20021470 Ver 1_Complete File_20040828

Pel- r> ; tri ter- PtoJ1ee.
ar oi NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF PARKS AND RECREATION
October 29, 1998
Mr. Robert C. Bricker
Appian Consulting Engineers, P.A.
P.O. Box 7966
Rocky Mount, NC 27804
SUBJECT: Rare Species, High Quality Natural Communities, and
Significant Natural Heritage Areas at the Proposed
Weathervane Subdivision Site, Rocky Mount, Edgecombe
County, North Carolina.
Dear Mr. Bricker:
The North Carolina Natural Heritage Program (NC NHP) has no records of high
quality natural communities, national/state parks, rare species, or Significant Natural
Heritage Areas (SNHAs) at the site of the proposed Weathervane Subdivision, Rocky
Mount, Nash County, North Carolina. However, the intermittent drain/stream on the
east side of the property flows into the SNHA, Lower Tar River Aquatic Habitat,
approximately 0.5 mi NE of the site. NC NHP has records of the State designated
Species of Concern amphibian, Neuse River waterdog (Necturus lewisi) within this
critical habitat. We, therefore, recommend the use of the US Corp of Engineers Best__
Management Practices for land disturbance to prevent erosion into the waterways.
Enclosed is a list of rare species and high quality natural communities that are known
to occur in Edgecombe and Nash Counties. If suitable habitat for any of these
species occurs in the project area, then those species may be present at the project
site. In order to determine if rare species are present, a survey may be necessary.
Please do not hesitate to contact me at the address below or call me at (919) 715-
8703 if you have any questions or need further information.
Sincerely,
Susan Reece Giles
Information Specialist
Natural Heritage Program
Enclosure
P.O. BOX 27687, RALEIGH NC 2761 1-7687 PHONE [phone] FAX [phone]
AN EQUAL OPPORTUNITY /AFFIRMATIVE ACTION EMPLOYER - 50% RECYCLED/10% POST-CON5UMER PAPER

1t '?'A
CITY OF ROCKY MOUNT
DEPARTMENT OF
ENGINEERING
April 14, 1999
LETTER OF APPROVAL
FOR SEDIMENTATION & EROSION CONTROL
Ernest Bridgers
PO Box 7965
Rocky Mount, NC 27804
Re: Project Name: Weathervane Subdivision
Location: Bethlehem Road
Submitted By: Appian Consulting Engineers
Received: March 24, 1999
New Submittal (X) Revision ( )
Dear Mr. Bridgers:
This office has reviewed the subject erosion and sedimentation control plan. We find the
plan to be acceptable and hereby issue this letter of approval.
Please be advised that Section 17-17b of the Code of the City of Rocky Mount requires
that a copy of the approved erosion control plan be on file at the job site. Also, you
should consider this letter to give the Notice required by Section 17-19a of the Code of
the City of Rocky Mount of our right of periodic inspection to insure compliance with
the approved plan.
The City of Rocky Mount's Sedimentation Pollution Control Program is performance
oriented, requiring protection of the natural resources and adjoining properties. If
following the commencement of this project, it is determined that the erosion and
sedimentation control plan is inadequate to meet the requirements of the Soil Erosion and
Sedimentation Control Ordinance of the City of Rocky Mount (Chapter 17 of City Codes,
also NCGS I I3A-51 through 66), this office may require revisions to the plan and
implementation of the revisions to insure compliance with the Ordinance.
One Government Plaza • Post Office Box 1180 Rocky Mount, North Carolina 27802-1 1 80
Telephone [phone] Fax [phone]
Page 2 of 2
Ernest Bridgers
April 14, 1999
Please note that this approval is based in part on the accuracy of the information provided
in the Financial Responsibility/Ownership Form which you have provided. You are
requested to file an amended form if there is any change in the information included on
the form. Also, please note that this approval does not relieve the permittee of the
responsibility to obtain any other Federal, State, or Local approvals or permits. The
responsible party may need to contact the appropriate Federal, State, and Local agencies
prior to beginning work. In addition, it would be helpful if you notify this office of the
proposed starting date for this project.
Your cooperation is appreciated, and we look forward to working with you on this
project.
Sincerely,

Warner C. Rackley, PE
Assistant City Engineer
cc: J. Michael Stocks, PE, Appian Consulting Engineers
Jerry W. Pierce, PE, Director of Engineering
William C. Pridgen, Construction Inspector
NORTH CAROLINA STORM WATER FACILITY OPERATION
NASH COUNTY AND MAINTENANCE AGREEMENT
THIS AGREEMENT, made and entered into this day of , 19,E
by and between Signature Communities at Weathervane, and the City of Rocky Mount, a North
Carolina municipal corporation located in Nash and Edgecombe Counties (the "City");
WITNESSETH:
WHEREAS, the City has adopted certain storm water management regulations applicable
to the property of Permittee located in the City of Rocky Mount, Nash County, North Carolina, and
more particularly described in Book 302, Page 78, and Book 1032, Page 714, Nash County
Registry (the "Property"); and
WHEREAS, such regulations require the Permittee to operate and maintain an engineered
storm water control facility as part of the development of the Property; and
WHEREAS, Permittee has constructed a private on-site engineered storm water control
facility (the "Facility") to satisfy the requirements of such regulations, the boundaries of such
Facility being described in Appendix 1 attached hereto and incorporated herein by reference; and
WHEREAS, a separate deed vesting title to the real estate on which the Facility is located
in Permittee has been recorded in the Nash County Registry; and
WHEREAS, as a condition of the development of the Property, Permittee is required to
enter into an operation and maintenance agreement providing for the continued operation and
maintenance of the Facility.
NOW, THEREFORE, for and in consideration of the premises and the approval by the City
of the development activities on the Property, the Permittee does hereby covenant and agree with
the City that the Facility shall be held, operated, maintained, and encumbered pursuant to the
covenants and conditions hereinafter set forth:
1. No Conveyance of Facility without New Agreement. Permittee covenants and agrees that it will not
convey, transfer, assign, lease, or otherwise release or relinquish ownership or control of the Facility,
in whole or in part, unless and until the proposed new owner of the Facility, or any interest therein,
has entered into a Storm Water Facility Operation and Maintenance Agreement with the City
containing substantially the same terms and conditions as this Agreement, and a copy thereof has
been recorded in the Nash County Register of Deed's Office.
2. Operation and Maintenance Plan. Permittee has prepared and submitted to the City an
Operation and Maintenance Plan for the Facility which has been approved by the City. Permittee
shall operate, maintain, repair, and, if necessary, reconstruct the Facility in accordance with the
Operation and Maintenance Plan.
3. Inspection and Maintenance of Facility. In addition to the maintenance provided for in the
Operation and Maintenance Plan, Permittee shall undertake and provide the following inspection,
repair, and maintenance of the Facility:
(a). Grassing around the Facility shall be maintained to prevent the erosion of these areas. The
areas shall be periodically mowed to maintain the aesthetic quality of the site and to prevent a
reduction in capacity of the stormwater system. Grass should not exceed a height of 15
inches. All eroded areas shall be repaired.
(b). Open ditches shall be kept free of undesirable growth and mowed or maintained to the design
cross-section and area as shown on the construction plans approved by the City Engineer and
on file in the office of the City Engineer. Growth on the slopes and bottom should not exceed a
height of 8 inches.
(c). Landscaping of the area around the Facility shall not reduce the capacity or hinder operation
and maintenance of the Facility. Landscaping shall be maintained to ensure that landscape
materials live and prosper. Re-vegetation of areas may be required by the City Engineer.
11. Severability. Invalidation of any one of these covenants or conditions by judgement or order of any
court shall in no way affect any of the other provisions, which shall remain in full force and effect.
IN WITNESS WHEREOF, the parties have hereunto set their hands and seals this the day
and year first above written.
Commurlaies at Weathervane
L. Ernest Bridgers, Jr.,
Post Office Box 7965
Rocky Mount, NC 27804
City of Rocky Mount
ATTEST:
CITY CLERK
STATE OF NORTH CAROLINA
COUNTY OF NASH
I, T. Wcl%Aj s-6a..s , a notary public in and for said county
and state, certify that _ I- Q a6s-r 'BR%oG. S-V-S personally appeared before
me this date, stated that he or sK is of
4 naurt CeNmr+wi r?+??e s W -a tt Ja n
instfument with the eity of Rocky Mount on behalf of said-
I MICHAEL sTow
Nofie y Public
NNh co, N. C.
This the I $ th day of IAn?c.) 19
M 410-L
Notary Public
My Commission Expires: _ S Z000
Page 3 of 4
Weathervane
Stormwater Management
SWM Pond Operation and Maintenance Plan for
Weathervane Hill
1. Inspect monthly, or after every runoff-producing rainfall event, whichever comes first:
A. Clear and check the orifice, manhole weir, and outlet pipe of any obstructions.
B. Check the pond side slopes; remove trash; repair eroded areas before the next rainfall event.
C. Check the vegetative filter for sediment accumulation and erosion. Repair as necessary.
II. Inspect quarterly:
A Inspect the collection system (piping, grassed swales) for proper functioning. Check and clear
piping for obstructions.
B. Replace riprap at pond inlet pipes as necessary.
C. Repair broken pipes.
D. Reseed grassed swales, including vegetated filter, twice a year as necessary. Repair eroded
areas as necessary.
III. Every 6 months:
A. Remove accumulated sediment from the bottom of the outlet structure.
B. Check the pond depth at various points in the pond. If depth is reduced to 75% of original
design depth, sediment will be removed to at least original design depth.
IV. General:
A. Mow the side slopes, not including normally submerged vegetated shelf, according to the
season. Maximum grass height will be 6".
B. Cattails and other indigenous wetland plants are encouraged along the pond perimeter;
however, they must be removed when they cover the entire surface area of the pond.
C. The orifice is designed to draw down the pond in 2-5 days. If drawdown is not accomplished in
that time, the system may be clogged. The source of the clogging must be found and
eliminated.
D. All components of the detention pond system must be kept in good working order.
E. Emergency drain device (siphon or pump) will be required in the event that the permanent pool
needs to be completely drained.
I, !?• trt?1 e. Aepro ?tpn hereby acknowledge that I am the financially responsible
party for maintenance of this detention pond. I will perform the maintenance as outlined above, as part of
the Certification Compliance with $tormwater Regulations received for this project.
Signature: - Date:
Ernest Bridgers
Signature Communities at Weathervane
604 Short Spoon Circle
Rocky Mount, NC 27804
252.446.0204
I, T. M. 6had S-6c ks , a Notary Public for the State of Nor Yk t aro l l'na ,
County of KCks In , do hereby certify that
E2NE5T Fpub&akor personally appeared before me this 8 day of
19_U_, and acknowledge the due execution of the foregoing instrument. Witness my hand and
official seal,
MIIl AK SYMKS
SEA RUM Public
My comm sion expires +-eb. IS, 2coo %*Co., N. C.
41
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U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 199920080 County: Nash
Notification of Jurisdictional Determination
Property owner: Signature Communities Agent: Appian Consulting Engineers, P.A.
to the Tar River.
Indicate Which of the following apply:
* There are wetlands on the above described property which we strongly suggest should be
surveyed. The surveyed wetland lines must be verified by our staff before the Corps will
make a final jurisdictional determination on your property.
* Because of the size of your property and our present workload, our identification and
delineation of your wetlands cannot be accomplished in a timely manner. You may
wish to employ a consultant to obtain a more timely delineation of the wetlands. Once
your consultant has flagged a wetland line on the property, Corps staff will review it,
and, if it is accurate, we strongly recommend that you have the line surveyed for final
approval by the Corps. The Corps will not make a final jurisdictional determination on
your property without an approved survey.
XX * The wetlands on your lot have been delineated, and the limits of Corps jurisdiction have
been explained to you. Unless there is a change in the law or our published regulations,
this determination may be relied upon for a period not to exceed five years from the date
of this notification. No Department of the Army permit will be required for the proposed
directional drilling under Maple Creek and its unnamed tributary.
* There are no wetlands present on the above described property which are subject to the
permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there
is a change in the law or our published regulations, this determination may be relied
upon for a period not to exceed five years from the date of this notification.
Attn: Mr. Ernest Bridgers Attn: Mr. Steve Stokes
604 Short Spoon Court Post Office Box 7966
Rocky Mount, North Carolina 27804 Rocky Mount, North Carolina 27804
Telephone Number: (252) Telephone: [phone]
Size and Location of Property (waterbody, Highway name/number, town, etc.): 35.7 acres
located on the south side of SR 1714, 0.5 mile east of SR 1713, south of Rocky Mount, North
Carolina. The property is located adjacent to, and above the headwaters of, an unnamed tributary
Placement of dredged or fill material in wetlands on this property without a Department of the
Army permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311).
A permit is not required for work on the property restricted entirely to existing high ground. If
you have any questions regarding the Corps of Engineers regulatory program, please contact
Jean B. Manuele at [phone], Extension 24
Project Manager Signature:
Date: 23 October 1998 Expiration Date: 23 October 2003
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY AND THE
WETLAND DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE)
COPY OF THIS FORM.
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Name
Title)
Date)
soi - ?U7J??? ?
WETLANDS DELINEATION
WEATHER VANE SUBDIVISION
BETHLEHEM ROAD, ROCKY MOUNT, N.C.
JOYNER, KEENY MAR. 17, 1999
& ASSOCIATES .Scale: 1 " 300 Feet Flnish Floor Elevation
209 N
PEARL ST
.
.

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Runoff Computations
021470

a?pan
RUNOFF COMPUTATIONS CONSULTING ENGINEERS,
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
PROJECT: Weathervane Hill 98-087
DATE: 2-18-99
SHEET: 1 of 3
TIC PIPE UPPER
TO LOWER A EA BASINS C I Q10 Y-Q10
5 Inflow @ 1 1.03 -- la 0.55 7.5 4.25 --
-- 1 to 2 -- 1.03 la -- -- -- 4.25
5 Inflow @ 3 0.22 -- lb 0.90 7.5 1.49 --
-- 3 to 4 -- 1.25 la, b -- -- -- 5.73

5 Inflow @ 3 0.27 -- Ila 0.90 7.5 1.82 --
-- 3 to 5 -- 0.27 Ila -- -- -- 1.82
5 Inflow @ 5 0.12 -- Ilb 0.90 7.5 0.81 --
-- Pipe 5 to 7 -- 0.39 Ila, b -- -- -- 2.63
5 Inflow @ 6 0.19 -- lic 0.55 7.5 0.78 --
-- 6 to 7 -- 0.19 Ilc -- -- -- 3.42
5 Inflow @ 7 0.77 -- lid 0.55 7.5 3.18 --
-- Pipe 7 to 8 -- 1.35 Ila, b, c, d -- -- -- 6.59
5 Inflow @ 8 0.29 -- lie 0.55 7.5 1.20 --
-- Pipe 8 to 9 -- 1.64 Ila, b, c, d, a -- -- -- 7.79
5 Inflow @ 9 1.10 -- llf, g 0.55 7.5 4.54 --
-- Pipe 9 to 10 -- 2.74 Ila, b, c, d, e, f, g -- -- -- 12.33
5 Inflow @ 10 0.04 -- lih 0.90 7.5 0.27 --
-- Pipe 10 to 20 -- 2.78 Ila, b, c, d, e, f, g, h -- -- -- 12.60
5 Inflow @ 11 1.57 -- Ili 0.55 7.5 6.48 --
-- Fut. Pipe 11 to 12 -- 1.57 Ili -- -- -- 6.48
5 Inflow @ 12 0.30 -- llj 0.90 7.5 2.03 --
-- Fut. Pipe 12 to 14 -- 1.87 Ili, j -- -- -- 8.50
5 Inflow @ 13 0.11 -- Ilk 0.55 7.5 0.45 --
-- Fut. Pipe 13 to 14 -- 1.98 Ilk -- -- -- 8.96
tn. wi nwo rd.98087. acee0l doc
RUNOFF COMPUTATIONS
III r
Ainun
CONSULTING ENGINEERS, PA
CMI, MUNICIPAL & STRUCTURAL ENGINEERS
PROJECT: Weathervane Hill 98-087
DATE: 24 8-99
SHEET: 2 of 3
TC PIPE UPPER
TO LOWER A EA BASINS C I Q10 EQ10
5 Inflow @ 14 0.03 -- 111 0.90 7.5 0.20 --
-- Fut. Pipe 14 to 15 -- 2.01 Ili-/ -- -- -- 9.16
5 Inflow a@ 15 0.09 -- Ilm 0.90 7.5 0.61 --
-- Fut. Pipe 15 to 17 -- 2.10 Ili-m -- -- -- 9.77
5 Inflow @ 16 1.64 -- Iln, o 0.55 7.5 6.77 --
-- Fut. Pipe 16 to 17 -- 1.64 Iln, o -- -- -- 6.77
5 Inflow @ 17 0.11 -- lip 0.90 7.5 0.74 --
-- Fut. Pipe 17 to 18 -- 3.85 Ili-p -- -- -- 17.27
5 Inflow @ 18 0.02 -- Ilq 0.90 7.5 0.14 --
-- Fut. Pipe 18 to 19 -- 3.87 Ili-q -- -- -- 17.41
5 Inflow @ 19 0.10 -- llr 0.90 7.5 0.68 --
-- Fut. Pipe 19 to 20 -- 3.97 Ili-r -- -- -- 18.08
-- Pipe 20 to 21 -- 6.75 Ila-r -- -- -- 30.68
5 Inflow @ 21 0.48 -- Its 0.50 7.5 1.80 --
-- 21 to 22 -- 7.23 Ila - s -- -- -- 32.48

Inflow To 23
30 -- 14.35 -- Ilia 0.35 3.8 19.09 --
5 -- 15.42 -- Illb 0.55 7.5 63.61 --
15 -- 7.37 -- Illc 0.50 7.5 20.27 --
6 Total to 23 -- 37.14 Ilia, b, c (Hydrograph) -- -- -- 72.43

Inflow To 24
5 -- 3.92 -- lVa 0.55 7.5 16.17 --

RUNOFF COMPUTATIONS
11
j&ppun
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
PROJECT: Weathervane Hill 98-087
DATE: 2-18-99
SHEET: 3 of 3
TIC PIPE UPPER
TO LOWER A EA BASINS C I Q10 Y-Q10
Total To Basin
5 Inflow @ 22 -- 7.23 Ila - s -- -- 27% 32.48
6 Inflow @23 -- 37.14 Ilia, b, c -- -- 60% 72.43
5 Inflow a@ 24 -- 3.92 IVa -- -- 13% 16.17
6 Total a@ Basin -- 48.29 Ila - s, Ilia - c, IVa -- -- -- 121.08

Pipe Calculations
Project Name.. Pipe 5 to 7 Date: 03-12-1999
Culvert Type.. Concrete Pipe, Grooved End Projecting
Diameter (in). 15
Inlet Elev.... 118.13
Outlet Elev... 118.03
Length (ft)... 32.0 Roughness (n)... 0.012
Slope (ft/ft). 0.003 Inlet Coeff (Ke) 0.2
II QUICK PIPE (c) version 1.3 - CULVERT ANALYSIS PROGRAM USING FHWA PROCEDURE

Q INLET OUTLET CONTROL ( HW = H + ho - LSo) Control Flow
cfs Dn HW Dc TW Area R Va HL HW ELEV Vel Type
1 2.J61 0.751 0231 0.6512.621 1.2310.3131 2.11 0.1301 2.6511120.781 2.11 FF 1
All calculations follow the procedures set forth in the culvert design publi-
cations of the Federal Highway Administration. The results of the analysis
should be reviewed by an engineering professional for validity.
-INLET CONTROL- -SUBMERGED INLET-
HW = H * (A + BX + CXz + DX-3 + EX^4 + FX^5) HW = [c [Q/ (AD-%) ] z + Y + S' ] D
A-F = Regression coefficients for culvert S' = Slope correction factor
X = Q/(H)"5/2 Circular conduit or c,Y = Submerged inlet coeff
X = Q/B*(H)^3/2 Box culvert A,D = Barrel geometry-full flow
H = Height of culvert
-OUTLET CONTROL-
H = [1 + ke + (29n'L)/R^1.331 * V2/2g
total head losses
-BACKWATER ANALYSIS-
EL = (H2-Hl) / (So-Sf)
H = y + V2/2g
Va = Velocity at (dc +D)/2
ho = Tailwater OR (dc+D)/2,
whichever is greater
A,R values given at a flow depth of
(dc +D) /2
So = channel slope
Sf = water surface slope
H = head loss
CONTROLLING ELEV based on flow type; CONTROLLING VEL based on tailwater
-FLOW TYPE-
<< Values less than 0 M1 Backwater S2 Drawdown curve
>> Values exceed reason M2 Backwater SI Submerged inlet
bw Backwater analysis PF Part full flow S2J Drawdown/Jump
IC Inlet Control FF Full flow Si Submerged jump
Project Name..
Culvert Type..
Diameter (in).
Inlet Elev....
Outlet Elev...
Length (ft) ...
Slope (ft/ft).
QUICK PIPE (c) version 1.3 - CULVERT ANALYSIS PROGRAM USING FHWA PROCEDURES11

Q INLET OUTLET CONTROL ( HW = H + ho - LSO) Control Flow
cfs Dn HW Dc TW Area R Va HL HW ELEV Vel Type
Pipe 7 to 8
Concrete Pipe, Grooved End Projecting
18
117.93
117.50
144.0 Roughness (n)... 0.012
0.003 Inlet Coeff (Ke) 0.2
Date: 03-12-1999
1 6.6 1.50 1.471 0.9912.411 1.7710.3751 3.71 0.7431 2.72II120.651 3.71 FF II
All calculations follow the procedures set forth in the culvert design publi-
cations of the Federal Highway Administration. The results of the analysis
should be reviewed by an engineering professional for validity.
Project Name..
Culvert Type..
Diameter (in).
Inlet Elev....
Outlet Elev...
Length (ft) ...
Slope (ft/ft).
Pipe 8 to 9
Concrete Pipe, Grooved End Projecting
24
117.40
117.18
72.0 Roughness (n)... 0.012
0.003 Inlet Coeff (Ke) 0.2
Date: 03-12-1999
1 QUICK PIPE (c) version 1.3 - CULVERT ANALYSIS PROGRAM USING FHWA PROCEDURES11

Q INLET OUTLET CONTROL ( HW = H + ho - LSo) Control Flow
cfs Dn HW Dc TW Area R Va HL HW ELEV Vel Type
1 7.81 1.09 1.421 0.9912.541 3.1410.5001 2.51 0.1881 2.5111119.911 2.51 FF
All calllculations follow the procedures set forth in the culvert design publi-
cations of the Federal Highway Administration. The results of the analysis
should be reviewed by an engineering professional for validity.
<< Values less than 0 M1 Backwater S2 Drawdown curve
>> Values exceed reason M2 Backwater SI Submerged inlet
bw Backwater analysis PF Part full flow S2J Drawdown/Jump
IC Inlet Control FF Full flow Si Submerged jump
Project Name..
Culvert Type..
Diameter ( in) .
Inlet Elev....
Outlet Elev...
Length (ft)...
Slope (ft/ft).
11 QUICK PIPE (c) version 1.3 - CULVERT ANALYSIS PROGRAM USING FHWA PROCEDURES

Q INLET OUTLET CONTROL ( HW = H + ho - LSo) Control Flow
cfs Dn HW Dc TW Area R Va HL HW ELEV Vel Type
Pipe 9 to 10
Concrete Pipe, Grooved End Projecting
24
117.08
116.98
32.0 Roughness (n)... 0.012
0.003 Inlet Coeff (Ke) 0.2
Date: 03-12-1999
ILL2.J31 1.48 1.851 1.2612.371 3.1410.5001 3.91 0.3671 2.64119.721 3.91 FF II
All calculations follow the procedures set forth in the culvert design publi-
cations of the Federal Highway Administration. The results of the analysis
should be reviewed by an engineering professional for validity.
Project Name..
Culvert Type..
Diameter (in).
Inlet Elev....
Outlet Elev...
Length (ft)...
Slope (ft/ft).
Pipe 10 to 20
Concrete Pipe, Grooved End Projecting
30
116.88
116.32
186.0 Roughness (n)... 0.012
0.003 Inlet Coeff (Ke) 0.2
Date: 03-12-1999
11 QUICK PIPE (c) version 1.3 - CULVERT ANALYSIS PROGRAM USING FHWA PROCEDURESI

Q INLET OUTLET CONTROL ( HW = H + ho - LSo) Control Flow
cfs Dn HW Dc TW Area R Va HL HW ELEV Vel Type
1 12.6 1.27 1.691 1.1912.761 4.9110.6251 2.6]_0.2731 2.4711119.351 2.61 FF J
All calculations follow the procedures set forth in the culvert design publi-
cations of the Federal Highway Administration. The results of the analysis
should be reviewed by an engineering professional for validity.
<< Values less than 0 M1 Backwater S2 Drawdown curve
>> Values exceed reason M2 Backwater SI Submerged inlet
bw Backwater analysis PF Part full flow S2J Drawdown/Jump
IC Inlet Control FF Full flow Si Submerged jump

Project Name..
Culvert Type..
Diameter (in).
Inlet Elev....
Outlet Elev...
Length (ft)...
Slope (ft/ft).
Pipe 20 to 21
Concrete Pipe, Std End Section
36
116.22
115.84
128.0 Roughness (n)... 0.012
0.003 Inlet Coeff (Ke) 0.5
Date: 03-12-1999
II QUICK PIPE (c) version 1.3 - CULVERT ANALYSIS PROGRAM USING FHWA PROCEDURESI

Q INLET OUTLET CONTROL ( HW = H + ho - LSo) Control Flow
cfs Dn HW Dc TW Area R J Va HL HW ELEV Vel Type
30.711 1.991 2.6511 1.8011.051 6.0610.9131 5.11 0.8411 2.8611119.081 7.01 FF
All calculations follow the procedures set forth in the culvert design publi-
cations of the Federal Highway Administration. The results of the analysis
should be reviewed by an engineering professional for validity.
-INLET CONTROL- -SUBMERGED INLET-
HW = H * (A + BX + CX2 + DX^3 + EX"4 + FX^5) HW = [c [Q/ (ADS%) ] 2 + Y + S' ] D
A-F = Regression coefficients for culvert S' = Slope correction factor
X = Q/(H)^5/2 Circular conduit or c,Y = Submerged inlet coeff
X = Q/B*(H)"3/2 Box culvert A,D = Barrel geometry-full flow
H = Height of culvert
-OUTLET CONTROL-
H = [1 + ke + (29n2L) /R"1.331 * V2/2g
total head losses
Va = Velocity at (dc +D)/2
ho = Tailwater OR (dc+D)/2,
whichever is greater
A,R values given at a flow depth of
(dc +D) /2
-BACKWATER ANALYSIS-
EL = (H2-H1) / (So-Sf)
H = y + V2/2g
So = channel slope
Sf = water surface slope
H = head loss
CONTROLLING ELEV based on flow type; CONTROLLING VEL based on tailwater
-FLOW TYPE-
<< Values less than 0 M1 Backwater S2 Drawdown curve
>> Values exceed reason M2 Backwater SI Submerged inlet
bw Backwater analysis PF Part full flow S2J Drawdown/Jump
IC Inlet Control FF Full flow SJ Submerged jump
Outlet Protection an 21
KNOWN:
Q,o= 30.68 cfs
v = 7.0 fps
do = 36"
Use Figure 8.06.b
FIND:
La = 14'
dso = 0.19', use 6" Class A Rip Rap
14'
91
Class A Rip Rap
Over Mirafi 140N
Depth = 9"
36" RCP
19"

Outlet Protection Calculations
n
20
10
0
3Do
T
Outlet W = Do + 0ALa
pipe I
diametet(DD) L -J
a 110
TilNater z 0.51)o
100 `
g0
3 5
80,
c
?o
?QQ 70
o ,
60,
50 100
Discharge (ft /sec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (TM,? 0.5 diameter).
8.06.4
2
m
_N
F0
Q.
(ts
i
a_
1 cc
0
L0
-v
Rev. 12)93

Excavated Drop Inlet Protection
(Sd-23)
***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: Weathervane
EXCAVATED DROP INLET PROTECTION NO. 5
DATE PREPARED: 2-26-99
DESIGNED BY: DCR
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .39 ACRES
VOLUME OF SEDIMENT = ( .39 AC)(1800OF/AC-YR)( 1 YR) _
= 702 CU. FT.
ASSUME 3 ' DEEP: AREA OF PIT = 234 SQ. FT.
USE 16 ' LONG x 16 ' WIDE x 3 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* *
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* *
********************************************************
*
***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: Weathervane
EXCAVATED DROP INLET PROTECTION NO. 7
DATE PREPARED: 2-26-99
DESIGNED BY: DCR
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .77 ACRES
VOLUME OF SEDIMENT = ( .77 AC)(1800CF/AC-YR)( 1 YR) _
= 1386 CU. FT.
ASSUME 4 ' DEEP: AREA OF PIT = 346.5 SQ. FT.
USE 20 ' LONG x 20 ' WIDE x 4 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* *
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* *
******************************************************************
***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: Weathervane
EXCAVATED DROP INLET PROTECTION NO. 8
DATE PREPARED: 2-26-99
DESIGNED BY: DCR
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .29 ACRES
VOLUME OF SEDIMENT = ( .29 AC) (1800CF/AC-YR) ( 1 YR) _
= 522 CU. FT.
ASSUME 3 ' DEEP: AREA OF PIT = 174 SQ. FT.
USE 15 ' LONG x 15 ' WIDE x 3 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
*
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
*
******************************************************************
***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: Weathervane
EXCAVATED DROP INLET PROTECTION NO. 9
DATE PREPARED: 2-26-99
DESIGNED BY: DCR
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = 1.1 ACRES
VOLUME OF SEDIMENT = ( 1.1 AC)(1800OF/AC-YR)( 1 YR) _
= 1980 CU. FT.
ASSUME 4 ' DEEP: AREA OF PIT = 495 SQ. FT.
USE 32 ' LONG x 16 ' WIDE x 4 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* *
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* *
******************************************************************
***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: Weathervane
EXCAVATED DROP INLET PROTECTION NO. 10
DATE PREPARED: 2-26-99
DESIGNED BY: DCR
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .04 ACRES
VOLUME OF SEDIMENT = ( .04 AC)(1800CF/AC-YR)( 1 YR) _
= 72 CU. FT.
ASSUME 2 ' DEEP: AREA OF PIT = 36 SQ. FT.
USE 12 ' LONG x 12 ' WIDE x 2 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* *
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* *
******************************************************************
***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: Weathervane
EXCAVATED DROP INLET PROTECTION NO. 20
DATE PREPARED: 2-26-99
DESIGNED BY: DCR
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .01 ACRES
VOLUME OF SEDIMENT = ( .01 AC)(1800CF/AC-YR)( 1 YR) _
= 18 CU. FT.
ASSUME 2 ' DEEP: AREA OF PIT = 9 SQ. FT.
USE 12 ' LONG x 12 ' WIDE x 2 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* *
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* *
******************************************************************
Stormwater Management
Calculations
for
Weathervane Hill
Developed by:
Ernest Bridgers
Rocky Mount, North Carolina
ACE JN: 98-087
March 11, 1999
10, n
L11ppian
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
Weathervane
Stormwater Management
Site Summary
Site Acreage (Total): 35.43 Ac±
Area draining into SWM Basin: 48.29± Ac
Minimum Pond Area: 1.05 Ac
Designed Pond Area (at Normal Pool): 1.18 Ac
Outlet Structure Summary
Invert of Detention Basin 88.00 ft.
Draw Down Orifice 6" dia.
Invert of Drawn Down Orifice 115.00 ft.
Normal Pool Depth 3.0 ft.
Principle Spillway 5' dia. MH
Principle Spillway Elevation 116.60 ft.
Top of Existing Dam 118.0 ft.
Draw Down Time 2'/2 ± days
Hydroloaic Summary
Storm Inflow Volume of, Outflow Max. Storm
Op Runoff Qp Elevation
cfs cfs ft
z1" Event ` 20.58 128,624 1.08 116.55
10 Yr- 5 Min. 121.08 129,704 8.62 116.89
Table of Contents
• Design Parameters
• Minimum Pond Area
Regression to Determine Storage Volume of Proposed Basin
Forebay Volume Calculations
• Outlet Structure
• Outlet Structure Schematic
• Stormwater Basin Stage/Storage
• Hydrologic Reports
• 1" Event
• 10 Year- 5 Minute Storm
0 Appendix
Weathervane
Stormwater Management
Design Parameters
• Detain first 1" of rainfall above normal pool
• Remove 85% TSS
• 2-5 day draw down
• Minimum 3 feet normal pool depth
• Side slopes no steeper than 3:1
Determine Minimum Pond Area
From Appendix A, with 85% TSS removal, 30' vegetative filter, 35.0% impervious area in the
SWM basin watershed, and a pond depth of 3.0', the surface area of the pond (SA) for the
drainage area of the watershed (DA) is determined to be:
Pond Surface Area = 2.95% x DA
_ (.0295) x 35.43 acres
= 1.05 acres minimum
Designed Pond = 1.18 Ac. > 1.05 Ac.
(area scaled from proposed grading plan)
Not a Single Point Discharge
Future development is likely to discharge runoff into the basin in three (3) locations: one where
proposed in this phase, one at the south end of the basin, and one at the east side of the basin.
The 20% of the total volume stored in forebay requirement will be met proportionally per each
discharge point. In other words, 27% of the runoff comes from Point 22, so 27% of the forebay
volume required will be at Point 22. 60% of the runoff will come from Point 23, so 60% of the
forebay volume required will be at Point 23, constructed during a future phase. 13% of the
runoff will come from point #24, so 13% of the forebay volume will be at Point 24, again,
constructed during a future phase. This design is expressed quantitatively on the following
pages.

Weathervane Hill
REGRESSION TO DETERMINE STORAGE VOLUME
CONTOUR Z AREA DELTA S ACC S
115.00 0.00 51,350 -
54,125.00
116.00 1.00 56,900 54,125.0
60,325.00
117.00 2.00 63,750 114,450.0
67,350.00
118.00 3.00 70,950 181,800.0
70,950.00
119.00 4.00 70,950 252,750.0
Regression Output:
Constant 10.89
Std Err of Y E: 0.0126
R Squared 0.9998
No. of Observ 4.0
Degrees of Fri 2.0
X Coefficient(s) 1.11098521
Std Err of Coef. 0.01211406
1.11098521
STORAGE= 53,731.15 Z^
CONTOUR Z AREA DELTA S ACC S
112.00 0.00 5,350
113.00 1.00 13,175
114.00 2.00 23,450
115.00 3.00 51,350
9262.5
9,262.50
18312.5
27,575.00
37400.0
64,975.00
12,995 cf req'd for Forebay
27% 3,509 cf in 22
60% 7,797 cf in 23
13% 1,689 cf in 24
Basin SA: 1.179 acres
Sediment Storage Zone
Acres Disturbed = 3.50 +/- Ac
Vol. of Sediment = 3.50 Ac x 1800 CFNR x 1 YR
= 6,300 CF of Sediment
Forebay Volume @ 22 (PROPOSED)
CONTOUR Z AREA DELTA S ACC S
113.00 0.00 0.0
114.50 0.00 3550.0
114.99 0.49 11600.0
in forebay area
Forebay Volume @ 23 (FUTURE)
CONTOUR Z AREA
0.0
0.0
3711.7
3,711.75
DELTA S ACC S
113.50 0.00 4925.0
114.00 0.50 4925.0
114.99 1.49 9625.0
in forebay area
Forebay Volume @ 24 (FUTURE)
CONTOUR Z AREA
0.0
2462.5
2,462.50
7202.2
9,664.75
DELTA S ACC S
113.00 0.00 0.0
114.00 0.00 1475.0
114.99 0.99 3025.0
in forebay area
0.0
0.0
2227.5
2,227.50
Weathervane
Stormwater Management
Outlet Structure
• Existing contour at end of outlet pipe is elevation 113.50±. Set downstream invert at 113.77
to account for rip rap outlet protection in channel.
• Use 40 LF 15" RCP w/ 6' FES @ 0.5%, .•. use elevation 114.00 for upstream invert.
• Existing bottom of pond is at 112.0±. To maintain a normal pool of at least 3' in depth, set
normal pool elevation at 115.00.
• Calculate volume from first 1" rainfall
35.43 ac x 43,560 sf/ac x 1 in x 1ft/12in = 128,611 cf in 1St inch of rainfall
• Use SCS Method to determine an inflow hydrograph with a volume of 128,611 cf, and
route through proposed detention basin to determine time for drawdown.
• Calculate draw down orifice
• W/ Hmax = 116.60 - 115.00 - (6"712) = 1.1'
• Assume 3 day draw down.
• Calculate minimum Q
Qmin = Vol/ days = cf/ sec
128,611 cf
Qmin = 3 days x 24 hr x 60 min x 60 sec
Qmin = 0.496 cfs
• Using the orifice equation:
Q = C A 2gAH
A = Q
C 2gAH
Q = 0.496 cfs
C = 0.63
g = 32.2 ft1sec2
AH = 1.1'
A _ 0.496
0.63 2 (32.2) (1.1)
A = 0.0935 sf required
Orifice
...._
' Area
;„ 0.0872 sf
5" 0.1364 sf
6" 0.1963' sf
Weathervane
Stormwater Management
• Use 6" draw down orifice
• Normal pool is 115.0' so set invert of 6" ? draw down @ 115.0'
Use weir for primary spillway
Assume primary weir structure is 5'? manhole. Top 5'0 MH (CD elevation 116.60'
Determine weir length:
0 Internal circumference of 60 MH is 15.7'
BY-- -------- DATETfjj-J SUBJECT----------------------------------- ----- SHEET NO.---------OF.------
CHKD. BY------- DATE--------- -------- 11 du --------------- JOB NO. --? -^ f_-------
---------------- F ` 7-2? -------------------------- -----------------------------
Tb? v p 19,5 ?
i
I (nil ?t'ENT ?6?5? pQ y T_? /? / (h
oFo r l r-E"
v ? •, GorIG ? /
7 7-

c tS n?
(Nd. is 'Fkz-- ---+
-51 -D (A , MN EX-Ttitjor° V
$p?.yE . X; S,3'f' H .
111,Z6
Stormwater Basin Stage/Storage
STAGE / STORAGE TABLE
1. RESERVOIR No = 1. 2. RESERVOIR NAME = SWM Basin...
3. S = Ks * Z"b
Ks = 0.. .......... b = 0..........
START EL EV = 0..... INCREMENT = 0...
STAGE ELEVATION CO AREA INC STORAGE TOT STORAGE
ft ft sq ft cu ft cu ft
4 0.00 115.00. 51350... 0 0
5 1.00 116.00. 56900... 54125 54125
6 2.00 117.00. 63750... 60325 114450
7 3.00 118.00. 70950... 67350 181800
8 0.00 0.00. 0....... 0 0
9 0.00 0.00. 0....... 0 0
10 0.00 0.00. 0....... 0 0
11 0.00 0.00. 0....... 0 0
12 0.00 0.00. 0....... 0 0
13 0.00 0.00. 0....... 0 0
14 0.00 0.00. 0....... 0 0
OUTLET STRUCTURES
Reservoir: 1
CULVERT STRUC A. Q=CoA[2gh/k]^.5
1. WIDTH (in) = 15. "? (5?? RAP
2. HEIGHT (in) = 15.
3. No. BARRELS = 1..
4. INVERT ELEV. = 114......
5. Co = 0.60
6. CULVERT LENGTH (ft) = 46..
7. CULVERT SLOPE (%) _ .5..
8. MANNING'S N-VALUE _ .013
CULVERT STRUC B. Q=CoA[2gh/k]".5
9. WIDTH (in) = 6..,-- 6N? oR'P?lGe
10. HEIGHT (in) = 6..
11. No. BARRELS = l..
12. INVERT ELEV. = 115......
13. Co = 0.60
14. CULVERT LENGTH (ft) _ .25.
15. CULVERT SLOPE (o) _ .1..
16. MANNING'S N-VALUE _ .013
17. MULTI-STAGE OPTION ? (Y/N) N
WEIR STRUCTURE A. Q=CwLH-EXP WEIR STRUCTURE B. Q=CwLH^EXP
&NL
18. CREST LENGTH (ft) = 23. CREST LENGTH (ft) = 10.. . .
19. CREST ELEVATION = 116.6.. 24. CREST ELEVATION = 117.75.
20. Cw = 3.00 25. Cw = 2.70
21. EXP = 1.50 26. EXP = 1.50
22. MULTI-STAGE OPTION ? (Y/N) Y 27. MULTI-STAGE OPTION ? (Y/N) N
HYDROLOGIC REPORT
STAGE / STORAGE / DISCHARGE
RESERVOIR NUMBER = 1
RESERVOIR NAME = SWM Basin... (* Controlled by Culv Structure A)
STORAGE VALUES WERE INPUT MANUALLY
DISCHARGE VALUES: CULVERT STRUCT A. Q = .6 *A*[2gh/k]" .5 * 1
CULVERT STRUCT B. Q = .6 *A*[2gh/k]" .5 * 1
* WEIR STRUCT A. Q = 3 * 15.7 * H 1.5
WEIR STRUCT B. Q = 2.7 * 10 * H 1.5
ELEVATION DISCHARGE (cfs)

---------- CULVERT A CULV
---------------------- ERT B
--------- WEIR A W
-------------- EIR B
-----
115.00 3.80 0.00 0.00 0.00
116.00 6.93 0.82 0.00 0.00
117.00 9.11 1.25 11.92 0.00
118.00 10.85 1.57 78.02 3.38
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
0.00 0.00 0.00 0.00 0.00
STAGE ELEVATION INC STOR TOT STOR OUTFLOW

--------
-------------- cu ft
------------- cu ft
-------------- cfs
-----------
0.00 115.00 0 0 0.00
1.00 116.00 54125 54125 0.82
2.00 117.00 60325 114450 10.36
3.00 118.00 67350 181800 15.80
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
0.00 0.00 0 0 0.00
Hydrologic Reports
HYDROLOGIC REPORT
1 Inch Rainfall.......
Inflow ................
......................
Hyd. No. 1
Hydrograph type
Storm frequency
Basin area
Ave basin slope
Basin lag
Total precip.
HYDROGRAPH DISC
S.C.S. RUNOFF
1 yr
35.43 ac
.89 %
0
= 30.6 min
2.92 in
HARGE TABLE
Peak discharge
Time interval
Basin curve No.
Hydraulic len
Time of concen
Distribution
20.58 cfs
= 4 min
= 77
= 1500 ft
= 51.14 min
= S.C.S. II
TIME--OUTFLOW TIME--OUTFLOW TIME- -OUTFLOW TIME--OUTFLOW
(hrs cfs) (hrs cfs) (hrs cfs) (hrs cfs)
11.53 0.44 11.60 0.58 11.67 0.81 11.73 1.20
11.80 1.87 11.87 3.10 11.93 5.15 12.00 7.60
12.07 10.14 12.13 12.71 12.20 15.22 12.27 17.55
12.33 19.49 12.40 20.58 12.47 20.38 12.53 19.55
12.60 18.58 12.67 17.48 12.73 16.27 12.80 14.96
12.87 13.56 12.93 12.10 13.00 10.60 13.07 9.12
13.13 7.68 13.20 6.38 13.27 5.39 13.33 4.87
13.40 4.58 13.47 4.32 13.53 4.09 13.60 3.90
13.67 3.73 13.73 3.58 13.80 3.45 13.87 3.34
13.93 3.22 14.00 3.12 14.07 3.02 14.13 2.92
14.20 2.83 14.27 2.75 14.33 2.68 14.40 2.60
14.47 2.54 14.53 2.48 14.60 2.42 14.67 2.37
14.73 2.33 14.80 2.29 14.87 2.25 14.93 2.21
15.00 2.18 15.07 2.15 15.13 2.12 15.20 2.09
15.27 2.06 15.33 2.04 15.40 2.01 15.47 1.98
15.53 1.96 15.60 1.93 15.67 1.90 15.73 1.88
15.80 1.85 15.87 1.82 15.93 1.79 16.00 1.77
16.07 1.74 16.13 1.71 16.20 1.68 16.27 1.66
16.33 1.63 16.40 1.61 16.47 1.58 16.53 1.56
16.60 1.54 16.67 1.52 16.73 1.51 16.80 1.49
16.87 1.48 16.93 1.47 17.00 1.45 17.07 1.44
17.13 1.43 17.20 1.42 17.27 1.41 17.33 1.40
17.40 1.39 17.47 1.38 17.53 1.37 17.60 1.36
17.67 1.35 17.73 1.34 17.80 1.33 17.87 1.32
17.93 1.31 18.00 1.30 18.07 1.29 18.13 1.28
18.20 1.27 18.27 1.26 18.33 1.25 18.40 1.24
18.47 1.23 18.53 1.22 18.60 1.21 18.67 1.20
18.73 1.19 18.80 1.18 18.87 1.17 18.93 1.16
19.00 1.15 19.07 1.14 19.13 1.13 19.20 1.12
19.27 1.11 19.33 1.10 19.40 1.09 19.47 1.07
19.53 1.06 19.60 1.05 19.67 1.04 19.73 1.03
19.80 1.02 19.87 1.01 19.93 1.00 20.00 0.9'9
Inflow Hydro-graph: 1 Inch Event
Qp = 20.6 S.C.S. RUNOFF 1 Yr
. .
HGU = 108 min 1 VGU = 5.0 cfs
VOL = (cuft/acft) = 128624 i 2.953
HYDROLOGIC REPORT
1 Inch Event..........
Routed Through .......
SWM Basin .............
Hyd. No. 3
Hydrograph type = RESERVOIR ROUTE Peak discharge = 1.08 cfs
Storm frequency = 1 yr Time interval = 4 min
Inflow hyd. no. = 1 Reservoir no. = 1
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.00 0.00 0.00 0.00 0.00 0.00
0.07 0.00 0.00 0.00 0.00 0.00
0.13 0.00 0.00 0.00 0.00 0.00
0.20 0.00 0.00 0.00 0.00 0.00
0.27 0.00 0.00 0.00 0.00 0.00
0.33 0.00 0.00 0.00 0.00 0.00
0.40 0.00 0.00 0.00 0.00 0.00
0.47 0.00 0.00 0.00 0.00 0.00
0.53 0.00 0.00 0.00 0.00 0.00
0.60 0.00 0.00 0.00 0.00 0.00
0.67 0.00 0.00 0.00 0.00 0.00
0.73 0.00 0.00 0.00 0.00 0.00
0.80 0.00 0.00 0.00 0.00 0.00
0.87 0.00 0.00 0.00 0.00 0.00
0.93 0.00 0.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 0.00 0.00
1.07 0.00 0.00 0.00 0.00 0.00
1.13 0.00 0.00 0.00 0.00 0.00
1.20 0.00 0.00 0.00 0.00 0.00
1.27 0.00 0.00 0.00 0.00 0.00
1.33 0.00 0.00 0.00 0.00 0.00
1.40 0.00 0.00 0.00 0.00 0.00
1.47 0.00 0.00 0.00 0.00 0.00
1.53 0.00 0.00 0.00 0.00 0.00
1.60 0.00 0.00 0.00 0.00 0.00
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.67 0.00 0.00 0.00 0.00 0.00
1.73 0.00 0.00 0.00 0.00 0.00
1.80 0.00 0.00 0.00 0.00 0.00
1.87 0.00 0.00 0.00 0.00 0.00
1.93 0.00 0.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 0.00 0.00
2.07 0.00 0.00 0.00 0.00 0.00
2.13 0.00 0.00 0.00 0.00 0.00
2.20 0.00 0.00 0.00 0.00 0.00
2.27 0.00 0.00 0.00 0.00 0.00
2.33 0.00 0.00 0.00 0.00 0.00
2.40 0.00 0.00 0.00 0.00 0.00
2.47 0.00 0.00 0.00 0.00 0.00
2.53 0.00 0.00 0.00 0.00 0.00
2.60 0.00 0.00 0.00 0.00 0.00
2.67 0.00 0.00 0.00 0.00 0.00
2.73 0.00 0.00 0.00 0.00 0.00
2.80 0.00 0.00 0.00 0.00 0.00
2.87 0.00 0.00 0.00 0.00 0.00
2.93 0.00 0.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 0.00 0.00
3.07 0.00 0.00 0.00 0.00 0.00
3.13 0.00 0.00 0.00 0.00 0.00
3.20 0.00 0.00 0.00 0.00 0.00
3.27 0.00 0.00 0.00 0.00 0.00
3.33 0.00 0.00 0.00 0.00 0.00
3.40 0.00 0.00 0.00 0.00 0.00
3.47 0.00 0.00 0.00 0.00 0.00
3.53 0.00 0.00 0.00 0.00 0.00
3.60 0.00 0.00 0.00 0.00 0.00
3.67 0.00 0.00 0.00 0.00 0.00
3.73 0.00 0.00 0.00 0.00 0.00
3.80 0.00 0.00 0.00 0.00 0.00
3.87 0.00 0.00 0.00 0.00 0.00
3.93 0.00 0.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 0.00 0.00
4.07 0.00 0.00 0.00 0.00 0.00
4.13 0.00 0.00 0.00 0.00 0.00
4.20 0.00 0.00 0.00 0.00 0.00
4.27 0.00 0.00 0.00 0.00 0.00
4.33 0.00 0.00 0.00 0.00 0.00
4.40 0.00 0.00 0.00 0.00 0.00
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
4.47 0.00 0.00 0.00 0.00 0.00
4.53 0.00 0.00 0.00 0.00 0.00
4.60 0.00 0.00 0.00 0.00 0.00
4.67 0.00 0.00 0.00 0.00 0.00
4.73 0.00 0.00 0.00 0.00 0.00
4.80 0.00 0.00 0.00 0.00 0.00
4.87 0.00 0.00 0.00 0.00 0.00
4.93 0.00 0.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 0.00 0.00
5.07 0.00 0.00 0.00 0.00 0.00
5.13 0.00 0.00 0.00 0.00 0.00
5.20 0.00 0.00 0.00 0.00 0.00
5.27 0.00 0.00 0.00 0.00 0.00
5.33 0.00 0.00 0.00 0.00 0.00
5.40 0.00 0.00 0.00 0.00 0.00
5.47 0.00 0.00 0.00 0.00 0.00
5.53 0.00 0.00 0.00 0.00 0.00
5.60 0.00 0.00 0.00 0.00 0.00
5.67 0.00 0.00 0.00 0.00 0.00
5.73 0.00 0.00 0.00 0.00 0.00
5.80 0.00 0.00 0.00 0.00 0.00
5.87 0.00 0.00 0.00 0.00 0.00
5.93 0.00 0.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 0.00 0.00
6.07 0.00 0.00 0.00 0.00 0.00
6.13 0.00 0.00 0.00 0.00 0.00
6.20 0.00 0.00 0.00 0.00 0.00
6.27 0.00 0.00 0.00 0.00 0.00
6.33 0.00 0.00 0.00 0.00 0.00
6.40 0.00 0.00 0.00 0.00 0.00
6.47 0.00 0.00 0.00 0.00 0.00
6.53 0.00 0.00 0.00 0.00 0.00
6.60 0.00 0.00 0.00 0.00 0.00
6.67 0.00 0.00 0.00 0.00 0.00
6.73 0.00 0.00 0.00 0.00 0.00
6.80 0.00 0.00 0.00 0.00 0.00
6.87 0.00 0.00 0.00 0.00 0.00
6.93 0.00 0.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 0.00 0.00
7.07 0.00 0.00 0.00 0.00 0.00
7.13 0.00 0.00 0.00 0.00 0.00
7.20 0.00 0.00 0.00 0.00 0.00
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
7.27 0.00 0.00 0.00 0.00 0.00
7.33 0.00 0.00 0.00 0.00 0.00
7.40 0.00 0.00 0.00 0.00 0.00
7.47 0.00 0.00 0.00 0.00 0.00
7.53 0.00 0.00 0.00 0.00 0.00
7.60 0.00 0.00 0.00 0.00 0.00
7.67 0.00 0.00 0.00 0.00 0.00
7.73 0.00 0.00 0.00 0.00 0.00
7.80 0.00 0.00 0.00 0.00 0.00
7.87 0.00 0.00 0.00 0.00 0.00
7.93 0.00 0.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 0.00 0.00
8.07 0.00 0.00 0.00 0.00 0.00
8.13 0.00 0.00 0.00 0.00 0.00
8.20 0.00 0.00 0.00 0.00 0.00
8.27 0.00 0.00 0.00 0.00 0.00
8.33 0.00 0.00 0.00 0.00 0.00
8.40 0.00 0.00 0.00 0.00 0.00
8.47 0.00 0.00 0.00 0.00 0.00
8.53 0.00 0.00 0.00 0.00 0.00
8.60 0.00 0.00 0.00 0.00 0.00
8.67 0.00 0.00 0.00 0.00 0.00
8.73 0.00 0.00 0.00 0.00 0.00
8.80 0.00 0.00 0.00 0.00 0.00
8.87 0.00 0.00 0.00 0.00 0.00
8.93 0.00 0.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 0.00 0.00
9.07 0.00 0.00 0.00 0.00 0.00
9.13 0.00 0.00 0.00 0.00 0.00
9.20 0.00 0.00 0.00 0.00 0.00
9.27 0.00 0.00 0.00 0.00 0.00
9.33 0.00 0.00 0.00 0.00 0.00
9.40 0.00 0.00 0.00 0.00 0.00
9.47 0.00 0.00 0.00 0.00 0.00
9.53 0.00 0.00 0.00 0.00 0.00
9.60 0.00 0.00 0.00 0.00 0.00
9.67 0.00 0.00 0.00 0.00 0.00
9.73 0.00 0.00 0.00 0.00 0.00
9.80 0.00 0.00 0.00 0.00 0.00
9.87 0.00 0.00 0.00 0.00 0.00
9.93 0.00 0.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 0.00 0.00
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
10.07 0.00 0.00 0.00 0.00 0.00
10.13 0.00 0.00 0.00 0.00 0.00
10.20 0.00 0.00 0.00 0.00 0.00
10.27 0.00 0.00 0.00 0.00 0.00
10.33 0.00 0.00 0.00 0.00 0.00
10.40 0.00 0.00 0.00 0.00 0.00
10.47 0.00 0.00 0.00 0.00 0.00
10.53 0.00 0.00 0.00 0.00 0.00
10.60 0.00 0.00 0.00 0.00 0.00
10.67 0.00 0.00 0.00 0.00 0.00
10.73 0.00 0.01 0.01 0.01 0.00
10.80 0.01 0.02 0.02 0.02 0.00
10.87 0.02 0.03 0.05 0.05 0.00
10.93 0.03 0.05 0.10 0.10 0.00
11.00 0.05 0.07 0.17 0.17 0.00
11.07 0.07 0.09 0.28 0.28 0.00
11.13 0.09 0.13 0.44 0.44 0.00
11.20 0.13 0.17 0.66 0.66 0.00
11.27 0.17 0.22 0.95 0.95 0.00
11.33 0.22 0.28 1.34 1.34 0.00
11.40 0.28 0.35 1.83 1.83 0.00
11.47 0.35 0.44 2.46 2.46 0.00
11.53 0.44 0.58 3.25 3.25 0.00
11.60 0.58 0.81 4.27 4.27 0.00
11.67 0.81 1.20 5.65 5.65 0.00
11.73 1.20 1.87 7.66 7.66 0.00
11.80 1.87 3.10 10.73 10.73 0.00
11.87 3.10 5.15 15.70 15.70 0.00
11.93 5.15 7.60 23.95 23.96 0.00
12.00 7.60 10.14 36.70 36.71 0.00
12.07 10.14 12.71 54.44 54.45 0.00
12.13 12.71 15.22 77.29 77.30 0.01
12.20 15.22 17.55 105.20 105.22 0.01
12.27 17.55 19.49 137.95 137.98 0.01
12.33 19.49 20.58 174.96 174.99 0.02
12.40 20.58 20.38 214.98 215.02 0.02
12.47 20.38 19.55 255.39 255.94 0.28
12.53 19.55 18.58 294.33 295.32 0.49
12.60 18.58 17.48 331.23 332.46 0.62
12.67 17.48 16.27 365.87 367.29 0.71
12.73 16.27 14.96 398.11 399.62 0.75
12.80 14.96 13.56 427.76 429.34 0.79
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
12.87 13.56 12.10 454.64 456.28 0.82
12.93 12.10 10.60 478.60 480.30 0.85
13.00 10.60 9.12 499.57 501.31 0.87
13.07 9.12 7.68 517.51 519.29 0.89
13.13 7.68 6.38 532.50 534.31 0.90
13.20 6.38 5.39 544.74 546.57 0.92
13.27 5.39 4.87 554.66 556.51 0.93
13.33 4.87 4.58 563.06 564.92 0.93
13.40 4.58 4.32 570.62 572.50 0.94
13.47 4.32 4.09 577.63 579.52 0.95
13.53 4.09 3.90 584.13 586.04 0.95
13.60 3.90 3.73 590.21 592.13 0.96
13.67 3.73 3.58 595.91 597.84 0.96
13.73 3.58 3.45 601.29 603.23 0.97
13.80 3.45 3.34 606.38 608.33 0.97
13.87 3.34 3.22 611.22 613.17 0.98
13.93 3.22 3.12 615.81 617.77 0.98
14.00 3.12 3.02 620.18 622.15 0.99
14.07 3.02 2.92 624.33 626.31 0.99
14.13 2.92 2.83 628.28 630.27 0.99
14.20 2.83 2.75 632.05 634.04 1.00
14.27 2.75 2.68 635.64 637.64 1.00
14.33 2.68 2.60 639.06 641.06 1.00
14.40 2.60 2.54 642.33 644.34 1.01
14.47 2.54 2.48 645.45 647.47 1.01
14.53 2.48 2.42 648.44 650.46 1.01
14.60 2.42 2.37 651.31 653.34 1.01
14.67 2.37 2.33 654.07 656.11 1.02
14.73 2.33 2.29 656.73 658.77 1.02
14.80 2.29 2.25 659.31 661.35 1.02
14.87 2.25 2.21 661.79 663.84 1.02
14.93 2.21 2.18 664.20 666.25 1.02
15.00 2.18 2.15 666.54 668.60 1.03
15.07 2.15 2.12 668.81 670.87 1.03
15.13 2.12 2.09 671.02 673.08 1.03
15.20 2.09 2.06 673.17 675.23 1.03
15.27 2.06 2.04 675.26 677.32 1.03
15.33 2.04 2.01 677.29 679.36 1.04
15.40 2.01 1.98 679.26 681.34 1.04
15.47 1.98 1.96 681.18 683.26 1.04
15.53 1.96 1.93 683.04 685.12 1.04
15.60 1.93 1.90 684.84 686.92 1.04
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
15.67 1.90 1.88 686.58 688.67 1.04
15.73 1.88 1.85 688.27 690.36 1.05
15.80 1.85 1.82 689.90 692.00 1.05
15.87 1.82 1.79 691.48 693.57 1.05
15.93 1.79 1.77 692.99 695.09 1.05
16.00 1.77 1.74 694.45 696.55 1.05
16.07 1.74 1.71 695.84 697.95 1.05
16.13 1.71 1.68 697.18 699.29 1.05
16.20 1.68 1.66 698.47 700.58 1.05
16.27 1.66 1.63 699.69 701.81 1.06
16.33 1.63 1.61 700.87 702.98 1.06
16.40 1.61 1.58 701.99 704.10 1.06
16.47 1.58 1.56 703.06 705.18 1.06
16.53 1.56 1.54 704.09 706.21 1.06
16.60 1.54 1.52 705.07 707.19 1.06
16.67 1.52 1.51 706.02 708.14 1.06
16.73 1.51 1.49 706.93 709.05 1.06
16.80 1.49 1.48 707.80 709.93 1.06
16.87 1.48 1.47 708.65 710.77 1.06
16.93 1.47 1.45 709.46 711.59 1.06
17.00 1.45 1.44 710.25 712.38 1.06
17.07 1.44 1.43 711.02 713.15 1.06
17.13 1.43 1.42 711.76 713.89 1.07
17.20 1.42 1.41 712.48 714.61 1.07
17.27 1.41 1.40 713.18 715.31 1.07
17.33 1.40 1.39 713.86 715.99 1.07
17.40 1.39 1.38 714.52 716.65 1.07
17.47 1.38 1.37 715.15 717.29 1.07
17.53 1.37 1.36 715.77 717.91 1.07
17.60 1.36 1.35 716.36 718.50 1.07
17.67 1.35 1.34 716.94 719.08 1.07
17.73 1.34 1.33 717.49 719.63 1.07
17.80 1.33 1.32 718.02 720.17 1.07
17.87 1.32 1.31 718.54 720.68 1.07
17.93 1.31 1.30 719.03 721.17 1.07
18.00 1.30 1.29 719.50 721.64 1.07
18.07 1.29 1.28 719.95 722.09 1.07
18.13 1.28 1.27 720.38 722.52 1.07
18.20 1.27 1.26 720.79 722.93 1.07
18.27 1.26 1.25 721.17 723.32 1.07
18.33 1.25 1.24 721.54 723.69 1.07
18.40 1.24 1.23 721.88 724.03 1.07
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
18.47 1.23 1.22 722.21 724.36 1.07
18.53 1.22 1.21 722.51 724.66 1.07
18.60 1.21 1.20 722.79 724.94 1.07
18.67 1.20 1.19 723.06 725.20 1.07
18.73 1.19 1.18 723.30 725.45 1.07
18.80 1.18 1.17 723.51 725.66 1.08
18.87 1.17 1.16 723.71 725.86 1.08
18.93 1.16 1.15 723.89 726.04 1.08
19.00 1.15 1.14 724.04 726.20 1.08
19.07 1.14 1.13 724.18 726.33 1.08
19.13 1.13 1.12 724.29 726.44 1.08
19.20 1.12 1.11 724.38 726.54 1.08
19.27 1.11 1.10 724.46 726.61 1.08
19.33 1.10 1.09 724.51 726.66 1.08
19.40 1.09 1.07 724.53 726.69 1.08
19.47 1.07 1.06 724.54 726.69 1.08
19.53 1.06 1.05 724.53 726.68 1.08
19.60 1.05 1.04 724.49 726.64 1.08
19.67 1.04 1.03 724.44 726.59 1.08
19.73 1.03 1.02 724.36 726.51 1.08
19.80 1.02 1.01 724.26 726.41 1.08
19.87 1.01 1.00 724.14 726.29 1.08
19.93 1.00 0.99 724.00 726.15 1.08
20.00 0.99 0.98 723.84 725.99 1.08
20.07 0.98 0.97 723.65 725.80 1.08
20.13 0.97 0.96 723.45 725.60 1.08
20.20 0.96 0.95 723.22 725.37 1.07
20.27 0.95 0.94 722.98 725.13 1.07
20.33 0.94 0.93 722.71 724.86 1.07
20.40 0.93 0.92 722.43 724.58 1.07
20.47 0.92 0.91 722.13 724.28 1.07
20.53 0.91 0.91 721.82 723.97 1.07
20.60 0.91 0.90 721.49 723.64 1.07
20.67 0.90 0.90 721.15 723.30 1.07
20.73 0.90 0.89 720.80 722.95 1.07
20.80 0.89 0.89 720.44 722.59 1.07
20.87 0.89 0.88 720.07 722.22 1.07
20.93 0.88 0.88 719.70 721.84 1.07
21.00 0.88 0.88 719.32 721.46 1.07
21.07 0.88 0.88 718.93 721.08 1.07
21.13 0.88 0.87 718.54 720.69 1.07
21.20 0.87 0.87 718.15 720.29 1.07
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+0 (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
21.27 0.87 0.87 717.75 719.90 1.07
21.33 0.87 0.87 717.35 719.49 1.07
21.40 0.87 0.87 716.95 719.09 1.07
21.47 0.87 0.86 716.54 718.68 1.07
21.53 0.86 0.86 716.13 718.27 1.07
21.60 0.86 0.86 715.72 717.86 1.07
21.67 0.86 0.86 715.31 717.44 1.07
21.73 0.86 0.86 714.89 717.02 1.07
21.80 0.86 0.85 714.46 716.60 1.07
21.87 0.85 0.85 714.04 716.17 1.07
21.93 0.85 0.85 713.61 715.75 1.07
22.00 0.85 0.85 713.18 715.31 1.07
22.07 0.85 0.85 712.75 714.88 1.07
22.13 0.85 0.84 712.31 714.44 1.07
22.20 0.84 0.84 711.87 714.00 1.07
22.27 0.84 0.84 711.42 713.55 1.07
22.33 0.84 0.84 710.98 713.11 1.06
22.40 0.84 0.84 710.53 712.65 1.06
22.47 0.84 0.83 710.07 712.20 1.06
22.53 0.83 0.83 709.62 711.74 1.06
22.60 0.83 0.83 709.16 711.28 1.06
22.67 0.83 0.83 708.69 710.82 1.06
22.73 0.83 0.83 708.23 710.35 1.06
22.80 0.83 0.82 707.76 709.88 1.06
22.87 0.82 0.82 707.29 709.41 1.06
22.93 0.82 0.82 706.81 708.93 1.06
23.00 0.82 0.82 706.33 708.45 1.06
23.07 0.82 0.82 705.85 707.97 1.06
23.13 0.82 0.81 705.36 707.49 1.06
23.20 0.81 0.81 704.88 707.00 1.06
23.27 0.81 0.81 704.39 706.50 1.06
23.33 0.81 0.81 703.89 706.01 1.06
23.40 0.81 0.81 703.39 705.51 1.06
23.47 0.81 0.80 702.89 705.01 1.06
23.53 0.80 0.80 702.39 704.50 1.06
23.60 0.80 0.80 701.88 704.00 1.06
23.67 0.80 0.80 701.37 703.49 1.06
23.73 0.80 0.80 700.86 702.97 1.06
23.80 0.80 0.79 700.34 702.45 1.06
23.87 0.79 0.79 699.82 701.93 1.06
23.93 0.79 0.79 699.30 701.41 1.06
24.00 0.79 0.78 698.77 700.88 1.05

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
24.07 0.78 0.76 698.24 700.34 1.05
24.13 0.76 0.73 697.67 699.77 1.05
24.20 0.73 0.69 697.05 699.16 1.05
24.27 0.69 0.64 696.37 698.47 1.05
24.33 0.64 0.59 695.60 697.70 1.05
24.40 0.59 0.52 694.72 696.83 1.05
24.47 0.52 0.45 693.73 695.83 1.05
24.53 0.45 0.38 692.60 694.70 1.05
24.60 0.38 0.31 691.32 693.42 1.05
24.67 0.31 0.26 689.92 692.02 1.05
24.73 0.26 0.21 688.40 690.49 1.05
24.80 0.21 0.16 686.77 688.86 1.04
24.87 0.16 0.12 685.05 687.14 1.04
24.93 0.12 0.09 683.25 685.33 1.04
25.00 0.09 0.06 681.37 683.45 1.04
25.07 0.06 0.03 679.44 681.52 1.04
25.13 0.03 0.02 677.46 679.53 1.04
25.20 0.02 0.01 675.44 677.51 1.03
25.27 0.01 0.00 673.40 675.46 1.03
25.33 0.00 0.00 671.34 673.40 1.03
25.40 0.00 0.00 669.28 671.34 1.03
25.47 0.00 0.00 667.23 669.28 1.03
25.53 0.00 0.00 665.17 667.23 1.03
25.60 0.00 0.00 663.13 665.17 1.02
25.67 0.00 0.00 661.08 663.13 1.02
25.73 0.00 0.00 659.04 661.08 1.02
25.80 0.00 0.00 657.00 659.04 1.02
25.87 0.00 0.00 654.97 657.00 1.02
25.93 0.00 0.00 652.94 654.97 1.02
26.00 0.00 0.00 650.91 652.94 1.01
26.07 0.00 0.00 648.89 650.91 1.01
26.13 0.00 0.00 646.87 648.89 1.01
26.20 0.00 0.00 644.85 646.87 1.01
26.27 0.00 0.00 642.84 644.85 1.01
26.33 0.00 0.00 640.83 642.84 1.00
26.40 0.00 0.00 638.83 640.83 1.00
26.47 0.00 0.00 636.82 638.83 1.00
26.53 0.00 0.00 634.83 636.82 1.00
26.60 0.00 0.00 632.83 634.83 1.00
26.67 0.00 0.00 630.84 632.83 1.00
26.73 0.00 0.00 628.85 630.84 0.99
26.80 0.00 0.00 626.87 628.85 0.99
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
26.87 0.00 0.00 624.89 626.87 0.99
26.93 0.00 0.00 622.91 624.89 0.99
27.00 0.00 0.00 620.94 622.91 0.99
27.07 0.00 0.00 618.97 620.94 0.98
27.13 0.00 0.00 617.00 618.97 0.98
27.20 0.00 0.00 615.04 617.00 0.98
27.27 0.00 0.00 613.08 615.04 0.98
27.33 0.00 0.00 611.12 613.08 0.98
27.40 0.00 0.00 609.17 611.12 0.98
27.47 0.00 0.00 607.22 609.17 0.97
27.53 0.00 0.00 605.28 607.22 0.97
27.60 0.00 0.00 603.34 605.28 0.97
27.67 0.00 0.00 601.40 603.34 0.97
27.73 0.00 0.00 599.46 601.40 0.97
27.80 0.00 0.00 597.53 599.46 0.97
27.87 0.00 0.00 595.61 597.53 0.96
27.93 0.00 0.00 593.68 595.61 0.96
28.00 0.00 0.00 591.76 593.68 0.96
28.07 0.00 0.00 589.85 591.76 0.96
28.13 0.00 0.00 587.93 589.85 0.96
28.20 0.00 0.00 586.02 587.93 0.95
28.27 0.00 0.00 584.12 586.02 0.95
28.33 0.00 0.00 582.22 584.12 0.95
28.40 0.00 0.00 580.32 582.22 0.95
28.47 0.00 0.00 578.42 580.32 0.95
28.53 0.00 0.00 576.53 578.42 0.95
28.60 0.00 0.00 574.64 576.53 0.94
28.67 0.00 0.00 572.76 574.64 0.94
28.73 0.00 0.00 570.88 572.76 0.94
28.80 0.00 0.00 569.00 570.88 0.94
28.87 0.00 0.00 567.13 569.00 0.94
28.93 0.00 0.00 565.26 567.13 0.94
29.00 0.00 0.00 563.39 565.26 0.93
29.07 0.00 0.00 561.53 563.39 0.93
29.13 0.00 0.00 559.67 561.53 0.93
29.20 0.00 0.00 557.81 559.67 0.93
29.27 0.00 0.00 555.96 557.81 0.93
29.33 0.00 0.00 554.11 555.96 0.92
29.40 0.00 0.00 552.26 554.11 0.92
29.47 0.00 0.00 550.42 552.26 0.92
29.53 0.00 0.00 548.58 550.42 0.92
29.60 0.00 0.00 546.75 548.58 0.92
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
29.67 0.00 0.00 544.92 546.75 0.92
29.73 0.00 0.00 543.09 544.92 0.91
29.80 0.00 0.00 541.26 543.09 0.91
29.87 0.00 0.00 539.44 541.26 0.91
29.93 0.00 0.00 537.63 539.44 0.91
30.00 0.00 0.00 535.81 537.63 0.91
30.07 0.00 0.00 534.00 535.81 0.90
30.13 0.00 0.00 532.20 534.00 0.90
30.20 0.00 0.00 530.40 532.20 0.90
30.27 0.00 0.00 528.60 530.40 0.90
30.33 0.00 0.00 526.80 528.60 0.90
30.40 0.00 0.00 525.01 526.80 0.90
30.47 0.00 0.00 523.22 525.01 0.89
30.53 0.00 0.00 521.44 523.22 0.89
30.60 0.00 0.00 519.65 521.44 0.89
30.67 0.00 0.00 517.88 519.65 0.89
30.73 0.00 0.00 516.10 517.88 0.89
30.80 0.00 0.00 514.33 516.10 0.89
30.87 0.00 0.00 512.57 514.33 0.88
30.93 0.00 0.00 510.80 512.57 0.88
31.00 0.00 0.00 509.04 510.80 0.88
31.07 0.00 0.00 507.28 509.04 0.88
31.13 0.00 0.00 505.53 507.28 0.88
31.20 0.00 0.00 503.78 505.53 0.87
31.27 0.00 0.00 502.04 503.78 0.87
31.33 0.00 0.00 500.29 502.04 0.87
31.40 0.00 0.00 498.55 500.29 0.87
31.47 0.00 0.00 496.82 498.55 0.87
31.53 0.00 0.00 495.09 496.82 0.87
31.60 0.00 0.00 493.36 495.09 0.86
31.67 0.00 0.00 491.63 493.36 0.86
31.73 0.00 0.00 489.91 491.63 0.86
31.80 0.00 0.00 488.20 489.91 0.86
31.87 0.00 0.00 486.48 488.20 0.86
31.93 0.00 0.00 484.77 486.48 0.86
32.00 0.00 0.00 483.07 484.77 0.85
32.07 0.00 0.00 481.36 483.07 0.85
32.13 0.00 0.00 479.66 481.36 0.85
32.20 0.00 0.00 477.97 479.66 0.85
32.27 0.00 0.00 476.28 477.97 0.85
32.33 0.00 0.00 474.59 476.28 0.84
32.40 0.00 0.00 472.90 474.59 0.84
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cf s cfs
32.47 0.00 0.00 471.22 472.90 0.84
32.53 0.00 0.00 469.54 471.22 0.84
32.60 0.00 0.00 467.87 469.54 0.84
32.67 0.00 0.00 466.20 467.87 0.84
32.73 0.00 0.00 464.53 466.20 0.83
32.80 0.00 0.00 462.87 464.53 0.83
32.87 0.00 0.00 461.21 462.87 0.83
32.93 0.00 0.00 459.55 461.21 0.83
33.00 0.00 0.00 457.90 459.55 0.83
33.07 0.00 0.00 456.25 457.90 0.82
33.13 0.00 0.00 454.60 456.25 0.82
33.20 0.00 0.00 452.96 454.60 0.82
33.27 0.00 0.00 451.32 452.96 0.82
33.33 0.00 0.00 449.68 451.32 0.82
33.40 0.00 0.00 448.05 449.68 0.82
33.47 0.00 0.00 446.42 448.05 0.81
33.53 0.00 0.00 444.80 446.42 0.81
33.60 0.00 0.00 443.18 444.80 0.81
33.67 0.00 0.00 441.56 443.18 0.81
33.73 0.00 0.00 439.95 441.56 0.81
33.80 0.00 0.00 438.34 439.95 0.80
33.87 0.00 0.00 436.74 438.34 0.80
33.93 0.00 0.00 435.14 436.74 0.80
34.00 0.00 0.00 433.54 435.14 0.80
34.07 0.00 0.00 431.95 433.54 0.80
34.13 0.00 0.00 430.37 431.95 0.79
34.20 0.00 0.00 428.78 430.37 0.79
34.27 0.00 0.00 427.20 428.78 0.79
34.33 0.00 0.00 425.63 427.20 0.79
34.40 0.00 0.00 424.05 425.63 0.79
34.47 0.00 0.00 422.49 424.05 0.78
34.53 0.00 0.00 420.92 422.49 0.78
34.60 0.00 0.00 419.36 420.92 0.78
34.67 0.00 0.00 417.81 419.36 0.78
34.73 0.00 0.00 416.26 417.81 0.78
34.80 0.00 0.00 414.71 416.26 0.77
34.87 0.00 0.00 413.16 414.71 0.77
34.93 0.00 0.00 411.62 413.16 0.77
35.00 0.00 0.00 410.09 411.62 0.77
35.07 0.00 0.00 408.55 410.09 0.77
35.13 0.00 0.00 407.02 408.55 0.76
35.20 0.00 0.00 405.50 407.02 0.76
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
35.27 0.00 0.00 403.98 405.50 0.76
35.33 0.00 0.00 402.46 403.98 0.76
35.40 0.00 0.00 400.95 402.46 0.76
35.47 0.00 0.00 399.44 400.95 0.75
35.53 0.00 0.00 397.94 399.44 0.75
35.60 0.00 0.00 396.44 397.94 0.75
35.67 0.00 0.00 394.94 396.44 0.75
35.73 0.00 0.00 393.45 394.94 0.75
35.80 0.00 0.00 391.96 393.45 0.74
35.87 0.00 0.00 390.48 391.96 0.74
35.93 0.00 0.00 389.00 390.48 0.74
36.00 0.00 0.00 387.52 389.00 0.74
36.07 0.00 0.00 386.05 387.52 0.74
36.13 0.00 0.00 384.58 386.05 0.73
36.20 0.00 0.00 383.12 384.58 0.73
36.27 0.00 0.00 381.66 383.12 0.73
36.33 0.00 0.00 380.20 381.66 0.73
36.40 0.00 0.00 378.75 380.20 0.73
36.47 0.00 0.00 377.30 378.75 0.72
36.53 0.00 0.00 375.86 377.30 0.72
36.60 0.00 0.00 374.42 375.86 0.72
36.67 0.00 0.00 372.98 374.42 0.72
36.73 0.00 0.00 371.55 372.98 0.72
36.80 0.00 0.00 370.12 371.55 0.71
36.87 0.00 0.00 368.70 370.12 0.71
36.93 0.00 0.00 367.28 368.70 0.71
37.00 0.00 0.00 365.86 367.28 0.71
37.07 0.00 0.00 364.45 365.86 0.71
37.13 0.00 0.00 363.04 364.45 0.70
37.20 0.00 0.00 361.64 363.04 0.70
37.27 0.00 0.00 360.23 361.64 0.70
37.33 0.00 0.00 358.84 360.23 0.70
37.40 0.00 0.00 357.46 358.84 0.69
37.47 0.00 0.00 356.08 357.46 0.69
37.53 0.00 0.00 354.71 356.08 0.68
37.60 0.00 0.00 353.35 354.71 0.68
37.67 0.00 0.00 351.99 353.35 0.68
37.73 0.00 0.00 350.65 351.99 0.67
37.80 0.00 0.00 349.31 350.65 0.67
37.87 0.00 0.00 347.98 349.31 0.67
37.93 0.00 0.00 346.65 347.98 0.66
38.00 0.00 0.00 345.34 346.65 0.66
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
38.07 0.00 0.00 344.03 345.34 0.65
38.13 0.00 0.00 342.73 344.03 0.65
38.20 0.00 0.00 341.43 342.73 0.65
38.27 0.00 0.00 340.15 341.43 0.64
38.33 0.00 0.00 338.87 340.15 0.64
38.40 0.00 0.00 337.59 338.87 0.64
38.47 0.00 0.00 336.33 337.59 0.63
38.53 0.00 0.00 335.07 336.33 0.63
38.60 0.00 0.00 333.82 335.07 0.63
38.67 0.00 0.00 332.58 333.82 0.62
38.73 0.00 0.00 331.34 332.58 0.62
38.80 0.00 0.00 330.11 331.34 0.61
38.87 0.00 0.00 328.89 330.11 0.61
38.93 0.00 0.00 327.67 328.89 0.61
39.00 0.00 0.00 326.47 327.67 0.60
39.07 0.00 0.00 325.26 326.47 0.60
39.13 0.00 0.00 324.07 325.26 0.60
39.20 0.00 0.00 322.88 324.07 0.59
39.27 0.00 0.00 321.70 322.88 0.59
39.33 0.00 0.00 320.53 321.70 0.59
39.40 0.00 0.00 319.36 320.53 0.58
39.47 0.00 0.00 318.20 319.36 0.58
39.53 0.00 0.00 317.04 318.20 0.58
39.60 0.00 0.00 315.89 317.04 0.57
39.67 0.00 0.00 314.75 315.89 0.57
39.73 0.00 0.00 313.62 314.75 0.57
39.80 0.00 0.00 312.50 313.62 0.56
39.87 0.00 0.00 311.38 312.50 0.56
39.93 0.00 0.00 310.27 311.38 0.55
40.00 0.00 0.00 309.17 310.27 0.55
40.07 0.00 0.00 308.08 309.17 0.55
40.13 0.00 0.00 307.00 308.08 0.54
40.20 0.00 0.00 305.92 307.00 0.54
40.27 0.00 0.00 304.86 305.92 0.53
40.33 0.00 0.00 303.80 304.86 0.53
40.40 0.00 0.00 302.75 303.80 0.53
40.47 0.00 0.00 301.70 302.75 0.52
40.53 0.00 0.00 300.67 301.70 0.52
40.60 0.00 0.00 299.64 300.67 0.51
40.67 0.00 0.00 298.62 299.64 0.51
40.73 0.00 0.00 297.60 298.62 0.51
40.80 0.00 0.00 296.60 297.60 0.50
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
40.87 0.00 0.00 295.60 296.60 0.50
40.93 0.00 0.00 294.61 295.60 0.50
41.00 0.00 0.00 293.63 294.61 0.49
41.07 0.00 0.00 292.65 293.63 0.49
41.13 0.00 0.00 291.68 292.65 0.48
41.20 0.00 0.00 290.72 291.68 0.48
41.27 0.00 0.00 289.76 290.72 0.48
41.33 0.00 0.00 288.82 289.76 0.47
41.40 0.00 0.00 287.88 288.82 0.47
41.47 0.00 0.00 286.94 287.88 0.47
41.53 0.00 0.00 286.01 286.94 0.46
41.60 0.00 0.00 285.09 286.01 0.46
41.67 0.00 0.00 284.18 285.09 0.46
41.73 0.00 0.00 283.28 284.18 0.45
41.80 0.00 0.00 282.38 283.28 0.45
41.87 0.00 0.00 281.48 282.38 0.45
41.93 0.00 0.00 280.60 281.48 0.44
42.00 0.00 0.00 279.72 280.60 0.44
42.07 0.00 0.00 278.84 279.72 0.44
42.13 0.00 0.00 277.97 278.84 0.43
42.20 0.00 0.00 277.11 277.97 0.43
42.27 0.00 0.00 276.26 277.11 0.43
42.33 0.00 0.00 275.41 276.26 0.42
42.40 0.00 0.00 274.57 275.41 0.42
42.47 0.00 0.00 273.73 274.57 0.42
42.53 0.00 0.00 272.91 273.73 0.41
42.60 0.00 0.00 272.08 272.91 0.41
42.67 0.00 0.00 271.26 272.08 0.41
42.73 0.00 0.00 270.45 271.26 0.41
42.80 0.00 0.00 269.65 270.45 0.40
42.87 0.00 0.00 268.87 269.65 0.39
42.93 0.00 0.00 268.10 268.87 0.39
43.00 0.00 0.00 267.34 268.10 0.38
43.07 0.00 0.00 266.59 267.34 0.37
43.13 0.00 0.00 265.85 266.59 0.37
43.20 0.00 0.00 265.13 265.85 0.36
43.27 0.00 0.00 264.42 265.13 0.35
43.33 0.00 0.00 263.73 264.42 0.35
43.40 0.00 0.00 263.04 263.73 0.34
43.47 0.00 0.00 262.37 263.04 0.34
43.53 0.00 0.00 261.70 262.37 0.33
43.60 0.00 0.00 261.05 261.70 0.33
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
43.67 0.00 0.00 260.41 261.05 0.32
43.73 0.00 0.00 259.78 260.41 0.31
43.80 0.00 0.00 259.16 259.78 0.31
43.87 0.00 0.00 258.55 259.16 0.30
43.93 0.00 0.00 257.95 258.55 0.30
44.00 0.00 0.00 257.37 257.95 0.29
44.07 0.00 0.00 256.79 257.37 0.29
44.13 0.00 0.00 256.22 256.79 0.28
44.20 0.00 0.00 255.66 256.22 0.28
44.27 0.00 0.00 255.11 255.66 0.27
44.33 0.00 0.00 254.57 255.11 0.27
44.40 0.00 0.00 254.04 254.57 0.27
44.47 0.00 0.00 253.52 254.04 0.26
44.53 0.00 0.00 253.00 253.52 0.26
44.60 0.00 0.00 252.50 253.00 0.25
44.67 0.00 0.00 252.00 252.50 0.25
44.73 0.00 0.00 251.51 252.00 0.24
44.80 0.00 0.00 251.03 251.51 0.24
44.87 0.00 0.00 250.56 251.03 0.24
44.93 0.00 0.00 250.10 250.56 0.23
45.00 0.00 0.00 249.64 250.10 0.23
45.07 0.00 0.00 249.20 249.64 0.22
45.13 0.00 0.00 248.76 249.20 0.22
45.20 0.00 0.00 248.32 248.76 0.22
45.27 0.00 0.00 247.90 248.32 0.21
45.33 0.00 0.00 247.48 247.90 0.21
45.40 0.00 0.00 247.07 247.48 0.21
45.47 0.00 0.00 246.66 247.07 0.20
45.53 0.00 0.00 246.27 246.66 0.20
45.60 0.00 0.00 245.87 246.27 0.20
45.67 0.00 0.00 245.49 245.87 0.19
45.73 0.00 0.00 245.11 245.49 0.19
45.80 0.00 0.00 244.74 245.11 0.19
45.87 0.00 0.00 244.38 244.74 0.18
45.93 0.00 0.00 244.02 244.38 0.18
46.00 0.00 0.00 243.66 244.02 0.18
46.07 0.00 0.00 243.32 243.66 0.17
46.13 0.00 0.00 242.98 243.32 0.17
46.20 0.00 0.00 242.64 242.98 0.17
46.27 0.00 0.00 242.31 242.64 0.16
46.33 0.00 0.00 241.99 242.31 0.16
46.40 0.00 0.00 241.67 241.99 0.16

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
46.47 0.00 0.00 241.36 241.67 0.16
46.53 0.00 0.00 241.05 241.36 0.15
46.60 0.00 0.00 240.75 241.05 0.15
46.67 0.00 0.00 240.45 240.75 0.15
46.73 0.00 0.00 240.16 240.45 0.15
46.80 0.00 0.00 239.87 240.16 0.14
46.87 0.00 0.00 239.59 239.87 0.14
46.93 0.00 0.00 239.31 239.59 0.14
47.00 0.00 0.00 239.03 239.31 0.14
47.07 0.00 0.00 238.77 239.03 0.13
47.13 0.00 0.00 238.50 238.77 0.13
47.20 0.00 0.00 238.24 238.50 0.13
47.27 0.00 0.00 237.99 238.24 0.13
47.33 0.00 0.00 237.74 237.99 0.13
47.40 0.00 0.00 237.49 237.74 0.12
47.47 0.00 0.00 237.25 237.49 0.12
47.53 0.00 0.00 237.01 237.25 0.12
47.60 0.00 0.00 236.77 237.01 0.12
47.67 0.00 0.00 236.54 236.77 0.12
47.73 0.00 0.00 236.32 236.54 0.11
47.80 0.00 0.00 236.09 236.32 0.11
47.87 0.00 0.00 235.88 236.09 0.11
47.93 0.00 0.00 235.66 235.88 0.11
48.00 0.00 0.00 235.45 235.66 0.11
Maximum outflow (cfs) = 1.08
Maximum storage (cu ft) = 87074
Maximum elevation (ft) = 116.55
Outflow Hydro-graph: 1 Inch Event Routed
Qp = i.l RESERVOIR ROUTE 1 Yr
. . . .
HGU = 200 min 3 VGU = 5.0 cfs
MAX STORAGE = 87074
MAX ELEVATIOM = 116.55
10 Year - 6 Minute Storm
Inflow Hydrograph from 11a-r (Inflow to 22)
Qp = 32.48 cfs
Tp = 6 min
dT = 3 min
Hydrograph Type = INFLOW
Storm Frequency = 10 yr
Inflow hyd. no. = 1
TIME INFLO
(min) (cfs)
0 0.00
3 16.24
6 32.48
9 20.06
12 10.47
15 5.47
18 2.85
21 1.49
24 0.78
27 0.41
30 0.21
33 0.11
36 0.06
39 0.03
42 0.02
45 0.01
48 0.00
51 0.00
54 0.00
57 0.00
60 0.00
63 0.00
66 0.00
69 0.00
72 0.00
75 0.00
78 0.00
81 0.00
84 0.00
87 0.00
90 0.00
93 0.00
96 0.00
99 0.00
Peak Discharge = 32.48 cfs
Time Interval = 3 min
Reservoir no. = 1
Qp = 19.09 cfs
Tp 30 min
dT = 1 3 min
Hydrograph Type = INFLOW
Storm Frequency = 10 yr
Inflow hyd. no. = 1
IME INFLOW
(min) (cfs)
0 0.00
3 0.47
6 1.82
9 3.93
12 6.60
15 9.55
18 12.49
21 15.16
24 17.27
27 18.62
30 19.09
33 18.62
36 17.27
39 15.29
42 13.42
45 11.79
48 10.35
51 9.09
54 7.98
57 7.01
60 6.15
63 5.40
66 4.74
69 4.17
72 3.66
75 3.21
78 2.82
81 2.48
84 2.18
87 1.91
90 1.68
93 1.47
96 1.29
99 1.14
102 1.00
105 0.88
108 0.77
111 0.68
114 0.59
117 0.52
120 0.46
123 0.40
126 0.35
129 0.31
132 0.27
135 0.24
138 0.21
141 0.18
144 0.16
147 0.14
150 0.12
153 0.11
156 0.10
159 0.08
162 0.07
Peak Discharge = 19.09 cfs
Time Interval = 3 min
Reservoir no. = 1
Qp = 63.61 cfs
Tp = 6 min
dT = 3 min
Hydrograph Type = INFLOW
Storm Frequency = 10 yr
Inflow hyd. no. = 1
TIME INFLOW
(min) (cfs)
0 0.00
3 31.81
6 63.61
9 39.28
12 20.50
15 10.70
18 5.59
21 2.92
24 1.52
27 0.80
30 0.42
33 0.22
36 0.11
--39-- -- 0.06
42 0.03
45 0.02
48 0.01
51 0.00
54 0.00
57 0.00
60 0.00
63 0.00
66 0.00
69 0.00
Peak Discharge = 63.61 cfs
Time Interval = 3 min
Reservoir no. = 1
Qp = 20.27 cfs
Tp = 15 min
dT = 3 min
Hydrograph Type = INFLOW
Storm Frequency = 10 yr
Inflow hyd. no. = 1
TIME INFLOW
(min) (cfs)
0 0.00
3 1.94
6 7.00
9 13.27
12 18.33
15 20.27
18 18.33
21 14.25
24 10.99
27 8.47
30 6.53
33 5.04
36 3.88
39 3.00
42 2.31
45 1.78
48 1.37
51 1.06
54 0.82
57 0.63
60 0.49
63 0.37
66 0.29
69 0.22
72 0.17
75 0.13
78 0.10
81 0.08
84 0.06
87 0.05
90 0.04
93 0.03
96 0.02
99 0.02
102 0.01
105 0.01
108 0.01
1 1 1 0.01
114 0.00
117 0.00
120 0.00
Peak Discharge = 20.27 cfs
Time Interval = 3 min
Reservoir no. = 1
Qp = 72.43 cfs
Tp = 6 min
dT = 3 min
Hydrograph Type = INFLOW Peak Discharge
Storm Frequency = 10 yr Time Interval =
Inflow hyd. no. = 1 Reservoir no. _
Ila Ilb Ilc Cumulative
I ML INFLOW INFLOW INFLOW INFLOW
(min) (cfs) (cfs) (cfs) (cfs)
0 0.00 0.00 0 0.00
3 0.47 31.81 1.94 34.22
6 1.82 63.61 7 72.43
9 3.93 39.28 13.27 56.48
12 6.60 20.50 18.33 45.43
15 9.55 10.70 20.27 40.52
18 12.49 5.59 18.33 36.41
21 15.16 2.92 14.25 32.33
24 17.27 1.52 10.99 29.78
27 18.62 0.80 8.47 27.89
30 19.09 0.42 6.53 26.04
33 18.62 0.22 5.04 23.88
36 17.27 0.11 3.88 21.26
39 15.29 0.06 3 18.35
42 13.42 0.03 2.31 15.76
45 11.79 0.02 1.78 13.59
48 10.35 0.01 1.37 11.73
51 9.09 0.00 1.06 10.15
54 7.98 0.00 0.82 8.80
57 7.01 0.63 7.64
60 6.15 0.49 6.64
63 5.40 0.37 5.77
66 4.74 0.29 5.03
69 4.17 0.22 4.39
72 3.66 0.17 3.83
75 3.21 0.13 3.34
78 2.82 0.1 2.92
81 2.48 0.08 2.56
84 2.18 0.06 2.24
87 1.91 0.05 1.96
90 1.68 0.04 1.72
93 1.47 0.03 1.50
96 1.29 0.02 1.31
99 1.14 0.02 1.16
102 1.00 0.01 1.01
105 0.88 0.01 0.89
108 0.77 0.01 0.78
1 1 1 0.68 0.01 0.69
114 0.59 0 0.59
117 0.52 0 0.52
120 0.46 0 0.46
123 0.40 0 0.40
126 0.35 0.35
129 0.31 0.31
132 0.27 0.27
135 0.24 0.24
138 0.21 0.21
141 0.18 0.18
144 0.16 0.16
147 0.14 0.14
150 0.12 0.12
153 0.11 0.11
156 0.10 0.10
159 0.08 0.08
162 0.07 0.07
72.43 cfs
3 min
1
Qp = 16.17 cfs
Tp = 6 min
dT = 1 3 min
Hydrograph Type = INFLOW
Storm Frequency = 10 yr
Inflow hyd. no. = 1
TIME INFLOW
(min) (cfs)
0 0.00
3 8.09
6 16.17
9 9.98
12 5.21
15 2.72
18 1.42
21 0.74
24 0.39
27 0.20
30 0.11
33 0.06
36 0.03
39 0.02
42 0.01
45 0.00
48 0.00
51 0.00
54 0.00
57 0.00
60 0.00
63 0.00
66 0.00
69 0.00
72 0.00
75 0.00
78 0.00
81 0.00
84 0.00
87 0.00
90 0.00
93 0.00
96 0.00
99 0.00
102 0.00
105 0.00
108 0.00
1 1 1 0.00
114 0.00
117 0.00
120 0.00
123 0.00
126 0.00
129 0.00
132 0.00
135 0.00
138 0.00
141 0.00
144 0.00
147 0.00
150 0.00
153 0.00
156 0.00
159 0.00
162 0.00
Peak Discharge = 16.17 cfs
Time Interval = 3 min
Reservoir no. = 1
Qp = 121.08 cfs
Tp = 6 min
dT = 3 min
Hydrograph Type = INFLOW Peak Discharge = 121.08 cfs
Storm Frequency = 10 yr Time Interval = 3 min
Inflow hyd. no. = 1 Reservoir no. = 1
Total to 23 Total to 22 Total to 24 Total to Bas/n
Ila Ilb llc lla-s Ila-s Cumulative
TIME INFLOW INFLOW INFLOW INFLOW INFLOW INFLO
(min) (cfs) (cfs) (cfs) (cfs) (cfs) (cfs)
0 0.00 0.00 0 0 0 0.00
3 0.47 31.81 1.94 16.24 8.09 58.55
6 1.82 63.61 7 32.48 16.17 121.08
9 3.93 39.28 13.27 20.06 9.98 86.52
12 6.60 20.50 18.33 10.47 5.21 61.11
15 9.55 10.70 20.27 5.47 2.72 48.71
18 12.49 5.59 18.33 2.85 1.42 40.68
21 15.16 2.92 14.25 1.49 0.74 34.56
24 17.27 1.52 10.99 0.78 0.39 30.95
27 18.62 0.80 8.47 0.41 0.2 28.50
30 19.09 0.42 6.53 0.21 0.11 26.36
33 18.62 0.22 5.04 0.11 0.06 24.05
36 17.27 0.11 3.88 0.06 0.03 21.35
39 15.29 0.06 3 0.03 0.02 18.40
42 13.42 0.03 2.31 0.02 0.01 15.79
45 11.79 0.02 1.78 0.01 0 13.60
48 10.35 0.01 1.37 0 11.73
51 9.09 0.00 1.06 10.15
54 7.98 0.00 0.82 8.80
57 7.01 0.63 7.64
60 6.15 0.49 6.64
63 5.40 0.37 5.77
66 4.74 0.29 5.03
69 4.17 0.22 4.39
72 3.66 0.17 3.83
75 3.21 0.13 3.34
78 2.82 0.1 2.92
81 2.48 0.08 2.56
84 2.18 0.06 2.24
87 1.91 0.05 1.96
90 1.68 0.04 1.72
93 1.47 0.03 1.50
96 1.29 0.02 1.31
99 1.14 0.02 1.16
102 1.00 0.01 1.01
105 0.88 0.01 0.89
108 0.77 0.01 0.78
111 0.68 0.01 0.69
114 0.59 0 0.59
117 0.52 0 0.52
120 0.46 0 0.46
123 0.40 0 0.40
126 0.35 0.35
129 0.31 0.31
132 0.27 0.27
135 0.24 0.24
138 0.21 0.21
141 0.18 0.18
144 0.16 0.16
147 0.14 0.14
150 0.12 0.12
153 0.11 0.11
156 0.10 0.10
159 0.08 0.08
162 0.07 0.07
Inflow Hydro_iraph: 10 Year- 5 Minute Storm
Qp = 121.1 MANUAL HYD. 10 Yr
. . .
. .

. . .
.
.
.
HGU = 12 min 9 VGU = 20.0 cfs
VOL = (cuft/acft) = 129704 2.978
HYDROLOGIC REPORT
10 Yr Storm...........
Routed Thru SWM Basin.
Total Inflow to Basin.
Hyd. No. 11
Hydrograph type = RESERVOIR ROUTE Peak discharge = 8.62 cfs
Storm frequency = 10 yr Time interval = 3 min
Inflow hyd. no. = 9 Reservoir no. = 1
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.05 58.55 121.08 58.54 58.55 0.00
0.10 121.08 86.52 238.14 238.17 0.02
0.15 86.52 61.11 444.49 445.74 0.62
0.20 61.11 48.71 590.50 592.12 0.81
0.25 48.71 40.68 698.53 700.32 0.89
0.30 40.68 34.56 786.01 787.92 0.96
0.35 34.56 30.95 859.23 861.25 1.01
0.40 30.95 28.50 922.65 924.74 1.05
0.45 28.50 26.36 979.93 982.10 1.08
0.50 26.36 24.05 1031.25 1034.79 1.77
0.55 24.05 21.35 1075.73 1081.66 2.96
0.60 21.35 18.40 1112.08 1121.13 4.52
0.65 18.40 15.79 1140.16 1151.83 5.84
0.70 15.79 13.60 1160.41 1174.35 6.97
0.75 13.60 11.73 1174.30 1189.80 7.75
0.80 11.73 10.15 1183.13 1199.63 8.25
0.85 10.15 8.80 1187.97 1205.01 8.52
0.90 8.80 7.64 1189.69 1206.92 8.62
0.95 7.64 6.64 1188.97 1206.13 8.58
1.00 6.64 5.77 1186.39 1203.25 8.43
1.05 5.77 5.03 1182.39 1198.80 8.21
1.10 5.03 4.39 1177.34 1193.19 7.92
1.15 4.39 3.83 1171.57 1186.76 7.60
1.20 3.83 3.34 1165.29 1179.79 7.25
1.25 3.34 2.92 1158.71 1172.46 6.88
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.30 2.92 2.56 1151.97 1164.97 6.50
1.35 2.56 2.24 1145.22 1157.45 6.12
1.40 2.24 1.96 1138.53 1150.02 5.74
1.45 1.96 1.72 1131.97 1142.73 5.38
1.50 1.72 1.50 1125.45 1135.65 5.10
1.55 1.50 1.31 1119.03 1128.67 4.82
1.60 1.31 1.16 1112.74 1121.84 4.55
1.65 1.16 1.01 1106.63 1115.21 4.29
1.70 1.01 0.89 1100.73 1108.80 4.04
1.75 0.89 0.78 1095.04 1102.63 3.79
1.80 0.78 0.69 1089.60 1096.71 3.56
1.85 0.69 0.59 1084.40 1091.07 3.33
1.90 0.59 0.52 1079.44 1085.68 3.12
1.95 0.52 0.46 1074.71 1080.55 2.92
2.00 0.46 0.40 1070.24 1075.69 2.73
2.05 0.40 0.35 1065.94 1071.10 2.58
2.10 0.35 0.31 1061.73 1066.69 2.48
2.15 0.31 0.27 1057.61 1062.39 2.39
2.20 0.27 0.24 1053.61 1058.19 2.29
2.25 0.24 0.21 1049.71 1054.12 2.20
2.30 0.21 0.18 1045.94 1050.16 2.11
2.35 0.18 0.16 1042.27 1046.33 2.03
2.40 0.16 0.14 1038.72 1042.61 1.94
2.45 0.14 0.12 1035.29 1039.02 1.86
2.50 0.12 0.11 1031.98 1035.55 1.79
2.55 0.11 0.10 1028.78 1032.21 1.71
2.60 0.10 0.08 1025.71 1028.99 1.64
2.65 0.08 0.07 1022.74 1025.89 1.57
2.70 0.07 0.00 1019.88 1022.89 1.51
2.75 0.00 0.00 1017.08 1019.95 1.44
2.80 0.00 0.00 1014.32 1017.08 1.38
2.85 0.00 0.00 1011.70 1014.32 1.31
2.90 0.00 0.00 1009.19 1011.70 1.26
2.95 0.00 0.00 1006.79 1009.19 1.20
3.00 0.00 0.00 1004.49 1006.79 1.15
3.05 0.00 0.00 1002.30 1004.49 1.10
3.10 0.00 0.00 1000.10 1002.30 1.10
3.15 0.00 0.00 997.91 1000.10 1.10
3.20 0.00 0.00 995.73 997.91 1.09
3.25 0.00 0.00 993.54 995.73 1.09
3.30 0.00 0.00 991.36 993.54 1.09
3.35 0.00 0.00 989.18 991.36 1.09

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
3.40 0.00 0.00 987.00 989.18 1.09
3.45 0.00 0.00 984.82 987.00 1.09
3.50 0.00 0.00 982.65 984.82 1.09
3.55 0.00 0.00 980.48 982.65 1.08
3.60 0.00 0.00 978.32 980.48 1.08
3.65 0.00 0.00 976.15 978.32 1.08
3.70 0.00 0.00 973.99 976.15 1.08
3.75 0.00 0.00 971.83 973.99 1.08
3.80 0.00 0.00 969.68 971.83 1.08
3.85 0.00 0.00 967.52 969.68 1.08
3.90 0.00 0.00 965.37 967.52 1.08
3.95 0.00 0.00 963.22 965.37 1.07
4.00 0.00 0.00 961.08 963.22 1.07
4.05 0.00 0.00 958.93 961.08 1.07
4.10 0.00 0.00 956.79 958.93 1.07
4.15 0.00 0.00 954.66 956.79 1.07
4.20 0.00 0.00 952.52 954.66 1.07
4.25 0.00 0.00 950.39 952.52 1.07
4.30 0.00 0.00 948.26 950.39 1.06
4.35 0.00 0.00 946.13 948.26 1.06
4.40 0.00 0.00 944.01 946.13 1.06
4.45 0.00 0.00 941.89 944.01 1.06
4.50 0.00 0.00 939.77 941.89 1.06
4.55 0.00 0.00 937.65 939.77 1.06
4.60 0.00 0.00 935.54 937.65 1.06
4.65 0.00 0.00 933.43 935.54 1.06
4.70 0.00 0.00 931.32 933.43 1.05
4.75 0.00 0.00 929.21 931.32 1.05
4.80 0.00 0.00 927.11 929.21 1.05
4.85 0.00 0.00 925.01 927.11 1.05
4.90 0.00 0.00 922.91 925.01 1.05
4.95 0.00 0.00 920.82 922.91 1.05
5.00 0.00 0.00 918.72 920.82 1.05
5.05 0.00 0.00 916.64 918.72 1.04
5.10 0.00 0.00 914.55 916.64 1.04
5.15 0.00 0.00 912.46 914.55 1.04
5.20 0.00 0.00 910.38 912.46 1.04
5.25 0.00 0.00 908.30 910.38 1.04
5.30 0.00 0.00 906.23 908.30 1.04
5.35 0.00 0.00 904.15 906.23 1.04
5.40 0.00 0.00 902.08 904.15 1.04
5.45 0.00 0.00 900.02 902.08 1.03

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j)
hrs cfs cfs
5.50 0.00 0.00
5.55 0.00 0.00
5.60 0.00 0.00
5.65 0.00 0.00
5.70 0.00 0.00
5.75 0.00 0.00
5.80 0.00 0.00
5.85 0.00 0.00
5.90 0.00 0.00
5.95 0.00 0.00
6.00 0.00 0.00
6.05 0.00 0.00
6.10 0.00 0.00
6.15 0.00 0.00
6.20 0.00 0.00
6.25 0.00 0.00
6.30 0.00 0.00
6.35 0.00 0.00
6.40 0.00 0.00
6.45 0.00 0.00
6.50 0.00 0.00
6.55 0.00 0.00
6.60 0.00 0.00
6.65 0.00 0.00
6.70 0.00 0.00
Maximum outflow (cfs) = 8.62
Maximum storage (cu ft) = 107847
Maximum elevation (ft) = 116.89
2S/dt-O (i) 2S/dt+O (j) OUTFLOW
cfs cfs cfs
897.95 900.02 1.03
895.89 897.95 1.03
893.83 895.89 1.03
891.77 893.83 1.03
889.72 891.77 1.03
887.66 889.72 1.03
885.61 887.66 1.02
883.57 885.61 1.02
881.52 883.57 1.02
879.48 881.52 1.02
877.44 879.48 1.02
875.41 877.44 1.02
873.37 875.41 1.02
871.34 873.37 1.02
869.31 871.34 1.01
867.29 869.31 1.01
865.26 867.29 1.01
863.24 865.26 1.01
861.23 863.24 1.01
859.21 861.23 1.01
857.20 859.21 1.01
855.19 857.20 1.00
853.18 855.19 1.00
851.18 853.18 1.00
849.18 851.18 1.00
Outflow Hydro_iraph: 10 Year Storm Routed
Qp = 8.6 RESERVOIR ROUTE 10 Yr

HGU = 120 min 11 VGU = 20.0 cfs
MAX STORAGE = 107847
MAX ELEVATION = 116.89
r

AMM CONSULTING ENGINEERS,'PA
P. 0. BOX 7966
ROW MOUNT. NC 27804
PNQNE: [phone]
SA/DA - 85? TSS aVA:L: WITH 30' VEGETATIVE FILTER
IMPER.% 3. T .OFT 5.5FT 6. FT 6.5FT .OFT 7.SFT
10% .9 .8 .7 .6 .5
200 1.7 1.3 1.2 1.1 1.0 .9 .8 ..7 .6 .5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1:3 1.2 1.0 .9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
600 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 3.1 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
SA/DA - > 90% TSS REMOVAL
FOR WET D ION WITHOUT VEGETAT ILTER
IMPER.% 3.OFT. 3.5FT 4.0 4.5 5-OFT 5 6.OFT 6.5FT 7.OFT 7.5FT
10% 1.3 1.0 .8 .7 .5 .4 .3 .2 .1
20% 2.4 2.0 1.8 1.7 .5 .4 1.2 1.0 .9 .6
30% 3.5 3.0 2.7 2.2 1. 1.6 1.3 1.1 .8
40% 4.5 4.0 3.5 3.1 2.8 2.5 1.8 1.4 1. 1.
50% 5.6 5.0 .3 3.9 3.5 3.1 2.7 .3 1.9 1.5
60% 7.0 6. 5.3 4.8 4.3 3.9 3'.4 2. 2.4 1.9
70% 8.1 .0 6.0 5.5 5.0 4.5 3.9 3.4 .9 2.3
80% 9.4 8.0 7.0 6.4 5.7 5.2 4.6 4.0 3.4 2.8
900 10.7 9.0 7.9 7.2 6.5 5.9 5.2 4.6 3.9 3.3
100% 12.0 10.0 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6

v?
h T _ ) ' DENN,
Mrs. Deborah Edwards
NCDENR
Fax [phone]
Re: Weathervane Subdivision Phase II
Tar-Pamlico Riparian Buffer 12„?
Site Visit
o
ApPiAn
CONSULTING ENGINEERS, PA
f
? I CIVIL, MUNICPAL & STRUCTURAL ENGINNERS
Tuesday, August 2?7 / 2002 r/7?7 Cl COMPREHENSIVE ENVIRONMENTAL SERVICES
IJJJJJJ (,I
Mrs. Edwards;
Attached is a soils map and a USGS Quad map of the proposed subdivision in Rocky
Mount. Per our conversation I am also mailing you this information. I need to schedule
a site visit on this site to determine the Tar-Pam buffer area. This site is very unique as
in when the subdivision was developed back in the late 90's; the pond was modified as a
wet pond for this subdivision, for the existing and future phases. Since then the Tar-Pam
buffer rules have come in place and I am not sure where this property stands.
Please call me when you can schedule a site visit at your earliest convenience.
Sincerely,
Appian Consulting Engineers, PA
L15?1)
Shaun Joyner
Cc file
Attachments
Sj.z7l.weathervane tar pam site visit
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 79669 Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: aclrninQappianengineers.com
Wetlands Tracking
Facility Name CHARLES & MATTIE S. WHITLEY - MILLBROOK I
Project Number 93 0552
Project Type purpose of SUBDIVISION FILL I County NASH
Location
Received From APP
Received Date June 25,1993
Sent to Region Date 6/30/1993
Rcvd Region Date 7/26/1993
Last Action Date August 1, 1993
Last Action ISSUE
Latitude (ddmmss)
Longitude (ddmmss)
County2
COE ID # 199303041 Region Raleigh
COE Susp Date Reg. Contact `
I
DCM Susp Date APPLICATION FEE INF-0
TIP Number Payment Date
More Info Requested Amount Paid
More Info Received Payor I };
Mitigation ? N Check #
COC Received Date

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Tuesday, August 27, 2002
Mrs. Deborah Edwards
NCDENR
Fax [phone]
P.O1
`v V ?•? ! nth I?
J\ •
CONSULTING ENGINEERS, PA
CIVIL, MUNICPAL K STRUCTURAL ENGINNEkS
COMVREHEN'SIVF ENVIRONMENTAL SERVICES
S
s
Re: Weathervane Subdivision Phase 11
Tar-Pamlico Riparian Buffer
Site Visit
Mrs. Edwards;
ex\
Attached is a soils map and a USGS Quad map of the proposed subdivision in Rocky
1\lount. Per our conversation I am also marling you this information. I need to schedule
a site visit on this site to determine the Tar-Pam buffer area. This site is very unique as
in when the subdivision was developed back in the late 90's; the pond was modified as a
wet pond for this subdivision, for the existing and future phases. Since then the Tar-Pam
buffer rules have come in place and I am not sure where this property stands.
Please call me when you can schedule a site visit at your earliest convenience.
Sincerely,
Appian Consulting Engineers, PA
Cf,q, -
Shaun Joyner
Cc file
Attachments
Sj 771 wcathLnane tar pain site visit
tS41 ``nuil'? AN?•<I? yan [tlv?l Ku? ky (vt?wni, (\L 1?Lll; {
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SECONDARY BIOLOGY INDICATOR POINTS:
TOTAL POINTS (Primary + Seconda y)= (If Greater Than Or Equal To 19 Points The Stream A At Least Intermittent)
I-V u
ot.
{y
~+h:. ~~4 DRAINAGE BASINS
. AREA COEFFICIENT ACREAGE
la 0.55 1,03
Ib 0.90 0.22
Ila 0.90 0,27
' Ilb 0,90 0.12
Ilc 0, 55 0.19
fe Ild 0,55 0,71
Ile 0,55 0.29
Ilf, 0,55 1.10
Ny, 7~*t: Ilh 0,90 0.04
Ili 0.55 1,57.
II' 0,90 0.30 i
Ilk 0.55 0.11
t ~ 1' III 0,90 0.03
Pi ~L Ilm 0.90 0.09
3~ r JY=~ Iln,o 0.55 1.64
II 0,90 0.11
II 0,90 0.02
Ilr 0.90 0.10
A Its 0.50 0.48
Illa 0.35 14.35
~ yam. Illb 0,55 15,42
j~a \ Illc 0.50 7.37
~f' IVa 0,55 3.92
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