = 20. 3a.282
1 -- L / (36II0:+:V) ir-.s 0. 01 = 0. 01
c_:HANNEI_. FLOW
Segment ID
Cross Sectional Flow Area, a sq, ft• 4. 00
Wetted perimeter, Pw f t• 6. 0U
Hydraulic radius, r = a/F'w ft• i_r, 6A7
Channel slope, s ft./ft• 0. 0200
Manning 's roughness cc ieff. , n o. i.i25ci
2/3 1/2
1 .49 * r *
V = ---____W__ ft./s 6. 4323
Ir,
Flow length, L f t. 1100
11 T = L f (36�E�{-+'V) F,r 0. 0� = 0. 05
4 TOTAL TIME (hrs) 00. 57

Quick TR-55 Ver.5. 43 S/N: 1240540312
Executed. 10: 53: 44 07-2*-1993 92162- .3. TC:T
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AFt[-A
Tc COMPUTATIONS FOR: 3B
SHEET FLOW (Applicable to Tc only)
Segment. ID
Surface description
Marnning ' s roughness c''eff. , n 0. 2500
Flow length, L. (total or = 300) ft :300, ii
Two-yr 24-hr rainfall , P2 in 4. 000
Land slope, _ ft/ft 0. 0200
. 007 ' (n*'L)
F2 * 1
SHriL.L.OW CONCENTRATED FLOW
Segment iI:D
our fac' (paved or unpaved) ? Unpaved
Flow length, L ft:. G00. u
Watercourse slope, s fi ;;i �ft C i, iiiiia
,:.:r v4. V - i_s f 3: (s) f t•/E 2. 2810
where: Unpaved I=sf = 16. 134!
Paved C:sf = 20. 3282
T - L / (:46,00:r:V) hrs 0. 07 = 0. 07
CHANNEL FLOW
Segment. ID
Cross Sectional Flow Area, a s,q. ft. 4. 00
Wetted perimeter, Pw ft. A. 00
Hydraulic radius, r = a/Pw ft. 0. 667
Channel slope, s ft./ft. 0. 0100
Manning ' s roughness coeff. , n 0. 0250
2/3 1/2
1 .49 * r *.
V = ft./s 4.5483
Flow length, L ft. 500
T = L / (3600*V) hrs 0. 03 = 0. 03
TOTAL. TIME (hrs ) ().6•'3

Quick TR-55 Ver.5. 43 8/N:•1240540312
Executed: 10: 53: 44 07-29-1 993 92162-3. TCT
E EOR( ETOWN ESTATES SUIBDIVISION DRAINAEE AREA :3
Tr: COMPUTATIONS FOR: 3i
SHEET FLOW (Applicable to Tc only)
Segment_. ID
Surface description
Marm-ning ' s roughness c.oeff. , r, ii. 240ii
Flow length, L (total ;:: or M. 300) ft. 100. ti
Two--yr 24-hr rainfall , P2 in 4. 000
Land slope, s ft./ft 0. 002
. 007 *: (r..*'L)
0. 49 = 0. 4?
0. 4
. 4
I:::,2 :r: y
SHALLOW f:ONC EN 1 RATE.I' FLOW
Segment. It;.
Surface (paved or unpaved) :' Ur. paved
Flow length, t_ ft 5u. 0
Watercourse slope, s ft/ft. 0. 00.125
_.. Csf :}: (s) ft/s U. ;:C .7
where: Unpaved Csf = 16. 134
Paved Csf = 20:0. :_' :2
T = L / (:3600*V) 0. n2 :. ii. ii
vH, NNEL FLOW
Segment It
(: rci_ss Sectional Flow Area, a s, ft. 2. 00
Wetted perimeter, Pw f t. 5. 00
Hydraulic radius, r = a/Pw ft. 0. 40U
Channel slope, s ft./ft. 0. 0050
Mann inig 's roughness r+'eff. , n 0. 0250
2/3 1/2
1 .49 * r *
V = _.. _ ft/ s 2.2879
Flow length, L ft. :a00
T = L / (36004:V) hr-s 0. 04 = 0. 04
TOTAL TIME (hrs? C0.9.4

lOuick TR-55 Ver. 5. 43 G/N: 1248540312
Executed: 10:53: 44 07-29-1993 92162-3. TCT
� GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
Tc COMPUTATIONS FOR: 3D
/ SHEET FLOW (Applicable to Tc only)
Segment ID
| Surface description
'
Manning ' s roughness coeff. , n 0.2500
Flow length, L (total < or = 300) ft 150. 0
Two-yr 24-hr rainfall , P2 in 4. 000
/ Land slope, s ft/ft 0. 0100
|
0 . 8
. 007 * (n*L)
T = -------------- hrs 0. 40 = 0. 40
0. 5 0. 4
P2 * s
SHHLLOW CONCENTRATED FLOW
Segment ID
Surface (paved or unpaved) ? Unpaved
Flow length, L ft 50. 0
Watercourse slope, s ft/ft 0. 0050
/ . 5
Avg. V = Csf * (s) 0 ft/s 1 . 1409
where: Unpaved Csf = 16. 1345
Paved Csf = 20. 3282
T = L / (3600*0 hrs 0. 01 = 0. 01
CHANNEL FLOW
Segment ID
Cross Sectional Flow Area, a sq. ft 4. 00
Wetted perimeter, Pw ft 8. 00
Hydraulic radius, r = a/Pw ft 0. 500
Channel slope, s ft/ft 0. 0025
! Manning ' s roughness coeff. , n 0. 0250
2/3 1/2
1 .49 * r * s
, V = ft/s 1. 8773
n
/
Flow length' L ft 250
i
T = L / (3600*V) hrs 0. 04 = 0. 04
TOTAL TIME (hrs. 0.45

`t uxck TR-55 Ver.5. 4 < 9/N: 1240 54031.
E:\ecuted: 10: 5 is 44 07-29.'199'3 92162-3.TGT
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA :3
Tr COMPUTATIONS FOR: 3E
I ';SHEET FLOW (Applicable to Tc only)
Segment• ID
Surface description
ic'
Manning ' s roughness oeff. , ri 0 5iiCI
Flow length, L (total =. or = 3(w) ft. 150. 11
iwo-yr.. 24-hr rainfall , P2 in 4. 000
Land slope, s ft./ft. 0. 005U
it. _
. iiii7 :+: (na°L
j _ ___._.____._.._.___..____ hra = u,
0. 5 CE. 4
P2 + s
SHALLOW CONCENTRATED FLOW
'Segment ID
G'.+rface (paved or u..+npaved) - Unpaved
Flow length,, L. ft
Watercourse slope, s ft./ft. U. 00c_10
Avi. V = Csf :+: (s) ft/s 1 . 140`
where: Unpaved Csf = 1 E.. 1 +•1
Paved Csf = 20. 328.2
1.. = L / (:7.c6CIO* 1) hi: 0. 01 ... ii. 01
HHNNEL. FLOW
Segrnen i• ID
Cross bectional Flow Area, a sg. ft• 4. 00
Wetted perimeter, Pw ft [ail
Hydraulic radius, r = a/Pw ft. 0. 500
Channel slope, s ft./ft. 0. 0025
Manning 's roughness coeff. , n
2/n 1/2
1 .49 * r *
V = -__-- ft./s- 1. 6773
r-�
Flow length, L ft 700
T = L / (3600*V) hr-s 0. 10 = 0. 10
TOTAL TIME (hr s) It.65

Quick TR-55 Ver-.5. 4j 9/N: 1240540312
Executed: 10:53:44 07,.29-•1 93 92162-{. TC:T
GEORGETOWN EtTATES SUBDIVISION. DRAINAGE AREA 3
Tr COMPUTATIONS FOR:
1 SHEET FLOW (Applicable to Tc only)
Segment ID
Surface d ripticti
Maririirlg 's roughness coeff. , ri 0. 2500
Flow length, L (total <:: or.. = : 0k0' ft. 50. u
Two.".yr 24- hr rainfall , P2 ire 4. 000
Land slope, s ft /ft. 0. 0025
0. 8
U. 4
*-
SHALLOW CONCENTRATED FLOW
Segment ID
Surface (paved Or unpaved) :'
Flow l e rra t.Fi, L- ft 0. 0
Watercourse slope, s ft/ft 0, Eiiiiiisi
u , '. i
ice,{.q. V = :: r :+' (s) ft/s li, i:1 i i i i i i
where: Unpaved C:sf = 16. 1345
Paved C:sf = 0. 32
T = L / (`3f_,00h:►,t) hr-s i:, iii_i _ :Fii
CHANNEL FLOW
Segment ID
Cross Sectional Flow Area, a sq. ft. 0. 40
Wetted perimeter, Pw ft- 8. 0€'
Hydraulic radius, r = a/F'w ft 0. 050
Channel slope, s ft/ft 0. 002�'�
Manning 's roughness coeff. , r, ii. 0250
2/3 1/2
V 1 .49 $: r :4: s= ft•/s 0. 4044
n
Flow length, L ft 200
T = L / (3600*V) hrs 0. 14 = 0. 14
TOTAL TIME (hr•..) 0.4:3

} Quick TR-55 Ver.5.4Y S/01240540312
Executed: 10:53:44 n7-29-1993 02162-3. TCT
/
' SUMMARY SHEET FOR Tc or Tt COMPUTATIONS
(Solved for Time using TR~55 Methods)
�
` GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
/ Subarea descr. Tc or Tt Time (hrs)
' -------------- -------- ----------
3A Tc 0. 57
3B Tc 0.63
3C Tc 0. 54
3D Tc 0.45
3E Tc 0. 65
3F Tc 0.43
/
/
'
' \

Jui k. TR-i5 Ver..5.4 i S/N: 1.4054031z.
Eaecuted: 11 : 1 F: 1 07-29-1. _-+3
{
r o rn p c' i t.e Area: 3 I;
AREA C:N
SURFAC:E DESCRIPTION (acres)
L-EON 2. 157:
COMPOSITE AREA - -- 2. 15 72. 0 ( 72 )
I_rrnF"='=i t•e Area: 3E
AREA CN
SURFACE I:'E:.3c_F IPTICIN (acres)
LEREB Cl. _:4
COMPOSITE AREA -.- 0. �i4 ;;, I,I ; 57 i
Composite Area: 3F-
AREA I_ICI
SURFACE DESI::RIF'TIUN (ac.re=i
COMPOSITE AREA --- 0. 15 57. 0 ( 57 )

j
Quick TR-55 Ver.5. 43 .S/N: 1240540312
Eecuted: 11: 14212 w07-29-1993
| . ...
GEORGETOWN ESTATES SUBDIVISION AREA 3
RUNOFF CURVE NUMBER DATA
Composite Area; 3A
AREA CN
SURFACE DESCRIPTION {acres)
LEON 2. 59 72
KUREB - 1 . 1J
COMPOSITE AREA ---> a. 70 62, 5 ( 6S )
Composite Area; S§
AREA CN
SURFACE DESCRIPTION (acres]
LEON 15. 40 4E
KUREB 6. 60 30
COMPOSITE AREA ---2 22. 00 42. 6 ( 43 )
Composite Area; 3C
AREA CN
SURFACE DESCRIPTION (acres)
KEREB 0. 28 57
COMPOSITE AREA -- . 0. 28 57. 0 ( 57 )

Quirk TR-55 Ver.5. 43 <ƒ /N■ 124U34U312
Executed; 11 : 14: 12 U7-29-1993
GEORGETOWN ESTATES SUBDIVISION AREA 3
RUNOFF CURVE NUMBER SUMMARY
Subarea Area CN
Description (acres) (weighted)
| _------
3A 3. 70 6G
3E 22. 00 43
3C � U. 28 57
3D 2. 15 72
3E 0. 84 57
aF 0. 15 52
( .

1
(Quick: TR_55 Version: 5. 4::I S'N: 1240540312 F'¢-t+�e
? ReturnReturnFrequency:y: 10 years
l TR-55 TABULAR HVDRCI( RI PH METHOD
'Type III I>istributtic'ri
i2 4 hr. Dur-atior, Storm)
1
Executed:Watershed file: -- r• 92162--3 . MOP
Hydrograph file: - . . HYt:'
I EORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
. . . Input F'ar-arnet'ers Used to Compute H �_ro,
Subarea AREA 1=N Tc :f. Tt Precip. Runoff I:a/'p
IDescript•ior, (acres) (hers) (h-ir'_•) ( in) kin) input /used
.f A 3. 70 68. 0 0. 50 0. 00 7. 00 I 3. 41 . 13 . 1 u
: 1E1 ''2. I„III 43. 0 0. 75 1 0. oii 7. 00 I 1 . 11 . :30 . :10
3IY: 0. 28 57. 0 0. 50 0. 00. III, 7. 00 i 2. 31 . 2': . :'II
J 1 . 1 '5 72. 0 0. 50 0. 00 10 3 ..
E 0. 84 57. 0 0. 75 75 0. 00 . . 11 i I 2. 31 . .,...... . 30
j4ry 0. 15 57. 0 I1, 4I I 0. 00 I0 7. 00 i 2. .:31 '•`2 . 30
time from subarea c'ut.fal 1 to composite watershed ouk:.fai l P,c:a.r•,+.:.
if:aII area =• 29. 12 aIc:I'`ea_ 01` I1, li4ri5I_I -
Feal•: discharge = 23 cf'_..
WARNING: Drainage areas of two or more _subarea -:
differ- by a factor of 5 or greater.
. . . Computer Modifications of Input. Parameters; -', :.<..::
InputValues Rounded Values Ia:F-
f
Subarea Tc 4: Tt Tc * It. Interpolated Ia/p
Description (h,r-) (h,r-) (h,r) (hIr) (Yes/No) M=ssagea
`iA 0. 57 0. 00 0. 50 it. 00 No _ -- --
3P 0. A3 0. 00 0. 75 0. 00 No --
3C 0. 54 0. 00 0.50 fi. 00 No ---
13D 0. 45 0. 00 0. 50 00. 00 No --
6E 0. 65 0. 00 0.75 0. 00 No --
3F 0. 43 0. 00 II. 40 0. 00 No --
* Travel t.irne from subarea out.fal 1 to composite watershed outfall point..I
I

-
Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 2
1 Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
| Type
III Distribution
!
. (24 hr. Duration Sturm)
Executed:
| Watershed file: --> 92162-3 . MOP
HydrograPh file: --> . HYD
| GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
|
�
i
| >>)> Summary of Subarea Times to Peak <<<<
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfall
Subarea (cfs) (hrs/
------ ------- -------------- ------------
3A 8 12. 5
3B 11 13. 0
3C Cl 0. 0
3D 5 12. 5
3E 1 12. 6
3F 0 0. 0
-------------- -------------- ------------
Composzte Watershed 23 12.7
�|
�
|
/
/

Quick TR-55 Version: 5.43 SIN: 1240540312 Page 3
Return Frequency: 10 years
TR-55 T MBULAR Ht DRO RAPH METHOD
Type III Distribution
(24 hr. Duration Storm'
Executed:
Watershed File: - . 92162-3 . MOP
1-•Iydr cgr-aph file: -- . . HYI:'
GEiORCiETOWN ESTATES SUUBI:'IVISION DRAINAGE AR :iI
Composite H•ydr-cigraph Summary (cfs)
S:;uba.r-ea. 1. 1 . Ii 11 . 3 11 . 6 1 1 . ' 1 '. Q 12. 1 12. 2 12. 3 12. 4
I:;es ript.iun hr hr hr hr hr hr hr• hr hr
'3 A 0 1 1 1 1 2 3 .1 6
a , i,.i i i i_i it i i n i i 1 2
t i i i i_i i i i i i i i i i i i„1 i i
3D ii ii ii 1 1 1 2 :_3 4
i E, Ii Ii ii 0 I'_i Ii U i i Ii
6':" li CI I I U I i I I fi I I I I
t.„. t fs) 0 1 1 2 2 :a 0 12W
ubar ea 12. 5 12. 6 12. 7 12. S 13. 0 13. 2 1D. 4 13. 6 13.
Description lir• hr hr hr hr hr hr hr hr
3A _ 5, El 7 4 : 1
3B 4 7 9 10 11 9 7 5 4
:ti_: 0 0 0 0 0 0 ii 0 CI
3D 5 5, 5 4 •i 2 1 1 1
'iE 0 1 1 1 1 1 1 i-i i i
fr:t.alcfs) 17 21 23 22 19 15 11 8 6
1
i
I
I
1

!
,Quick TR-55 Version: 5. 43 SZN: 1240540312 Peee 4
Return Frequency: 10 years
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-3 . MOP
HydrograPh file: --> . HYD
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
I
Composite HydrograPh Summary (cfs)
§--------��_
Subarea 14. 0 14. 3 14. 6 15. 0 15. 5 16. 0 16. 5 17. 0 17. 5
Description hr hr hr hr hr hr hr hr hr
4 1 1 1 1 1 1 1 O C
9 B 4 0 J 2 2 2 2 1 1
£ O O 0 O O O \ O O
D 1 1 1 1 O 0 O B U
SE O O O O O 0 0 O O
'F O O O O O a 0 0 0
rot al (cfs) 6 _ _ 4 a 3 g 1 1
Subarea 1R. 0 19. 0 20. 0 22. 0 26. 0
Description hr hr hr hr hr
9A O 0 O O O
)g 1 1 1 1 0
gC O 0 0 O O
3D O O 0 0 O
rIE 0 O 0 0 O
\§ 0 0 0 0 0
Total (cfs) 1 1 1 1 O
1

' Quick lM-55 Version: 5.43 84No, 1240540312 page 5
Retwrn Freque-ncy: 10� years
| TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
` (24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-3 . MOP
{ Hvdrograph file: --> . HYD
/
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
!
)
Time Flow T:ime Flow
(hrs) (cfs) (hrs) (cfs)
-------_-_------- -----------------
11 . 0 0 14. 8 4
11 . 1 0 14. 9 4
11 . 2 1 15. 0 4
11 . 3 1 15. 1 4
11 . 4 1 15. 2 4
11 . 5 1 15. 3 3
11 . 6 1 15. 4 3
11. / 1 15. 5 3
11 . 8 2 15. 6 3
11 . 9 2 15. 7 3
12. 0 2 15. 8 3
12. 1 3 15. 9 3
12.2 5 16. 0 3
12.3 8 16. 1 3
12.4 12 16. 2 3
12.5 17 16. 3 3
12.6 21 16. 4 3
12.7 23 16. 5 3
12.8 22 16. 6 3
12.9 20 16. 7 2
13. 0 19 16. 8 2
13. 1 17 16. 9 1
� .
/ 13.2 15 17. 0 1
13. 3 13 17. 1 1
13.4 11 17.2 1
13.5 10 17. 3 1
| 13.6 . 8 17. 4 1
13.7 7 17.5 1
13.8 6 17. 6 1
13.9 6 17. 7 1
14. 0 6 17. 8 1
14. 1 6 17.9 1
14.2 5 18. 0 1
14.3 5 18. 1 1
14.4 5 18° 2 1
14.5 5 18. 3 1
� 14-6 5 1q. 4 1

�
|
) Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 6
/ Return Frequency: 10 years
'
TR-55 TABULAR HYDROGRAPH METHOD
Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-3 . MOP
HydrograPh file: --> . HYD
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
Time Flow Time Flow
(hrs> (cfs) (hrs> (cfs)
-----_----------- --------_--------
18. 6 1 22. 4 1
18. 7 1 22. 5 l
18. 8 1 22. 6 1
18. 9 1 22. 7 1
19. 0 1 22. 8 1
19. 1 1 22. 9 1
I.M. 1 23. 0 1
19. 3 1 23. 1 1
19. 4 1 23. 2 1
19. 5 1 23. 3 1
19. 6 1 23. 4 1
19. 7 1 23. 5 1
19. 8 1 23. 6 1
19. 9 1 23. 7 1
20. 0 1 23. 8 1
20. 1 1 23. 9 1
20.2 1 24. 0 1
20.3 1 24. 1 0
20.4 1 24. 2 0
20. 5 1 24.3 0
6 1 24. 4 020.
20. 7 1 24.5 0
20. 8 1 24. 6 0
20. 9 1 24. 7 0
21 . 0 1 24. 8 0
21. 1 1 24. 9 0
21 .2 1 25. 0 0
21.3 1 25. 1 0
21 .4 1 25. 2 0
21.5 1 25. 3 0
/ 21 .6 1 25. 4 0
| 21. 7 1 25. 5 0
21 .8 1 25. 6 0
21.9 1 25. 7 0
22. 0 1 25. 8 0
22. 1 1 25. 9 0
22. 2 1
22. 3 1

/
�
-. Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 1
Return Frequency: 25 years
TR-55 TABULAR HYDROGRAPH METHOD
. Type III Distribution
|
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-3 . MOP
Hydrograph file: --> . HYD
/ GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
�
>)>> Input Parameters Used to Compute Hydrograph <<< .
r----------------------------------------------------------------------- ------
Subarea AREA CN Tc * Tt PreciP. | Runoff Ia/p
Description (acres) (hrs) (hrs) ( in) | ( zr/) input/used
________________________________________________________________________ __ ___
'3A 3. 70 66. 0 0. 50 0. 00 8. 00 1 4 . 24 . 12 . 10
3B 22. 00 43. 0 0. 75 0. 00 8. 00 | 1 . 54 . 33 . 30
AC 0. 28 57. 0 0. 50 0. 00 8. 00 1 3. 00 . 19 . 10
SD 2. 15 72. 0 0. 50 0. 00 8. 00 1 4. 69 . 1 . 10
lE 0. 84 57. 0 0. 75 0. 00 8. 00 | 3. 00 . 19 . 10
c 0. 15 57. 0 0. 40 0. 00 8. 00 1 3. 00 . 19 . 10
' - --------------------------------------- ----------- ---- ---- --- -- ----------
* rravel time from subarea outfall to composite watershed outfall point.
Total area = 29. 12 acres or 0. 04550 sq. mz
Peak discharge = 31 cfs
WARNING: Drainage areas of two or more subareas
differ by a factor of 5 or greater .
>>>> Computer Modifications of Input Parameters <<<<<
----------------------------------------------------------
/ Input Values Rounded Values Ia/p
` Subarea Tc * Tt Tc * Tt Interpolated Ia/p
Description (hr) (hr) (hr) (hr) (Yes/No) Messages
�
,------ ---- - ---------------------- -----_--__--
,A 0. 57 0. 00 0.50 0. 00 No --
JB 0. 63 0. 00 0. 75 0. 00 No --
0. 54 0. 00 0.50 0. 00 No --
0. 45 0. 00 0. 50 0. 00 No --
B. E 0.65 0. 00 0.75 0. 00 No --
3F 0. 43 0. 00 0. 40 0. 00 No --
� - --------- ---------- ---------
Travel time from subarea outfall to composite watershed outfall point.

`
Quick TR-55 Version: 5.43 S/N: 1240540312 Page 2
Return Frequency: 25 years
,� M-55 TABULAR HYDROGRAPH METHOD
` Type III Distribution
(24 hr. Duration Storm)
. Executed:
Watershed file: --> 92162-3 . MOP
Hydrograph file: --> . HYD
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA
>>>> Summary of Subarea Times to Peak <<<\
Peak Discharge at Time to Peak at
Composite Outfall Composite Outfa1l
Subarea (cfs) Mrs)
-------------- -------------- --- ---------
3A 10 12. 5
3B 15 12. 8
3C 1 12. 5
3D 6 12. 5
3E 1 12. 4
3F 0 0. 0
-------------- -------------- ------ -- - - ---
Composite Watershed 31 12. 7
^
|
/
]
}
�
|
�

Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 3
i Return Frequency: 25 years
TR-55 TABULAR HYDROGRAPH METHOD
' Type III Distribution
' (24 hr. Duration Storm)
Executed:
[ Watershed file: --> 92162-3 . MOP
Hydrograph file: --> . HYD
)
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
(
/
Composite Hydrograph Summary (cfs}
___________________________________________________________ __ _____________ ____
Subarea 11 . 0 11 . 3 11 . 6 11 . 9 12' 0 12. 1 12. 2 12. 3 12. 4
' Description hr hr hr hr hr hr hr hr hr
'----------------------------------------------_-------------------------------
3A 1 1 1 1 2 2 4 5 8
AB 0 0 0 0 0 0 0 1 3
AC 0 0 Cl 0 0 0 0 0 0
31) 0 0 1 1 1 2 2 3 5
3E 0 0 0 0 0 0 0 0 1
3F 0 0 0 0 0 0 0 0 0
�-- - ------------------------------------------------------------- ----------------
Totai (cfs) 1 1 2 2 3 4 6 9 17
-------------------------------------- -----------------------------------------
Subarea 12. 5 12. 6 12. 7 12. 8 13. 0 13. 2 13. 4 13. 6 13. 8
Description hr hr hr hr hr hr hr hr hr
------------- -------------------------------------------------------------
10 10 10 8 5 3 2 2 2
� n 6 10 13 15 15 12 9 7 6
1 1 1 0 0 0 0 Cl 0
5 3 2 2 1 1
-�E I 1 1 1 0 0
3F 0 0 0 0 0 0 0 0 0
/ --------- --------
Total (cfs) 24 28 31 29 24 18 14 10 '9
�
/
/

Quick TR-55 Version: 5. 43 S/N: 1240540312 Page 4
Return Frequency: 25 years
TR-55 TABULAR HYDROAHAPH METHOD
! TYPe III Distribution
\
(24 hr. Duration Storm)
Executed:
/ Watershed file: --> 92162-3 . MOP
Hydrograph file: --> . HYD
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
Composite Hydrograph Summary (cfs)
----------------------------------------------------------- -------------------
Subarea 14. 0 14. 3 14. 6 15. 0 15. 5 16. 0 16. 5 17. 0 17. 5
Description hr hr hr hr hr hr hr hr hr
------------------------------------------------------------ -----------------
3B 5 4 4 3 3 3 2 2 2
C 0 0 0 0 0 0 0 0 0
D 1 1 1 1 1 0 0 0 0
�E 0 0 0 0 O 0 0 0 0
0 0 0 0 0 0 0 0 0
-----------------------------------------------------------------------------
. 01 'cfs) 7 6 6 5 5 4 3 3 3
- ' ----------------------------------------------------------------- -----------
Subarea 18. 0 19. 0 20. 0 22. 0 26. 0
`Description hr hr hr hr hr
-------------------------------------------------------------------------------
�A 0 0 0 0 0
/B 2 1 1 1 0
�
"[ 0 0 0 0 0
3D 0 0 0 0 U
'E (1 0 0 0 0
IF 0 0 0 0 0
---_ - - ------ -_--
rotal (cfs) 2 1 1 1 0
/
`
/
/
}
!
/

l `
iQmick TR-55 Versic*m 5"43 S/Nh 12405408J2 Page 5
ReturnFra^quency: ."'5 years
TR-55 TABULAR H
Type III Distribution ^ '
^�.
(24 hr. Duration Gturml
' Executed:
Y
Watershed file: --> 92162-3 . MOP
Hydrograph file: --> . HYD
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
Time Flow Time Flow
(hrs) (cfs) (hrs> (cfs)
---------- ------ -----------------
11 . 0 1 14. 8 5
11 . 1 1 14. 9 5
11 . 2 1 15. 0 5
11 . 3 1 15. 1 5
11 . 4 1 15. 2 5
11.5 2 15. 3 5
11 .6 2 15. 4 5
11. 7 2 15. 5 5
11 . 8 2 15. 6 5
11 . 9 2 15. 7 5
12. 0 3 15. 8 4
12. 1 4 15. 9 4
12. 2 6 16. 0 4
12. 3 9 16. 1 4
12. 4 17 16. 2 4
12.5 24 16. 3 3
12. 6 28 16. 4 3
12.7 31 16. 5 3
12.8 29 16. 6 3
12.9 26 16. 7 3
13. 0 24 16. 8 3
13. 1 21 16. 9 3
13.2 18 17. 0 3
13.3 16 17. 1 3
�
13. 4 14 17. 2 3
13.5 12 17. 3 3
13.6 10 17. 4 3
13.7 9 17. 5 3
13.8 9 17. 6 3
� 13.9 8 17. 7 3
14. 0 7 17. 8 2
14. 1 7 17. 9 2
14.2 E. 18. 0 2
14.3 6 18. 1 2
14.4 6 18. 2 2
14.5 6 18. 3 2
14.6 6 18. 4 2
14 15" F; �

Quick TR-55 Version: 5.43 S/N: 1240540312 Page 6
Return Frequency: 25 years
i TR-55 TABULAR HYDROGRAPH METHOD
' Type III Distribution
(24 hr. Duration Storm)
Executed:
Watershed file: --> 92162-3 .MOP
Hydrograph file: --> . HYD
GEORGETOWN ESTATES SUBDIVISION DRAINAGE AREA 3
Time Flow Time Flow
Mrs) (cfs) Mrs; (cfs)
------------------ -------_---------
18. 6 1 22. 4 1
18. 7 1 22. 5 1
� 18. 8 1 22. 6 1
18. 9 1 22. 7 1
19. 0 1 22. 8 1
19. 1 1 22. 9 1
19. 2 1 23. 0 1
19. 3 1 23. 1 1
19.4 1 23. 2 1
19.5 1 23. 3 1
19. 6 1 23. 4 1
19. 7 1 23. 5 1
19. 8 1 23. 6 1
19. 9 1 23. 7 1
20. 0 1 23. 8 1
20. 1 1 23. 9 1
20. 2 1 24. 0 1
20.3 1 24. 1 0
20. 4 1 24. 2 0
� 20. 5 1 24. 3 0
' 20. 6 1 24. 4 0
20. 7 1 24. 5 0
/ 20.8 1 24. 6 0
/
. 20. 9 1 24. 7 0
21 . 0 1 24. 8 0
) 21. 1 1 24.9 0
' 21 .2 1 25. 0 0
21.3 1 25. 1 0
21 ,4 1 25. 2 0
| 21.5 1 25.3 0
' 21 .6 1 25. 4 0
21.7 1 25.5 0
/ 21 .8 1 25. 6 0
\
. 21.9 1 25. 7 0
22. 0 1 25. 8 0
22. 1 1 25. 9 0
| 22.2 1
' 22.3 1
\
` .

Circular Channel Analysis ,& Design
Solved with Manning ' s Equation
.0pen Channel - Uniform flow
X,
Worksheet Name:
Comment: PIPE AT SUBAREA 3D 25 YEAR STORM
Solve For Actual Depth
Given Input Data:
Diameter 2. 00 ft
Slope 0. 0025 ft/ft
Manning ' s n 0. 013
Discharge 6. 00 cfs
(
Computed Results:
Depth . 1 . 04 ft _1 f / ��*
Velocity 3. 65 fps «���`- ~ ��^ / ' - ` —
.-- �
Flow Area 1 . 64 sf �� =eg�� ^ ,~-�'
Critical Depth 0. 87 ft
Percent Full 51 . 79 %
Full Capacity 11 . 31 HE
QMAX @. 94D 12. 17 cfs
Froude Number 0. 71 (flow is Subcritical )
Open Channel Flow Module, Version 3.08 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Circular Channel Analysis & Design
Solved with Manmingls Equation
Open Channel - Uniform flow
Worksheet Name:
Comment: PIPE AT SUBAREA 3A, 3B, & 3C
Solve For Actual Depth
Given Input Data:
Diameter 3. 00 ft
Slope 0, 0025 ft/ft
Manning ' s n 0. 01G
Discharge 26. 00 cfs
Computed Results:
Depth 1 . 99 ft
Velocity 5. 22 fpt psi /� Pro�`� '�
Flow Area 4. 98 sf
Critical Depth 1 . 65 ft
Percent Full 66. 41 2
Full Capacity 33. 35 cfs
OMAX A. 94D 35. 87 cfs
Froude Number 0. 69 (flow is Subcritical )
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc. * 37 Brogkside Rd * Waterbury, Ct 06708

-/
�
�
Trapezoidal l Ana1isis & Desigr
Open Channel - Uniform flow
Worksheet Name:
|
Comment: CHANNEL 3A UPPER AREA
Solve For Depth
\ Given Input Data:
Bottom Width 1 . 00 ft
\ Left Side Slope 3. 00: 1 (H: V)
Right Side Slope 3. 00: 1 (H: V)
Manning ' s n 0. 025
/ Channel Slope. . " 0. 0200 ft/ft
Discharge 4. 00 cfs
� Computed Results:
Y
Depth 0. 46 ft
Is Velocitv 3. 61 fps
Flow Area 1 . 11 sf
Flow Top Width 3.78 ft
Wetted Perimeter 3. 93 ft
Critical Depth 0.50 ft
Critical Slope 0. 0141 ft/ft
Froude Number 1 . 18 \f1ow is Supercritical )
� L /�� /4� /' ^.
~�"^=Per°'ey L ;~,�� ' ��'���*^ ��w_ �, ,v ^
w:ll Iq`-j c- 4D~~ T,,4 Y1=_44 r; �
!
>
`
�
|
� Open Channel Flow Module, Version 3. 08 (c) 1990
' Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708
|

( Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name:
Comment: CHANNEL 3A
Solve For Depth
'\ Given Input Data:
Bottom Width 2. 00 ft.
| Left Side Slope 3. 00: 1 (H:V)
\
Right Side Slope. 3. 00: 1 (H: V)
Manning ` s n 0. 025
Channel Slope 0. 0035 ft/ft
\ Discharge 8. 00 cfs
Computed Results:
Depth 0. 81 ft.
Velocity 2. 23 fps NOW
Flow Area 3. 59 sf
Flow Top Width 6.86 ft
Wetted Perimeter 7. 13 ft.
Critical Depth 0 . 59 ft
Critical Slope 0. 0129 ft/ft
Frcude Number 0. 54 (flow is Subcritical )
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
Worksheet Name;
Comment: CHANNEL 3D
Solve For Depth
Given Input Data;
Bottom Width 2. 00 ft
Left Side Slope 3. 00: 1 (H: V)
Right Side Slope 3. 00: 1 (H; V)
Manning ' s n 0. 025
Channel Slope 0. 0100 ft/ft
Discharge 2. 50 cfs
Computed Results:
Depth O. 35 ft
Velocity 2. %/ fps Qp_ e-E©9V -
Flow Area 1 . 06 sf
Flow Top Width 4. 05 ft
Wetted Perimeter 4. 19 ft
Critical Depth. . , O, 31 ft
Critical Slope 0. 015a ft/ft
Froide Number 0. 82 (flow is Subcritical )
Open Channel Flow Module, Version J. 08 (e) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

Trapezoidal Channel Analysis & Design
Open Channel - Uniform flow
1
Worker met Name:
Comment: CHANNEL 3D & JF
Solve For Depth
Given Input Data:
Bottom Width 2. 00 ft
| Left Side Slope 3. 00: 1 (H:V)
Right Side Slope 3. 00: 1 (H: V)
Manning ' s n 0. 025
Charnel Slope 0. 00@0 ft/ft
( Discharge 6. 00 cfs
Computed Results:
1 Depth 0. 7g ft
Velocity 1 . 9S fps goy ER0 ,1V�
Flow Area a. o8 sf
Flow Top Width 6. §O ft
Wetted Perimeter 6. 6a ft
Critical Depth 0.51 ft
Critical Slope 0. OIJS ftift
Froude Number 0. 50 (flow is Subcritical )
Open Channel Flow Module, Version 3. 08 (c) 1990
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708

50' MIN.
35' MIN. 15' MN.
••••••••••2•2• • ••, ~
� �� ••
r•RR(
••••• �••••••••� 25' OR WIDTH OF
EXISTING Iii!•� #57 WASHED STONE 7 � PROPOSED STREET,
ROADWAY • OR OTHER APPROVEDWHICHEVER IS
MATERIAL ,•••1 �• GREATER.
••••••• ��•• III�•�•• '
•••••••••�•••••
r ....
PLAN OF
TEMPORARY CONSTRUCTION
ENTRANCE
NOT TO SCALE
I
I
50' MIN.
35' MIN. 15' MIN.
9' MIN.
4� MIN.
VIM ISM IIII 1
1 1'
CROSS SECTION
OF
TEMPORARY CONSTRUCTION
ENTRANCEI
NOT TO SCALE
I

I
I
1
t a,r,
30'
10' 6' iiul
iii
SOT. OF DITCH ,. ,4111:. .0.41p. °
CROSS SECTION
Of
SEDIMENTATION DAM
N01 TO SCALE
CLASS A OR B
S. �. y IIPRAP
1 1 ,DEPTH
B01. OF I OF
1' DITCH FLOW
6" 10 I I I
p 5TI/ASHED STONE } 2' } .2' 4 2' }
PROFILE OF
SEDIMENTATION DAM
HOl TO SCALE
R/W
' 6' 1 5' 4 4' 1. 5' }
u
PLAN OF
SEDIMENTATION DAM -
11101 TO WALE

} MIN. REQUIREMENTS OF RIGHT—OF—WAY OR PROPERTY LINE
1 . '
{
OVERFLOW
! SPILLWAY
W
EARTH DYKE . ._ )
(
ji/
15' MIN.fi d SILT BASIN f-.-
i =
Feii
FLARED
r r N
MIN. REQUIREMENTS OF RIGHT—OF—WAY OR PROPERTY LE
NU SECTION
15' MIN. I_ I2'I 10' MAX. _ B E
VARIBLE
VARIABLE
SLOPE
3:1 MAX.
A
4
I
EARED END
! D
OfSLOPE SECTION
SLOPE BASIN _
1 C 2:1 SLOPE WITH LEVEL BOTTOM
I
SILT BASIN
1

81LT BASIN
A B C D E AREA (S.F.) r
18" 15' 15" 10" 4' 177 ar Cr;e o c
24" 20 18" 10" 4' 315 D.er+sy17 ' $REP z
30" 25' 24" 10" 4' 419 '
� 36" 25' 24" 15" 5' 419
42" 30' 30" 15" 5' 707
48" 40' 30" 20" 5' 1257
54" 50' 36" 20" 5' 1964
60" 50' 36" 25" 5' 1964
72" 50' 36" 25" 6' 1964
I
GENERAL NOTES:
1. PROVIDE OVERFLOW SPILLWAY IN NATURAL GROUND AT ELEVATION EQUAL TO THE TOP OF THE
OUTLET PIPE. PROVIDE A CROSS SECTIONAL AREA EQUAL TO 1.5 TIMES THE INLET PIPE AREA
BELOW THE ELEVATION OF THE TOP OF DIKE.
1
2. ALL DIMENSIONS OF BASIN AND DIKE WILL NOT REQUIRE CONSTRUCTION TO PRECISE LINES.
THE PLAN VIEW INDICATES THE SILT BASIN IS ROUND. HOWEVER, IT MAY BE CONSTRUCTED
IN ANY SHAPE AS LONG AS THE AREA AND DEPTH OF THE BASIN IS AS LARGE AS INDICATED.
3. SILT BASIN SHALL BE MAINTAINED IN GOOD CONDITION.
I
4

DRIVE STEEL POSTS is" INTO GROUND AND ATTACH WIRE FENCE TO POSTS AND EXTEND #
EXCAVATE A B" K III" 'TRENCH XCAVA7E0 TRENCH.
RENCH UPHILL ALONG EC ATEDM O
THE
FENCE B' INTO THE
THE LINE OF POSTS. WOOD POSTS 4' IN T~
DIAMETER MAY BE USED.
MAX. 10' i
BETWEEN -A _
POSTS - Y��
``
-`
mIli
BACKFILL THE TRENCH AND COMPACT THE
ATTACH THE FILTER FABRIC TO THE WIRE SOIL FIRMLY TO ANCHOR THE BOTTOM OF
FENCE AND EXTEND THE BOTTOM OF THE THE SILT FENCE SO THAT RUNOFF IS
FABRIC 6" INTO THE TRENCH. FORCED TO GO THROUGH THE FENCE AND
CANNOT GO UNDER IT.
"
NOTE:
BOTTOM OF FILTER FABRIC MUST BY PLACED IN
TRENCH AND SECURED BY EITHER BACKFILLING
WITH SOIL MATERIAL AND TAMPING OR BY
PLACING WASHED STONE TO A HEIGHT OF 6"
ISTEEL POSTS ABOVE GROUND LEVEL.
WIRE FENCE "HOG WARE" (IF REQUIRED)
HEJGHT:
MAX. FILTER FABRIC
S BOTTOM OF WIRE FENCE AND
` MIN. FILTER FABRIC BURIED
2' B" IN EXCAVATED TRENCH.
III-II •I. 1L-
'1=1 F`�'1_ STEEL POST DRIVEN le
INTO GROUND.
iI
SILT FENCE
DETAIL
MOT TO SCALE

Practice Standards and Specifications
6.41 OUTLET STABILIZATION STRUCTURE
Definition A structure designed to control erosion at the outlet of a channel or conduit.
Purpose To prevent erosion at the outlet of a channel or conduit by reducing the velocity
of flow and dissipating the energy.
Conditions Where This practice applies where the discharge velocity of a pipe,box culvert,diver-
Practice Applies sion,open channel,or other water conveyance structure exceeds the permissible
velocity of the receiving channel or disposal area.
Planning The outlets of channels,conduits,and other structures arc points of high erosion
Considerations potential,because they frequently carry flows at velocities that exceed the al-
lowable limit for the area downstream.To prevent scour and undermining,an
outlet stabilization structure is needed to absorb the impact of the flow and
reduce the velocity to non-erosive levels.A riprap-lined apron is the most com-
monly used practice for this purpose because of its relatively low cost and ease
of installation. The riprap apron should be extended downstream until stable
conditions are reached even though this may exceed the length calculated for
design velocity control.
Riprap-stilling basins or plunge pools reduce flow velocity rapidly.They should
be considered in lieu of aprons where overfalls exit at the ends of pipes or where
high flows would require excessive apron length.Consider other energy dis-
sipators such as concrete impact basins or paved outlet structures where site con-
ditions warrant,(Figure 6.41 a).
Design Criteria Design procedures for riprap outlet structures are presented in Appendix 8.06.
The criteria for design of riprap outlets are:
Capacity—l0-yr,peak runoff or the design discharge of the water conveyance
structure,whichever is greater.
Tailwater depth—Determine the depth of tailwater immediately below the
pipe outlet based on the design discharge plus other contributing flows. If the
tailwater depth is less than half the diameter of the outlet pipe and the receiving
stream is sufficiently wide to accept the divergence of flow,it is classed as a
minimum tailwater condition.If the tailwater depth is greater than half the
pipe diameter,it is classed as a maximum tailwater condition.Pipes that out-
let onto broad flat areas with no defined channel may be assumed to have a min-
imum tailwater condition unless site conditions indicate otherwise (Figure
6.41b).
Apron size—The apron length and width can be determined according to the
tailwater condition. If the water conveyance structure discharges directly into
a well-defined channel,extend the apron across the channel bottom and up the
channel banks to an elevation of 0.5 ft above the maximum•tailwater depth or
to the top of the bank,whichever is less(Figure 6.41c).
6.41.1

Practice Standards and Specifications
Determine the maximum allowable velocity for the receiving stream,and design
the riprap apron to reduce flow to this velocity before flow leaves the apron.
Calculate the apron length for velocity control or use the length required to meet
stable conditions downstream,whichever is greater.
Grade—Ensure that the apron has zero grade.There should be no overfali at
the end of the apron; that is, the elevation of the top of the riprap at the
downstream end should be the same as the elevation of the bottom of the receiv-
ing channel or the adjacent ground if there is no channel.
Alignment—The apron should be straight throughout its entire length,but if a
curve is necessary to align the apron with the receiving stream,locate the curve
in the upstream section of riprap.
Materials—Ensure that riprap consists of a well-graded mixture of stone.
Larger stone should predominate,with sufficient smaller sizes to fill the voids
between the stones.The diameter of the largest stone size should be no greater
than 1.5 times the d50 sire.
A t Minimum
do t J` ` v Tailwater < 0.5 do
f
�.• I I I I tri soh-- •
--11111=-11�1I" kl !I�!L!,=alilrrrnilL1111,1illJIIII=_Ill 1=� '__ -ALL I 11IIII—III
�rl -rT► I - = J-II �1 - II-III III- IIII— I! ,.�tti
II 11TL-111 I I III ,,,
Maximum
v Tailwater > 0.5 do
A
...... .�
do ...M-
y
11A2--41; - ,.T T1 ill I� _ L I_ II l
IIII 1 — 1 = - it . 111 iii_
=1 IgI I - III= III I = TT_ III 1 7110TI
i 1��
T
Figure 6.41 b Stage showing maximum and minimum tailwater condition.
6.413

• 6
(
Pipe Outlet to Flat Area—
No Well-defined Channel
..,WA./ i��•NI0
0 :•e'/s.1.• •'104-
3d0 A / t.,i`•11•O O01 ii
duo T •gait • 1I."i.
It i11V�•��•i
Plan aIIi++
La
—1Rf_'i' •.;_. •Tyr-• •..41•0�••�' ,I—
`, Section AA Filter Notes
blanket
1. La is the length of the riprap
apron.
Pipe Outlet to Well-defined
Channel 2. d = 1.5 times the maximum
stone diameter but not less
��,fo•'• than 6".
.••.,• •I• s�•i•-e
....! •;•••:'!A• 3. In a well-defined channel ex-
4, k •�":`.• tend the apron up the channel
�. �4%�'i •••Z�b i�i.
• banks to an elevation of 6"
A �.: :if: 4: 1 above the maximum tailwater
111111►!•�•��!!•L�•�-•�i•! depth or to the top of the bank,
I��j��..471;1-• 6 ��r! whichever is less.
t �, !�� O." • •-••
• .• •••%•T ��,���;� 4. A filter blanket or filter fabric
.yam.,•` •.O.0�•,�•�� should be installed between
Plan �'���•;••• •�'e•�'•'�' the riprap and soil foundation.
" La
IL
__ -- _•! -:Ili .d-�I
I wi_l j jj Section AA IIII - iii IINf�
Filter
blanket
Figure 6.41c Riprap outlet protection(modified from Va SWCC).
6.41.4

Practice Standards and Specifications
Thickness—Make the minimum thickness of riprap 1.5 times the maximum
stone diameter.
Stone quality—Select stone for riprap from field stone or quarry stone.The
stone should be hard,angular,and highly weather-resistant.The specific gravity
of the individual stones should be at least 2.5.
Filter—Install a filter to prevent soil movement through the openings in the
riprap. The filter should consist of a graded gravel layer or a synthetic filter
cloth.Design filter blankets by the method described in Practice 6.15,Riprap.
Construction 1. Ensure that the subgradc for the filter and riprap follows the required lines
Specifications and grades shown in the plan.Compact any fill required in the subgradc to the
density of the surrounding undisturbed material.Low areas in the subgradc on
undisturbed soil may also be filled by increasing the riprap thickness.
2. The riprap and gravel filter must conform to the specified grading limits
shown on the plans.
3. Filter cloth, when used, must meet design requirements and be properly
protected from punching or tearing during installation.Repair any damage by
removing the riprap and placing another piece of filter cloth over the damaged
area. All connecting joints should overlap a minimum of 1 ft.If the damage is
extensive,replace the entire filter cloth.
4. Riprap may be placed by equipment,but take care to avoid damaging the fil-
ter.
S. The minimum thickness of the riprap should be 1.5 times the maximum stone
diameter.
6. Riprap may be field stone or rough quarry stone.It should be hard,angular,
highly weather-resistant and well graded.
7. Construct the apron on zero grade with no overfall at the end.Make the top
of the riprap at the downstream end level with the receiving area or slightly
below it.
8. Ensure that the apron is properly aligned with the receiving stream and
preferably straight throughout its length. If a curve is needed to fit site condi-
tions,place it in the upper section of the apron.
9. Immediately after construction,stabilize all disturbed areas with vegetation
(Practices 6.10,Temporary Seeding,and 6.11,Permanent Seeding).
Maintenance Inspect riprap outlet structures after heavy rains to see if any erosion around or
below the riprap has taken place or if stones have been dislodged.Immediately
make all needed repairs to prevent further damage.
6A1.5

FIBERGLASS ROVING
Fiberglass roving("roving")is wound into a cylindrical package so that it can
be continuously withdrawn from the center using a compressed air ejector.
Roving expands into a mat of glass fibers as it contacts the soil surface. It is
often used over a straw mulch,but must still be tacked with asphalt.
Spread roving uniformly over the area at a rate of 0.25 to 0.35 lb/yd2.Anchor
with asphalt immediately after application,at a rate of 0.25 to 0.35 gal/yd`.
As a channel lining,and at other sites of concentrated flow,the roving mat must
} be further anchored to prevent undermining. It may be secured with stakes
placed at intervals no greater than 10 ft along the drainageway,and randomly
throughout its width,but not more than 10 ft apart.As an option to staking,the
roving can be buried to a depth of 5 inches at the upgrade end and at intervals
of 50 ft along the length of the channel.
NETS AND MATS
Nets alone generally provide little moisture conservation benefits and only
6_14.5

6
limited erosion protection.Therefore,they are usually used in conjunction with
an organic mulch such as straw.
Except when weed fiber slurry is used,netting should always be installed over
the mulch.Wood fiber may be sprayed on top of an installed net.
Mats, including "excelsior" (wood fiber) blankets, are considered protective
mulches and may be used alone,on erodible soils,and during all times of the
year.Place the matting in firm contact with the soil and staple securely.
INSTALLATION OF NETTING AND MATTING
Products designed to control erosion should be installed in accordance with
manufacturer's instructions.Any mat or blanket-type product used as a protec-
tive mulch should provide cover of at least 30%of the surface where it is ap-
plied.Installation is illustrated in Figure 6.14a.
1. Apply lime,fertilizer and seed before laying the net or mat.If open-weave
netting is used,lime may be incorporated before installing the net and fertilizer
and seed sprayed on afterward.
�yi►•i♦•i♦�:1*/**�1yf••••.4 ��r; k%fia�re%ram%,iiiE
x .' '•1714 iyti•'•.•;;:.•;mil, :1.iSi;!i�is�iiiii;
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•
x /y t II BIN=I ,10 / // /
^[. ' t M70110140.
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°14,♦ ''c i�=Mpiii MINI��/0 /0
0
q ..IL.a , r,/y0°
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In channels, roll out strips of netting parallel to the
• ;:'.. direction of flow and over the protective mulch.
+.:::.+
. ems;�'...milk���
lIll �r'•Z..),1,,,4 _ ___ _�'i a%I s y�'�►
•
-'1 I a Anchor netting in -������ ���
I III '' a 6-inch trench. / ���0♦
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18"
overlap ' Join strips by anchoring
Figure 6.14a Installation of netting and matting(modified from Va.Div.of Forestry). and overlapping.
6.14.6

•
Practice Standards and Specifications
2. Start laying the net from the top of the channel or slope and unroll it down
the grade.Allow netting to lay loosely on the soil but without wrinkles do
not stretch.
3. To secure the net,bury the upslope end in a slot or trench no less than 6 in-
ches deep,cover with soil,and tamp firmly as shown in Figure 6.14a.Staple the
net every 12 inches across the top end and every 3 ft around the edges and bot-
tom.Where 2 strips of net arc laid side by side,the adjacent edges should be
overlapped 3 inches and stapled together.Each strip of netting should also be
stapled down the center, every 3 ft. Do not stretch the net when applying
staples.
4. To join two strips,cut a trench to anchor the end of the new net.Overlap the
end of the previous roll 18 inches,as shown in Figure 6.14a,and staple every
12 inches just below the anchor slot.
Maintenance Inspect all mulches periodically,and after rainstorms to check for rill erosion,
dislocation,or failure. Where erosion is observed, apply additional mulch. If
washout occurs,repair the slope grade, reseed,and reinstall mulch. Continue
inspections until vegetation is firmly established.
References Surface Siahilization
6.11,Permanent Seeding
Appendix
8.02,Vegetation Tables
6.14.7

Practice Standards and Specifications
•
r Kg..? Cho nr,e.. I
A synthetic filter fabric may be used with or in place of gravel filters.The fol-
lowing particle sirs relationships should exist:
• Filter fabric covering a base with granular particles containing 50% or
less(by weight)of fine particles(less than U.S. Standard Sieve no.2(X)
(0.074mm)):
a.
day base (mm)
EOS' filter fabric (mm)
b.total open area of filter should not exceed 36%,
• Filter fabric covering other soils:
a.EOS is no larger than U.S.Standard Sieve no.70(0.21 mm)
b.total open area of filter should not exceed 10%.
*EOS-Equivalent opening size compared to a U.S.standard sieve size.
No filter fabric should have less than 4% open area or an EOS less than U.S.
Standard Sieve No. 1(10 ((1.15 mm). The permeability of the fabric must be
greater than that of the soil. The fabric may be made of woven or nonwoven
monofilament yarns and should mcct•the following minimum requirements:
• thickness 20-60 mils,
• grab strcngh 90-120 lb,
- conform to ASTM D-1682 or ASTM D-177.
Filter blankets should always be provided where seepage is significant or where
flow velocity and duration of flow or turbulence may cause the underlying soil
particles to move through the riprap.
Construction Subgrade preparation—Prepare the subgradc for riprap and filter to the re-
Specifications quired lines and grades shown on the plans. Compact any fill required in the
subgradc to a density approximating that of the surrounding undisturbed ma-
terial or overfill depressions with riprap.Remove brush,trees,stumps,and other
objectionable material.Cut the subgradc sufficiently deep that the finished grade
of the riprap will be at the elevation of the surrounding area.Channels should
be excavated sufficiently to allow placement of the riprap in a manner such that
the finished inside dimensions and grade of the riprap meet design specifica-
tions.
Sand and gravel filter blanket—Place the filter blanket immediately after the
ground foundation is prepared.For gravel,spread filter stone in a uniform layer
to the specified depth. Where more than one layer of filter material is used,
spread the layers with minimal mixing.
Fr.b 7; < Synthetic filter fabric—Place the cloth filter directly on the prepared founda-
t)-s is ci tion.Overlap the edges by at least 12 inches,and space anchor pins every 3 ft
along the overlap.Bury the upper and lower ends of the cloth a minimum of 12
inches below ground.Take care not to damage the cloth when placing riprap.If
damage occurs remove the riprap and repair the sheet by adding another layer
6.15.5

6
of filter material with a minimum overlap of 12 inches around the damaged area.
If extensive damage is suspected,remove and replace the entire sheet.
Where large stones arc used or machine placement is difficult,a 4-inch layer of
fine gravel or sand may be needed to protect the filter cloth.
/� Stone placement—Placement of riprap should follow immediately after placc-
�-e7 E C 14—5 5 /'1 mcnt of the filter.Place riprap so that it forms a dense,well-graded mass of stone
I/ with a minimum of voids.The desired distribution of stones throughout the mass
5 t0'i a may be obtained by selective loading at the quarry and controlled dumping
during final placement. Place riprap to its full thickness in one operation. Do
not place riprap by dumping through chutes or other methods that cause segrega-
tion of stone sizes.Take care not to dislodge the underlying base or filter when
placing the stones.
The toe of the riprap slope should be keyed to a stable foundation at its base as
shown in Figure 6.15b.The toe should be excavated to a depth about 1.5 times
the design thickness of the riprap and should extend horizontally from the slope.
The finished slope should be free of pockets of small stone or clusters of large
stones. Hand placing may be necessary to achieve the proper distribution of
stone.sizes to produce a relatively smooth,uniform surface.The finished grade.
of the riprap should blend with the surrounding area.No overfall or protrusion
of riprap should be apparent.
Figure 6.15b Riprap slope protection
(modified from VDH&T).
�• .��
-i JIB:_: .„•I.';'
I nil. 518.P
., (li •
II1 �•• f' pil
6" Gravel -L,, i���•
1111i,_ ;�..•6•� T
filter(or filter cloth) ••!
iI .11,raie. min
\,l, . �•�I 1! 111� I- II 11.5 T
i 41 ^1V1 —l(lll'111- I 1111 V
7 41111E- 1<II
Maintenance In general,once a riprap installation has been properly designed and installed it
requires very little maintenance. Riprap should be inspected periodically for
scour or dislodged stones.Control of weed and brush growth may be needed in
some locations.
References Runoff Conveyance Measures
6.31,Riprap-lined and Paved Channels
Outlet Protection
6.41,Outlet Stabilization Structure
6.15.6