20021141 Ver 1_COMPLETE FILE_20020718

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Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
November 22, 2002
Ms. Joyce Dickens
Rocky Mount/Edgecombe Community Development Corporation
148 S. Washington Street
Rocky Mount, NC 28702
Dear Ms. Dickens:
Subject: Stormwater Pond/Level Spreader
Genesis Estates
Edgecombe County, NC
DW Q# 021141
This Office is in receipt of the plans dated August 20, 2002 for the stormwater management pond and
level spreader at the subject facility prepared on your behalf by Appian and submitted to the Division on
November 18, 2002. Staff from the Wetlands Unit reviewed the plans and found them acceptable. Please note
that this approval is for water quality purposes only and shall not be construed as an approval of the design for
dam/outlet structure integrity, Dam Safety, public safety, or flood attenuation purposes.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
,-4-4 CUA
?etl . Dorney
dsUnit Supervisor
cc: Mr. Todd St. John, WetlandRaleigh Regional Office
Pete Sokalski, Appian, PO Box 7966, Rocky Mount, NC 28704
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
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Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
November 22, 2002
Memorandum To:
From
Subject:
John Dorney
Todd St. John
Genesis Estate§
Edgecombe Count
DWQ# 021141
I reviewed this project and the applicant has proposed a wet pond follwed by a level spreader
with no discharge directly through the buffer. As such, I recommend that we approve the stormwater
plans.
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Project Name: gen
Project No. DWQ 021141
pond 4
SUBMITTED DESIGN: REQUIRED DESIGN:
elevations 1.0 average depth status
Bottom of Basin (ft) 81
Permanent Pool (ft) 86.3 5.3 ft. depth ok
Temporary Pool (ft) 87.5 1.2 ft. depth ok
areas
Permanent Pool SA (sq ft) 15463.8 10080 sq. ft. ok
Drainage Area (ac) 13.78
Impervious Area (ac) 5.33286 38.7 '%,

volumes
Permanent Pool (cu ft) 15460
Temporary Pool (cu ft) 19907 19924 cu. ft. check temp(.
Forebay (cu ft) 4265 27.6 'I check forebi
other parameters
SA/DA 0 1.68
Orifice Diameter (in) 2 0.08 cfs drawdown
Design Rainfall (in) 1 2.8 day drawdown ok
Linear Interpolation of Correct SAIDA***
5.3 ft. Permanent Pool Depth
% Impervious SA/DA from Table
Next Lowest 30 1.34
Project Impervious 38.7 1.68
Next Highest 40 1.73
Nov-18-02 06:48P
P.O1
F" TRANSMISSION
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A??ian
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL i STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
Number of pages to follow including this page: 6
TO: Todd St. John URGENT [_]
DATE. 11113102 PLEASE REPLY
WITH: NC DENR AS REQUESTED ;
FAX NO.: [phone]
FROM. Peter W Sokalski(-?
RE: Genesis Estates - Phases IV & V
Pond Operation and Maintenance Agreement
COMMENTS
Todd,
The enclosed is the agreement for the stormwater pond scheduled to go in relatively
soon. l do apologize to you concerning the file. I was mistaken on the file sent (/ got
the City of Rocky Mount Landfill site confused with this Genesis concerning the sending
of the agreement!) Apologize to Mike for me for running his name through the mud!
Thanks for taking the time to r1bview this little form and l will be anxiously awaiting your
approval!
(;Z / / /
Post office Box 7966
Rocky Mount, North Carolina 27804
[phone] Fax [phone]
ACE 0-20
Nov-18-02 06:49P
NORTH CAROUNA STORM WATER FACILITY OPERATION
EDGECOMBE COUNTY AND MAINTENANCE AGREEMENT
THIS AGREEMENT, made and entered into this '362 day of JULY .200e-
by and between Rocky Mount/Edoecombe Community Development Corporation (RMECDC)
, and the City of Rocky Mount, a North Carolina municipal corporation located in Nash and
Edgecombe Counties (the "City");
WITNESaETH:
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
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, Perrnittee 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 Pennittee 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 Facil-ft 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 eoncitions as this Agreement, and a copy thereof has
been recorded in the Edgecornbe County Register of Deeds 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 Main enanoe of Facility. In addition to the maintenance provided for in the
Operation and Maintenance Plan, Pennittee 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 stormwMer 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 rnoweed 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.
P.02
Nov-18-02 06:49P
P. 03
(d). The Facility shall be routinely checked as directed by the City Engineer for, and cleared of, all
accumulation of debris and the Facility's outlet stnx*ue cleared of any blockage that is
present.
(e). Storm drainage pipes and culverts shall be periodically inspected on a schedule established by
the City Engineer for debris and sand build-up. They shad be cleaned as necessary to provide
for the free conveyance of stormwater as designed.
(f). The Facility shall be maintained at the design depth as shown on the construction plans
approved by the City Engineer and on file in the office of the City Engineer. The pond shall be
inspected and maintained by the Pemuttee on a regular basis. Debris and sedimentation shall
be removed by the Permittee when:
1. The primary outlet rapacity is impaired and/or,
2. The depth of the Facility has been reduced by more than one foot from the original depth
or the Facility volume is reduced by 20% of the design impoundment volume. Sediment
bays and forebays shall be kept clean of any sediment.
(g). The Facility shall be maintained in a manner to control insects, odors and algae as determined
necessary by the City Engineer.
(h). Any fencing or other security measures shall be maintained in good condition. If no fencing or
security measures are included with the original construction, they shall be added at the
Permitteds expense at such time as the City Engineer determines that unauthorized persons
are disturbing the Facility and that security measures will help prevent such unauthorized
activity.
4. ftA of Insrueotion by City. The Permittee hereby grants the City the right, privilege and
easement over and cross the Property lying between any public street or right of way and the Facility
for the purpose of inspecting, correcting, repairing, replacing or maintaining the Facility as provided
in this Agreement. This right, privilege and east is appurtenant to and shall run with the
Property.
5. Remedigs for Violations of this Aflreem•
(a). If the Pennittee shall fail to maintain or repair the Facility as set forth herein, or otherwise
violates this Agreement, the city may order the Permittee to undertake the necessary repair or
maintenance or to cared such violation. If the Permittee shall fail to comply with such order
within thirty (30) days from the date thereof, the City may enter the Property and perform all
necessary work to place the Facility in proper working condition. The full cost of performing the
work shall be a lien on the property as provided in G.S. MIA-193.
(b). The City shall have the right to bring an action and recover sums due, damages, seek
injunctive relief, and/or such other and further relief as may be just and appropriate.
(c). The remedies provided by this paragraph are cumulative; and are in addition to any other
remedies provided by law.
6. No Waiver 41 Breech. In the event of a breach of any term of this Agreerent, any delay or failure
on the part of the City to exercise any rights, powers, or remedies herein provided shall not be
construed as a waiver thereof or acquiescence of such breach or any future breach.
7. Amendments. This Agreement may be amended, revised or modified only by a written document
signed by the parties.
8. Binding Effect. The conditions and restrictions set forth herein with regard to the Facility shall run
with the land and shall bind the Permittee and its successors and assigns and all parties claiming by,
through, or under them shall be taken to hold, agree, and covenant with the City, with its successors
and assigns, and with each of them to conform to and observe said conditions and restrictions. The
City shall be deemed a beneficiary of the conditions and restrictions set forth herein and such
conditions and restrictions shall run with the land in favor of the City.
9. Warranties of Titl e. The Pemuittee covenants and warrants that it is lawfully seized and
possessed of the Facility and real estate described in Appefldix 1, that it has good right and lawful
authority to enter into this Agreement for the purposes herein expressed and that no consent or
waiver by the holder of any mortgage, deed of trust, or other security instrument, or any other
person, firm, or corporation is required prior to entering into this Agreement.
10. Interrx!etation. Use of the masculine gender herein includes the feminine and neuter, and the
singular number used herein shall equally include the plural. The captions preceding the various
Page 2 of 4
Nov-18-02 06:50P
provisions of this Agreement are for the convenience of reference only, and shall not be used as an
aid in interpretation or construction of this Agreement.
11. Severability. Invalidation of anyone 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 he o set their hands and seals this the day
and year first above written. (Z. M.
k5qne-?- AV Plak
Owner
City of Rocky Mount
ATTEST:
CITY CLERK
STATE OF NORTH AROLINA
COUNTY OF,_
?.._
and state, certify that o I ea
me this date, stated that he or she is
fnrane o in tru ent with the C' of Roi
P.04
a notary public in and for said county
Q . personally appeared before
•-A, r.?Z'-/- of
acknowledged the execution of the
Mount on behalf of said
This the 3-J day of 20 D,Z
'ANNIE EFARR-IN
GTONNOTARr Notary Pu
u?n?,
My Commission Expires: oZ
Page 3 of 4
Nov-18-02 06:50P
NORTH CAROUNA
EDGECOMBE COUNTY
Appendix 1
STORM WATER FACILITY OPERATION
AND MAINTENANCE AGREEMENT
Legal Description of the Facility for Genesis Estates - Phases IV & V:
BEGINNING at the southeast comer of Lot 2, Block Q, Meadowbrook Park Subdivision as shown
on Map Book 10, page 67, thence N 4°40'00' E 160.0' to the southeast comer of the Facility, said
comer being the beginning of a description of the Facility. Continuing in a northwesterly direction,
travel N 85°20'00" W 70.0' to a point; thence N 85°20'00' W 64.10' to the southwestern comer;
thence N 6°12'20" E 52.13' to a point; thence N 6°12'20" E 218.09' to the northwester comer;
thence S 48°13'21' E 30.81' to a point; thence S 8°15'25' E 45.68' to a point; thence S 80°10'02' E
110.32' to the northeastern comer, thence S 9°49'58' W 197.88' to the point of beginning of the
Facility to be described and comprising of approximately 0.69 acres.
P.06
Nov-18-02 06:50P
STATE OF NORTH CAROLINA
COUNTY OF
I, , a notary public in and for said county and state,
certify that Jean M. Bailey personally appeared before me this day, stated that she is the City Clerk
of the City of Rocky Mount, a municipal corporation, and that by authority duly given and as the act
of the City, the foregoing contract was signed in its corporate name by its
sealed with its corporate seal, and attested by herself as its said city
Clerk.
This the
day of , 20
Notary Public
My Commission Expires:
(SEAL)
APPROVED AS TO FORM:
City Attorney
P.05
Page 4of4
LETTER OF TRANSMITTAL
0 o a a
Aipp n
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
841 S. Wesleyan Boulevard
P.O. Box 7966
Rocky Mount, North Carolina 27803
Telephone [phone]
Fax [phone]
e-mail: admin appianengineers.com
Web: AppianEngineers.com
DATE: September 17, 2002 1 APPIAN JOB NO.: 9-067-3 1
n N011
d
NC d -D W Q
2321 Crabtree Blvd., Suite 260 . r
Raleigh, NC 27604
19r
GENTLEMEN: We are sending you ® herewith ? under separate cover:
SUBMITTAL FOR: CODE
FOR APPROVAL 1 ?
FOR YOUR USE 2 ?
AS REQUESTED 3 ?
BID TAB DISTRIBUTION 4 ?
APPROVED PERMITS 6
ACTION CODE
APPROVED A ?"
APPROVED AS NOTED B ?
NOT APPROVED C ?„
REVISE AND RESUBMIT D
PLEASE SIGN AND RETURN E ?
PRINT
COPIES DRAWING NUMBER
(REVISION NO. OR DATE) DESCRIPTION CODE
1 Appian Check # 10110 $200.00 Review Fee 3

1 Set of Site Calculations 2,3

40 CIO
V,
VS
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REMARKS:
Todd,
Thanks for the help yesterday. Pleas process the enclosed and let me know if I owe you any additional information that will
hold this project up. Thanksl
Sent by: First Class Mail ?
UPS Next Day / AM
Federal Express ?
Faxed ?
Hand Delivered ?
If enclosures received are not as listed above, kindly notify at once.
'7 - l-7-o?_
By.
Date:
cc: File
Last printed September 17, 2002 4:56 PM
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Ap?oiiin
CONSULTING ENGINEERS, PA
CIVIL. MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSWE ENVIRONMENTAL SERVICES
SITEWORK CALCULATIONS
FOR
GENESIS ESTATES
PHASES IV & V
ROCKY MOUNT, NC
EDGECOMBE COUNTY
ACE JN: 99-057
13 June 2002
Appian Consulting Engineers, PA
PO Box 7966
Rocky Mount, NC 27804
[phone]
[phone] (Fax)
8 2'
(,70.022
i

Genesis Estates - Phases IV & V
Sitework Calculations
Table of Contents
Description
• Runoff Calculations
o Runoff Computations
o Runoff Coefficient Calculations
• Storm Sewer Pipe Calculations
• Pond Calculations
• Rip/Rap Gravel Sediment Basin Calculations
• Excavated Drop Inlet Protection Calculations
• Outlet Protection Calculations
Appendix
• Runoff Map

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RUNOFF CALCULATIONS

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RUNOFF COMPUTATIONS
PROJECT: Genesis Estates - Phases IV & V ACE JN: 99-057-3G
DATE: 4/18/02
SHEET: 1 of 2
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Aipp ,n
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL d STRUCTURAL ENGINEERS
TC PIPE UPPER
TO LOWER A Y-A BASINS C I Qn Y-Qn
LINE "A" AT 10 YEAR STORM FREQUENCY
<5 Inflow into 10 0.88 --- I a 0.73 7.5 4.82 ---
--- Total @ 10 --- 0.88 1 a --- --- --- 4.82
--- Outflow from 9 --- 0.88 1 a --- --- --- 4.82
DREAVER STREET (NORTH OF COWLICK CREEK) AT 10 YEAR STORM FREQUENCY
--- Total @ Ex. 1 --- 4.89 Existing flow thru 36" RCP* 0.83 7.2 29.20 ---
<5 Inflow into 8 1.04 --- 11 b 1.2 0.70 7.5 5.46 ---
<5 Inflow into 7 0.08 --- II a 0.76 7.5 0.46 ---
<5 Inflow into 6 0.46 --- II b 3-4 0.67 7.5 2.31 ---
--- Total @ 6 --- 6.47 Existing, II a-b --- --- --- 37.43
<5 Inflow into 5 0.17 --- II c 0.95 7.5 1.21 ---
--- Total @ 5 --- 6.64 Existing, II a-c --- --- --- 38.64
<5 Inflow into 4 0.10 --- lid 0.77 7.5 0.58 ---
-- Total @ 4 --- 6.74 Existing, II a-d --- --- --- 39.22
<5 Inflow into 2a 0.91 --- Ile 0.71 7.5 4.85 ---
<5 Inflow into 2a 0.54 --- 1-13-1 -29-c** 0.4 7.5 1.62 ---
--- Total @ 2a --- 1.45 II e, I-B-1-29-c** --- --- --- 6.47
<5 Inflow into 2b 0.25 --- II f 0.84 7.5 1.58 ---
--- Total @ 2b --- 1.70 II e, II f, I-13-1-29-c** --- --- --- 8.05
<5 Total @ 3 (JB) --- 8.44 Existing, II a-f, I-B-1-29-c** --- --- --- 45.69
--- Outflow from 1 --- 8.44 Existing, II a-f, I-13-1-29-c** --- --- --- 45.69
DREAVER STREET (SOUTH OF COWLICK CREEK) AT 26 YEAR STORM FREQUENCY
8.5 Inflow into Ex. 3 5.81 --- 1-13-1 -29-a** 0.4 7.9 18.36 ---
6.0 Inflow into Ex. 2 1.21 --- 1-13-1 -29-b** 0.4 8.1 3.92 ---
Total @ 12 --- 7.02 I-13-1-29-a thru b --- --- --- 22.28

RUNOFF COMPUTATIONS
PROJECT: Genesis Estates - Phases IV & V ACE JN: 99-057-3G
DATE: 4/18/02
SHEET: 2 of 2
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CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
TC PIPE UPPER
TO LOWER A Y-A BASINS C I On ZQn
--- Outflow from 11 --- 7.02 I-B-1-29-a thru b --- --- --- 22.28
FLOW INTO SEDIMENT BASINS AT 10 YEAR STORM FREQUENCY
<5 Inflow into Basin 1 2.35 --- III 0.4 7.5 7.05 ---
--- Total into Basin 1 --- 2.35 III --- --- --- 7.05
<5 Inflow into Basin 2 2.73 --- IV 0.4 7.5 8.19 ---
--- Total into Basin 2 --- 2.73 IV --- --- --- 8.19
From City of Rocky Mount Drainage Calculations (Drainage Map 1-112)
"Obtained from previous calculations for Thorne Ridge Apartments.
ACE E-3

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COEFFICIENT COMPUTATIONS
PROJECT: Genesis Estates - Phases IV & V ACE JN: 99-057-3G
DATE: 4/18/02
SHEET: 1 of 1
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CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
(C; A;
C? _
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Area Pervious Area CpeT,,,o„$ Impervious Area C,m?rv,o„$ Acreage Area-Weighted
Coefficient
I a 0.66 0.65 0.22 0.95 0.88 0.73
II a 0.05 0.65 0.03 0.95 0.08 0.76
II b1_2 0.87 0.65 0.17 0.95 1.04 0.70
II b3-a 0.43 0.65 0.03 0.958 0.46 0.67
II C 0.17 0.65 --- --- 0.17 0.95
II d 0.06 0.65 0.04 0.95 0.10 0.77
II e 0.72 0.65 0.19 0.95 0.91 0.71
II f 0.09 0.65 0.16 0.95 0.25 0.84
III 2.35 0.4 --- --- 2.35 0.4
IV 2.73 0.4 --- --- 2.73 0.4

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STORM SEWER PIPE
CALCULATIONS

Scenario: Base
Existing 1
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
' c:V..\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319)
05/23/02 09:32:06 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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Analysis Results
Scenario: Base
Title: Genesis Estates - Phases IV & V
Project Engineer: Bobby L. Joyner, P.E.
Project Date: 04/01/02
Comments: Based on 10 year storm from Existing Apartments and Dreaver Street runoff.
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local Local Additional Total Total
Area Rational CA CA Inlet of Intensity Rational Carryover Carryover Flow
(acres) C (acres) (acres) CA Concentration (In/hr) Flow (cfs) Flow To Inlet
(acres) (min) (cfs) (cfs) (cfs)
2 a 0.25 0.84 0.21 0.00 0.21 5.00 0.00 7.50 1.59 0.00 0.00
2 b 1.45 0.59 0.86 0.00 0.86 5.00 0.00 7.50 6.52 0.00 0.00
4 0.10 0.77 0.08 0.00 0.08 5.00 0.00 7.50 0.58 0.00 0.00
5 0.17 0.95 0.16 0.00 0.16 5.00 0.00 7.50 1.22 0.00 0.00
6 0.46 0.67 0.31 0.00 0.31 5.00 0.00 7.50 2.33 0.00 0.00
7 0.08 0.76 0.06 0.00 0.06 5.00 0.00 7.50 0.46 0.00 0.00
8 1.04 0.70 0.73 0.00 0.73 5.00 0.00 7.50 5.50 0.00 0.00
Existing 1 0.10 0.80 0.08 0.00 0.08 5.00 28.60 7.50 0.60 28.60 28.60
Inlets
Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow (%)
(cfs) (cfs) (cfs)
2 a N/A Default 100% Generic Inlet 1.59 1.59 0.00 100.0
2 b N/A Default 100% Generic Inlet 6.52 6.52 0.00 100.0
4 N/A Default 100% Generic Inlet 0.58 0.58 0.00 100.0
5 N/A Default 100% Generic Inlet 1.22 1.22 0.00 100.0
6 N/A Default 100% Generic Inlet 2.33 2.33 0.00 100.0
7 N/A Default 100% Generic Inlet 0.46 0.46 0.00 100.0
8 N/A Default 100% Generic Inlet 5.50 5.50 0.00 100.0
Existing 1 N/A Default 100% Generic Inlet 0.60 29.20 0.00 100.0
Pipes For Network With Outlet: 1
Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (ft/ft) Flow (ft/s) (ft) (ft) (ft) (ft)
(cfs)
2a to 3 3 to 1 1 Circular 15 inch 82.00 0.007927 8.11 6.80 87.69 87.04 89.52 88.16
2b to 2a 2a to 3 1 Circular 15 inch 27.00 0.002963 6.52 5.31 87.87 87.79 89.80 89.52
3 to 1 None 1 Circular 36 inch 24.00 0.014167 47.41 6.91 85.34 85.00 88.02 88.00
4 to 3 3 to 1 1 Circular 36 inch 91.00 0.011319 39.30 6.87 86.47 85.44 88.51 88.02
5 to 4 4 to 3 1 Circular 36 inch 120.00 0.033917 38.72 11.12 90.64 86.57 92.67 87.77
6 to 5 5 to 4 1 Circular 36 inch 68.00 0.034412 37.50 10.50 93.08 90.74 95.07 91.99
7 to 6 6 to 5 1 Circular 15 inch 22.00 0.040909 0.46 3.72 95.97 95.07 96.23 95.23
8 to 6 6 to 5 1 Circular 15 inch 27.00 0.003333 5.50 5.04 94.50 94.41 95.68 95.36
Ex. 1 to 6 6 to 5 1 Circular 36 inch 91.00 0.029560 29.20 6.52 95.87 93.18 97.62 95.07
Structures For Network With Outlet: 1
Label Hydraulic Hydraulic Calculated Total System System
Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft) Flow (min) ( in/hr)
(cfs)
1 88.00 88.00 0.00 47.41 5.80 7.50
2 a 89.52 89.52 0.00 8.11 5.08 7.50
2 b 89.80 89.80 0.00 6.52 5.00 7.50
3 88.02 88.02 0.00 47.41 5.74 7.50
4 88.51 88.51 0.00 39.30 5.52 7.50
5 92.67 92.67 0.00 38.72 5.34 7.50
6 95.07 95.07 0.00 37.50 5.23 7.50
7 96.23 96.23 0.00 0.46 5.00 7.50
95.6
l 5 0.00 5.50 5.00 7.50
e-;-Genesis -Estates s
Tit e - ---- - - --- --
c:l.AstormcadkJreaver street north 2.stm Appian Consulting Engineers, P.A.
05/23/02 09:50:41 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA
Project Engineer: Bobby L. Joyner, P.E.
StormCAD v3.0 [319]
[phone] Page 1

1

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Analysis Results
Scenario: Base
Structures For Network With Outlet: 1
Label Hydraulic Hydraulic Calculated Total System System
Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft) Flow (min) (in/hr)
(cfs)
Existing 1 97.62 97.62 0.00 29.20 5.00 7.50
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P. E.
' c:V..\stormcadklreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:50:41 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2

Detailed Report for Outlet: 1
Scenario: Base
General
x
Y 9,794.57 ft
9,833.27 ft Station 0+00 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 85.00 ft
85.00 ft
85.00 ft Hydraulic Grade In
Tailwater Condition
Tailwater Elevation 88.00 ft
User Specified
88.00 ft

Flow Summary
Total System Flow
System Flow Time
System Intensity
System Contributing Area 47.41 cfs
5.80 min
7.50 in/hr
2.49 acres Rational Flow
Known Flow
Additional Flow
Total Lost Flow 18.81 cfs
0.00 cfs
28.60 cfs
0.00 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:50:56 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1

Detailed Report for Pipe: 3 to 1
Scenario: Base
Pipe Characteristics
Material Concrete Length 24.00 ft
Section Shape Circular Mannings n 0.013
Section Size 36 inch Constructed Slope 0.014167 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 47.41 cfs Capacity 79.38 cfs
Profile Description S1 Energy Slope 0.004579 ft/ft
Headloss 0.02 ft Velocity In 7.10 ft/s
Pipe Flow Time 0.06 min Average Velocity 6.91 ft/s
System Flow Time 5.74 min Velocity Out 6.71 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 85.34 90.50 88.34 2.16 2.68 88.02 88.81
Downstrear 85.00 85.00 88.00 -3.00 3.00 88.00 88.70
Message List
Message List
Warning: Fails minimum cover constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:47 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 4

Detailed Report for Junction: 3
Scenario: Base
General
X
Y 9,841.25 ft
9,833.27 ft Calculated Station
Structure Diameter 0+24 ft
5.00 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 90.50 ft
90.50 ft
85.34 ft Hydraulic Grade In
Hydraulic Grade Out 88.02 ft
88.02 ft

Headlosses
Structure Headloss
Headloss Method
Absolute Headloss 0.00 ft
Absolute
0.00 ft Exit Discharge
Exit Velocity
Exit Velocity Head 47.41 cfs
7.10 ft/s
0.78 ft

Flow Summary
Total System Flow
System Flow Time
System Intensity
System Contributing Area 47.41 cfs
5.74 min
7.50 in/hr
2.49 acres Rational Flow
Known Flow
Additional Flow 18.81 cfs
0.00 cfs
28.60 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\ .. \stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319)
05/23/02 09:31:47 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 3

Detailed Report for Pipe: 2a to 3
Scenario: Base
Pipe Characteristics
Material Concrete Length 82.00 ft
Section Shape Circular Mannings n 0.013
Section Size 15 inch Constructed Slope 0.007927 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 8.11 cfs Capacity 5.75 cfs
Profile Description Composite: M2/Pressure Energy Slope 0.015595 ft/ft
Headloss 1.36 ft Velocity In 6.60 ft/s
Pipe Flow Time 0.20 min Average Velocity 6.80 ft/s
System Flow Time 5.08 min Velocity Out 6.99 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 87.69 90.64 88.94 1.70 1.83 89.52 90.20
Downstrear 87.04 90.50 88.29 2.21 1.12 88.16 88.92
Message List
Message List
Warning: Fails minimum cover constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:46 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1

Detailed Report for Pipe: 2b to 2a
Scenario: Base
Pipe Characteristics
Material Concrete Length 27.00 ft
Section Shape Circular Mannings n 0.013
Section Size 15 inch Constructed Slope 0.002963 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 6.52 cfs Capacity 3.52 cis
Profile Description Pressure Energy Slope 0.010180 ft/ft
Headloss 0.27 ft Velocity In 5.31 ft/s
Pipe Flow Time 0.08 min Average Velocity 5.31 ft/s
System Flow Time 5.00 min Velocity Out 5.31 ft/s

Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 87.87 90.64 89.12 1.52 1.93 89.80 90.23
Downstrear 87.79 90.64 89.04 1.60 1.73 89.52 89.96
Message List
Message List
Warning: Fails minimum cover constraint.
Warning: Fails minimum slope constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:l..\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:47 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2

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Scenario: Base
Detailed Report for Inlet: 4
General
X
Y 9,861.91 ft
9,871.80 ft Calculated Station 1+15 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 91.63 ft
91.63 ft
86.47 ft Hydraulic Grade In
Hydraulic Grade Out 88.51 ft
88.51 ft

Headlosses
Structure Headloss
Headloss Method
Absolute Headloss 0.00 ft
Absolute
0.00 ft Exit Discharge
Exit Velocity
Exit Velocity Head 39.30 cfs
7.67 ft/s
0.92 ft

Flow Summary
Total System Flow
System Flow Time
System Intensity
System Contributing Area 39.30 cfs
5.52 min
7.50 in/hr
1.42 acres Rational Flow
Known Flow
Additional Flow 10.70 cis
0.00 cis
28.60 cis
Subwatershed Information
Area Inlet
(acres) C
0.10 0.77
Inlet Flow Summary
Inlet Area
Inlet CA
Total Inlet CA
Local Rational Flow
Additional Carryover 0.10 acres
0.08 acres
0.08 acres
0.58 cis
0.00 cis Composite Rational C
Carryover CA
Local Intensity
Time of Concentration
Total Flow To Inlet 0.77
0.00 acres
7.50 in/hr
5.00 min
0.58 cis

Inlet Characteristics
Inlet Type Generic Inlet
Inlet Generic Default 100%
Road Cross Slope 0.020 ft/ft
Gutter Cross Slope 0.020 ft/ft Inlet Location
Inlet Section
Depressed Gutter
Gutter Width In Sag
Gutter Section
false
0.00 ft

Inlet Hydraulic results
Total Intercepted Flow
Total Bypassed Flow
Capture Efficiency 0.58 cfs
0.00 cis
100.0 % Gutter Spread
Gutter Depth 0.00 ft
0.00 ft

External Piped Flow
Known Flow 0.00 cfs Additional Flow 0.00 cis
External CA 0.00 acres External Tc 0.00 min
Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StorrnCAD v3.0 [319)
05/23/02 09:31:48 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 5

I Detailed Report for Inlet: 4
Intercepted Flow Summary
' Additional Carryover 0.00 cfs Rational Flow 0.58 cfs
Total Intercepted Flow 0.58 cfs

I

Upstream Piped Flow Summary
Known Flow 0.00 cfs Additional Flow 28.60 cfs
Rational Flow 10.12 cfs Total Upstream Flow 38.72 cfs
Total System Pipe Flow
Known Flow 0.00 cfs Additional Flow 28.60 cfs
Rational Flow 10.70 cfs Total System Flow 39.30 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:48 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 6

Detailed Report for Pipe: 4 to 3
Scenario: Base
Pipe Characteristics
Material Concrete Length 91.00 ft
Section Shape Circular Mannings n 0.013
Section Size 36 inch Constructed Slope 0.011319 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 39.30 cfs Capacity 70.96 cis
Profile Description Composite: S1/S2 Energy Slope 0.009115 ft/ft
Headloss 0.49 ft Velocity In 7.67 ft/s
Pipe Flow Time 0.22 min Average Velocity 6.87 ft/s
System Flow Time 5.52 min Velocity Out 6.07 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 86.47 91.63 89.47 2.16 2.04 88.51 89.43
Downstrear 85.44 90.50 88.44 2.06 2.58 88.02 88.60
Message List
Message List
Warning: Fails minimum cover constraint.
Warning: Hydraulic jump formed.
Warning: Critical depth assumed upstreary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:l..Xstormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:48 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 7

17,
t

Scenario: Base
Detailed Report for Inlet: 5
General
X
Y 9,899.46 ft
9,932.69 ft Calculated Station 2+35 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 95.53 ft
95.53 ft
90.64 ft Hydraulic Grade In
Hydraulic Grade Out 92.67 ft
92.67 ft

Headlosses
Structure Headloss
Headloss Method
Absolute Headloss 0.00 ft
Absolute
0.00 ft Exit Discharge
Exit Velocity
Exit Velocity Head 38.72 cfs
7.62 ft/s
0.90 ft
Flow Summary
Total System Flow 38.72 cfs Rational Flow 10.12 cfs
System Flow Time 5.34 min Known Flow 0.00 cfs
System Intensity 7.50 in/hr Additional Flow 28.60 cfs
System Contributing Area 1.34 acres
Subwatershed Information
Area Inlet
(acres) C
0.17 0.95
Inlet Flow Summary
Inlet Area
Inlet CA
Total Inlet CA
Local Rational Flow
Additional Carryover 0.17 acres
0.16 acres
0.16 acres
1.22 cfs
0.00 cfs Composite Rational C
Carryover CA
Local Intensity
Time of Concentration
Total Flow To Inlet 0.95
0.00 acres
7.50 in/hr
5.00 min
1.22 cfs

Inlet Characteristics
Inlet Type Generic Inlet
Inlet Generic Default 100%
Road Cross Slope 0.020 ft/ft
Gutter Cross Slope 0.020 ft/ft Inlet Location
Inlet Section
Depressed Gutter
Gutter Width In Sag
Gutter Section
false
0.00 ft

Inlet Hydraulic results
Total Intercepted Flow
Total Bypassed Flow
Capture Efficiency 1.22 cfs
0.00 cfs
100.0 % Gutter Spread
Gutter Depth 0.00 ft
0.00 ft

External Piped Flow
Known Flow
External CA 0.00 cfs
0.00 acres Additional Flow
External Tc 0.00 cfs
0.00 min

Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StorrnCAD v3.0 [319]
05/23/02 09:31:49 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 8
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Detailed Report for Inlet: 5
Intercepted Flow Summary
Additional Carryover
Total Intercepted Flow 0.00 cfs
1.22 cfs Rational Flow 1.22 cfs

Upstream Piped Flow Summary
Known Flow
Rational Flow 0.00 cfs
8.90 cfs Additional Flow
Total Upstream Flow 28.60 cfs
37.50 cfs

Total System Pipe Flow
Known Flow
Rational Flow 0.00 cfs
10.12 cfs Additional Flow
Total System Flow 28.60 cfs
38.72 cfs
Title: Genesis Estates - Phases IV 8, V Project Engineer: Bobby L. Joyner, P.E.
c:l..lstormcadktreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:49 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 9
r
Detailed Report for Pipe: 5 to 4
Scenario: Base
Pipe Characteristics
Material Concrete Length 120.00 ft
Section Shape Circular Mannings n 0.013
Section Size 36 inch Constructed Slope 0.033917 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees
Hydraulic Summary
Total System Flow 38.72 cfs Capacity 122.83 cfs
Profile Description S2 Energy Slope 0.020658 ft/ft
Headloss 4.89 ft Velocity In 7.62 fVs
Pipe Flow Time 0.18 min Average Velocity 11.12 ft/s
System Flow Time 5.34 min Velocity Out 14.61 ft/s

Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 90.64 95.53 93.64 1.89 2.03 92.67 93.57
Downstrear 86.57 91.63 89.57 2.06 1.20 87.77 91.09

Message List
Message List
Warning: Fails maximum velocity constraint.
Warning: Fails minimum cover constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:49 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 10

Detailed Report for Inlet: 6
'
Scenario: Base

' General
X 9,948.16 ft Calculated Station 3+03 ft
Y 9,972.80 ft

Elevations
Ground Elevation 98.24 ft Hydraulic Grade In 95.07 ft
' Rim Elevation 98.24 ft Hydraulic Grade Out 95.07 ft
Sump Elevation 93.08 ft

C

J
Headlosses
Structure Headloss 0.00 ft Exit Discharge 37.50 cfs
Headloss Method Absolute Exit Velocity 7.52 ft/s
Absolute Headloss 0.00 ft Exit Velocity Head 0.88 ft

Flow Summary
Total System Flow 37.50 cfs Rational Flow 8.90 cfs
System Flow Time 5.23 min Known Flow 0.00 cfs
System Intensity 7.50 in/hr Additional Flow 28.60 cfs
System Contributing Area 1.18 acres
Subwatershed Information
Area Inlet
(acres) C
0.46 0.67
Inlet Flow Summary
Inlet Area
Inlet CA
Total Inlet CA
Local Rational Flow
Additional Carryover 0.46 acres
0.31 acres
0.31 acres
2.33 cfs
0.00 cfs Composite Rational C
Carryover CA
Local Intensity
Time of Concentration
Total Flow To Inlet 0.67
0.00 acres
7.50 in/hr
5.00 min
2.33 cfs

Inlet Characteristics
Inlet Type Generic Inlet
Inlet Generic Default 100%
Road Cross Slope 0.020 ft/ft
Gutter Cross Slope 0.020 ft/ft Inlet Location
Inlet Section
Depressed Gutter
Gutter Width In Sag
Gutter Section
false
0.00 ft

Inlet Hydraulic results
Total Intercepted Flow
Total Bypassed Flow
Capture Efficiency 2.33 cfs
0.00 cfs
100.0 % Gutter Spread
Gutter Depth 0.00 ft
0.00 ft

External Piped Flow
Known Flow
External CA 0.00 cfs
0.00 acres Additional Flow
External Tc 0.00 cfs
0.00 min

Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
cA..\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StorrnCAD v3.0 [319]
05/23/02 09:31:50 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 11
1
Detailed Report for Inlet: 6
Intercepted Flow Summary
Additional Carryover
Total Intercepted Flow 0.00 cfs
2.33 cfs Rational Flow 2.33 cfs

Upstream Piped Flow Summary
Known Flow
Rational Flow 0.00 cfs
6.57 cfs Additional Flow
Total Upstream Flow 28.60 cfs
35.17 cfs

Total System Pipe Flow
Known Flow
Rational Flow 0.00 cfs
8.90 cfs Additional Flow
Total System Flow 28.60 cfs
37.50 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:50 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 12

Detailed Report for Pipe: 6 to 5
Scenario: Base
Pipe Characteristics
Material Concrete Length 68.00 ft
Section Shape Circular Mannings n 0.013
Section Size 36 inch Constructed Slope 0.034412 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 37.50 cfs Capacity 123.72 cfs
Profile Description S2 Energy Slope 0.016826 ft/ft
Headloss 3.08 ft Velocity In 7.52 ft/s
Pipe Flow Time 0.11 min Average Velocity 10.50 ft/s
System Flow Time 5.23 min Velocity Out 13.47 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 93.08 98.24 96.08 2.16 1.99 95.07 95.95
Downstrear 90.74 95.53 93.74 1.79 1.25 91.99 94.81
Message List
Message List
Warning: Fails maximum velocity constraint.
Warning: Fails minimum cover constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
cA..\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:51 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 13

Detailed Report for Inlet: 7

Scenario: Base
' General
X 9,969.73 ft Calculated Station 3+25 ft
Y 9,944.25 ft
'
Elevations
Ground Elevation 98.51 ft Hydraulic Grade In 96.23 ft
Rim Elevation 98.51 ft Hydraulic Grade Out 96.23 ft
Sump Elevation 95.97 ft
' Headlosses
Structure Headloss 0.00 ft Exit Discharge 0.46 cfs
Headloss Method Absolute Exit Velocity 2.44 ft/s
Absolute Headloss 0.00 ft Exit Velocity Head 0.09 ft
Flow Summary
Total System Flow 0.46 cfs Rational Flow 0.46 cfs
' System Flow Time 5.00 min Known Flow 0.00 cfs
System Intensity 7.50 in/hr Additional Flow 0.00 cfs
' System Contributing Area 0.06 acres
Subwatershed Information
Area Inlet
' (acres) C
0.08 0.76
' Inlet Flow Summary
Inlet Area 0.08 acres Composite Rational C 0.76
Inlet CA 0.06 acres Carryover CA 0.00 acres
' Total Inlet CA 0.06 acres Local Intensity 7.50 in/hr
Local Rational Flow 0.46 cfs Time of Concentration 5.00 min
Additional Carryover 0.00 cfs Total Flow To Inlet 0.46 cfs
I
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Inlet Type Generic Inlet Inlet Location In Sag
Inlet Generic Default 100% Inlet Section Gutter Section
Road Cross Slope 0.020 ft/ft Depressed Gutter false
Gutter Cross Slope 0.020 ft/ft Gutter Width 0.00 ft
Inlet Hydraulic results
Total Intercepted Flow 0.46 cfs Gutter Spread 0.00 ft
Total Bypassed Flow 0.00 cfs Gutter Depth 0.00 ft
' Capture Efficiency 100.0 %
External Piped Flow
' Known Flow 0.00 cfs Additional Flow 0.00 cfs
External CA 0.00 acres External Tc 0.00 min
Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
cA...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
' 05/23/02 09:31:51 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 14

Detailed Report for Inlet: 7
Intercepted Flow Summary
Additional Carryover 0.00 cfs Rational Flow 0.46 cfs
Total Intercepted Flow 0.46 cfs
Upstream Piped Flow Summary
Known Flow 0.00 cfs Additional Flow 0.00 cfs
Rational Flow 0.00 cfs Total Upstream Flow 0.00 cfs
Total System Pipe Flow
Known Flow 0.00 cfs Additional Flow 0.00 cfs
Rational Flow 0.46 cfs Total System Flow 0.46 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\..\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:51 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 15
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Detailed Report for Pipe: 7 to 6
Scenario: Base
Pipe Characteristics
Material Concrete Length 22.00 ft
Section Shape Circular Mannings n 0.013
Section Size 15 inch Constructed Slope 0.040909 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 0.46 cis Capacity 13.06 cfs
Profile Description S2 Energy Slope 0.032172 ft/ft
Headloss 1.00 ft Velocity In 2.44 ft/s
Pipe Flow Time 0.10 min Average Velocity 3.72 ft/s
System Flow Time 5.00 min Velocity Out 5.00 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 95.97 98.51 97.22 1.29 0.26 96.23 96.33
Downstrear 95.07 98.24 96.32 1.92 0.16 95.23 95.62

Message List
Message List
Warning: Fails minimum cover constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:52 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 16

I

Scenario: Base
Detailed Report for Inlet: 8
General
X
Y 9,902.48 ft
9,984.94 ft Calculated Station 3+30 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 97.04 ft
97.04 ft
94.50 ft Hydraulic Grade In
Hydraulic Grade Out 95.68 ft
95.68 ft

Headlosses
Structure Headloss
Headloss Method
Absolute Headloss 0.00 ft
Absolute
0.00 ft Exit Discharge
Exit Velocity
Exit Velocity Head 5.50 cfs
4.58 ft/s
0.33 ft

Flow Summary
Total System Flow
System Flow Time
System Intensity
System Contributing Area 5.50 cfs
5.00 min
7.50 in/hr
0.73 acres Rational Flow
Known Flow
Additional Flow 5.50 cfs
0.00 cfs
0.00 cfs
Subwatershed Information
Area Inlet
(acres) C
1.04 0.70
Inlet Flow Summary
Inlet Area
Inlet CA
Total Inlet CA
Local Rational Flow
Additional Carryover 1.04 acres
0.73 acres
0.73 acres
5.50 cfs
0.00 cfs Composite Rational C
Carryover CA
Local Intensity
Time of Concentration
Total Flow To Inlet 0.70
0.00 acres
7.50 in/hr
5.00 min
5.50 cis

Inlet Characteristics
Inlet Type Generic Inlet
Inlet Generic Default 100%a
Road Cross Slope 0.020 ft/ft
Gutter Cross Slope 0.020 ft/ft Inlet Location
Inlet Section
Depressed Gutter
Gutter Width In Sag
Gutter Section
false
0.00 ft

Inlet Hydraulic results
Total Intercepted Flow
Total Bypassed Flow
Capture Efficiency 5.50 cfs
0.00 cfs
100.0 % Gutter Spread
Gutter Depth 0.00 ft
0.00 ft

External Piped Flow
Known Flow
External CA 0.00 cfs
0.00 acres Additional Flow
External Tc 0.00 cfs
0.00 min

Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:l..lstormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:52 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 17

Detailed Report for Inlet: 8
Intercepted Flow Summary
' Additional Carryover
Total Intercepted Flow 0.00 cfs Rational Flow
5.50 cfs 5.50 cfs

Upstream Piped Flow Summary
' Known Flow
Rational Flow 0.00 cfs Additional Flow
0.00 cfs Total Upstream Flow 0.00 cfs
0.00 cfs

Total System Pipe Flow
Known Flow
Rational Flow 0.00 cfs Additional Flow
5.50 cfs Total System Flow 0.00 cfs
5.50 cfs
1
n

n

Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
' c:\...\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:52 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 18

Detailed Report for Pipe: 8 to 6
'
Scenario: Base

' Pipe Characteristics
Material Concrete Length 27.00 ft
Section Shape Circular Mannings n 0.013
Section Size 15 inch Constructed Slope 0.003333 ft/ft
' Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
1 Total System Flow 5.50 cfs Capacity 3.73 cfs
Profile Description M2 Energy Slope 0.006646 ft/ft
' Headloss 0.32 ft Velocity In
Pipe Flow Time 0.09 min Average Velocity 4.58 ft/s
5.04 ft/s
System Flow Time 5.00 min Velocity Out 5.50 fUs
' Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 94.50 97.04 95.75 1.29 1.18 95.68 96.01
Downstrear 94.41 98.24 95.66 2.58 0.95 95.36 95.83
Message List
Message List
Warning: Fails minimum cover constraint.
Warning: Fails minimum slope constraint.

Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcadktreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
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t
Detailed Report for Pipe: Ex. 1 to 6
Scenario: Base
Pipe Characteristics
Material Concrete Length 91.00 ft
Section Shape Circular Mannings n 0.013
Section Size 36 inch Constructed Slope 0.029560 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 29.20 cfs Capacity 114.67 cfs
Profile Description Composite: S1/S2 Energy Slope 0.029344 ft/ft
Headloss 2.55 ft Velocity In 6.82 ft/s
Pipe Flow Time 0.23 min Average Velocity 6.52 ft/s
System Flow Time 5.00 min Velocity Out 6.22 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 95.87 102.10 98.87 3.23 1.75 97.62 98.34
Downstrear 93.18 98.24 96.18 2.06 1.89 95.07 95.67
Message List
Message List
Warning: Fails minimum cover constraint.
Warning: Hydraulic jump formed.
Warning: Critical depth assumed upstrearr
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:l..\stormcadklreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
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1
1

t

Scenario: Base
Detailed Report for Inlet: Existing 1
General
X
Y 10,020.16 ft
9,999.04 ft Calculated Station 3+94 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 102.10 ft
102.10 ft
95.87 ft Hydraulic Grade In
Hydraulic Grade Out 97.62 ft
97.62 ft

Headlosses
Structure Headloss
Headloss Method
Absolute Headloss 0.00 ft
Absolute
0.00 ft Exit Discharge
Exit Velocity
Exit Velocity Head 29.20 cfs
6.82 ft/s
0.72 ft

Flow Summary
Total System Flow
System Flow Time
System Intensity
System Contributing Area 29.20 cfs
5.00 min
7.50 in/hr
0.08 acres Rational Flow
Known Flow
Additional Flow 0.60 cfs
0.00 cfs
28.60 cfs
Subwatershed Information
Area Inlet
(acres) C
0.10 0.80
Inlet Flow Summary
Inlet Area
Inlet CA
Total Inlet CA
Local Rational Flow
Additional Carryover 0.10 acres
0.08 acres
0.08 acres
0.60 cfs
28.60 cfs Composite Rational C
Carryover CA
Local Intensity
Time of Concentration
Total Flow To Inlet 0.80
0.00 acres
7.50 in/hr
5.00 min
29.20 cfs

Inlet Characteristics
Inlet Type Generic Inlet
Inlet Generic Default 100%
Road Cross Slope 0.020 ft/ft
Gutter Cross Slope 0.020 ft/ft Inlet Location
Inlet Section
Depressed Gutter
Gutter Width In Sag
Gutter Section
false
0.00 ft

Inlet Hydraulic results
Total Intercepted Flow
Total Bypassed Flow
Capture Efficiency 29.20 cfs
0.00 cfs
100.0 % Gutter Spread
Gutter Depth 0.00 ft
0.00 ft

External Piped Flow
Known Flow
External CA 0.00 cfs
0.00 acres Additional Flow
External Tc 0.00 cfs
0.00 min

Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:1 ..\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:54 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 21

Detailed Report for Inlet: Existing 1
Intercepted Flow Summary
Additional Carryover 28.60 cfs Rational Flow 0.60 cfs
Total Intercepted Flow 29.20 cfs

Upstream Piped Flow Summary
Known Flow 0.00 cfs Additional Flow 0.00 cfs
Rational Flow 0.00 cfs Total Upstream Flow 0.00 cfs

Total System Pipe Flow
Known Flow 0.00 cfs Additional Flow 28.60 cfs
Rational Flow 0.60 cfs Total System Flow 29.20 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\..\stormcad\dreaver street north 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:31:54 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 22

fl
Scenario: Base
10
10to9
9
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
cA..\stormcadUine a.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319)
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1
1
1
1
1
1
Analysis Results
Scenario: Base
Title: Genesis Estates - Phases IV & V
Project Engineer: Bobby L. Joyner, P.E.
Project Date: 04/10/02
Comments: Catch Basin located on Cul-de-sac and based on 10 year storm.
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local Local Additional Total Total
Area Rational CA CA Inlet of Intensity Rational Carryover Carryover Flow
(acres) C (acres) (acres) CA Concentration (in/hr) Flow (cfs) Flow To Inlet
(acres) (min) (cfs) (cfs) (cfs)
10 0.88 0.73 0.64 0.00 0.64 5.00 0.00 7.50 4.86 0.00 0.00
Inlets
Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow (%)
(cfs) (cfs) (cfs)
10 N/A Default 100% Generic Inlet 4.86 4.86 0.00 100.0
Pipes For Network With Outlet: 9
Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (ft/ft) Flow (ft/s) (ft) (ft) (ft) (ft)
(cfs)
10 to 9 None 1 Circular 15 inch 166.00 0.012169 4.86 5.71 92.92 90.90 93.81 91.66
Structures For Network With Outlet: 9
Label Hydraulic Hydraulic Calculated Total System System
Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft) Flow (min) (in/hr)
(cfs)
9 91.66 91.66 0.00 4.86 5.48 7.50
10 93.81 93.81 0.00 4.86 5.00 7.50
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\line a.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 08:14:50 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1
t
Detailed Report for Outlet: 9
Scenario: Base
General
x
Y 9,981.12 ft
9,941.76 ft Station 0+00 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 93.28 ft
93.28 ft
90.90 ft Hydraulic Grade In
Tailwater Condition
Tailwater Elevation 91.66 ft
Free Outfall
N/A ft

Flow Summary
Total System Flow
System Flow Time
System Intensity
System Contributing Area 4.86 cfs
5.48 min
7.50 in/hr
0.64 acres Rational Flow
Known Flow
Additional Flow
Total Lost Flow 4.86 cfs
0.00 cis
0.00 cfs
0.00 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:l..\stormcad\line a.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 08:15:37 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1
t
Detailed Report for Inlet: 10
Scenario: Base
General
X
Y 9,981.12 ft
10,056.32 ft Calculated Station 1+66 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 95.42 ft
95.42 ft
92.92 ft Hydraulic Grade In
Hydraulic Grade Out 93.81 ft
93.81 ft

Headlosses
Structure Headloss
Headloss Method
Absolute Headloss 0.00 ft
Absolute
0.00 ft Exit Discharge
Exit Velocity
Exit Velocity Head 4.86 cfs
5.17 ft/s
0.42 ft

Flow Summary
Total System Flow
System Flow Time
System Intensity
System Contributing Area 4.86 cfs
5.00 min
7.50 in/hr
0.64 acres Rational Flow
Known Flow
Additional Flow 4.86 cfs
0.00 cfs
0.00 cfs
Subwatershed Information
Area Inlet
(acres) C
0.88 0.73
Inlet Flow Summary
Inlet Area 0.88 acres Composite Rational C 0.73
Inlet CA 0.64 acres Carryover CA 0.00 acres
Total Inlet CA 0.64 acres Local Intensity 7.50 in/hr
Local Rational Flow 4.86 cfs Time of Concentration 5.00 min
Additional Carryover 0.00 cfs Total Flow To Inlet 4.86 cfs

Inlet Characteristics
Inlet Type Generic Inlet Inlet Location In Sag
Inlet Generic Default 100% Inlet Section Gutter Section
Road Cross Slope 0.020 ft/ft Depressed Gutter false
Gutter Cross Slope 0.020 ft/ft Gutter Width 0.00 ft

Inlet Hydraulic results
Total Intercepted Flow 4.86 cfs Gutter Spread 0.00 ft
Total Bypassed Flow 0.00 cfs Gutter Depth 0.00 ft
Capture Efficiency 100.0 %

External Piped Flow
Known Flow 0.00 cfs Additional Flow 0.00 cfs
External CA 0.00 acres External Tc 0.00 min
Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:V..\stormcadvine a.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 08:15:37 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 2

'

'
Intercepted Flow Summary
Additional Carryover
Total Intercepted Flow
Upstream Piped Flow Summary Detailed Report for Inlet: 10

0.00 cfs Rational Flow
4.86 cfs

4.86 cfs
Known Flow 0.00 cfs Additional Flow 0.00 cfs
Rational Flow 0.00 cfs Total Upstream Flow 0.00 cfs
T
l S
t
t
Pi
Fl
o
a
ys
em
pe
ow
Known Flow 0.00 cfs Additional Flow 0.00 cfs
Rational Flow 4.86 cfs Total System Flow 4.86 cfs

Title: Genesis Estates - Phases IV 8 V Project Engineer: Bobby L. Joyner, P.E.
c1...\stormcad\line a.stm Appian Consulting Engineers, P.A. StormCAD v3.0 (319]
05/23/02 08:15:37 AM 0 Haestad Meth ods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 3

Detailed Report for Pipe: 10 to 9
Scenario: Base
Pipe Characteristics
Material Concrete Length 166.00 ft
Section Shape Circular Mannings n 0.013
Section Size 15 inch Constructed Slope 0.012169 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 4.86 cis Capacity 7.13 cis
Profile Description S2 Energy Slope 0.011844 ft/ft
Headloss 2.16 ft Velocity In 5.17 ft/s
Pipe Flow Time 0.48 min Average Velocity 5.71 ft/s
System Flow Time 5.00 min Velocity Out 6.25 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 92.92 95.42 94.17 1.25 0.89 93.81 94.23
Downstrear 90.90 93.28 92.15 1.13 0.76 91.66 92.26
Message List
Message List
Warning: Fails minimum cover constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcadVine a.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 08:15:38 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 4

Scenario: Base
Ex. 2 to 1
i
Ex. 3 to 12
Ex. 3
Ex. 2
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
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05/23/02 09:44:16 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

Analysis Results
Scenario: Base
Title: Genesis Estates - Phases IV & V
Project Engineer: Bobby L. Joyner, P.E.
Project Date: 04/01/02
Comments: Based on 25 year storm from Vernon Street north along propos ed Dreaver Street.
Inlet Rational Flows
Label Inlet Composite Inlet Carryover Total Time Local Local Additional Total Total
Area Rational CA CA Inlet of Intensity Rational Carryover Carryover Flow
(acres) C (acres) (acres) CA Concentration (in/hr) Flow (cfs) Flow To Inlet
(acres) (min) (cfs) (cfs) (cfs)
Ex.2 1.21 0.40 0.48 0.00 0.48 6.00 0.00 8.60 4.20 0.00 0.00
Ex.3 5.81 0.40 2.32 0.00 2.32 8.50 0.00 8.60 20.15 0.00 0.00
Inlets
Label Bypass Inlet Inlet Total Total Total Capture
Target Type Flow Intercepted Bypassed Efficiency
To Inlet Flow Flow (%)
(cfs) (cfs) (cfs)
Ex. 2 N/A Default 100% Generic Inlet 4.20 4.20 0.00 100.0
Ex. 3 N/A Default 100% Generic Inlet 20.15 20.15 0.00 100.0
Pipes For Network With Outlet: 11
Label Dn. Number Section Section Pipe Pipe Total Average Up Dn HGL HGL
Pipe of Shape Size Length Slope System Velocity Invert Invert In Out
Sections (ft) (ft/ft) Flow (ft/s) (ft) (ft) (ft) (ft)
(cfs)
12 to 11 None 1 Circular 24 inch 80.00 0.003000 24.34 8.06 88.35 88.11 90.92 89.85
Ex. 2 to 12 12 to 11 1 Circular 15 inch 64.00 0.023438 4.20 3.42 89.95 88.45 91.19 90.92
Ex. 3 to 12 12 to 11 1 Circular 24 inch 82.00 0.013293 20.15 6.41 89.54 88.45 91.57 90.92
Structures For Network With Outlet: 11
Label Hydraulic Hydraulic Calculated Total System System
Grade In Grade Out Headloss System Flow Time Intensity
(ft) (ft) (ft) Flow (min) (in/hr)
(cfs)
11 89.85 89.85 0.00 24.34 8.88 8.60
12 90.92 90.92 0.00 24.34 8.71 8.60
Ex.2 91.19 91.19 0.00 4.20 6.00 8.60
Ex.3 91.57 91.57 0.00 20.15 8.50 8.60
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:i..\stormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:45:59 AM ® Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1
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1
1
Detailed Report for Outlet: 11
Scenario: Base
General
x
Y 9,914.88 ft
9,900.45 ft Station 0+00 ft

Elevations
Ground Elevation
Rim Elevation
Sump Elevation 88.11 ft
88.11 ft
88.11 ft Hydraulic Grade In
Tailwater Condition
Tailwater Elevation 89.85 ft
Free Outfall
N/A ft

Flow Summary
Total System Flow
System Flow Time
System Intensity
System Contributing Area 24.34 cfs
8.88 min
8.60 in/hr
2.81 acres Rational Flow
Known Flow
Additional Flow
Total Lost Flow 24.34 cfs
0.00 cfs
0.00 cfs
0.00 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
cA.Astormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 09:44:59 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1
1
Detailed Report for Junction: 12
'
Scenario: Base
' General
X 9,921.75 ft Calculated Station 0+80 ft
Y 9,803.09 ft Structure Diameter 4.00 ft
' El
ti
eva
ons
Ground Elevation 92.00 ft Hydraulic Grade In 90.92 ft
Rim Elevation 92.00 ft Hydraulic Grade Out 90.92 ft
Sump Elevation 88.35 ft
Headlosses
Structure Headloss 0.00 ft Exit Discharge 24.34 cfs
Headloss Method Absolute Exit Velocity 7.75 ft/s
Absolute Headloss 0.00 ft Exit Velocity Head 0.93 ft
Flow Summary
Total System Flow 24.34 cfs Rational Flow 24.34 cfs
' System Flow Time 8.71 min Known Flow 0.00 cfs
System Intensity 8.60 in/hr Additional Flow 0.00 cfs
System Contributing Area 2.81 acres

Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
' c:\...\stormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A.
05/23/02 08:21:04 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA StormCAD v3.0 [319]
[phone] Page 2

Detailed Report for Pipe: 12 to 11
Scenario: Base
Pipe Characteristics
Material Concrete Length 80.00 ft
Section Shape Circular Mannings n 0.013
Section Size 24 inch Constructed Slope 0.003000 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 24.34 cfs Capacity 12.39 cfs
Profile Description Composite: M2/Pressure Energy Slope 0.011383 ft/ft
Headloss 1.07 ft Velocity In 7.75 ft/s
Pipe Flow Time 0.17 min Average Velocity 8.06 ft/s
System Flow Time 8.71 min Velocity Out 8.37 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 88.35 92.00 90.35 1.65 2.57 90.92 91.85
Downstrear 88.11 88.11 90.11 -2.00 1.74 89.85 90.94
Message List
Message List
Warning: Fails minimum cover constraint.
Warning: Fails minimum slope constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P. E.
c:1...\stormcadWreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 08:21:04 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 3

' Detailed Report for Inlet: Ex. 2
Scenario: Base
' General
X 9,882.02 ft Calculated Station 1+44 ft
Y 9,747.31 ft
'
Elevations
Ground Elevation 92.70 ft Hydraulic Grade In 91.19 ft
' Rim Elevation 92.70 ft Hydraulic Grade Out 91.19 ft
Sump Elevation 89.95 ft
' Headlosses
Structure Headloss 0.00 ft Exit Discharge 4.20 cfs
Headloss Method Absolute Exit Velocity 3.42 ft/s
' Absolute Headloss 0.00 ft Exit Velocity Head 0.18 ft
Flow Summary
Total System Flow 4.20 cfs Rational Flow 4.20 cfs
' System Flow Time 6.00 min Known Flow 0.00 cfs
System Intensity 8.60 in/hr Additional Flow 0.00 cfs
' System Contributing Area 0.48 acres
Subwatershed Information
' Area Inlet
(acres) C
1.21 0.40
' Inlet Flow Summary
Inlet Area 1.21 acres Composite Rational C 0.40
Inlet CA 0.48 acres Carryover CA 0.00 acres
' Total Inlet CA 0.48 acres Local Intensity 8.60 in/hr
Local Rational Flow 4.20 cfs Time of Concentration 6.00 min
Additional Carryover 0.00 cfs Total Flow To Inlet 4.20 cfs
' I
l
t Ch
i
ti
t
n
e
arac
er
s
cs
Inlet Type Generic Inlet Inlet Location In Sag
Inlet Generic Default 100% Inlet Section Gutter Section
' Road Cross Slope 0.020 ft/ft Depressed Gutter false
Gutter Cross Slope 0.020 ft/ft Gutter Width 0.00 ft
' Inlet Hydraulic results
Total Intercepted Flow 4.20 cfs Gutter Spread 0.00 ft
' Total Bypassed Flow
Capture Efficiency 0.00 cfs
100.0 % Gutter Depth 0.00 ft

External Piped Flow

' Known Flow 0.00 cfs Additional Flow 0.00 cfs
External CA 0.00 acres External Tc 0.00 min
' Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
' 05/23/02 08:21:05 AM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 4
i
e
i
Detailed Report for Inlet: Ex. 2
Intercepted Flow Summary
Additional Carryover
Total Intercepted Flow 0.00 cfs
4.20 cfs Rational Flow 4.20 cfs

Upstream Piped Flow Summary
Known Flow
Rational Flow 0.00 cfs
0.00 cfs Additional Flow
Total Upstream Flow 0.00 cfs
0.00 cfs

Total System Pipe Fldw
Known Flow
Rational Flow 0.00 cfs
4.20 cfs Additional Flow
Total System Flow 0.00 cfs
4.20 cis
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 08:21:05 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 5

Detailed Report for Pipe: Ex. 2 to 12
Scenario: Base
Pipe Characteristics
Material Concrete Length 64.00 ft
Section Shape Circular Mannings n 0.013
Section Size 15 inch Constructed Slope 0.023438 ft/ft
Number of Sections 1 Bend Angle 0.00 degrees

Hydraulic Summary
Total System Flow 4.20 cfs Capacity 9.89 cfs
Profile Description Composite: Pressure/S1 Energy Slope 0.004218 ft/ft
Headloss 0.27 ft Velocity In 3.42 ft/s
Pipe Flow Time 0.31 min Average Velocity 3.42 ft/s
System Flow Time 6.00 min Velocity Out 3.42 ft/s
Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 89.95 92.70 91.20 1.50 1.24 91.19 91.37
Downstrear 88.45 92.00 89.70 2.30 2.47 90.92 91.10
Message List
Message List
Warning: Fails minimum cover constraint.
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
05/23/02 08:21:06 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 6

Detailed Report for Inlet: Ex. 3
t
Scenario: Base
' General
X 9,991.48 ft Calculated Station 1+62 ft
Y 9,746.47 ft
' El
ti
eva
ons
Ground Elevation 93.21 ft Hydraulic Grade In 91.57 ft
' Rim Elevation 93.21 ft Hydraulic Grade Out 91.57 ft
Sump Elevation 89.54 ft
' Headlosses
Structure Headloss 0.00 ft Exit Discharge 20.15 cfs
Headloss Method Absolute Exit Velocity 6.41 ft/s
' Absolute Headloss 0.00 ft Exit Velocity Head 0.64 ft
Flow Summary
Total System Flow 20.15 cfs Rational Flow 20.15 cfs
' System Flow Time 8.50 min Known Flow 0.00 cfs
System Intensity 8.60 in/hr Additional Flow 0.00 cfs
System Contributing Area 2.32 acres

Subwatershed Information
1 Area Inlet
(acres) C
5.81 0.40
' Inlet Flow Summary
Inlet Area 5.81 acres Composite Rational C 0.40
Inlet CA 2.32 acres Carryover CA 0.00 acres
' Total Inlet CA 2.32 acres Local Intensity 8.60 in/hr
Local Rational Flow 20.15 cfs Time of Concentration 8.50 min
Additional Carryover 0.00 cfs Total Flow To Inlet 20.15 cfs
' Inlet Characteristi
cs
Inlet Type Generic Inlet Inlet Location In Sag
Inlet Generic Default 100% Inlet Section Gutter Section
' Road Cross Slope 0.020 ft/ft Depressed Gutter false
Gutter Cross Slope 0.020 ft/ft Gutter Width 0.00 ft
' Inlet Hydraulic results
Total Intercepted Flow 20.15 cfs Gutter Spread 0.00 ft
Total Bypassed Flow 0.00 cfs Gutter Depth 0.00 ft
' Capture Efficiency 100.0 %
External Piped Flow
' Known Flow 0.00 cfs Additional Flow 0.00 cfs
External CA 0.00 acres External Tc 0.00 min
Intercepted Flow Summary
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\stormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 (319]
' 05/23/02 08:21:06 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 7

Detailed Report for Inlet: Ex. 3
Intercepted Flow Summary
Additional Carryover
Total Intercepted Flow 0.00 cis
20.15 cfs Rational Flow 20.15 cis

Upstream Piped Flow Summary
Known Flow
Rational Flow 0.00 cfs
0.00 cis Additional Flow
Total Upstream Flow 0.00 cis
0.00 cfs

Total System Pipe Flow
Known Flow
Rational Flow 0.00 cfs
20.15 cfs Additional Flow
Total System Flow 0.00 cfs
20.15 cfs
Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P.E.
c:\...\.stormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319)
05/23/02 08:21:06 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 8

Detailed Report for Pipe: Ex. 3 to 12
'
Scenario: Base

' Pipe Characteristics
Material Concrete Length 82.00 ft
Section Shape Circular Mannings n 0.013
Section Size 24 inch Constructed Slope 0.013293 ft/ft
' Number of Sections 1 Bend Angie 0.00 degrees

Hydraulic Summary
' Total System Flow 20.15 cfs Capacity 26.08 cfs
Profile Description Pressure Energy Slope 0.007932 ft/ft
Headloss
Pipe Flow Time 0.65 ft
0.21 min Velocity In
Average Velocity 6.41 ft/s
6.41 ft/s
System Flow Time 8.50 min Velocity Out 6.41 ft/s

' Elevations/Depths
Invert Ground Crown Cover Depth HGL EGL
(ft) (ft) (ft) (ft) (ft) (ft) (ft)
Upstream 89.54 93.21 91.54 1.67 2.03 91.57 92.21
Downstrear 88.45 92.00 90.45 1.55 2.47 90.92 91.56

Message List
Message List
Warning: Fails minimum cover constraint.

Title: Genesis Estates - Phases IV & V Project Engineer: Bobby L. Joyner, P. E.
c:\..\stormcad\dreaver street south 2.stm Appian Consulting Engineers, P.A. StormCAD v3.0 [319]
' 05/23/02 08:21:07 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 9

Culvert Calculator Report
Outlet Pipe at Wet Pond
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation 87.93 ft
Computed Headwater Elevation 87.90 ft
Inlet Control HW Elev 87.79 ft
Outlet Control HW Elev 87.90 ft Headwater Depth/ Height
Discharge
Taiiwater Elevation
Control Type 1.60
3.96 cfs
86.58 ft
Outlet Control

Grades
Upstream Invert
Length 86.30 ft
22.00 ft Downstream Invert
Constructed Slope 86.23 ft
0.003182 ft/ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream CompositeM2Pressure
Mild
Subcritical
5.60 ft/s Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 0.84 ft
N/A ft
0.84 ft
0.011757 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections Circular
Concrete
12 inch
1 Mannings Coefficient
Span
Rise 0.013
1.00 ft
1.00 ft

Outlet Control Properties
Outlet Control HW Elev
Ke 87.90 ft
0.20 Upstream Velocity Head
Entrance Loss 0.40 ft
0.08 ft

Inlet Control Properties
Inlet Control HW Elev
Inlet Type
K
M
C
Y 87.79 ft
Groove end projecting
0.00450
2.00000
0.03170
0.69000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form Submerged
0.8 ft2
1
3
1
Project Engineer: Bobby L. Joyner, PE
c:\...\calculations\pond calcs\project1.cvm Appian Consulting Engineers, PA CulvertMaster v1.0
06/13/02 09:20:22 AM 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1 of 1

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POND CALCULATIONS

Genesis Estates - Phases IV & V
Stormwater Management
Stormwater Management Summary
Extended Wet Detention Pond
Site Summary
Area Draining into Pond: 13.78 Ac -+
Minimum Pond Area: 0.350 Ac
Designed Pond Area (at Permanent Pool): 0.355 Ac
Outlet Structure Summary
Invert of Water Quality Pond: 81.00 ft.
Draw Down Orifice: 2 in. Dia.
Invert of Draw Down Orifice (Permanent Pool Elevation): 86.30 ft.
Permanent Pool Depth: 5.3 ft.
Principal Spillway: 2 ft. X 2 ft. Box
Principal Spillway Elevation: 87.50 ft.
Emergency Spillway Elevation: 87.99 ft.
Top of Dam: 88.50 ft.
Draw Down Time: 3 Days ±
Hydrologic Summary

Genesis Estates - Phases IV & V
Stormwater Management
Design Parameters / Calculations
• Detain first 1 inch of rainfall above permanent pool elevation.
• Remove 85% TSS (minimum).
• Allow 2 to 5 day draw down to permanent pool elevation.
• Ensure 3 feet (minimum) permanent pool depth.
• Design side slopes no steeper than 3:1.
• Design 6 feet wide vegetated perimeter shelf (at a minimum) at no steeper than
6:1 slope.
Minimum Pond Area:
Built Upon Computation
Proposed Impervious Area
Lot Built-Upon Comnutation
5/24/02-pws
Building Area Driveway Total SF
1710 966+=
Area Draining to Pond (ADP)

Current Project 363720.59 SF
Existing Drainage Area 236530.8 SF
Total 600251.39 SF
Built-Upon Area (BUA)
8.350 AC
5.430 AC
13.780 AC
' Current Project: 17 Lots draining into pond
Building/Driveways 45493.36 SF 1.044AC
Streets 47916 SF 1.100AC
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rainage Area 13
777.05 SF 3.186 AC
Total 232186.41 SF 5.330 AC
'

BUA/ADP o
38.7%

Genesis Estates - Phases IV & V
Stormwater Management
From Appendix A, with 90% TSS removal (without vegetative filter), the percentage
impervious area, the pond depth, the surface area (SA) of the pond for the drainage
area (DA) of the current project is determined to be:
Depth of Pond = 5.30 ft.
Impervious Area = 38.7%
Impervious % Depth SAIDA
30% 5 2.2
5.3 ?
5.5 1.9
? = 2.02
40% 5 2.80
5.3 ?
5.5 2.50
? = 2.62
Impervious % SA/DA
30% 2.02
38.7% x
40% 2.62
Interpolating and solving for x yielded: x = 2.54
Pond Surface Area = 2.54% x DA
0.0254 x 13.78 Acres
0.350 Acres (minimum)
Designed Pond = 0.355 Acres (area scaled from proposed grading plan)
Thus, the Designed Pond is reaterthan the minimum calculated pond surface area.
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Genesis Estates - Phases IV & V
Stormwater Management
Storage Volumes
Contour Z Area AS ACC S
86.30 0.00 7549.7 --- ---
87.00 0.70 10444.48 6297.96 6297.96
88.00 1.70 12836.71 11640.60 17938.56
88.50 2.20 13888.7 6681.35 24619.91
Permanent Pool Storag e
Contour Z Area AS ACC S
81.00 0.00 392.32 --- ---
82.00 1.00 758.67 575.50 575.50
83.00 2.00 1568.02 1163.35 1738.84
84.00 3.00 2995.23 2281.63 4020.47
85.00 4.00 4604.36 3799.80 7820.26
86.00 5.00 6470.75 5537.56 13357.82
86.30 5.30 7549.7 2103.07 15460.88
Basin SA = 0.355 Acres
Sediment Storage Zone:
Acres Disturbed = 13.78 Ac. ±
Volume of Sediment = 13.78 Ac x 1800 cf/Ac/yr x 1 yr
24,804 CF of Sediment
Forebay
Contour Z Area AS ACC S
83.00 0.00 344.26 --- ---
84.00 1.00 816.76 580.51 580.51
85.00 2.00 1432.93 1124.85 1705.36
86.00 3.00 2222.3 1827.62 3532.97
86.30 3.30 2661.78 732.61 4265.58
Permanent Pool Storage = 15,460.88 cf
Minimum Forebay Storage = 15,460.88 cf x 20%
= 3,092.18 cf
Designed Forebay Storage= 4,265.58 cf (27.6% of total Permanent Pool Storage)
Genesis Estates - Phases IV & V
Stormwater Management
Outlet Structure:
• Regraded contour at end of outlet pipe is at elevation 86.18 ft.
Using 34 LF 12" RCP w/6' FES @ 0.3% obtains an upstream invert elevation
86.30 ft.
• Permanent Pool Elevation is 86.30 ft.
• Match invert of draw down orifice to Permanent Pool Elevation of 86.30 ft.
• Assume that the primary weir structure is a 2 ft x 2 ft box with Principal Spillway
Elevation of 87.50 ft.
1. Calculate Volume from first 1 Inch Rainfall using the "Simple Method":
Rv = 0.05 + 0.009(l)
Where,
' Rv = runoff coefficient = storm runoff (in.)/storm rainfall (in.)
I = Percent Impervious = 38.7%
Rv = 0.05 + 0.009(38.794o) = 0.398 in.fln.
Therefore, the volume is
V = (Design Rainfall) (Rv) (Drainage Area)
V = (1 inch rainfall)(0.398 in./in.)(13.78 Ac.)(1/12 ft.lin.)
V = 0.457 Ac-ft. or 19907 cf
2. Calculate Draw Down Orifice:
• Assume 3-day draw down.
First, the maximum head of water is calculated:
1ft
dH=88.50 ft-86.30ft-(2in)(12in) =2.03ff
Then, the minimum Q needs to be found:
_ Volume = cf
Qmin - Days sec
Qmin = ('19907 co
(3 days)(24 hr)(60 min)(60 sec)

' Genesis Estates - Phases IV & V
Stormwater Management
Qmin = 0.0768 cfs
Finally, using the orifice aquation the orifice size can be determined:
Q=CA 2GAH
A Q
C 2GAH
Where,
Q = 0.077 cfs
C = 0.63
g = 32.2 ft/sec2
dH =2.03 ft
_ 0.077
A 0.63 2 (32.2) (2.03)
A = 0.0107 sf required

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Orifice Area
1" 0.0055 sf
2" 0.0218 sf
3" 0.0491 sf
Use 2" draw down orifice.

Genesis Estates - Phases IV & V
Stormwater Management

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I Water Quality Pond #1
? Stormwater Pond Stage/Storage
? And
i Hydrologic Reports

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+--------------------------; STAGE / STORAGE TABLE
1. RESERVOIR No = 1. 2. RESERVOIR NAME = WET POND....
3. S = Ks * Z^b
Ks=0............ b=0..........
START ELEV = 0..... INCREMENT = 0...
STAGE ELEVATION CO AREA INC STORAGE TOT STORAGE
ft ft sq ft cu ft cu ft
4 0.00 86.30. 7549.7.. 0 0
5 0.70 87.00. 10444.48 6297 6297
6 1.70 88.00. 12836.71 11640 17937
7 2.20 88.50. 13888.7. 6681 24618
8 0.00 0.00. 0....... 0 0
+-----------------------------; OUTLET STRUCTURES ;----------------------------+
Reservoir: 1
CULVERT STRUC A. Q=CoA[2gh/k]^.5 CULVERT STRUC B. Q=CoA[2gh/k]^.5
1. WIDTH (in) = 12.
2. HEIGHT (in) = 12.
3. No. BARRELS = L.
4. INVERT ELEV. = 86.30....
5. Co = 0.60
6. CULVERT LENGTH (ft) = 40..
7. CULVERT SLOPE (%) =.3..
8. MANNING'S N-VALUE =.013
9. WIDTH (in) = 2..
10. HEIGHT (in) = 2..
11. No. BARRELS = L.
12. INVERT ELEV. = 86.30....
13. Co = 0.60
14. CULVERT LENGTH (ft) =.25.
15. CULVERT SLOPE (%) =.5..
16. MANNING'S N-VALUE =.O 13
17. MULTI-STAGE OPTION? (Y/I) N
WEIR STRUCTURE A. Q=CWLH^EXP WEIR STRUCTURE B. Q=CWLH^EXP
18. CREST LENGTH (ft) = 12.....
19. CREST ELEVATION = 87.5...
20. Cw = 3.00
21. EXP = 1.50
22. MULTI-STAGE OPTION? (Y/N) Y
23. CREST LENGTH (ft) = 400....
24. CREST ELEVATION = 87.99..
25. Cw = 3.00
26. EXP = 1.50
27. MULTI-STAGE OPTION? (Y/N) N
+------------------------------------------------------------------------------+
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HYDROLOGIC REPORT
STAGE / STORAGE / DISCHARGE
RESERVOIR NUMBER = 1
RESERVOIR NAME = WET POND.... (* 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*[2g h/k]".5 * 1
* WEIR STRUCT A. Q = 3 * 12 * H 1.5
WEIR STRUCT B. Q = 3 * 400 * H 1.5
ELEVATION DISCHARGE (cfs)
---------- ----CULVERT A CULVERT B----
------------------ --WEIR -A
-- WEIR B
----------
86.30 0.01 0.01 0.00 0.00
87.00 1.19 0.09 0.00 0.00
88.00 3.55 0.14 12.73 1.20
88.50 4.46 0.15 36.00 437.06
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 86.30 0 0 0.01
0.70 87.00 6297 6297 0.09
1.70 88.00 11640 17937 4.89
2.20 88.50 6681 24618 441.67
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
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HYDROLOGIC REPORT
1 YR 24 HOUR STORM....
INTO WET DETENTION ...
POND ..................
Hyd. No. 5
Hydrograph type = S.C.S. RUNOFF Peak discharge = 3.51 cfs
Storm frequency = 1 yr Time interval = 5 min
Basin area = 13.78 ac Basin curve No. = 62
Ave basin slope = 4 % Hydraulic len = 600 ft
Basin lag = 10.4 min Time of concen = 17.41 min
Total precip. = 3.00 in Distribution = S.C.S. II
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW
(hrs cfs)
11.75 0.01
12.08 3.08
12.42 2.26
12.75 1.04
TIME--OUTFLOW
(hrs cfs)
11.83 0.08
12.17 3.51
12.50 1.66
12.83 0.95
TIME--OUTFLOW
(hrs cfs)
11.92 0.73
12.25 3.21
12.58 1.29
12.92 0.89
TIME--OUTFLOW
(hrs cfs)
12.00 1.88
12.33 2.79
12.67 1.15
13.00 0.84
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1 INCH RUNOFF HYDROGRAPH

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HYDROLOGIC REPORT
1 INCH RUNOFF THRU....
WET DETENTION POND....
......................
Hyd. No. 6
Hydrograph type = RESERVOIR ROUTE Peak discharge = 0.28 cfs
Storm frequency = 1 yr Time interval = 5 min
Inflow hyd. no. = 5 Reservoir no. = 1
HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.00 0.00 0.00 0.00 0.00 0.00
0.08 0.00 0.00 0.00 0.00 0.00
0.17 0.00 0.00 0.00 0.00 0.00
0.25 0.00 0.00 0.00 0.00 0.00
0.33 0.00 0.00 0.00 0.00 0.00
0.42 0.00 0.00 0.00 0.00 0.00
0.50 0.00 0.00 0.00 0.00 0.00
0.58 0.00 0.00 0.00 0.00 0.00
0.67 0.00 0.00 0.00 0.00 0.00
0.75 0.00 0.00 0.00 0.00 0.00
0.83 0.00 0.00 0.00 0.00 0.00
0.92 0.00 0.00 0.00 0.00 0.00
1.00 0.00 0.00 0.00 0.00 0.00
1.08 0.00 0.00 0.00 0.00 0.00
1.17 0.00 0.00 0.00 0.00' 0.00
1.25 0.00 0.00 0.00 0.00 0.00
1.33 0.00 0.00 0.00 0.00 0.00
1.42 0.00 0.00 0.00 0.00 0.00
1.50 0.00 0.00 0.00 0.00 0.00
1.58 0.00 0.00 0.00 0.00 0.00
1.67 0.00 0.00 0.00 0.00 0.00
1.75 0.00 0.00 0.00 0.00 0.00
1.83 0.00 0.00 0.00 0.00 0.00
1.92 0.00 0.00 0.00 0.00 0.00
2.00 0.00 0.00 0.00 0.00 0.00
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HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
2.08 0.00 0.00 0.00 0.00 0.00
2.17 0.00 0.00 0.00 0.00 0.00
2.25 0.00 0.00 0.00 0.00 0.00
2.33 0.00 0.00 0.00 0.00 0.00
2.42 0.00 0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00 0.00 0.00
2.58 0.00 0.00 0.00 0.00 0.00
2.67 0.00 0.00 0.00 0.00 0.00
2.75 0.00 0.00 0.00 0.00 0.00
2.83 0.00 0.00 0.00 0.00 0.00
2.92 0.00 0.00 0.00 0.00 0.00
3.00 0.00 0.00 0.00 0.00 0.00
3.08 0.00 0.00 0.00 0.00 0.00
3.17 0.00 0.00 0.00 0.00 0.00
3.25 0.00 0.00 0.00 0.00 0.00
3.33 0.00 0.00 0.00 0.00 0.00
3.42 0.00 0.00 0.00 0.00 0.00
3.50 0.00 0.00 0.00 0.00 0.00
3.58 0.00 0.00 0.00 0.00 0.00
3.67 0.00 0.00 0.00 0.00 0.00
3.75 0.00 0.00 0.00 0.00 0.00
3.83 0.00 0.00 0.00 0.00 0.00
3.92 0.00 0.00 0.00 0.00 0.00
4.00 0.00 0.00 0.00 0.00 0.00
4.08 0.00 0.00 0.00 0.00 0.00
4.17 0.00 0.00 0.00 0.00 0.00
4.25 0.00 0.00 0.00 0.00 0.00
4.33 0.00 0.00 0.00 0.00 0.00
4.42 0.00 0.00 0.00 0.00 0.00
4.50 0.00 0.00 0.00 0.00 0.00
4.58 0.00 0.00 0.00 0.00 0.00
4.67 0.00 0.00 0.00 0.00 0.00
4.75 0.00 0.00 0.00 0.00 0.00
4.83 0.00 0.00 0.00 0.00 0.00
4.92 0.00 0.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00 0.00 0.00
5.08 0.00 0.00 0.00 0.00 0.00
5.17 0.00 0.00 0.00 0.00 0.00
5.25 0.00 0.00 0.00 0.00 0.00
5.33 0.00 0.00 0.00 0.00 0.00
5.42 0.00 0.00 0.00 0.00 0.00
5.50 0.00 0.00 0.00 0.00 0.00

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HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
5.58 0.00 0.00 0.00 0.00 0.00
5.67 0.00 0.00 0.00 0.00 0.00
5.75 0.00 0.00 0.00 0.00 0.00
5.83 0.00 0.00 0.00 0.00 0.00
5.92 0.00 0.00 0.00 0.00 0.00
6.00 0.00 0.00 0.00 0.00 0.00
6.08 0.00 0.00 0.00 0.00 0.00
6.17 0.00 0.00 0.00 0.00 0.00
6.25 0.00 0.00 0.00 0.00 0.00
6.33 0.00 0.00 0.00 0.00 0.00
6.42 0.00 0.00 0.00 0.00 0.00
6.50 0.00 0.00 0.00 0.00 0.00
6.58 0.00 0.00 0.00 0.00 0.00
6.67 0.00 0.00 0.00 0.00 0.00
6.75 0.00 0.00 0.00 0.00 0.00
6.83 0.00 0.00 0.00 0.00 0.00
6.92 0.00 0.00 0.00 0.00 0.00
7.00 0.00 0.00 0.00 0.00 0.00
7.08 0.00 0.00 0.00 0.00 0.00
7.17 0.00 0.00 0.00 0.00 0.00
7.25 0.00 0.00 0.00 0.00 0.00
7.33 0.00 0.00 0.00 0.00 0.00
7.42 0.00 0.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00 0.00 0.00
7.58 0.00 0.00 0.00 0.00 0.00
7.67 0.00 0.00 0.00 0.00 0.00
7.75 0.00 0.00 0.00 0.00 0.00
7.83 0.00 0.00 0.00 0.00 0.00
7.92 0.00 0.00 0.00 0.00 0.00
8.00 0.00 0.00 0.00 0.00 0.00
8.08 0.00 0.00 0.00 0.00 0.00
8.17 0.00 0.00 0.00 0.00 0.00
8.25 0.00 0.00 0.00 0.00 0.00
8.33 0.00 0.00 0.00 0.00 0.00
8.42 0.00 0.00 0.00 0.00 0.00
8.50 0.00 0.00 0.00 0.00 0.00
8.58 0.00 0.00 0.00 0.00 0.00
8.67 0.00 0.00 0.00 0.00 0.00
8.75 0.00 0.00 0.00 0.00 0.00
8.83 0.00 0.00 0.00 0.00 0.00
8.92 0.00 0.00 0.00 0.00 0.00
9.00 0.00 0.00 0.00 0.00 0.00
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HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
9.08 0.00 0.00 0.00 0.00 0.00
9.17 0.00 0.00 0.00 0.00 0.00
9.25 0.00 0.00 0.00 0.00 0.00
9.33 0.00 0.00 0.00 0.00 0.00
9.42 0.00 0.00 0.00 0.00 0.00
9.50 0.00 0.00 0.00 0.00 0.00
9.58 0.00 0.00 0.00 0.00 0.00
9.67 0.00 0.00 0.00 0.00 0.00
9.75 0.00 0.00 0.00 0.00 0.00
9.83 0.00 0.00 0.00 0.00 0.00
9.92 0.00 0.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00 0.00 0.00
10.08 0.00 0.00 0.00 0.00 0.00
10.17 0.00 0.00 0.00 0.00 0.00
10.25 0.00 0.00 0.00 0.00 0.00
10.33 0.00 0.00 0.00 0.00 0.00
10.42 0.00 0.00 0.00 0.00 0.00
10.50 0.00 0.00 0.00 0.00 0.00
10.58 0.00 0.00 0.00 0.00 0.00
10.67 0.00 0.00 0.00 0.00 0.00
10.75 0.00 0.00 0.00 0.00 0.00
10.83 0.00 0.00 0.00 0.00 0.00
10.92 0.00 0.00 0.00 0.00 0.00
11.00 0.00 0.00 0.00 0.00 0.00
11.08 0.00 0.00 0.00 0.00 0.00
11.17 0.00 0.00 0.00 0.00 0.00
11.25 0.00 0.00 0.00 0.00 0.00
11.33 0.00 0.00 0.00 0.00 0.00
11.42 0.00 0.00 0.00 0.00 0.00
11.50 0.00 0.00 0.00 0.00 0.00
11.58 0.00 0.00 0.00 0.00 0.00
11.67 0.00 0.01 0.00 0.00 0.00
11.75 0.01 0.08 0.01 0.01 0.00
11.83 0.08 0.73 0.10 0.10 0.00
11.92 0.73 1.88 0.91 0.91 0.00
12.00 1.88 3.08 3.51 3.52 0.00
12.08 3.08 3.51 8.47 8.48 0.00
12.17 3.51 3.21 14.98 15.06 0.04
12.25 3.21 2.79 21.59 21.70 0.06
12.33 2.79 2.26 27.45 27.58 0.06
12.42 2.26 1.66 32.36 32.50 0.07
12.50 1.66 1.29 36.12 36.27 0.08
t

I HYDROGRAPH DISCHARGE TABLE Cont'd

1
11

I

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
12.58 1.29 1.15 38.90 39.06 0.08
12.67 1.15 1.04 41.18 41.35 0.08
12.75 1.04 0.95 43.21 43.38 0.08
12.83 0.95 0.89 45.03 45.20 0.09
12.92 0.89 0.84 46.69 46.87 0.09
13.00 0.84 0.80 48.24 48.42 0.09
13.08 0.80 0.76 49.69 49.87 0.09
13.17 0.76 0.73 51.07 51.25 0.09
13.25 0.73 0.70 52.37 52.56 0.09
13.33 0.70 0.67 53.62 53.80 0.09
13.42 0.67 0.65 54.80 54.99 0.09
13.50 0.65 0.63 55.94 56.13 0.09
13.58 0.63 0.61 57.03 57.22 0.10
13.67 0.61 0.59 58.07 58.26 0.10
13.75 0.59 0.57 59.07 59.26 0.10
13.83 0.57 0.55 60.02 60.22 0.10
13.92 0.55 0.53 60.94 61.14 0.10
14.00 0.53 0.51 61.82 62.02 0.10
14.08 0.51 0.50 62.67 62.87 0.10
14.17 0.50 0.48 63.48 63.68 0.10
14.25 0.48 0.47 64.26 64.46 0.10
14.33 0.47 0.47 65.01 65.22 0.10
14.42 0.47 0.46 65.75 65.95 0.10
14.50 0.46 0.45 66.47 66.68 0.10
14.58 0.45 0.45 67.18 67.38 0.10
14.67 045 0.44 67.87 68.08 0.10
14.75 0.44 0.44 68.56 68.77 0.10
14.83 0.44 0.43 69.23 69.44 0.10
14.92 0.43 0.43 69.89 70.10 0.10
15.00 0.43 0.42 70.54 70.75 0.11
15.08 0.42 0.41 71.17 71.39 0.11
15.17 0.41 0.41 71.80 72.01 0.11
15.25 0.41 0.40 72.41 72.62 0.11
15.33 0.40 0.40 73.00 73.22 0.11
15.42 0.40 0.39 73.59 73.80 0.11
15.50 0.39 0.38 74.15 74.37 0.11
15.58 0.38 0.38 74.71 74.93 0.11
15.67 0.38 0.37 75.25 75.47 0.11
15.75 0.37 0.36 75.78 76.00 0.11
15.83 0.36 0.36 76.29 76.51 0.11
15.92 0.36 0.35 76.79 77.01 0.11
16.00 0.35 0.34 77.28 77.49 0.11

I HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
16.08 0.34 0.34 77.75 77.97 0.11
16.17 0.34 0.33 78.20 78.42 0.11
16.25 0.33 0.33 78.65 78.87 0.11
16.33
16.42 0.33
0.32 0.32
0.32 79.08
79.51 79.30
79.73 0.11
0.11
16.50 0.32 0.32 79.93 80.15 0.11
16.58 0.32 0.32 80.34 80.56 0.11
16.67 0.32 0.31 80.75 80.97 0.11
I 16.75 0.31 0.31 81.16 81.38 0.11
16.83 0.31 0.31 81.56 81.78 0.11
16.92 0.31 0.31 81.95 82.18 0.11
17.00 0.31 0.30 82.34 82.57 0.11
17.08 0.30 0.30 82.73 82.95 0.11
17.17 0.30 0.30 83.09 83.33 0.12
' 17.25 0.30 0.30 83.36 83.69 0.17
17.33 0.30 0.30 83.55 83.96 0.20
17.42 0.30 0.29 83.69 84.15 0.23
17.50 0.29 0.29 83.79 84.28 0.24
17.58 0.29 0.29 83.87 84.38 0.26
17.67 0.29 0.29 83.92 84.45 0.26
17.75
17.83 0.29
0.28 0.28
0.28 83.95
83.97 84.49
84.52 0.27
0.27
17.92 0.28 0.28 83.98 84.54 0.28
18.00 0.28 0.28 83.99 84.54 0.28
18.08 0.28 0.27 83.99 84.54 0.28
18.17 0.27 0.27 83.99 84.54 0.28
18.25 0.27 0.27 83.98 84.53 0.28
18.33
18.42 0.27
0.27 0.27
0.26 83.97
83.96 84.52
84.50 0.27
0.27
18.50 0.26 0.26 83.95 84.49 0.27
18.58 0.26 0.26 83.94 84.47 0.27
18.67 0.26 0.26 83.92 84.45 0.27
18.75 0.26 0.25 83.91 84.44 0.26
18.33 0.25 0.25 83.89 84.42 0.26
18.92 0.25 0.25 83.88 84.40 0.26
' 19.00 0.25 0.24 83.87 84.38 0.26
19.08 0.24 0.24 83.85 84.36 0.25
19.17
19.25 0.24
0.24 0.24
0.24 83.83
83.82 84.34
84.32 0.25
0.25
19.33 0.24 0.23 83.80 84.29 0.25
19.42 0.23 0.23 83.79 84.27 0.24
' 19.50 0.23 0.23 83.77 84.25 0.24

I HYDROGRAPH DISCHARGE TABLE Cont'd

t

11

u

1
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
19.58 0.23 0.22 83.76 84.23 0.24
19.67 0.22 0.22 83.74 84.21 0.23
19.75 0.22 0.22 83.72 84.19 0.23
19.83 0.22 0.22 83.71 84.16 0.23
19.92 0.22 0.21 83.69 84.14 0.23
20.00 0.21 0.21 83.67 84.12 0.22
20.08 0.21 0.21 83.66 84.10 0.22
20.17 0.21 0.21 83.64 84.08 0.22
20.25 0.21 0.20 83.63 84.05 0.21
20.33 0.20 0.20 83.61 84.04 0.21
20.42 0.20 0.20 83.60 84.02 0.21
20.50 0.20 0.20 83.59 84.01 0.21
20.58 0.20 0.20 83.58 83.99 0.21
20.67 0.20 0.20 83.57 83.98 0.21
20.75 0.20 0.20 83.57 83.98 0.20
20.83 0.20 0.20 83.56 83.97 0.20
20.92 0.20 0.20 83.56 83.96 0.20
21.00 0.20 0.20 83.55 83.96 0.20
21.08 0.20 0.20 83.55 83.96 0.20
21.17 0.20 0.20 83.55 83.95 0.20
21.25 0.20 0.20 83.55 83.95 0.20
21.33 0.20 0.20 83.54 83.94 0.20
21.42 0.20 0.20 83.54 83.94 0.20
21.50 0.20 0.20 83.54 83.94 0.20
21.58 0.20 0.20 83.54 83.93 0.20
21.67 0.20 0.20 83.53 83.93 0.20
21.75 0.20 0.20 83.53 83.93 0.20
21.83 0.20 0.20 83.53 83.92 0.20
21.92 0.20 0.20 83.53 83.92 0.20
22.00 0.20 0.19 83.52 83.92 0.20
22.08 0.19 0.19 83.52 83.91 0.20
22.17 0.19 0.19 83.52 83.91 0.20
22.25 0.19 0.19 83.52 83.91 0.20
22.33 0.19 0.19 83.51 83.90 0.20
22.42 0.19 0.19 83.51 83.90 0.19
22.50 0.19 0.19 83.51 83.90 0.19
22.58 0.19 0.19 83.51 83.89 0.19
22.67 0.19 0.19 83.50 83.89 0.19
22.75 0.19 0.19 83.50 83.89 0.19
22.83 0.19 0.19 83.50 83.88 0.19
22.92 0.19 0.19 83.49 83.88 0.19
23.00 0.19 0.19 83.49 83.88 0.19

1 HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
23.08 0.19 0.19 83.49 83.87 0.19
1 23.17 0.19 0.19 83.49 83.87 0.19
23.25 0.19 0.19 83.48 83.86 0.19
23.33 0.19 0.19 83.48 83.86 0.19
23.42 0.19 0.19 83.48 83.86 0.19
23.50 0.19 0.19 83.48 83.85 0.19
23.58 0.19 0.19 83.47 83.85 0.19
23.67 0.19 0.19 83.47 83.85 0.19
23.75 0.19 0.19 83.47 83.84 0.19
23.83 0.19 0.18 83.47 83.84 0.19
23.92
24.00 0.18
0.18 0.18
0.17 83.46
83.46 83.84
83.83 0.19
0.19
24.08 0.17 0.14 83.45 83.81 0.18
24.17 0.14 0.09 83.40 83.75 0.18
24.25 0.09 0.06 83.31 83.63 0.16
24.33 0.06 0.03 83.18 83.46 0.14
24.42 0.03 0.01 83.04 83.26 0.11
24.50 0.01 0.00 82.85 83.07 0.11
24.58 0.00 0.00 82.63 82.86 0.11
24.67 0.00 0.00 82.40 82.63 0.11
24.75 0.00 0.00 82.18 82
40 0
11
1 24.83 0.00 0.00 81.95 .
82.18 .
0.11
24.92 0.00 0.00 81.73 81.95 0.11
25.00 0.00 0.00 81.50 81.73 0.11
25.08 0.00 0.00 81.28 81.50 0.11
25.17 0.00 0.00 81.05 81.28 0.11
25.25 0.00 0.00 80.83 81.05 0.11
25.33
25.42 0.00
0.00 0.00
0.00 80.60
80.38 80.83
80.60 0.11
0.11
25.50 0.00 0.00 80.16 80.38 0.11
25.58 0.00 0.00 79.94 80.16 0.11
25.67 0.00 0.00 79.71 79.94 0.11
25.75 0.00 0.00 79.49 79.71 0.11
25.83 0.00 0.00 79.27 79.49 0.11
25.92 0.00 0.00 79.05 79.27 0.11
26.00 0.00 0.00 78.83 79.05 0.11
26.08 0.00 0.00 78.60 78.83 0.11
' 26.17
26.25 0.00
0.00 0.00
0.00 78.38
78.16 78.60
78.38 0.11
0.11
26.33 0.00 0.00 77.94 78.16 0.11
26.42 0.00 0.00 77.72 77.94 0.11
26.50 0.00 0.00 77.50 77.72 0.11

t

t
1

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
26.58 0.00 0.00 77.28 77.50 0.11
26.67 0.00 0.00 77.06 77.28 0.11
26.75 0.00 0.00 76.84 77.06 0.11
26.83 0.00 0.00 76.63 76.84 0.11
26.92 0.00 0.00 76.41 76.63 0.11
27.00 0.00 0.00 76.19 76.41 0.11
27.08 0.00 0.00 75.97 76.19 0.11
27.17 0.00 0.00 75.75 75.97 0.11
27.25 0.00 0.00 75.54 75.75 0.11
27.33 0.00 0.00 75.32 75.54 0.11
27.42 0.00 0.00 75.10 75.32 0.11
27.50 0.00 0.00 74.89 75.10 0.11
27.58 0.00 0.00 74.67 74.89 0.11
27.67 0.00 0.00 74.45 74.67 0.11
27.75 0.00 0.00 74.24 74.45 0.11
27.83 0.00 0.00 74.02 74.24 0.11
27.92 0.00 0.00 73.81 74.02 0.11
28.00 0.00 0.00 73.59 73.81 0.11
28.08 0.00 0.00 73.38 73.59 0.11
28.17 0.00 0.00 73.17 73.38 0.11
28.25 0.00 0.00 72.95 73.17 0.11
28.33 0.00 0.00 72.74 72.95 0.11
28.42 0.00 0.00 72.52 72.74 0.11
28.50 0.00 0.00 72.31 72.52 0.11
28.58 0.00 0.00 72.10 72.31 0.11
28.67 0.00 0.00 71.89 72.10 0.11
28.75 0.00 0.00 71.67 71.89 0.11
28.83 0.00 0.00 71.46 71.67 0.11
28.92 0.00 0.00 71.25 71.46 0.11
29.00 0.00 0.00 71.04 71.25 0.11
29.08 0.00 0.00 70.83 71.04 0.11
29.17 0.00 0.00 70.62 70.83 0.11
29.25 0.00 0.00 70.41 70.62 0.11
29.33 0.00 0.00 70.20 70.41 0.11
29.42 0.00 0.00 69.99 70.20 0.10
29.50 0.00 0.00 69.78 69.99 0.10
29.58 0.00 0.00 69.57 69.78 0.10
29.67 0.00 0.00 69.36 69.57 0.10
29.75 0.00 0.00 69.15 69.36 0.10
29.83 0.00 0.00 68.94 69.15 0.10
29.92 0.00 0.00 68.73 68.94 0.10
30.00 0.00 0.00 68.53 68.73 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd
fl

1

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
30.08 0.00 0.00 68.32 68.53 0.10
30.17 0.00 0.00 68.11 68.32 0.10
30.25 0.00 0.00 67.91 68.11 0.10
30.33 0.00 0.00 67.70 67.91 0.10
30.42 0.00 0.00 67.49 67.70 0.10
30.50 0.00 0.00 67.29 67.49 0.10
30.58 0.00 0.00 67.08 67.29 0.10
30.67 0.00 0.00 66.87 67.08 0.10
30.75 0.00 0.00 66.67 66.87 0.10
30.83 0.00 0.00 66.46 66.67 0.10
30.92 0.00 0.00 66.26 66.46 0.10
31.00 0.00 0.00 66.05 66.26 0.10
31.08 0.00 0.00 65.85 66.05 0.10
31.17 0.00 0.00 65.65 65.85 0.10
31.25 0.00 0.00 65.44 65.65 0.10
31.33 0.00 0.00 65.24 65.44 0.10
31.42 0.00 0.00 65.04 65.24 0.10
31.50 0.00 0.00 64.83 65.04 0.10
31.58 0.00 0.00 64.63 64.83 0.10
31.67 0.00 0.00 64.43 64.63 0.10
31.75 0.00 0.00 64.23 64.43 0.10
31.83 0.00 0.00 64.03 64.23 0.10
31.92 0.00 0.00 63.82 64.03 0.10
32.00 0.00 0.00 63.62 63.82 0.10
32.08 0.00 0.00 63.42 63.62 0.10
32.17 0:00 0.00 63.22 63.42 0.10
32.25 0.00 0.00 63.02 63.22 0.10
32.33 0.00 0.00 62.82 63.02 0.10
32.42 0.00 0.00 62.62 62.82 0.10
32.50 0.00 0.00 62.42 62.62 0.10
32.58 0.00 0.00 62.22 62.42 0.10
32.67 0.00 0.00 62.03 62.22 0.10
32.75 0.00 0.00 61.83 62.03 0.10
32.83 0.00 0.00 61.63 61.83 0.10
32.92 0.00 0.00 61.43 61.63 0.10
33.00 0.00 0.00 61.23 61.43 0.10
33.08 0.00 0.00 61.04 61.23 0.10
33.17 0.00 0.00 60.84 61.04 0.10
33.25 0.00 0.00 60.64 60.84 0.10
33.33 0.00 0.00 60.45 60.64 0.10
33.42 0.00 0.00 60.25 60.45 0.10
33.50 0.00 0.00 60.05 60.25 0.10

1 HYDROGRAPH DISCHARGE TABLE Cont'd

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
33.58 0.00 0.00 59.86 60.05 0.10
33.67 0.00 0.00 59.66 59.86 0.10
33.75 0.00 0.00 59.47 59.66 0.10
33.83 0.00 0.00 59.27 59.47 0.10
33.92 0.00 0.00 59.08 59.27 0.10
34.00 0.00 0.00 58.88 59.08 0.10
34.08 0.00 0.00 58.69 58.88 0.10
34.17 0.00 0.00 58.50 58.69 0.10
34.25 0.00 0.00 58.30 58.50 0.10
34.33 0.00 0.00 58.11 58.30 0.10
34.42 0.00 0.00 57.92 58.11 0.10
34.50 0.00 0.00 57.72 57.92 0.10
34.58 0.00 0.00 57.53 57.72 0.10
34.67 0.00 0.00 57.34 57.53 0.10
34.75 0.00 0.00 57.15 57.34 0.10
34.83 0.00 0.00 56.96 57.15 0.10
34.92 0.00 0.00 56.77 56.96 0.10
35.00 0.00 0.00 56.58 56.77 0.10
35.08 0.00 0.00 56.39 56.58 0.10
35.17 0.00 0.00 56.20 56.39 0.10
35.25 0.00 0.00 56.01 56.20 0.09
35.33 0.00 0.00 55.82 56.01 0.09
35.42 0.00 0.00 55.63 55.82 0.09
35.50 0.00 0.00 55.44 55.63 0.09
35.58 0.00 0.00 55.25 55.44 0.09
35.67 0.00 0.00 55.06 55.25 0.09
35.75 0.00 0.00 54.87 55.06 0.09
35.83 0.00 0.00 54.68 54.87 0.09
35.92 0.00 0.00 54.50 54.68 0.09
36.00 0.00 0.00 54.31 54.50 0.09
36.08 0.00 0.00 54.12 54.31 0.09
36.17 0.00 0.00 53.94 54.12 0.09
36.25 0.00 0.00 53.75 53.94 0.09
36.33 0.00 0.00 53.56 53.75 0.09
36.42 0.00 0.00 53.38 53.56 0.09
36.50 0.00 0.00 53.19 53.38 0.09
36.58 0.00 0.00 53.01 53.19 0.09
36.67 0.00 0.00 52.82 53.01 0.09
36.75 0.00 0.00 52.64 52.82 0.09
36.83 0.00 0.00 52.45 52.64 0.09
36.92 0.00 0.00 52.27 52.45 0.09
37.00 0.00 0.00 52.08 52.27 0.09

t

L

t

C
C

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
37.08 0.00 0.00 51.90 52.08 0.09
37.17 0.00 0.00 51.72 51.90 0.09
37.25 0.00 0.00 51.53 51.72 0.09
37.33 0.00 0.00 51.35 51.53 0.09
37.42 0.00 0.00 51.17 51.35 0.09
37.50 0.00 0.00 50.98 51.17 0.09
37.58 0.00 0.00 50.80 50.98 0.09
37.67 0.00 0.00 50.62 50.80 0.09
37.75 0.00 0.00 50.44 50.62 0.09
37.83 0.00 0.00 50.26 50.44 0.09
37.92 0.00 0.00 50.08 50.26 0.09
38.00 0.00 0.00 49.90 50.08 0.09
38.08 0.00 0.00 49.72 49.90 0.09
38.17 0.00 0.00 49.54 49.72 0.09
38.25 0.00 0.00 49.36 49.54 0.09
38.33 0.00 0.00 49.18 49.36 0.09
38.42 0.00 0.00 49.00 49.18 0.09
38.50 0.00 0.00 48.82 49.00 0.09
38.58 0.00 0.00 48.64 48.82 0.09
38.67 0.00 0.00 48.46 48.64 0.09
38.75 0.00 0.00 48.28 48.46 0.09
38.83 0.00 0.00 48.11 48.28 0.09
38.92 0.00 0.00 47.93 48.11 0.09
39.00 0.00 0.00 47.75 47.93 0.09
39.08 0.00 0.00 47.58 47.75 0.09
39.17 0.00 0.00 47.40 47.58 0.09
39.25 0.00 0.00 47.22 47.40 0.09
39.33 0.00 0.00 47.05 47.22 0.09
39.42 0.00 0.00 46.87 47.05 0.09
39.50 0.00 0.00 46.70 46.87 0.09
39.58 0.00 0.00 46.52 46.70 0.09
39.67 0.00 0.00 46.35 46.52 0.09
39.75 0.00 0.00 46.17 46.35 0.09
39.83 0.00 0.00 46.00 46.17 0.09
39.92 0.00 0.00 45.82 46.00 0.09
40.00 0.00 0.00 45.65 45.82 0.09
40.08 0.00 0.00 45.48 45.65 0.09
40.17 0.00 0.00 45.30 45.48 0.09
40.25 0.00 0.00 45.13 45.30 0.09
40.33 0.00 0.00 44.96 45.13 0.09
40.42 0.00 0.00 44.79 44.96 0.09
40.50 0.00 0.00 44.61 44.79 0.09

11

t

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
40.58 0.00 0.00 44.44 44.61 0.09
40.67 0.00 0.00 44.27 44.44 0.09
40.75 0.00 0.00 44.10 44.27 0.09
40.83 0.00 0.00 43.93 44.10 0.09
40.92 0.00 0.00 43.76 43.93 0.09
41.00 0.00 0.00 43.59 43.76 0.08
41.08 0.00 0.00 43.42 43.59 0.08
41.17 0.00 0.00 43.25 43.42 0.08
41.25 0.00 0.00 43.08 43.25 0.08
41.33 0.00 0.00 42.91 43.08 0.08
41.42 0.00 0.00 42.74 42.91 0.08
41.50 0.00 0.00 42.58 42.74 0.08
41.58 0.00 0.00 42.41 42.58 0.08
41.67 0.00 0.00 42.24 42.41 0.08
41.75 0.00 0.00 42.07 42.24 0.08
41.83 0.00 0.00 41.91 42.07 0.08
41.92 0.00 0.00 41.74 41.91 0.08
42.00 0.00 0.00 41.58 41.74 0.08
42.08 0.00 0.00 41.41 41.58 0.08
42.17 0.00 0.00 41.25 41.41 0.08
42.25 0.00 0.00 41.08 41.25 0.08
42.33 0.00 0.00 40.92 41.08 0.08
42.42 0.00 0.00 40.76 40.92 0.08
42.50 0.00 0.00 40.59 40.76 0.08
42.58 0.00 0.00 40.43 40.59 0.08
42.67 0.00 0.00 40.27 40.43 0.08
42.75 0.00 0.00 40.10 40.27 0.08
42.83 0.00 0.00 39.94 40.10 0.08
42.92 0.00 0.00 39.78 39.94 0.08
43.00 0.00 0.00 39.62 39.78 0.08
43.08 0.00 0.00 39.46 39.62 0.08
43.17 0.00 0.00 39.30 39.46 0.08
43.25 0.00 0.00 39.14 39.30 0.08
43.33 0.00 0.00 38.98 39.14 0.08
43.42 0.00 0.00 38.82 38.98 0.08
43.50 0.00 0.00 38.66 38.82 0.08
43.58 0.00 0.00 38.50 38.66 0.08
43.67 0.00 0.00 38.35 38.50 0.08
43.75 0.00 0.00 38.19 38.35 0.08
43.83 0.00 0.00 38.03 38.19 0.08
43.92 0.00 0.00 37.87 38.03 0.08
44.00 0.00 0.00 37.72 37.87 0.08

HYDROGRAPH DISCHARGE TABLE Cont'd
1

1
0
0

t

I
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
44.08 0.00 0.00 37.56 37.72 0.08
44.17 0.00 0.00 37.40 37.56 0.08
44.25 0.00 0.00 37.25 37.40 0.08
44.33 0.00 0.00 37.09 37.25 0.08
44.42 0.00 0.00 36.94 37.09 0.08
44.50 0.00 0.00 36.79 36.94 0.08
44.58 0.00 0.00 36.63 36.79 0.08
44.67 0.00 0.00 36.48 36.63 0.08
44.75 0.00 0.00 36.32 36.48 0.08
44.83 0.00 0.00 36.17 36.32 0.08
44.92 0.00 0.00 36.02 36.17 0.08
45.00 0.00 0.00 35.87 36.02 0.08
45.08 0.00 0.00 35.72 35.87 0.08
45.17 0.00 0.00 35.56 35.72 0.08
45.25 0.00 0.00 35.41 35.56 0.08
45.33 0.00 0.00 35.26 35.41 0.08
45.42 0.00 0.00 35.11 35.26 0.08
45.50 0.00 0.00 34.96 35.11 0.07
45.58 0.00 0.00 34.81 34.96 0.07
45.67 0.00 0.00 34.66 34.81 0.07
45.75 0.00 0.00 34.52 34.66 0.07
45.83 0.00 0.00 34.37 34.52 0.07
45.92 0.00 0.00 34.22 34.37 0.07
46.00 0.00 0.00 34.07 34.22 0.07
46.08 0.00 0.00 33.92 34.07 0.07
46.17 0.00 0.00 33.78 33.92 0.07
46.25 0.00 0.00 33.63 33.78 0.07
46.33 0.00 0.00 33.49 33.63 0.07
46.42 0.00 0.00 33.34 33.49 0.07
46.50 0.00 0.00 33.19 33.34 0.07
46.58 0.00 0.00 33.05 33.19 0.07
46.67 0.00 0.00 32.90 33.05 0.07
46.75 0.00 0.00 32.76 32.90 0.07
46.83 0.00 0.00 32.62 32.76 0.07
46.92 0.00 0.00 32.47 32.62 0.07
47.00 0.00 0.00 32.33 32.47 0.07
47.08 0.00 0.00 32.19 32.33 0.07
47.17 0.00 0.00 32.05 32.19 0.07
47.25 0.00 0.00 31.90 32.05 0.07
47.33 0.00 0.00 31.76 31.90 0.07
47.42 0.00 0.00 31.62 31.76 0.07
47.50 0.00 0.00 31.48 31.62 0.07
11

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
47.58 0.00 0.00 31.34 31.48 0.07
' 47.67 0.00 0.00 31.20 31.34 0.07
47.75 0.00 0.00 31.06 31.20 0.07
47.83 0.00 0.00 30.92 31.06 0.07
' 47.92 0.00 0.00 30.78 30.92 0.07
48.00 0.00 0.00 30.64 30.78 0.07
48.08 0.00 0.00 30.50 30.64 0.07
48.17 0.00 0.00 30.37 30.50 0.07
' 48.25 0.00 0.00 30.23 30.37 0.07
48.33 0.00 0.00 30.09 30.23 0.07
' 48.42
48.50 0.00
0.00 0.00
0.00 29.95
29.82 30.09
29.95 0.07
0.07
48.58 0.00 0.00 29.68 29.82 0.07
48.67 0.00 0.00 29.55 29.68 0.07
' 48.75 0.00 0.00 29.41 29.55 0.07
48.83 0.00 0.00 29.28 29.41 0.07
48.92 0.00 0.00 29.14 29.28 0.07
49.00 0.00 0.00 29.01 29.14 0.07
49.08 0.00 0.00 28.87 29.01 0.07
49.17 0.00 0.00 28.74 28.87 0.07
' 49.25
49.33 0.00
0.00 0.00
0.00 28.61
28.48 28.74
28.61 0.07
0.07
49.42 0.00 0.00 28.34 28.48 0.07
49.50 0.00 0.00 28.21 28.34 0.07
49.58 0.00 0.00 28.08 28.21 0.07
49.67 0.00 0.00 27.95 28.08 0.07
49.75 0.00 0.00 27.82 27.95 0.07
49.83 0.00 0.00 27.69 27.82 0.07
49.92 0.00 0.00 27.56 27.69 0.07
50.00 0.00 0.00 27.43 27.56 0.06
50.08 0.00 0.00 27.30 27.43 0.06
50.17 0.00 0.00 27.17 27.30 0.06
50.25 0.00 0.00 27.04 27.17 0.06
50.33 0.00 0.00 26.91 27.04 0.06
50.42 0.00 0.00 26.78 26.91 0.06
' 50.50 0.00 0.00 26.66 26.78 0.06
50.58 0.00 0.00 26.53 26.66 0.06
' 50.67
50.75 0.00
0.00 0.00
0.00 26.40
26.28 26.53
26.40 0.06
0.06
50.83 0.00 0.00 26.15 26.28 0.06
50.92 0.00 0.00 26.03 26.15 0.06
' 51.00 0.00 0.00 25.90 26.03 0.06

I

I HYDROGRAPH DISCHARGE TABLE Cont'd

?I

11
u
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
51.08 0.00 0.00 25.78 25.90 0.06
51.17 0.00 0.00 25.65 25.78 0.06
51.25 0.00 0.00 25.53 25.65 0.06
51.33 0.00 0.00 25.40 25.53 0.06
51.42 0.00 0.00 25.28 25.40 0.06
51.50 0.00 0.00 25.16 25.28 0.06
51.58 0.00 0.00 25.03 25.16 0.06
51.67 0.00 0.00 24.91 25.03 0.06
51.75 0.00 0.00 24.79 24.91 0.06
51.83 0.00 0.00 24.67 24.79 0.06
51.92 0.00 0.00 24.55 24.67 0.06
52.00 0.00 0.00 24.43 24.55 0.06
52.08 0.00 0.00 24.31 24.43 0.06
52.17 0.00 0.00 24.19 24.31 0.06
52.25 0.00 0.00 24.07 24.19 0.06
52.33 0.00 0.00 23.95 24.07 0.06
52.42 0.00 0.00 23.83 23.95 0.06
52.50 0.00 0.00 23.71 23.83 0.06
52.58 0.00 0.00 23.59 23.71 0.06
52.67 0.00 0.00 23.48 23.59 0.06
52.75 0.00 0.00 23.36 23.48 0.06
52.83 0.00 0.00 23.24 23.36 0.06
52.92 0.00 0.00 23.13 23.24 0.06
53.00 0.00 0.00 23.01 23.13 0.06
53.08 0.00 0.00 22.89 23.01 0.06
53.17 0.00 0.00 22.78 22.89 0.06
53.25 0.00 0.00 22.66 22.78 0.06
53.33 0.00 0.00 22.55 22.66 0.06
53.42 0.00 0.00 22.43 22.55 0.06
53.50 0.00 0.00 22.32 22.43 0.06
53.58 0.00 0.00 22.21 22.32 0.06
53.67 0.00 0.00 22.09 22.21 0.06
53.75 0.00 0.00 21.98 22.09 0.06
53.83 0.00 0.00 21.87 21.98 0.06
53.92 0.00 0.00 21.75 21.87 0.06
54.00 0.00 0.00 21.64 21.75 0.06
54.08 0.00 0.00 21.53 21.64 0.06
54.17 0.00 0.00 21.42 21.53 0.06
54.25 0.00 0.00 21.31 21.42 0.06
54.33 0.00 0.00 21.20 21.31 0.06
54.42 0.00 0.00 21.09 21.20 0.05
54.50 0.00 0.00 20.98 21.09 0.05

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
54.58 0.00 0.00 20.87 20.98 0.05
54.67 0.00 0.00 20.76 20.87 0.05
54.75 0.00 0.00 20.65 20.76 0.05
54.83 0.00 0.00 20.55 20.65 0.05
54.92 0.00 0.00 20.44 20.55 0.05
55.00 0.00 0.00 20.33 20.44 0.05
55.08 0.00 0.00 20.23 20.33 0.05
55.17 0.00 0.00 20.12 20.23 0.05
55.25 0.00 0.00 20.01 20.12 0.05
55.33 0.00 0.00 19.91 20.01 0.05
55.42 0.00 0.00 19.80 19.91 0.05
55.50 0.00 0.00 19.70 19.80 0.05
55.58 0.00 0.00 19.59 19.70 0.05
55.67 0.00 0.00 19.49 19.59 0.05
55.75 0.00 0.00 19.39 19.49 0.05
55.83 0.00 0.00 19.28 19.39 0.05
55.92 0.00 0.00 19.18 19.28 0.05
56.00 0.00 0.00 19.08 19.18 0.05
56.08 0.00 0.00 18.97 19.08 0.05
56.17 0.00 0.00 18.87 18.97 0.05
56.25 0.00 0.00 18.77 18.87 0.05
56.33 0.00 0.00 18.67 18.77 0.05
56.42 0.00 0.00 18.57 18.67 0.05
56.50 0.00 0.00 18.47 18.57 0.05
56.58 0.00 0.00 18.37 18.47 0.05
56.67 0.00 0.00 18.27 18.37 0.05
56.75 0.00 0.00 18.17 18.27 0.05
56.83 0.00 0.00 18.07 18.17 0.05
56.92 0.00 0.00 17.97 18.07 0.05
57.00 0.00 0.00 17.87 17.97 0.05
57.08 0.00 0.00 17.77 17.87 0.05
57.17 0.00 0.00 17.68 17.77 0.05
57.25 0.00 0.00 17.58 17.68 0.05
57.33 0.00 0.00 17.48 17.58 0.05
57.42 0.00 0.00 17.39 17.48 0.05
57.50 0.00 0.00 17.29 17.39 0.05
57.58 0.00 0.00 17.20 17.29 0.05
57.67 0.00 0.00 17.10 17.20 0.05
57.75 0.00 0.00 17.01 17.10 0.05
57.83 0.00 0.00 16.92 17.01 0.05
57.92 0.00 0.00 16.83 16.92 0.05
58.00 0.00 0.00 16.73 16.83 0.05

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j)
hrs cfs cfs
58.08 0.00 0.00
58.17 0.00 0.00
58.25 0.00 0.00
58.33 0.00 0.00
58.42 0.00 0.00
58.50 0.00 0.00
58.58 0.00 0.00
58.67 0.00 0.00
58.75 0.00 0.00
58.83 0.00 0.00
58.92 0.00 0.00
59.00 0.00 0.00
59.08 0.00 0.00
59.17 0.00 0.00
59.25 0.00 0.00
59.33 0.00 0.00
59.42 0.00 0.00
59.50 0.00 0.00
59.58 0.00 0.00
59.67 0.00 0.00
59.75 0.00 0.00
59.83 0.00 0.00
59.92 0.00 0.00
60.00 0.00 0.00
Maximum outflow (cfs) = 0.28
Maximum storage (cu ft) = 12640
Maximum elevation (ft) = 87.51
2S/dt-O (i)
cfs
16.64
16.55
16.46
16.38
16.29
16.20
16.11
16.03
15.94
15.85
15.77
15.69
15.60
15.52
15.44
15.35
15.27
15.19
15.11
15.03
14.95
14.87
14.80
14.72
2S/dt+O (j) OUTFLOW
cfs cfs
16.73 0.05
16.64 0.05
16.55 0.04
16.46 0.04
16.38 0.04
16.29 0.04
16.20 0.04
16.11 0.04
16.03 0.04
15.94 0.04
15.85 0.04
15.77 0.04
15.69 0.04
15.60 0.04
15.52 0.04
15.44 0.04
15.35 0.04
15.27 0.04
15.19 0.04
15.11 0.04
15.03 0.04
14.95 0.04
14.87 0.04
14.80 0.04
10
HYDROLOGIC REPORT
10 YR STORM INTO WET..
DETENTION POND........
......................
Hyd. No. 1
Hydrograph type = RATIONAL
Storm frequency = 10 yr
Time of conc. = 5 min
Runoff coeff. = .7517
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW
(hrs cfs)
0.02 9.14
0.08 45.69
0.15 9.14
TIME--OUTFLOW
(hrs cfs)
0.03 18.28
0.10 36.55
0.17 0.00
Peak discharge = 45.69 cfs
Time interval = 1 min
Intensity = 7.20 in/hr
Basin area = 8.44 ac
TIME--OUTFLOW
(hrs cfs)
0.05 27.42
0.12 27.42
0.18 0.00
TIME--OUTFLOW
(hrs cfS)
0.07 36.55
0.13 18.28
0.20 0.00

? 10-YEAR STORM HYDROGRAPH

HYDROLOGIC REPORT
10 YR STORM THRU WET..
DETENTION POND........
......................
Hyd. No. 2
' Hydrograph type = RESERVOIR ROUTE Peak discharge = 1.20 cfs
Storm frequency = 10 yr Time interval = 1 min
' Inflow hyd. no. = 1 Reservoir no. =-1

' HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
' hrs cfs cfs cfs cfs cfs
' 0.00
0.02 0.00
9.14 9.14
18.28 0.00
9.14 0.00
9.14 0.00
0.00
0.03 18.28 27.42 36.54 36.55 0.00
0.05 27.42 36.55 82.15 82.24 0.04
' 0.07 36.55 45.69 145.99 146.12 0.07
0.08 45.69 36.55 228.06 228.23 0.09
0.10 36.55 27.42 310.11 310.31 0.10
0.12 27.42 18.28 373.86 374.08 0.11
' 0.13 18.28 9.14 419.12 419.56 0.22
0.15 9.14 0.00 444.55 446.54 0.99
0.17 0.00 0.00 451.30 453.69 1.20
' 0.18 0.00 0.00 449.05 451.30 1.13
0.20 0.00 0.00 446.92 449.05 1.06
0.22 0.00 0.00 444.92 446.92 1.00
0.23 0.00 0.00 443.03 444.92 0.94
' 0.25 0.00 0.00 441.25 443.03 0.89
0.27 0.00 0.00 439.57 441.25 0.84
' 0.28
0.30 0.00
0.00 0.00
0.00 437.99
436.50 439.57
437.99 0.79
0.75
0.32 0.00 0.00 435.09 436.50 0.70
0.33 0.00 0.00 433.76 435.09 0.66
' 0.35 0.00 0.00 432.51 433.76 0.63
0.37 0.00 0.00 431.33 432.51 0.59
0.38 0.00 0.00 430.22 431.33 0.56
' 0.40 0.00 0.00 429.17 430.22 0.52

r

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

C

j

0.42 0.00 0.00 428.19 429.17 0.49
0.43 0.00 0.00 427.26 428.19 0.47
0.45 0.00 0.00 426.38 427.26 0.44
0.47 0.00 0.00 425.55 426.38 0.41
0.48 0.00 0.00 424.77 425.55 0.39
0.50 0.00 0.00 424.03 424.77 0.37
0.52 0.00 0.00 423.34 424.03 0.35
0.53 0.00 0.00 422.69 423.34 0.33
0.55 0.00 0.00 422.07 422.69 0.31
0.57 0.00 0.00 421.49 422.07 0.29
0.58 0.00 0.00 420.94 421.49 0.27
0.60 0.00 0.00 420.42 420.94 0.26
0.62 0.00 0.00 419.94 420.42 0.24
0.63 0.00 0.00 419.48 419.94 0.23
0.65 0.00 0.00 419.05 419.48 0.22
0.67 0.00 0.00 418.64 419.05 0.20
0.68 0.00 0.00 418.25 418.64 0.19
0.70 0.00 0.00 417.89 418.25 0.18
0.72 0.00 0.00 417.55 417.89 0.17
0.73 0.00 0.00 417.23 417.55 0.16
0.75 0.00 0.00 416.92 417.23 0.15
0.77 0.00 0.00 416.64 416.92 0.14
0.78 0.00 0.00 416.37 416.64 0.14
0.80 0.00 0.00 416.11 416.37 0.13
0.82 0.00 0.00 415.87 416.11 0.12
0.83 0.00 0.00 415.64 415.87 0.11
0.85 0.00 0.00 415.42 415.64 0.11
0.87 0.00 0.00 415.19 415.42 0.11
0.88 0.00 0.00 414.96 415.19 0.11
0.90 0.00 0.00 414.74 414.96 0.11
0.92 0.00 0.00 414.51 414.74 0.11
0.93 0.00 0.00 414.28 414.51 0.11
0.95 0.00 0.00 414.06 414.28 0.11
0.97 0.00 0.00 413.83 414.06 0.11
0.98 0.00 0.00 413.60 413.83 0.11
1.00 0.00 0.00 413.38 413.60 0.11
1.02 0.00 0.00 413.15 413.38 0.11
1.03 0.00 0.00 412.93 413.15 0.11
1.05 0.00 0.00 412.70 412.93 0.11
1.07 0.00 0.00 412.47 412.70 0.11
1.08 0.00 0.00 412.25 412.47 0.11
1.10 0.00 0.00 412.02 412.25 0.11

I HYDROGRAPH DISCHARGE TABLE Cont'd

e
1

r',

11

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.12 0.00 0.00 411.80 412.02 0.11
1.13 0.00 0.00 411.57 411.80 0.11
1.15 0.00 0.00 411.34 411.57 0.11
1.17 0.00 0.00 411.12 411.34 0.11
1.18 0.00 0.00 410.89 411.12 0.11
1.20 0.00 0.00 410.67 410.89 0.11
1.22 0.00 0.00 410.44 410.67 0.11
1.23 0.00 0.00 410.22 410.44 0.11
1.25 0.00 0.00 409.99 410.22 0.11
1.27 0.00 0.00 409.76 409.99 0.11
1.28 0.00 0.00 409.54 409.76 0.11
1.30 0.00 0.00 409.31 409.54 0.11
1.32 0.00 0.00 409.09 409.31 0.11
1.33 0.00 0.00 408.86 409.09 0.11
1.35 0.00 0.00 408.64 408.86 0.11
1.37 0.00 0.00 408.41 408.64 0.11
1.38 0.00 0.00 408.19 408.41 0.11
1.40 0.00 0.00 407.96 408.19 0.11
1.42 0.00 0.00 407.74 407.96 0.11
1.43 0.00 0.00 407.51 407.74 0.11
1.45 0.00 0.00 407.29 407.51 0.11
1.47 0.00 0.00 407.06 407.29 0.11
1.48 0.00 0.00 406.84 407.06 0.11
1.50 0.00 0.00 406.62 406.84 0.11
1.52 0.00 0.00 406.39 406.62 0.11
1.53 0.00 0.00 406.17 406.39 0.11
1.55 0.00 0.00 405.94 406.17 0.11
1.57 0.00 0.00 405.72 405.94 0.11
1.58 0.00 0.00 405.49 405.72 0.11
1.60 0.00 0.00 405.27 405.49 0.11
1.62 0.00 0.00 405.04 405.27 0.11
1.63 0.00 0.00 404.82 405.04 0.11
1.65 0.00 0.00 404.60 404.82 0.11
1.67 0.00 0.00 404.37 404.60 0.11
1.68 0.00 0.00 404.15 404.37 0.11
1.70 0.00 0.00 403.92 404.15 0.11
1.72 0.00 0.00 403.70 403.92 0.11
1.73 0.00 0.00 403.48 403.70 0.11
1.75 0.00 0.00 403.25 403.48 0.11
1.77 0.00 0.00 403.03 403.25 0.11
1.78 0.00 0.00 402.81 403.03 0.11
1.80 0.00 0.00 402.58 402.81 0.11

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.82
1.83 0.00
0.00 0.00
0.00 402.36
402.14 402.58
402.36 0.11
0.11
1.85 0.00 0.00 401.91 402.14 0.11
1.87 0.00 0.00 401.69 401.91 0.11
' 1.88 0.00 0.00 401.47 401.69 0.11
1.90 0.00 0.00 401.24 401.47 0.11
1.92 0.00 0.00 401.02 401.24 0.11
1.93 0.00 0.00 400.80 401.02 0.11
' 1.95 0.00 0.00 400.57 400.80 0.11
1.97 0.00 0.00 400.35 400.57 0.11
1.98
2.00 0.00
0.00 0.00
0.00 400.13
399.90 400.35
400.13 0.11
0.11
2.02 0.00 0.00 399.68 399.90 0.11
2.03 0.00 0.00 399.46 399.68 0.11
2.05 0.00 0.00 399.24 399.46 0.11
2.07 0.00 0.00 399.01 399.24 0.11
2.08 0.00 0.00 398.79 399.01 0.11
2.10 0.00 0.00 398.57 398.79 0.11
2.12 0.00 0.00 398.35 398.57 0.11
2.13 0.00 0.00 398.12 398.35 0.11
2.15 0.00 0.00 397.90 398.12 0.11
' 2.17 0.00 0.00 397.68 397.90 0.11
2.18 0.00 0.00 397.46 397.68 0.11
2.20 0.00 0.00 397.23 397.46 0.11
2.22 0.00 0.00 397.01 397.23 0.11
' 2.23 0.00 0.00 396.79 397.01 0.11
2.25 0.00 0.00 396.57 396.79 0.11
' 2.27
2.28 0.00
0.00 0.00
0.00 396.35
396.12 396.57
396.35 0.11
0.11
2.30 0.00 0.00 395.90 396.12 0.11
2.32 0.00 0.00 395.68 395.90 0.11
' 2.33 0.00 0.00 395.46 395.68 0.11
2.35 0.00 0.00 395.24 395.46 0.11
2.37 0.00 0.00 395.02 395.24 0.11
2.38 0.00 0.00 394.79 395.02 0.11
' 2.40 0.00 0.00 394.57 394.79 0.11
2.42 0.00 0.00 394.35 394.57 0.11
' 2.43
2.45 0.00
0.00 0.00
0.00 394.13
393.91 394.35
394.13 0.11
0.11
2.47 0.00 0.00 393.69 393.91 0.11
2.48 0.00 0.00 393.47 393.69 0.11
' 2.50 0.00 0.00 393.25 393.47 0.11

I 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

t

r
2.52 0.00 0.00 393.02 393.25 0.11
2.53 0.00 0.00 392.80 393.02 0.11
2.55 0.00 0.00 392.58 392.80 0.11
2.57 0.00 0.00 392.36 392.58 0.11
2.58 0.00 0.00 392.14 392.36 0.11
2.60 0.00 0.00 391.92 392.14 0.11
2.62 0.00 0.00 391.70 391.92 0.11
2.63 0.00 0.00 391.48 391.70 0.11
2.65 0.00 0.00 391.26 391.48 0.11
2.67 0.00 0.00 391.04 391.26 0.11
2.68 0.00 0.00 390.82 391.04 0.11
2.70 0.00 0.00 390.60 390.82 0.11
2.72 0.00 0.00 390.38 390.60 0.11
2.73 0.00 0.00 390.15 390.38 0.11
2.75 0.00 0.00 389.93 390.15 0.11
2.77 0.00 0.00 389.71 389.93 0.11
2.78 0.00 0.00 389.49 389.71 0.11
2.80 0.00 0.00 389.27 389.49 0.11
2.82 0.00 0.00 389.05 389.27 0.11
2.83 0.00 0.00 388.83 389.05 0.11
2.85 0.00 0.00 388.61 388.83 0.11
2.87 0.00 0.00 388.39 388.61 0.11
2.88 0.00 0.00 388.17 388.39 0.11
2.90 0.00 0.00 387.95 388.17 0.11
2.92 0.00 0.00 387.73 387.95 0.11
2.93 0.00 0.00 387.51 387.73 0.11
2.95 0.00 0.00 387.30 387.51 0.11
2.97 0.00 0.00 387.08 387.30 0.11
2.98 0.00 0.00 386.86 387.08 0.11
3.00 0.00 0.00 386.64 386.86 0.11
3.02 0.00 0.00 386.42 386.64 0.11
3.03 0.00 0.00 386.20 386.42 0.11
3.05 0.00 0.00 385.98 386.20 0.11
3.07 0.00 0.00 385.76 385.98 0.11
3.08 0.00 0.00 385.54 385.76 0.11
3.10 0.00 0.00 385.32 385.54 0.11
3.12 0.00 0.00 385.10 385.32 0.11
3.13 0.00 0.00 384.88 385.10 0.11
3.15 0.00 0.00 384.66 384.88 0.11
3.17 0.00 0.00 384.45 384.66 0.11
3.18 0.00 0.00 384.23 384.45 0.11
3.20 0.00 0.00 384.01 384.23 0.11

HYDROGRAPH DISCHARGE TABLE Cont'd

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
3.22 0.00 0.00 383.79 384.01 0.11
3.23 0.00 0.00 383.57 383.79 0.11
3.25 0.00 0.00 383.35 383.57 0.11
3.27 0.00 0.00 383.13 383.35 0.11
3.28 0.00 0.00 382.91 383.13 0.11
3.30 0.00 0.00 382.70 382.91 0.11
3.32 0.00 0.00 382.48 382.70 0.11
3.33 0.00 0.00 382.26 382.48 0.11
3.35 0.00 0.00 382.04 382.26 0.11
3.37 0.00 0.00 381.82 382.04 0.11
3.38 0.00 0.00 381.60 381.82 0.11
3.40 0.00 0.00 381.39 381.60 0.11
3.42 0.00 0.00 381.17 381.39 0.11
3.43 0.00 0.00 380.95 381.17 0.11
3.45 0.00 0.00 380.73 380.95 0.11
3.47 0.00 0.00 380.51 380.73 0.11
3.48 0.00 0.00 380.30 380.51 0.11
3.50 0.00 0.00 380.08 380.30 0.11
3.52 0.00 0.00 379.86 380.08 0.11
3.53 0.00 0.00 379.64 379.86 0.11
3.55 0.00 0.00 379.43 379.64 0.11
3.57 0.00 0.00 379.21 379.43 0.11
3.58 0.00 0.00 378.99 379.21 0.11
3.60 0.00 0.00 378.77 378.99 0.11
3.62 0.00 0.00 378.56 378.77 0.11
3.63 0.00 0.00 378.34 378.56 0.11
3.65 0.00 0.00 378.12 378.34 0.11
3.67 0.00 0.00 377.90 378.12 0.11
3.68 0.00 0.00 377.69 377.90 0.11
3.70 0.00 0.00 377.47 377.69 0.11
3.72 0.00 0.00 377.25 377.47 0.11
3.73 0.00 0.00 377.04 377.25 0.11
3.75 0.00 0.00 376.82 377.04 0.11
3.77 0.00 0.00 376.60 376.82 0.11
3.78 0.00 0.00 376.39 376.60 0.11
3.80 0.00 0.00 376.17 376.39 0.11
3.82 0.00 0.00 375.95 376.17 0.11
3.83 0.00 0.00 375.74 375.95 0.11
3.85 0.00 0.00 375.52 375.74 0.11
3.87 0.00 0.00 375.30 375.52 0.11
3.88 0.00 0.00 375.09 375.30 0.11
3.90 0.00 0.00 374.87 375.09 0.11

L

t

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
3.92 0.00 0.00 374.65 374.87 0.11
3.93 0.00 0.00 374.44 374.65 0.11
3.95 0.00 0.00 374.22 374.44 0.11
3.97 0.00 0.00 374.00 374.22 0.11
3.98 0.00 0.00 373.79 374.00 0.11
4.00 0.00 0.00 373.57 373.79 0.11
4.02 0.00 0.00 373.36 373.57 0.11
4.03 0.00 0.00 373.14 373.36 0.11
4.05 0.00 0.00 372.92 373.14 0.11
4.07 0.00 0.00 372.71 372.92 0.11
4.08 0.00 0.00 372.49 372.71 0.11
4.10 0.00 0.00 372.28 372.49 0.11
4.12 0.00 0.00 372.06 372.28 0.11
4.13 0.00 0.00 371.85 372.06 0.11
4.15 0.00 0.00 371.63 371.85 0.11
4.17 0.00 0.00 371.41 371.63 0.11
4.18 0.00 0.00 371.20 371.41 0.11
4.20 0.00 0.00 370.98 371.20 0.11
4.22 0.00 0.00 370.77 370.98 0.11
4.23 0.00 0.00 370.55 370.77 0.11
4.25 0.00 0.00 370.34 370.55 0.11
4.27 0.00 0.00 370.12 370.34 0.11
4.28 0.00 0.00 369.91 370.12 0.11
4.30 0.00 0.00 369.69 369.91 0.11
4.32 0.00 0.00 369.48 369.69 0.11
4.33 0.00 0.00 369.26 369.48 0.11
4.35 0.00 0.00 369.05 369.26 0.11
4.37 0.00 0.00 368.83 369.05 0.11
4.38 0.00 0.00 368.62 368.83 0.11
4.40 0.00 0.00 368.40 368.62 0.11
4.42 0.00 0.00 368.19 368.40 0.11
4.43 0.00 0.00 367.97 368.19 0.11
4.45 0.00 0.00 367.76 367.97 0.11
4.47 0.00 0.00 367.55 367.76 0.11
4.48 0.00 0.00 367.33 367.55 0.11
4.50 0.00 0.00 367.12 367.33 0.11
4.52 0.00 0.00 366.90 367.12 0.11
4.53 0.00 0.00 366.69 366.90 0.11
4.55 0.00 0.00 366.47 366.69 0.11
4.57 0.00 0.00 366.26 366.47 0.11
4.58 0.00 0.00 366.05 366.26 0.11
4.60 0.00 0.00 365.83 366.05 0.11

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
4.62 0.00 0.00 365.62 365.83 0.11
4.63 0.00 0.00 365.40 365.62 0.11
4.65 0.00 0.00 365.19 365.40 0.11
4.67 0.00 0.00 364.98 365.19 0.11
4.68 0.00 0.00 364.76 364.98 0.11
4.70 0.00 0.00 364.55 364.76 0.11
4.72 0.00 0.00 364.34 364.55 0.11
4.73 0.00 0.00 364.12 364.34 0.11
4.75 0.00 0.00 363.91 364.12 0.11
4.77 0.00 0.00 363.69 363.91 0.11
4.78 0.00 0.00 363.48 363.69 0.11
4.80 0.00 0.00 363.27 363.48 0.11
4.82 0.00 0.00 363.05 363.27 0.11
4.83 0.00 0.00 362.84 363.05 0.11
4.85 0.00 0.00 362.63 362.84 0.11
4.87 0.00 0.00 362.42 362.63 0.11
4.88 0.00 0.00 362.20 362.42 0.11
4.90 0.00 0.00 361.99 362.20 0.11
4.92 0.00 0.00 361.78 361.99 0.11
4.93 0.00 0.00 361.56 361.78 0.11
4.95 0.00 0.00 361.35 361.56 0.11
4.97 0.00 0.00 361.14 361.35 0.11
4.98 0.00 0.00 360.93 361.14 0.11
5.00 0.00 0.00 360.71 360.93 0.11
5.02 0.00 0.00 360.50 360.71 0.11
5.03 0.00 0.00 360.29 360.50 0.11
5.05 0.00 0.00 360.08 360.29 0.11
5.07 0.00 0.00 359.86 360.08 0.11
5.08 0.00 0.00 359.65 359.86 0.11
5.10 0.00 0.00 359.44 359.65 0.11
5.12 0.00 0.00 359.23 359.44 0.11
5.13 0.00 0.00 359.01 359.23 0.11
5.15 0.00 0.00 358.80 359.01 0.11
5.17 0.00 0.00 358.59 358.80 0.11
5.18 0.00 0.00 358.38 358.59 0.11
5.20 0.00 0.00 358.17 358.38 0.11
5.22 0.00 0.00 357.95 358.17 0.11
5.23 0.00 0.00 357.74 357.95 0.11
5.25 0.00 0.00 357.53 357.74 0.11
5.27 0.00 0.00 357.32 357.53 0.11
5.28 0.00 0.00 357.11 357.32 0.11
5.30 0.00 0.00 356.90 357.11 0.11

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j)
hrs cfs cfs

5.32 0.00 0.00
5.33 0.00 0.00
5.35 0.00 0.00
5.37 0.00 0.00
5.38 0.00 0.00
5.40 0.00 0.00
5.42 0.00 0.00
5.43 0.00 0.00
5.45 0.00 0.00
5.47 0.00 0.00
5.48 0.00 0.00
5.50 0.00 0.00
5.52 0.00 0.00
5.53 0.00 0.00
5.55 0.00 0.00
5.57 0.00 0.00
5.58 0.00 0.00
5.60 0.00 0.00
5.62 0.00 0.00
5.63 0.00 0.00
5.65 0.00 0.00
5.67 0.00 0.00
5.68 0.00 0.00
5.70 0.00 0.00
5.72 0.00 0.00
5.73 0.00 0.00
5.75 0.00 0.00
5.77 0.00 0.00
5.78 0.00 0.00
5.80 0.00 0.00
5.82 0.00 0.00
5.83 0.00 0.00
5.85 0.00 0.00
5.87 0.00 0.00
5.88 0.00 0.00
5.90 0.00 0.00
5.92 0.00 0.00
5.93 0.00 0.00
5.95 0.00 0.00
5.97 0.00 0.00
5.98 0.00 0.00
6.00 0.00 0.00
2S/dt-O (i)
cfs
356.68
356.47
356.26
356.05
355.84
355.63
355.42
355.20
354.99
354.78
354.57
354.36
354.15
353.94
353.73
353.52
353.31
353.10
352.89
352.68
352.47
352.25
352.04
351.83
351.62
351.41
351.20
350.99
350.78
350.57
350.36
350.15
349.94
349.74
349.53
349.32
349.11
348.90
348.69
348.48
348.27
348.06
2S/dt+O (j) OUTFLOW
cfs cfs
356.90 0.11
356.68 0.11
356.47 0.11
356.26 0.11
356.05 0.11
355.84 0.11
355.63 0.11
355.42 0.11
355.20 0.11
354.99 0.11
354.78 0.11
354.57 0.11
354.36 0.11
354.15 0.11
353.94 0.11
353.73 0.11
353.52 0.11
353.31 0.11
353.10 0.11
352.89 0.11
352.68 0.11
352.47 0.11
352.25 0.11
352.04 0.11
351.83 0.11
351.62 0.11
351.41 0.11
351.20 0.11
350.99 0.10
350.78 0.10
350.57 0.10
350.36 0.10
350.15 0.10
349.94 0.10
349.74 0.10
349.53 0.10
349.32 0.10
349.11 0.10
348.90 0.10
348.69 0.10
348.48 0.10
348.27 0.10

1

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
6.02 0.00 0.00 347.85 348.06 0.10
6.03 0.00 0.00 347.64 347.85 0.10
6.05 0.00 0.00 347.43 347.64 0.10
6.07 0.00 0.00 347.22 347.43 0.10
6.08 0.00 0.00 347.01 347.22 0.10
6.10 0.00 0.00 346.81 347.01 0.10
6.12 0.00 0.00 346.60 346.81 0.10
6.13 0.00 0.00 346.39 346.60 0.10
6.15 0.00 0.00 346.18 346.39 0.10
6.17 0.00 0.00 345.97 346.18 0.10
6.18 0.00 0.00 345.76 345.97 0.10
6.20 0.00 0.00 345.55 345.76 0.10
6.22 0.00 0.00 345.35 345.55 0.10
6.23 0.00 0.00 345.14 345.35 0.10
6.25 0.00 0.00 344.93 345.14 0.10
6.27 0.00 0.00 344.72 344.93 0.10
6.28 0.00 0.00 344.51 344.72 0.10
6.30 0.00 0.00 344.30 344.51 0.10
6.32 0.00 0.00 344.10 344.30 0.10
6.33 0.00 0.00 343.89 344.10 0.10
6.35 0.00 0.00 343.68 343.89 0.10
6.37 0.00 0.00 343.47 343.68 0.10
6.38 0.00 0.00 343.26 343.47 0.10
6.40 0.00 0.00 343.06 343.26 0.10
6.42 0.00 0.00 342.85 343.06 0.10
6.43 0.00 0.00 342.64 342.85 0.10
6.45 0.00 0.00 342.43 342.64 0.10
6.47 0.00 0.00 342.22 342.43 0.10
6.48 0.00 0.00 342.02 342.22 0.10
6.50 0.00 0.00 341.81 342.02 0.10
6.52 0.00 0.00 341.60 341.81 0.10
6.53 0.00 0.00 341.39 341.60 0.10
6.55 0.00 0.00 341.19 341.39 0.10
6.57 0.00 0.00 340.98 341.19 0.10
6.58 0.00 0.00 340.77 340.98 0.10
6.60 0.00 0.00 340.57 340.77 0.10
6.62 0.00 0.00 340.36 340.57 0.10
6.63 0.00 0.00 340.15 340.36 0.10
6.65 0.00 0.00 339.94 340.15 0.10
6.67 0.00 0.00 339.74 339.94 0.10
6.68 0.00 0.00 339.53 339.74 0.10
6.70 0.00 0.00 339.32 339.53 0.10

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

6.72 0.00 0.00 339.12 339.32 0.10
6.73 0.00 0.00 338.91 339.12 0.10
6.75 0.00 0.00 338.70 338.91 0.10
6.77 0.00 0.00 338.50 338.70 0.10
6.78 0.00 0.00 338.29 338.50 0.10
6.80 0.00 0.00 338.08 338.29 0.10
6.82 0.00 0.00 337.88 338.08 0.10
6.83 0.00 0.00 337.67 337.88 0.10
6.85 0.00 0.00 337.46 337.67 0.10
6.87 0.00 0.00 337.26 337.46 0.10
6.88 0.00 0.00 337.05 337.26 0.10
6.90 0.00 0.00 336.85 337.05 0.10
6.92 0.00 0.00 336.64 336.85 0.10
6.93 0.00 0.00 336.43 336.64 0.10
6.95 0.00 0.00 336.23 336.43 0.10
6.97 0.00 0.00 336.02 336.23 0.10
6.98 0.00 0.00 335.81 336.02 0.10
7.00 0.00 0.00 335.61 335.81 0.10
7.02 0.00 0.00 335.40 335.61 0.10
7.03 0.00 0.00 335.20 335.40 0.10
7.05 0.00 0.00 334.99 335.20 0.10
7.07 0.00 0.00 334.79 334.99 0.10
7.08 0.00 0.00 334.58 334.79 0.10
7.10 0.00 0.00 334.38 334.58 0.10
7.12 0.00 0.00 334.17 334.38 0.10
7.13 0.00 0.00 333.96 334.17 0.10
7.15 0.00 0.00 333.76 333.96 0.10
7.17 0.00 0.00 333.55 333.76 0.10
7.18 0.00 0.00 333.35 333.55 0.10
7.20 0.00 0.00 333.14 333.35 0.10
7.22 0.00 0.00 332.94 333.14 0.10
7.23 0.00 0.00 332.73 332.94 0.10
7.25 0.00 0.00 332.53 332.73 0.10
7.27 0.00 0.00 332.32 332.53 0.10
7.28 0.00 0.00 332.12 332.32 0.10
7.30 0.00 0.00 331.91 332.12 0.10
7.32 0.00 0.00 331.71 331.91 0.10
7.33 0.00 0.00 331.50 331.71 0.10
7.35 0.00 0.00 331.30 331.50 0.10
7.37 0.00 0.00 331.10 331.30 0.10
7.38 0.00 0.00 330.89 331.10 0.10
7.40 0.00 0.00 330.69 330.89 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
7.42 0.00 0.00 330.48 330.69 0.10
7.43 0.00 0.00 330.28 330.48 0.10
7.45 0.00 0.00 330.07 330.28 0.10
7.47 0.00 0.00 329.87 330.07 0.10
7.48 0.00 0.00 329.66 329.87 0.10
7.50 0.00 0.00 329.46 329.66 0.10
7.52 0.00 0.00 329.26 329.46 0.10
7.53 0.00 0.00 329.05 329.26 0.10
7.55 0.00 0.00 328.85 329.05 0.10
7.57 0.00 0.00 328.65 328.85 0.10
7.58 0.00 0.00 328.44 328.65 0.10
7.60 0.00 0.00 328.24 328.44 0.10
7.62 0.00 0.00 328.03 328.24 0.10
7.63 0.00 0.00 327.83 328.03 0.10
7.65 0.00 0.00 327.63 327.83 0.10
7.67 0.00 0.00 327.42 327.63 0.10
7.68 0.00 0.00 327.22 327.42 0.10
7.70 0.00 0.00 327.02 327.22 0.10
7.72 0.00 0.00 326.81 327.02 0.10
7.73 0.00 0.00 326.61 326.81 0.10
7.75 0.00 0.00 326.41 326.61 0.10
7.77 0.00 0.00 326.20 326.41 0.10
7.78 0.00 0.00 326.00 326.20 0.10
7.80 0.00 0.00 325.80 326.00 0.10
7.82 0.00 0.00 325.59 325.80 0.10
7.83 0.00 0.00 325.39 325.59 0.10
7.85 0.00 0.00 325.19 325.39 0.10
7.87 0.00 0.00 324.99 325.19 0.10
7.88 0.00 0.00 324.78 324.99 0.10
7.90 0.00 0.00 324.58 324.78 0.10
7.92 0.00 0.00 324.38 324.58 0.10
7.93 0.00 0.00 324.17 324.38 0.10
7.95 0.00 0.00 323.97 324.17 0.10
7.97 0.00 0.00 323.77 323.97 0.10
7.98 0.00 0.00 323.57 323.77 0.10
8.00 0.00 0.00 323.36 323.57 0.10
8.02 0.00 0.00 323.16 323.36 0.10
8.03 0.00 0.00 322.96 323.16 0.10
8.05 0.00 0.00 322.76 322.96 0.10
8.07 0.00 0.00 322.56 322.76 0.10
8.08 0.00 0.00 322.35 322.56 0.10
8.10 0.00 0.00 322.15 322.35 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd

L

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
8.12 0.00 0.00 321.95 322.15 0.10
8.13 0.00 0.00 321.75 321.95 0.10
8.15 0.00 0.00 321.55 321.75 0.10
8.17 0.00 0.00 321.34 321.55 0.10
8.18 0.00 0.00 321.14 321.34 0.10
8.20 0.00 0.00 320.94 321.14 0.10
8.22 0.00 0.00 320.74 320.94 0.10
8.23 0.00 0.00 320.54 320.74 0.10
8.25 0.00 0.00 320.34 320.54 0.10
8.27 0.00 0.00 320.13 320.34 0.10
8.28 0.00 0.00 319.93 320.13 0.10
8.30 0.00 0.00 319.73 319.93 0.10
8.32 0.00 0.00 319.53 319.73 0.10
8.33 0.00 0.00 319.33 319.53 0.10
8.35 0.00 0.00 319.13 319.33 0.10
8.37 0.00 0.00 318.93 319.13 0.10
8.38 0.00 0.00 318.73 318.93 0.10
8.40 0.00 0.00 318.52 318.73 0.10
8.42 0.00 0.00 318.32 318.52 0.10
8.43 0.00 0.00 318.12 318.32 0.10
8.45 0.00 0.00 317.92 318.12 0.10
8.47 0.00 0.00 317.72 317.92 0.10
8.48 0.00 0.00 317.52 317.72 0.10
8.50 0.00 0.00 317.32 317.52 0.10
8.52 0.00 0.00 317.12 317.32 0.10
8.53 0.00 0.00 316.92 317.12 0.10
8.55 0.00 0.00 316.72 316.92 0.10
8.57 0.00 0.00 316.52 316.72 0.10
8.58 0.00 0.00 316.32 316.52 0.10
8.60 0.00 0.00 316.12 316.32 0.10
8.62 0.00 0.00 315.92 316.12 0.10
8.63 0.00 0.00 315.72 315.92 0.10
8.65 0.00 0.00 315.52 315.72 0.10
8.67 0.00 0.00 315.32 315.52 0.10
8.68 0.00 0.00 315.12 315.32 0.10
8.70 0.00 0.00 314.92 315.12 0.10
8.72 0.00 0.00 314.72 314.92 0.10
8.73 0.00 0.00 314.52 314.72 0.10
8.75 0.00 0.00 314.32 314.52 0.10
8.77 0.00 0.00 314.12 314.32 0.10
8.78 0.00 0.00 313.92 314.12 0.10
8.80 0.00 0.00 313.72 313.92 0.10

fl

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
8.82 0.00 0.00 313.52 313.72 0.10
8.83 0.00 0.00 313.32 313.52 0.10
8.85 0.00 0.00 313.12 313.32 0.10
8.87 0.00 0.00 312.92 313.12 0.10
8.88 0.00 0.00 312.72 312.92 0.10
8.90 0.00 0.00 312.52 312.72 0.10
8.92 0.00 0.00 312.32 312.52 0.10
8.93 0.00 0.00 312.12 312.32 0.10
8.95 0.00 0.00 311.92 312.12 0.10
8.97 0.00 0.00 311.72 311.92 0.10
8.98 0.00 0.00 311.53 311.72 0.10
9.00 0.00 0.00 311.33 311.53 0.10
9.02 0.00 0.00 311.13 311.33 0.10
9.03 0.00 0.00 310.93 311.13 0.10
9.05 0.00 0.00 310.73 310.93 0.10
9.07 0.00 0.00 310.53 310.73 0.10
9.08 0.00 0.00 310.33 310.53 0.10
9.10 0.00 0.00 310.13 310.33 0.10
9.12 0.00 0.00 309.93 310.13 0.10
9.13 0.00 0.00 309.74 309.93 0.10
9.15 0.00 0.00 309.54 309.74 0.10
9.17 0.00 0.00 309.34 309.54 0.10
9.18 0.00 0.00 309.14 309.34 0.10
9.20 0.00 0.00 308.94 309.14 0.10
9.22 0.00 0.00 308.74 308.94 0.10
9.23 0.00 0.00 308.55 308.74 0.10
9.25 0.00 0.00 308.35 308.55 0.10
9.27 0.00 0.00 308.15 308.35 0.10
9.28 0.00 0.00 307.95 308.15 0.10
9.30 0.00 0.00 307.75 307.95 0.10
9.32 0.00 0.00 307.56 307.75 0.10
9.33 0.00 0.00 307.36 307.56 0.10
9.35 0.00 0.00 307.16 307.36 0.10
9.37 0.00 0.00 306.96 307.16 0.10
9.38 0.00 0.00 306.77 306.96 0.10
9.40 0.00 0.00 306.57 306.77 0.10
9.42 0.00 0.00 306.37 306.57 0.10
9.43 0.00 0.00 306.17 306.37 0.10
9.45 0.00 0.00 305.98 306.17 0.10
9.47 0.00 0.00 305.78 305.98 0.10
9.48 0.00 0.00 305.58 305.78 0.10
9.50 0.00 0.00 305.38 305.58 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd
t TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs

9.52 0.00 0.00 305.19 305.38 0.10
9.53 0.00 0.00 304.99 305.19 0.10
9.55 0.00 0.00 304.79 304.99 0.10
9.57 0.00 0.00 304.59 304.79 0.10
9.58 0.00 0.00 304.40 304.59 0.10
9.60 0.00 0.00 304.20 304.40 0.10
9.62 0.00 0.00 304.00 304.20 0.10
9.63 0.00 0.00 303.81 304.00 0.10
9.65 0.00 0.00 303.61 303.81 0.10
9.67 0.00 0.00 303.41 303.61 0.10
9.68 0.00 0.00 303.22 303.41 0.10
9.70 0.00 0.00 303.02 303.22 0.10
9.72 0.00 0.00 302.82 303.02 0.10
9.73 0.00 0.00 302.63 302.82 0.10
9.75 0.00 0.00 302.43 302.63 0.10
9.77 0.00 0.00 302.23 302.43 0.10
9.78 0.00 0.00 302.04 302.23 0.10
9.80 0.00 0.00 301.84 302.04 0.10
9.82 0.00 0.00 301.65 301.84 0.10
9.83 0.00 0.00 301.45 301.65 0.10
9.85 0.00 0.00 301.25 301.45 0.10
9.87 0.00 0.00 301.06 301.25 0.10
9.88 0.00 0.00 300.86 301.06 0.10
9.90 0.00 0.00 300.66 300.86 0.10
9.92 0.00 0.00 300.47 300.66 0.10
9.93 0.00 0.00 300.27 300.47 0.10
9.95 0.00 0.00 300.08 300.27 0.10
9.97 0.00 0.00 299.88 300.08 0.10
9.98 0.00 0.00 299.69 299.88 0.10
10.00 0.00 0.00 299.49 299.69 0.10
10.02 0.00 0.00 299.29 299.49 0.10
10.03 0.00 0.00 299.10 299.29 0.10
10.05 0.00 0.00 298.90 299.10 0.10
10.07 0.00 0.00 298.71 298.90 0.10
10.08 0.00 0.00 298.51 298.71 0.10
10.10 0.00 0.00 298.32 298.51 0.10
10.12 0.00 0.00 298.12 298.32 0.10
10.13 0.00 0.00 297.93 298.12 0.10
10.15 0.00 0.00 297.73 297.93 0.10
10.17 0.00 0.00 297.54 297.73 0.10
10.18 0.00 0.00 297.34 297.54 0.10
10.20 0.00 0.00 297.15 297.34 0.10

F

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
10.22 0.00 0.00 296.95 297.15 0.10
10.23 0.00 0.00 296.76 296.95 0.10
10.25 0.00 0.00 296.56 296.76 0.10
10.27 0.00 0.00 296.37 296.56 0.10
10.28 0.00 0.00 296.17 296.37 0.10
10.30 0.00 0.00 295.98 296.17 0.10
10.32 0.00 0.00 295.78 295.98 0.10
10.33 0.00 0.00 295.59 295.78 0.10
10.35 0.00 0.00 295.40 295.59 0.10
10.37 0.00 0.00 295.20 295.40 0.10
10.38 0.00 0.00 295.01 295.20 0.10
10.40 0.00 0.00 294.81 295.01 0.10
10.42 0.00 0.00 294.62 294.81 0.10
10.43 0.00 0.00 294.42 294.62 0.10
10.45 0.00 0.00 294.23 294.42 0.10
10.47 0.00 0.00 294.04 294.23 0.10
10.48 0.00 0.00 293.84 294.04 0.10
10.50 0.00 0.00 293.65 293.84 0.10
10.52 0.00 0.00 293.45 293.65 0.10
10.53 0.00 0.00 293.26 293.45 0.10
10.55 0.00 0.00 293.07 293.26 0.10
10.57 0.00 0.00 292.87 293.07 0.10
10.58 0.00 0.00 292.68 292.87 0.10
10.60 0.00 0.00 292.49 292.68 0.10
10.62 0.00 0.00 292.29 292.49 0.10
10.63 0.00 0.00 292.10 292.29 0.10
10.65 0.00 0.00 291.91 292.10 0.10
10.67 0.00 0.00 291.71 291.91 0.10
10.68 0.00 0.00 291.52 291.71 0.10
10.70 0.00 0.00 291.33 291.52 0.10
10.72 0.00 0.00 291.13 291.33 0.10
10.73 0.00 0.00 290.94 291.13 0.10
10.75 0.00 0.00 290.75 290.94 0.10
10.77 0.00 0.00 290.55 290.75 0.10
10.78 0.00 0.00 290.36 290.55 0.10
10.80 0.00 0.00 290.17 290.36 0.10
10.82 0.00 0.00 289.98 290.17 0.10
10.83 0.00 0.00 289.78 289.98 0.10
10.85 0.00 0.00 289.59 289.78 0.10
10.87 0.00 0.00 289.40 289.59 0.10
10.88 0.00 0.00 289.21 289.40 0.10
10.90 0.00 0.00 289.01 289.21 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
t

7
7

r

10.92 0.00 0.00 288.82 289.01 0.10
10.93 0.00 0.00 288.63 288.82 0.10
10.95 0.00 0.00 288.44 288.63 0.10
10.97 0.00 0.00 288.24 288.44 0.10
10.98 0.00 0.00 288.05 288.24 0.10
11.00 0.00 0.00 287.86 288.05 0.10
11.02 0.00 0.00 287.67 287.86 0.10
11.03 0.00 0.00 287.48 287.67 0.10
11.05 0.00 0.00 287.28 287.48 0.10
11.07 0.00 0.00 287.09 287.28 0.10
11.08 0.00 0.00 286.90 287.09 0.10
11.10 0.00 0.00 286.71 286.90 0.10
11.12 0.00 0.00 286.52 286.71 0.10
11.13 0.00 0.00 286.32 286.52 0.10
11.15 0.00 0.00 286.13 286.32 0.10
11.17 0.00 0.00 285.94 286.13 0.10
11.18 0.00 0.00 285.75 285.94 0.10
11.20 0.00 0.00 285.56 285.75 0.10
11.22 0.00 0.00 285.37 285.56 0.10
11.23 0.00 0.00 285.18 285.37 0.10
11.25 0.00 0.00 284.98 285.18 0.10
11.27 0.00 0.00 284.79 284.98 0.10
11.28 0.00 0.00 284.60 284.79 0.10
11.30 0.00 0.00 284.41 284.60 0.10
11.32 0.00 0.00 284.22 284.41 0.10
11.33 0.00 0.00 284.03 284.22 0.10
11.35 0.00 0.00 283.84 284.03 0.10
11.37 0.00 0.00 283.65 283.84 0.10
11.38 0.00 0.00 283.46 283.65 0.10
11.40 0.00 0.00 283.27 283.46 0.10
11.42 0.00 0.00 283.07 283.27 0.10
11.43 0.00 0.00 282.88 283.07 0.10
11.45 0.00 0.00 282.69 282.88 0.10
11.47 0.00 0.00 282.50 282.69 0.10
11.48 0.00 0.00 282.31 282.50 0.10
11.50 0.00 0.00 282.12 282.31 0.10
11.52 0.00 0.00 281.93 282.12 0.10
11.53 0.00 0.00 281.74 281.93 0.10
11.55 0.00 0.00 281.55 281.74 0.10
11.57 0.00 0.00 281.36 281.55 0.10
11.58 0.00 0.00 281.17 281.36 0.10
11.60 0.00 0.00 280.98 281.17 0.10

a
i
i
i
i
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
11.62 0.00 0.00 280.79 280.98 0.10
11.63 0.00 0.00 280.60 280.79 0.09
11.65 0.00 0.00 280.41 280.60 0.09
11.67 0.00 0.00 280.22 280.41 0.09
11.68 0.00 0.00 280.03 280.22 0.09
11.70 0.00 0.00 279.84 280.03 0.09
11.72 0.00 0.00 279.65 279.84 0.09
11.73 0.00 0.00 279.46 279.65 0.09
11.75 0.00 0.00 279.27 279.46 0.09
11.77 0.00 0.00 279.08 279.27 0.09
11.78 0.00 0.00 278.89 279.08 0.09
11.80 0.00 0.00 278.70 278.89 0.09
11.82 0.00 0.00 278.51 278.70 0.09
11.83 0.00 0.00 278.33 278.51 0.09
11.85 0.00 0.00 278.14 278.33 0.09
11.87 0.00 0.00 277.95 278.14 0.09
11.88 0.00 0.00 277.76 277.95 0.09
11.90 0.00 0.00 277.57 277.76 0.09
11.92 0.00 0.00 277.38 277.57 0.09
11.93 0.00 0.00 277.19 277.38 0.09
11.95 0.00 0.00 277.00 277.19 0.09
11.97 0.00 0.00 276.81 277.00 0.09
11.98 0.00 0.00 276.62 276.81 0.09
12.00 0.00 0.00 276.44 276.62 0.09
Maximum outflow (cfs) = 1.20
Maximum storage (cu ft) = 13575
Maximum elevation (ft) = 87.59
11
HYDROLOGIC REPORT
100 YR STORM INTO WET.
DETENTION POND ...
Hyd. No. 3
Hydrograph type = RATIONAL
Storm frequency = 100 yr
Time of conc. = 5 min
Runoff coeff. = .723
HYDROGRAPH DISCHARGE TABLE
TIME--OUTFLOW
(hrs cfs)
0.02 12.20
0.08 60.98
0.15 12.20
TIME--OUTFLOW
(hrs cfs)
0.03 24.39
0.10 48.78
0.17 0.00
Peak discharge = 60.98 cfs
Time interval = 1 min
Intensity = 9.99 in/hr
Basin area = 8.44 ac
TIME--OUTFLOW
(hrs cfs)
0.05 36.59
0.12 36.59
0.18 0.00
TIME--OUTFLOW
(hrs cfS)
0.07 48.78
0.13 24.39
0.20 0.00

? 100-YEAR STORM HYDROGRAPH

HYDROLOGIC REPORT
100 YR STORM THRU WET.
DETENTION POND.....'...
......................
Hyd. No. 4
' Hydrograph type = RESERVOIR ROUTE Peak discharge = 3.96 cfs
Storm frequency = 100 yr Time interval = 1 min
' Inflow hyd. no. = 3 Reservoir no. = 1

' HYDROGRAPH DISCHARGE TABLE
TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
' hrs cfs cfs cfs cfs cfs
0.00 0.00 12.19 0.00 0.00 0.00
' 0.02 12.19 24.38 12.19 12.19 0.00
0.03 24.38 36.57 48.73 48.75 0.01
0.05 36.57 48.75 109.56 109.67 0.06
0.07 48.75 60.94 194.72 194.88 0.08
0.08 60.94 48.75 304.22 304.41 0.10
0.10 48.75 36.57 413.69 413.91 0.11
0.12
0.13 36.57
24.38 24.38
12.19 492.98
547.21 499.00
553.92 3.01
3.35
0.15 12.19 0.00 576.17 583.78 3.80
0.17 0.00 0.00 580.44 588.36 3.96
0.18 0.00 0.00 573.07 580.44 3.68
' 0.20 0.00 0.00 566.14 573.07 3.47
0.22 0.00 0.00 559.29 566.14 3.42
0.23
0.25 0.00
0.00 0.00
0.00 552.52
545.83 559.29
552.52 3.38
3.34
0.27 0.00 0.00 539.22 545.83 3.31
0.28 0.00 0.00 532.69 539.22 3.27
1 0.30 0.00 0.00 526.23 532.69 3.23
0.32 0.00 0.00 519.86 526.23 3.19
0.33 0.00 0.00 513.57 519.86 3.15
0.35 0.00 0.00 507.35 513.57 3.11
' 0.37 0.00 0.00 501.22 507.35 3.07
0.38 0.00 0.00 495.16 501.22 3.03
0.40 0.00 0.00 489.27 495.16 2.95

El
HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
0.42 0.00 0.00 483.88 489.27 2.69
0.43 0.00 0.00 478.96 483.88 2.46
0.45 0.00 0.00 474.46 478.96 2.25
0.47 0.00 0.00 470.34 474.46 2.06
0.48 0.00 0.00 466.58 470.34 1.88
0.50 0.00 0.00 463.15 466.58 1.72
0.52 0.00 0.00 460.00 463.15 1.57
0.53 0.00 0.00 457.13 460.00 1.44
0.55 0.00 0.00 454.51 457.13 1.31
0.57 0.00 0.00 452.07 454.51 1.22
0.58 0.00 0.00 449.77 452.07 1.15
0.60 0.00 0.00 447.60 449.77 1.08
0.62 0.00 0.00 445.56 447.60 1.02
0.63 0.00 0.00 443.64 445.56 0.96
0.65 0.00 0.00 441.82 443.64 0.91
0.67 0.00 0.00 440.11 441.82 0.86
0.68 0.00 0.00 438.50 440.11 0.81
0.70 0.00 0.00 436.97 438.50 0.76
0.72 0.00 0.00 435.54 436.97 0.72
0.73 0.00 0.00 434.19 435.54 0.68
0.75 0.00 0.00 432.91 434.19 0.64
0.77 0.00 0.00 431.71 432.91 0.60
0.78 0.00 0.00 430.58 431.71 0.57
0.80 0.00 0.00 429.51 430.58 0.53
0.82 0.00 0.00 428.50 429.51 0.50
0.83 0.00 0.00 427.55 428.50 0.47
0.85 0.00 0.00 426.66 427.55 0.45
0.87 0.00 0.00 425.82 426.66 0.42
0.88 0.00 0.00 425.02 425.82 0.40
0.90 0.00 0.00 424.27 425.02 0.37
0.92 0.00 0.00 423.56 424.27 0.35
0.93 0.00 0.00 422.90 423.56 0.33
0.95 0.00 0.00 422.27 422.90 0.31
0.97 0.00 0.00 421.68 422.27 0.30
0.98 0.00 0.00 421.12 421.68 0.28
1.00 0.00 0.00 420.59 421.12 0.26
1.02 0.00 0.00 420.09 420.59 0.25
1.03 0.00 0.00 419.63 420.09 0.23
1.05 0.00 0.00 419.18 419.63 0.22
1.07 0.00 0.00 418.77 419.18 0.21
1.08 0.00 0.00 418.38 418.77 0.20
1.10 0.00 0.00 418.01 418.38 0.18

HYDROGRAPH DISCHARGE TABLE Cont'd
I TIME INFLOW (i) INFLOW (j)
hrs cfs cfs

2S/dt-O (i) 2S/dt+O (j) OUTFLOW
cfs cfs cfs
1.12 0.00 0.00 417.66 418.01 0.17
1.13 0.00 0.00 417.33 417.66 0.16
1.15 0.00 0.00 417.02 417.33 0.15
1.17 0.00 0.00 416.73 417.02 0.15
1.18 0.00 0.00 416.45 416.73 0.14
1.20 0.00 0.00 416.19 416.45 0.13
1.22 0.00 0.00 415.95 416.19 0.12
1.23 0.00 0.00 415.72 415.95 0.12
1.25 0.00 0.00 415.49 415.72 0.11
1.27 0.00 0.00 415.26 415.49 0.11
1.28 0.00 0.00 415.04 415.26 0.11
1.30 0.00 0.00 414.81 415.04 0.11
1.32 0.00 0.00 414.58 414.81 0.11
1.33 0.00 0.00 414.36 414.58 0.11
1.35 0.00 0.00 414.13 414.36 0.11
1.37 0.00 0.00 413.90 414.13 0.11
1.38 0.00 0.00 413.68 413.90 0.11
1.40 0.00 0.00 413.45 413.68 0.11
1.42 0.00 0.00 413.22 413.45 0.11
1.43 0.00 0.00 413.00 413.22 0.11
1.45 0.00 0.00 412.77 413.00 0.11
1.47 0.00 0.00 412.55 412.77 0.11
1.48 0.00 0.00 412.32 412.55 0.11
1.50 0.00 0.00 412.09 412.32 0.11
1.52 0.00 0.00 411.87 412.09 0.11
1.53 0.00 0.00 411.64 411.87 0.11
1.55 0.00 0.00 411.42 411.64 0.11
1.57 0.00 0.00 411.19 411.42 0.11
1.58 0.00 0.00 410.96 411.19 0.11
1.60 0.00 0.00 410.74 410.96 0.11
1.62 0.00 0.00 410.51 410.74 0.11
1.63 0.00 0.00 410.29 410.51 0.11
1.65 0.00 0.00 410.06 410.29 0.11
1.67 0.00 0.00 409.84 410.06 0.11
1.68 0.00 0.00 409.61 409.84 0.11
1.70 0.00 0.00 409.39 409.61 0.11
1.72 0.00 0.00 409.16 409.39 0.11
1.73 0.00 0.00 408.94 409.16 0.11
1.75 0.00 0.00 408.71 408.94 0.11
1.77 0.00 0.00 408.49 408.71 0.11
1.78 0.00 0.00 408.26 408.49 0.11
1.80 0.00 0.00 408.04 408.26 0.11

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
1.82 0.00 0.00 407.81 408.04 0.11
1.83 0.00 0.00 407.59 407.81 0.11
1.85 0.00 0.00 407.36 407.59 0.11
1.87 0.00 0.00 407.14 407.36 0.11
1.88 0.00 0.00 406.91 407.14 0.11
1.90 0.00 0.00 406.69 406.91 0.11
1.92 0.00 0.00 406.46 406.69 0.11
1.93 0.00 0.00 406.24 406.46 0.11
1.95 0.00 0.00 406.01 406.24 0.11
1.97 0.00 0.00 405.79 406.01 0.11
1.98 0.00 0.00 405.57 405.79 0.11
2.00 0.00 0.00 405.34 405.57 0.11
2.02 0.00 0.00 405.12 405.34 0.11
2.03 0.00 0.00 404.89 405.12 0.11
2.05 0.00 0.00 404.67 404.89 0.11
2.07 0.00 0.00 404.44 404.67 0.11
2.08 0.00 0.00 404.22 404.44 0.11
2.10 0.00 0.00 404.00 404.22 0.11
2.12 0.00 0.00 403.77 404.00 0.11
2.13 0.00 0.00 403.55 403.77 0.11
2.15 0.00 0.00 403.33 403.55 0.11
2.17 0.00 0.00 403.10 403.33 0.11
2.18 0.00 0.00 402.88 403.10 0.11
2.20 0.00 0.00 402.65 402.88 0.11
2.22 0.00 0.00 402.43 402.65 0.11
2.23 0.00 0.00 402.21 402.43 0.11
2.25 0.00 0.00 401.98 402.21 0.11
2.27 0.00 0.00 401.76 401.98 0.11
2.28 0.00 0.00 401.54 401.76 0.11
2.30 0.00 0.00 401.31 401.54 0.11
2.32 0.00 0.00 401.09 401.31 0.11
2.33 0.00 0.00 400.87 401.09 0.11
2.35 0.00 0.00 400.65 400.87 0.11
2.37 0.00 0.00 400.42 400.65 0.11
2.38 0.00 0.00 400.20 400.42 0.11
2.40 0.00 0.00 399.98 400.20 0.11
2.42 0.00 0.00 399.75 399.98 0.11
2.43 0.00 0.00 399.53 399.75 0.11
2.45 0.00 0.00 399.31 399.53 0.11
2.47 0.00 0.00 399.09 399.31 0.11
2.48 0.00 0.00 398.86 399.09 0.11
2.50 0.00 0.00 398.64 398.86 0.11
t

HYDROGRAPH DISCHARGE TABLE Cont'd

f'
t

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
2.52 0.00 0.00 398.42 398.64 0.11
2.53 0.00 0.00 398.20 398.42 0.11
2.55 0.00 0.00 397.97 398.20 0.11
2.57 0.00 0.00 397.75 397.97 0.11
2.58 0.00 0.00 397.53 397.75 0.11
2.60 0.00 0.00 397.31 397.53 0.11
2.62 0.00 0.00 397.08 397.31 0.11
2.63 0.00 0.00 396.86 397.08 0.11
2.65 0.00 0.00 396.64 396.86 0.11
2.67 0.00 0.00 396.42 396.64 0.11
2.68 0.00 0.00 396.20 396.42 0.11
2.70 0.00 0.00 395.97 396.20 0.11
2.72 0.00 0.00 395.75 395.97 0.11
2.73 0.00 0.00 395.53 395.75 0.11
2.75 0.00 0.00 395.31 395.53 0.11
2.77 0.00 0.00 395.09 395.31 0.11
2.78 0.00 0.00 394.87 395.09 0.11
2.80 0.00 0.00 394.64 394.87 0.11
2.82 0.00 0.00 394.42 394.64 0.11
2.83 0.00 0.00 394.20 394.42 0.11
2.85 0.00 0.00 393.98 394.20 0.11
2.87 0.00 0.00 393.76 393.98 0.11
2.88 0.00 0.00 393.54 393.76 0.11
2.90 0.00 0.00 393.32 393.54 0.11
2.92 0.00 0.00 393.10 393.32 0.11
2.93 0.00 0.00 392.87 393.10 0.11
2.95 0.00 0.00 392.65 392.87 0.11
2.97 0.00 0.00 392.43 392.65 0.11
2.98 0.00 0.00 392.21 392.43 0.11
3.00 0.00 0.00 391.99 392.21 0.11
3.02 0.00 0.00 391.77 391.99 0.11
3.03 0.00 0.00 391.55 391.77 0.11
3.05 0.00 0.00 391.33 391.55 0.11
3.07 0.00 0.00 391.11 391.33 0.11
3.08 0.00 0.00 390.89 391.11 0.11
3.10 0.00 0.00 390.67 390.89 0.11
3.12 0.00 0.00 390.45 390.67 0.11
3.13 0.00 0.00 390.23 390.45 0.11
3.15 0.00 0.00 390.01 390.23 0.11
3.17 0.00 0.00 389.79 390.01 0.11
3.18 0.00 0.00 389.57 389.79 0.11
3.20 0.00 0.00 389.35 389.57 0.11

HYDROGRAPH DISCHARGE TABLE Cont'd
' TIME INFLOW ( i ) INFLOW ( j )
hrs cfs cfs

0

2S/dt-O (i) 2S/dt+O (j) OUTFLOW
cfs cfs cfs
3.22 0.00 0.00 389.12 389.35 0.11
3.23 0.00 0.00 388.90 389.12 0.11
3.25 0.00 0.00 388.68 388.90 0.11
3.27 0.00 0.00 388.46 388.68 0.11
3.28 0.00 0.00 388.25 388.46 0.11
3.30 0.00 0.00 388.03 388.25 0.11
3.32 0.00 0.00 387.81 388.03 0.11
3.33 0.00 0.00 387.59 387.81 0.11
3.35 0.00 0.00 387.37 387.59 0.11
3.37 0.00 0.00 387.15 387.37 0.11
3.38 0.00 0.00 386.93 387.15 0.11
3.40 0.00 0.00 386.71 386.93 0.11
3.42 0.00 0.00 386.49 386.71 0.11
3.43 0.00 0.00 386.27 386.49 0.11
3.45 0.00 0.00 386.05 386.27 0.11
3.47 0.00 0.00 385.83 386.05 0.11
3.48 0.00 0.00 385.61 385.83 0.11
3.50 0.00 0.00 385.39 385.61 0.11
3.52 0.00 0.00 385.17 385.39 0.11
3.53 0.00 0.00 384.95 385.17 0.11
3.55 0.00 0.00 384.73 384.95 0.11
3.57 0.00 0.00 384.52 384.73 0.11
3.58 0.00 0.00 384.30 384.52 0.11
3.60 0.00 0.00 384.08 384.30 0.11
3.62 0.00 0.00 383.86 384.08 0.11
3.63 0.00 0.00 383.64 383.86 0.11
3.65 0.00 0.00 383.42 383.64 0.11
3.67 0.00 0.00 383.20 383.42 0.11
3.68 0.00 0.00 382.99 383.20 0.11
3.70 0.00 0.00 382.77 382.99 0.11
3.72 0.00 0.00 382.55 382.77 0.11
3.73 0.00 0.00 382.33 382.55 0.11
3.75 0.00 0.00 382.11 382.33 0.11
3.77 0.00 0.00 381.89 382.11 0.11
3.78 0.00 0.00 381.68 381.89 0.11
3.80 0.00 0.00 381.46 381.68 0.11
3.82 0.00 0.00 381.24 381.46 0.11
3.83 0.00 0.00 381.02 381.24 0.11
3.85 0.00 0.00 380.80 381.02 0.11
3.87 0.00 0.00 380.58 380.80 0.11
3.88 0.00 0.00 380.37 380.58 0.11
3.90 0.00 0.00 380.15 380.37 0.11

C

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
3.92 0.00 0.00 379.93 380.15 0.11
3.93 0.00 0.00 379.71 379.93 0.11
3.95 0.00 0.00 379.50 379.71 0.11
3.97 0.00 0.00 379.28 379.50 0.11
3.98 0.00 0.00 379.06 379.28 0.11
4.00 0.00 0.00 378.84 379.06 0.11
4.02 0.00 0.00 378.63 378.84 0.11
4.03 0.00 0.00 378.41 378.63 0.11
4.05 0.00 0.00 378.19 378.41 0.11
4.07 0.00 0.00 377.97 378.19 0.11
4.08 0.00 0.00 377.76 377.97 0.11
4.10 0.00 0.00 377.54 377.76 0.11
4.12 0.00 0.00 377.32 377.54 0.11
4.13 0.00 0.00 377.11 377.32 0.11
4.15 0.00 0.00 376.89 377.11 0.11
4.17 0.00 0.00 376.67 376.89 0.11
4.18 0.00 0.00 376.46 376.67 0.11
4.20 0.00 0.00 376.24 376.46 0.11
4.22 0.00 0.00 376.02 376.24 0.11
4.23 0.00 0.00 375.81 376.02 0.11
4.25 0.00 0.00 375.59 375.81 0.11
4.27 0.00 0.00 375.37 375.59 0.11
4.28 0.00 0.00 375.16 375.37 0.11
4.30 0.00 0.00 374.94 375.16 0.11
4.32 0.00 0.00 374.72 374.94 0.11
4.33 0.00 0.00 374.51 374.72 0.11
4.35 0.00 0.00 374.29 374.51 0.11
4.37 0.00 0.00 374.07 374.29 0.11
4.38 0.00 0.00 373.86 374.07 0.11
4.40 0.00 0.00 373.64 373.86 0.11
4.42 0.00 0.00 373.43 373.64 0.11
4.43 0.00 0.00 373.21 373.43 0.11
4.45 0.00 0.00 372.99 373.21 0.11
4.47 0.00 0.00 372.78 372.99 0.11
4.48 0.00 0.00 372.56 372.78 0.11
4.50 0.00 0.00 372.35 372.56 0.11
4.52 0.00 0.00 372.13 372.35 0.11
4.53 0.00 0.00 371.91 372.13 0.11
4.55 0.00 0.00 371.70 371.91 0.11
4.57 0.00 0.00 371.48 371.70 0.11
4.58 0.00 0.00 371.27 371.48 0.11
4.60 0.00 0.00 371.05 371.27 0.11

n

1
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
4.62 0.00 0.00 370.84 371.05 0.11
4.63 0.00 0.00 370.62 370.84 0.11
4.65 0.00 0.00 370.41 370.62 0.11
4.67 0.00 0.00 370.19 370.41 0.11
4.68 0.00 0.00 369.98 370.19 0.11
4.70 0.00 0.00 369.76 369.98 0.11
4.72 0.00 0.00 369.55 369.76 0.11
4.73 0.00 0.00 369.33 369.55 0.11
4.75 0.00 0.00 369.12 369.33 0.11
4.77 0.00 0.00 368.90 369.12 0.11
4.78 0.00 0.00 368.69 368.90 0.11
4.80 0.00 0.00 368.47 368.69 0.11
4.82 0.00 0.00 368.26 368.47 0.11
4.83 0.00 0.00 368.04 368.26 0.11
4.85 0.00 0.00 367.83 368.04 0.11
4.87 0.00 0.00 367.61 367.83 0.11
4.88 0.00 0.00 367.40 367.61 0.11
4.90 0.00 0.00 367.19 367.40 0.11
4.92 0.00 0.00 366.97 367.19 0.11
4.93 0.00 0.00 366.76 366.97 0.11
4.95 0.00 0.00 366.54 366.76 0.11
4.97 0.00 0.00 366.33 366.54 0.11
4.98 0.00 0.00 366.11 366.33 0.11
5.00 0.00 0.00 365.90 366.11 0.11
5.02 0.00 0.00 365.69 365.90 0.11
5.03 0.00 0.00 365.47 365.69 0.11
5.05 0.00 0.00 365.26 365.47 0.11
5.07 0.00 0.00 365.05 365.26 0.11
5.08 0.00 0.00 364.83 365.05 0.11
5.10 0.00 0.00 364.62 364.83 0.11
5.12 0.00 0.00 364.40 364.62 0.11
5.13 0.00 0.00 364.19 364.40 0.11
5.15 0.00 0.00 363.98 364.19 0.11
5.17 0.00 0.00 363.76 363.98 0.11
5.18 0.00 0.00 363.55 363.76 0.11
5.20 0.00 0.00 363.34 363.55 0.11
5.22 0.00 0.00 363.12 363.34 0.11
5.23 0.00 0.00 362.91 363.12 0.11
5.25 0.00 0.00 362.70 362.91 0.11
5.27 0.00 0.00 362.48 362.70 0.11
5.28 0.00 0.00 362.27 362.48 0.11
5.30 0.00 0.00 362.06 362.27 0.11

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
I

r.

Ll
5.32 0.00 0.00 361.85 362.06 0.11
5.33 0.00 0.00 361.63 361.85 0.11
5.35 0.00 0.00 361.42 361.63 0.11
5.37 0.00 0.00 361.21 361.42 0.11
5.38 0.00 0.00 360.99 361.21 0.11
5.40 0.00 0.00 360.78 360.99 0.11
5.42 0.00 0.00 360.57 360.78 0.11
5.43 0.00 0.00 360.36 360.57 0.11
5.45 0.00 0.00 360.14 360.36 0.11
5.47 0.00 0.00 359.93 360.14 0.11
5.48 0.00 0.00 359.72 359.93 0.11
5.50 0.00 0.00 359.51 359.72 0.11
5.52 0.00 0.00 359.29 359.51 0.11
5.53 0.00 0.00 359.08 359.29 0.11
5.55 0.00 0.00 358.87 359.08 0.11
5.57 0.00 0.00 358.66 358.87 0.11
5.58 0.00 0.00 358.45 358.66 0.11
5.60 0.00 0.00 358.23 358.45 0.11
5.62 0.00 0.00 358.02 358.23 0.11
5.63 0.00 0.00 357.81 358.02 0.11
5.65 0.00 0.00 357.60 357.81 0.11
5.67 0.00 0.00 357.39 357.60 0.11
5.68 0.00 0.00 357.18 357.39 0.11
5.70 0.00 0.00 356.96 357.18 0.11
5.72 0.00 0.00 356.75 356.96 0.11
5.73 0.00 0.00 356.54 356.75 0.11
5.75 0.00 0.00 356.33 356.54 0.11
5.77 0.00 0.00 356.12 356.33 0.11
5.78 0.00 0.00 355.91 356.12 0.11
5.80 0.00 0.00 355.70 355.91 0.11
5.82 0.00 0.00 355.48 355.70 0.11
5.83 0.00 0.00 355.27 355.48 0.11
5.85 0.00 0.00 355.06 355.27 0.11
5.87 0.00 0.00 354.85 355.06 0.11
5.88 0.00 0.00 354.64 354.85 0.11
5.90 0.00 0.00 354.43 354.64 0.11
5.92 0.00 0.00 354.22 354.43 0.11
5.93 0.00 0.00 354.01 354.22 0.11
5.95 0.00 0.00 353.80 354.01 0.11
5.97 0.00 0.00 353.59 353.80 0.11
5.98 0.00 0.00 353.38 353.59 0.11
6.00 0.00 0.00 353.16 353.38 0.11

I HYDROGRAPH DISCHARGE TABLE Cont'd

TIME INFLOW (i) INFLOW (j) 2S/dt-0 (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
6.02 0.00 0.00 352.95 353.16 0.11
6.03 0.00 0.00 352.74 352.95 0.11
6.05 0.00 0.00 352.53 352.74 0.11
6.07 0.00 0.00 352.32 352.53 0.11
6.08 0.00 0.00 352.11 352.32 0.11
6.10 0.00 0.00 351.90 352.11 0.11
6.12 0.00 0.00 351.69 351.90 0.11
6.13 0.00 0.00 351.48 351.69 0.11
6.15 0.00 0.00 351.27 351.48 0.11
6.17 0.00 0.00 351.06 351.27 0.11
6.18 0.00 0.00 350.85 351.06 0.10
6.20 0.00 0.00 350.64 350.85 0.10
6.22 0.00 0.00 350.43 350.64 0.10
6.23 0.00 0.00 350.22 350.43 0.10
6.25 0.00 0.00 350.01 350.22 0.10
6.27 0.00 0.00 349.80 350.01 0.10
6.28 0.00 0.00 349.59 349.80 0.10
6.30 0.00 0.00 349.38 349.59 0.10
6.32 0.00 0.00 349.17 349.38 0.10
6.33 0.00 0.00 348.96 349.17 0.10
6.35 0.00 0.00 348.76 348.96 0.10
6.37 0.00 0.00 348.55 348.76 0.10
6.38 0.00 0.00 348.34 348.55 0.10
6.40 0.00 0.00 348.13 348.34 0.10
6.42 0.00 0.00 347.92 348.13 0.10
6.43 0.00 0.00 347.71 347.92 0.10
6.45 0.00 0.00 347.50 347.71 0.10
6.47 0.00 0.00 347.29 347.50 0.10
6.48 0.00 0.00 347.08 347.29 0.10
6.50 0.00 0.00 346.87 347.08 0.10
6.52 0.00 0.00 346.66 346.87 0.10
6.53 0.00 0.00 346.46 346.66 0.10
6.55 0.00 0.00 346.25 346.46 0.10
6.57 0.00 0.00 346.04 346.25 0.10
6.58 0.00 0.00 345.83 346.04 0.10
6.60 0.00 0.00 345.62 345.83 0.10
6.62 0.00 0.00 345.41 345.62 0.10
6.63 0.00 0.00 345.20 345.41 0.10
6.65 0.00 0.00 345.00 345.20 0.10
6.67 0.00 0.00 344.79 345.00 0.10
6.68 0.00 0.00 344.58 344.79 0.10
6.70 0.00 0.00 344.37 344.58 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
6.72 0.00 0.00 344.16 344.37 0.10
6.73 0.00 0.00 343.95 344.16 0.10
6.75 0.00 0.00 343.75 343.95 0.10
6.77 0.00 0.00 343.54 343.75 0.10
6.78 0.00 0.00 343.33 343.54 0.10
6.80 0.00 0.00 343.12 343.33 0.10
6.82 0.00 0.00 342.91 343.12 0.10
6.83 0.00 0.00 342.71 342.91 0.10
6.85 0.00 0.00 342.50 342.71 0.10
6.87 0.00 0.00 342.29 342.50 0.10
6.88 0.00 0.00 342.08 342.29 0.10
6.90 0.00 0.00 341.88 342.08 0.10
6.92 0.00 0.00 341.67 341.88 0.10
6.93 0.00 0.00 341.46 341.67 0.10
6.95 0.00 0.00 341.25 341.46 0.10
6.97 0.00 0.00 341.05 341.25 0.10
6.98 0.00 0.00 340.84 341.05 0.10
7.00 0.00 0.00 340.63 340.84 0.10
7.02 0.00 0.00 340.42 340.63 0.10
7.03 0.00 0.00 340.22 340.42 0.10
7.05 0.00 0.00 340.01 340.22 0.10
7.07 0.00 0.00 339.80 340.01 0.10
7.08 0.00 0.00 339.60 339.80 0.10
7.10 0.00 0.0.0 339.39 339.60 0.10
7.12 0.00 0.00 339.18 339.39 0.10
7.13 0.00 0.00 338.98 339.18 0.10
7.15 0.00 0.00 338.77 338.98 0.10
7.17 0.00 0.00 338.56 338.77 0.10
7.18 0.00 0.00 338.36 338.56 0.10
7.20 0.00 0.00 338.15 338.36 0.10
7.22 0.00 0.00 337.94 338.15 0.10
7.23 0.00 0.00 337.74 337.94 0.10
7.25 0.00 0.00 337.53 337.74 0.10
7.27 0.00 0.00 337.32 337.53 0.10
7.28 0.00 0.00 337.12 337.32 0.10
7.30 0.00 0.00 336.91 337.12 0.10
7.32 0.00 0.00 336.71 336.91 0.10
7.33 0.00 0.00 336.50 336.71 0.10
7.35 0.00 0.00 336.29 336.50 0.10
7.37 0.00 0.00 336.09 336.29 0.10
7.38 0.00 0.00 335.88 336.09 0.10
7.40 0.00 0.00 335.68 335.88 0.10

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

11
7.42 0.00 0.00 335.47 335.68 0.10
7.43 0.00 0.00 335.26 335.47 0.10
7.45 0.00 0.00 335.06 335.26 0.10
7.47 0.00 0.00 334.85 335.06 0.10
7.48 0.00 0.00 334.65 334.85 0.10
7.50 0.00 0.00 334.44 334.65 0.10
7.52 0.00 0.00 334.24 334.44 0.10
7.53 0.00 0.00 334.03 334.24 0.10
7.55 0.00 0.00 333.83 334.03 0.10
7.57 0.00 0.00 333.62 333.83 0.10
7.58 0.00 0.00 333.41 333.62 0.10
7.60 0.00 0.00 333.21 333.41 0.10
7.62 0.00 0.00 333.00 333.21 0.10
7.63 0.00 0.00 332.80 333.00 0.10
7.65 0.00 0.00 332.59 332.80 0.10
7.67 0.00 0.00 332.39 332.59 0.10
7.68 0.00 0.00 332.18 332.39 0.10
7.70 0.00 0.00 331.98 332.18 0.10
7.72 0.00 0.00 331.78 331.98 0.10
7.73 0.00 0.00 331.57 331.78 0.10
7.75 0.00 0.00 331.37 331.57 0.10
7.77 0.00 0.00 331.16 331.37 0.10
7.78 0.00 0.00 330.96 331.16 0.10
7.80 0.00 0.00 330.75 330.96 0.10
7.82 0.00 0.00 330.55 330.75 0.10
7.83 0.00 0.00 330.34 330.55 0.10
7.85 0.00 0.00 330.14 330.34 0.10
7.87 0.00 0.00 329.94 330.14 0.10
7.88 0.00 0.00 329.73 329.94 0.10
7.90 0.00 0.00 329.53 329.73 0.10
7.92 0.00 0.00 329.32 329.53 0.10
7.93 0.00 0.00 329.12 329.32 0.10
7.95 0.00 0.00 328.91 329.12 0.10
7.97 0.00 0.00 328.71 328.91 0.10
7.98 0.00 0.00 328.51 328.71 0.10
8.00 0.00 0.00 328.30 328.51 0.10
8.02 0.00 0.00 328.10 328.30 0.10
8.03 0.00 0.00 327.90 328.10 0.10
8.05 0.00 0.00 327.69 327.90 0.10
8.07 0.00 0.00 327.49 327.69 0.10
8.08 0.00 0.00 327.29 327.49 0.10
8.10 0.00 0.00 327.08 327.29 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
8.12 0.00 0.00 326.88 327.08 0.10
8.13 0.00 0.00 326.68 326.88 0.10
8.15 0.00 0.00 326.47 326.68 0.10
8.17 0.00 0.00 326.27 326.47 0.10
8.18 0.00 0.00 326.07 326.27 0.10
8.20 0.00 0.00 325.86 326.07 0.10
8.22 0.00 0.00 325.66 325.86 0.10
8.23 0.00 0.00 325.46 325.66 0.10
8.25 0.00 0.00 325.25 325.46 0.10
8.27 0.00 0.00 325.05 325.25 0.10
8.28 0.00 0.00 324.85 325.05 0.10
8.30 0.00 0.00 324.65 324.85 0.10
8.32 0.00 0.00 324.44 324.65 0.10
8.33 0.00 0.00 324.24 324.44 0.10
8.35 0.00 0.00 324.04 324.24 0.10
8.37 0.00 0.00 323.83 324.04 0.10
8.38 0.00 0.00 323.63 323.83 0.10
8.40 0.00 0.00 323.43 323.63 0.10
8.42 0.00 0.00 323.23 323.43 0.10
8.43 0.00 0.00 323.03 323.23 0.10
8.45 0.00 0.00 322.82 323.03 0.10
8.47 0.00 0.00 322.62 322.82 0.10
8.48 0.00 0.00 322.42 322.62 0.10
8.50 0.00 0.00 322.22 322.42 0.10
8.52 0.00 0.00 322.01 322.22 0.10
8.53 0.00 0.00 321.81 322.01 0.10
8.55 0.00 0.00 321.61 321.81 0.10
8.57 0.00 0.00 321.41 321.61 0.10
8.58 0.00 0.00 321.21 321.41 0.10
8.60 0.00 0.00 321.01 321.21 0.10
8.62 0.00 0.00 320.80 321.01 0.10
8.63 0.00 0.00 320.60 320.80 0.10
8.65 0.00 0.00 320.40 320.60 0.10
8.67 0.00 0.00 320.20 320.40 0.10
8.68 0.00 0.00 320.00 320.20 0.10
8.70 0.00 0.00 319.80 320.00 0.10
8.72 0.00 0.00 319.60 319.80 0.10
8.73 0.00 0.00 319.39 319.60 0.10
8.75 0.00 0.00 319.19 319.39 0.10
8.77 0.00 0.00 318.99 319.19 0.10
8.78 0.00 0.00 318.79 318.99 0.10
8.80 0.00 0.00 318.59 318.79 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd

u

TIME INFLOW (i) INFLOW (j) 2S/dt-O (i) 2S/dt+O (j) OUTFLOW
hrs cfs cfs cfs cfs cfs
8.82 0.00 0.00 318.39 318.59 0.10
8.83 0.00 0.00 318.19 318.39 0.10
8.85 0.00 0.00 317.99 318.19 0.10
8.87 0.00 0.00 317.79 317.99 0.10
8.88 0.00 0.00 317.59 317.79 0.10
8.90 0.00 0.00 317.38 317.59 0.10
8.92 0.00 0.00 317.18 317.38 0.10
8.93 0.00 0.00 316.98 317.18 0.10
8.95 0.00 0.00 316.78 316.98 0.10
8.97 0.00 0.00 316.58 316.78 0.10
8.98 0.00 0.00 316.38 316.58 0.10
9.00 0.00 0.00 316.18 316.38 0.10
9.02 0.00 0.00 315.98 316.18 0.10
9.03 0.00 0.00 315.78 315.98 0.10
9.05 0.00 0.00 315.58 315.78 0.10
9.07 0.00 0.00 315.38 315.58 0.10
9.08 0.00 0.00 315.18 315.38 0.10
9.10 0.00 0.00 314.98 315.18 0.10
9.12 0.00 0.00 314.78 314.98 0.10
9.13 0.00 0.00 314.58 314.78 0.10
9.15 0.00 0.00 314.38 314.58 0.10
9.17 0.00 0.00 314.18 314.38 0.10
9.18 0.00 0.00 313.98 314.18 0.10
9.20 0.00 0.00 313.78 313.98 0.10
9.22 0.00 0.00 313.58 313.78 0.10
9.23 0.00 0.00 313.38 313.58 0.10
9.25 0.00 0.00 313.18 313.38 0.10
9.27 0.00 0.00 312.98 313.18 0.10
9.28 0.00 0.00 312.78 312.98 0.10
9.30 0.00 0.00 312.59 312.78 0.10
9.32 0.00 0.00 312.39 312.59 0.10
9.33 0.00 0.00 312.19 312.39 0.10
9.35 0.00 0.00 311.99 312.19 0.10
9.37 0.00 0.00 311.79 311.99 0.10
9.38 0.00 0.00 311.59 311.79 0.10
9.40 0.00 0.00 311.39 311.59 0.10
9.42 0.00 0.00 311.19 311.39 0.10
9.43 0.00 0.00 310.99 311.19 0.10
9.45 0.00 0.00 310.79 310.99 0.10
9.47 0.00 0.00 310.59 310.79 0.10
9.48 0.00 0.00 310.40 310.59 0.10
9.50 0.00 0.00 310.20 310.40 0.10

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

11

9.52 0.00 0.00 310.00 310.20 0.10
9.53 0.00 0.00 309.80 310.00 0.10
9.55 0.00 0.00 309.60 309.80 0.10
9.57 0.00 0.00 309.40 309.60 0.10
9.58 0.00 0.00 309.21 309.40 0.10
9.60 0.00 0.00 309.01 309.21 0.10
9.62 0.00 0.00 308.81 309.01 0.10
9.63 0.00 0.00 308.61 308.81 0.10
9.65 0.00 0.00 308.41 308.61 0.10
9.67 0.00 0.00 308.21 308.41 0.10
9.68 0.00 0.00 308.02 308.21 0.10
9.70 0.00 0.00 307.82 308.02 0.10
9.72 0.00 0.00 307.62 307.82 0.10
9.73 0.00 0.00 307.42 307.62 0.10
9.75 0.00 0.00 307.22 307.42 0.10
9.77 0.00 0.00 307.03 307.22 0.10
9.78 0.00 0.00 306.83 307.03 0.10
9.80 0.00 0.00 306.63 306.83 0.10
9.82 0.00 0.00 306.43 306.63 0.10
9.83 0.00 0.00 306.24 306.43 0.10
9.85 0.00 0.00 306.04 306.24 0.10
9.87 0.00 0.00 305.84 306.04 0.10
9.88 0.00 0.00 305.64 305.84 0.10
9.90 0.00 0.00 305.45 305.64 0.10
9.92 0.00 0.00 305.25 305.45 0.10
9.93 0.00 0.00 305.05 305.25 0.10
9.95 0.00 0.00 304.86 305.05 0.10
9.97 0.00 0.00 304.66 304.86 0.10
9.98 0.00 0.00 304.46 304.66 0.10
10.00 0.00 0.00 304.26 304.46 0.10
10.02 0.00 0.00 304.07 304.26 0.10
10.03 0.00 0.00 303.87 304.07 0.10
10.05 0.00 0.00 303.67 303.87 0.10
10.07 0.00 0.00 303.48 303.67 0.10
10.08 0.00 0.00 303.28 303.48 0.10
10.10 0.00 0.00 303.08 303.28 0.10
10.12 0.00 0.00 302.89 303.08 0.10
10.13 0.00 0.00 302.69 302.89 0.10
10.15 0.00 0.00 302.49 302.69 0.10
10.17 0.00 0.00 302.30 302.49 0.10
10.18 0.00 0.00 302.10 302.30 0.10
10.20 0.00 0.00 301.90 302.10 0.10

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

11,

10.22 0.00 0.00 301.71 301.90 0.10
10.23 0.00 0.00 301.51 301.71 0.10
10.25 0.00 0.00 301.32 301.51 0.10
10.27 0.00 0.00 301.12 301.32 0.10
10.28 0.00 0.00 300.92 301.12 0.10
10.30 0.00 0.00 300.73 300.92 0.10
10.32 0.00 0.00 300.53 300.73 0.10
10.33 0.00 0.00 300.34 300.53 0.10
10.35 0.00 0.00 300.14 300.34 0.10
10.37 0.00 0.00 299.94 300.14 0.10
10.38 0.00 0.00 299.75 299.94 0.10
10.40 0.00 0.00 299.55 299.75 0.10
10.42 0.00 0.00 299.36 299.55 0.10
10.43 0.00 0.00 299.16 299.36 0.10
10.45 0.00 0.00 298.97 299.16 0.10
10.47 0.00 0.00 298.77 298.97 0.10
10.48 0.00 0.00 298.58 298.77 0.10
10.50 0.00 0.00 298.38 298.58 0.10
10.52 0.00 0.00 298.19 298.38 0.10
10.53 0.00 0.00 297.99 298.19 0.10
10.55 0.00 0.00 297.80 297.99 0.10
10.57 0.00 0.00 297.60 297.80 0.10
10.58 0.00 0.00 297.40 297.60 0.10
10.60 0.00 0.00 297.21 297.40 0.10
10.62 0.00 0.00 297.02 297.21 0.10
10.63 0.00 0.00 296.82 297.02 0.10
10.65 0.00 0.00 296.63 296.82 0.10
10.67 0.00 0.00 296.43 296.63 0.10
10.68 0.00 0.00 296.24 296.43 0.10
10.70 0.00 0.00 296.04 296.24 0.10
10.72 0.00 0.00 295.85 296.04 0.10
10.73 0.00 0.00 295.65 295.85 0.10
10.75 0.00 0.00 295.46 295.65 0.10
10.77 0.00 0.00 295.26 295.46 0.10
10.78 0.00 0.00 295.07 295.26 0.10
10.80 0.00 0.00 294.88 295.07 0.10
10.82 0.00 0.00 294.68 294.88 0.10
10.83 0.00 0.00 294.49 294.68 0.10
10.85 0.00 0.00 294.29 294.49 0.10
10.87 0.00 0.00 294.10 294.29 0.10
10.88 0.00 0.00 293.90 294.10 0.10
10.90 0.00 0.00 293.71 293.90 0.10

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

1

10.92 0.00 0.00 293.52 293.71 0.10
10.93 0.00 0.00 293.32 293.52 0.10
10.95 0.00 0.00 293.13 293.32 0.10
10.97 0.00 0.00 292.94 293.13 0.10
10.98 0.00 0.00 292.74 292.94 0.10
11.00 0.00 0.00 292.55 292.74 0.10
11.02 0.00 0.00 292.36 292.55 0.10
11.03 0.00 0.00 292.16 292.36 0.10
11.05 0.00 0.00 291.97 292.16 0.10
11.07 0.00 0.00 291.78 291.97 0.10
11.08 0.00 0.00 291.58 291.78 0.10
11.10 0.00 0.00 291.39 291.58 0.10
11.12 0.00 0.00 291.20 291.39 0.10
11.13 0.00 0.00 291.00 291.20 0.10
11.15 0.00 0.00 290.81 291.00 0.10
11.17 0.00 0.00 290.62 290.81 0.10
11.18 0.00 0.00 290.42 290.62 0.10
11.20 0.00 0.00 290.23 290.42 0.10
11.22 0.00 0.00 290.04 290.23 0.10
11.23 0.00 0.00 289.85 290.04 0.10
11.25 0.00 0.00 289.65 289.85 0.10
11.27 0.00 0.00 289.46 289.65 0.10
11.28 0.00 0.00 289.27 289.46 0.10
11.30 0.00 0.00 289.07 289.27 0.10
11.32 0.00 0.00 288.88 289.07 0.10
11.33 0.00 0.00 288.69 288.88 0.10
11.35 0.00 0.00 288.50 288.69 0.10
11.37 0.00 0.00 288.31 288.50 0.10
11.38 0.00 0.00 288.11 288.31 0.10
11.40 0.00 0.00 287.92 288.11 0.10
11.42 0.00 0.00 287.73 287.92 0.10
11.43 0.00 0.00 287.54 287.73 0.10
11.45 0.00 0.00 287.35 287.54 0.10
11.47 0.00 0.00 287.15 287.35 0.10
11.48 0.00 0.00 286.96 287.15 0.10
11.50 0.00 0.00 286.77 286.96 0.10
11.52 0.00 0.00 286.58 286.77 0.10
11.53 0.00 0.00 286.39 286.58 0.10
11.55 0.00 0.00 286.19 286.39 0.10
11.57 0.00 0.00 286.00 286.19 0.10
11.58 0.00 0.00 285.81 286.00 0.10
11.60 0.00 0.00 285.62 285.81 0.10

HYDROGRAPH DISCHARGE TABLE Cont'd
TIME INFLOW (i) INFLOW (j)
hrs cfs cfs
11.62 0.00 0.00
11.63 0.00 0.00
11.65 0.00 0.00
11.67 0.00 0.00
11.68 0.00 0.00
11.70 0.00 0.00
11.72 0.00 0.00
11.73 0.00 0.00
11.75 0.00 0.00
11.77 0.00 0.00
11.78 0.00 0.00
11.80 0.00 0.00
11.82 0.00 0.00
11.83 0.00 0.00
11.85 0.00 0.00
11.87 0.00 0.00
11.88 0.00 0.00
11.90 0.00 0.00
11.92 0.00 0.00
11.93 0.00 0.00
11.95 0.00 0.00
11.97 0.00 0.00
11.98 0.00 0.00
12.00 0.00 0.00
Maximum outflow (cfs) = 3.96
Maximum storage (cu ft) = 17532
Maximum elevation (ft) = 87.93
2S/dt-O (i)
cfs
285.43
285.24
285.05
284.85
284.66
284.47
284.28
284.09
283.90
283.71
283.52
283.33
283.14
282.95
282.75
282.56
282.37
282.18
281.99
281.80
281.61
281.42
281.23
281.04
2S/dt+O (j) OUTFLOW
cfs cfs
285.62 0.10
285.43 0.10
285.24 0.10
285.05 0.10
284.85 0.10
284.66 0.10
284.47 0.10
284.28 0.10
284.09 0.10
283.90 0.10
283.71 0.10
283.52 0.10
283.33 0.10
283.14 0.10
282.95 0.10
282.75 0.10
282.56 0.10
282.37 0.10
282.18 0.10
281.99 0.10
281.80 0.10
281.61 0.10
281.42 0.10
281.23 0.10

Genesis Estates - Phases IV & V
Stormwater Management
SA/DA - 90% TSS REMOVAL WITHOUT VEGETATIVE FILTER
IMPERVIOUS % 3.0 FT 3.5 FT 4.0 FT 4.5 FT 5.0 FT 5.5 FT 6.0 FT 6.5 FT 7.0 FT 7.5 FT
10% 1.3 1 0.8 0.7 0.6 0.5 0.4 0.3 0.2 0.1
20% 2.4 2 1.8 1.7 1.5 1.4 1.2 1 0.9 0.6
30% 3.5 3 5.7 2.5 2.2 1.9 1.6 1.3 1.1 0.8
40% 4.5 4 3.5 3.1 2.8 2.5 2.1 1.8 1.4 1.1
50% 5.6 5 4.3 3.9 3.5 3.1 2.7 2.3 1.9 1.5
60% 7 6 5.3 4.8 4.3 3.9 3.4 2.9 2.4 1.9
70% 8.1 7 6 5.5 5 4.5 3.9 3.4 2.9 2.3
80% 9.4 8 7 6.4 5.7 5.2 4.6 4 3.4 2.8
90% 10.7 9 7.9 7.2 6.5 5.9 5.2 4.6 3.9 3.3
100% 12 10 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6

G
as 46
6mJ
RIP/RAP GRAVEL SEDIMENT
BASIN CALCULATIONS
* SEDIMENT TRAP DESIGN
**************************************
PROJECT NAME: GENESIS ESTATES - PHASES IV & V
SEDIMENT TRAP NO. 1
DATE PREPARED: 4/18/02
DESIGNED BY. PWS
************************DESIGN OF SEDIMENT PIT********************
AREA DISTURBED = 2.35 ACRES
VOLUME OF SEDIMENT = ( 2.35 AC)(18000F/AC-YR)( 1 YR) _
= 4230 CU. FT.
' ASSUME 4 ' DEEP: AREA OF PIT = 1057.5 SQ. FT.
USE 46 ' LONG x 23 ' WIDE x 4 ' DEEP PIT
**************************DESIGN OF SPILLWAY**********************
' Qdes = 7.05 CFS - SEE RUNOFF CALCS
DEPTH OF SPILLWAY = 1.5 ' - 0.5' FREEBOARD = 1 '
Q 7.05
Lmin = -------- _ ---------------- = 2.63 FEET
C(H^1.5) (2.68) ( 1 "1.5)
TRY 8 ' LONG SPILLWAY
ACT. DEPTH = (Q/CL)^.67 = ( 7/2.68* 8)"'.67 = 0.48 FEET
VEL = Q/A = 7/(0.48* 8) = 1.85 FPS < 4 FPS - OK
****************************RESULTS*******************************
' USE 46 ' LONG x 23 ' WIDE x 4 ' DEEP PIT
WITH 8 ' LONG x 1.5 ' DEEP SPILLWAY
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
*
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
R. Todd Borden, PE 11 MAR 94
*
******************************************************************
**************************************
* SEDIMENT TRAP DESIGN
ROJECT NAME: GENESIS ESTATES - PHASES IV & V
EDIMENT TRAP NO. 2
DATE PREPARED: 4/18/02
DESIGNED BY: PWS
1************************DESIGN OF SEDIMENT PIT********************
AREA DISTURBED = 2.73 ACRES
VOLUME OF SEDIMENT = ( 2.73 AC) (1800CF/AC-YR) ( 1 YR) _
= 4914 CU. FT.
ASSUME 4 ' DEEP: AREA OF PIT = 1228.5 SQ. FT.
USE 50 ' LONG x 25 ' WIDE x 4 ' DEEP PIT
1**************************DESIGN OF SPILLWAY**********************
' Qdes = 8.19 CFS - SEE RUNOFF CALCS
DEPTH OF SPILLWAY = 1.5 ' - 0.5' FREEBOARD = 1 '
Q 8.19
Lmin = -------- - ---------------- = 3.06 FEET
C(H^1.5) (2.68)( 1 ^1.5)
TRY 8 ' LONG SPILLWAY
ACT. DEPTH = (Q/CL)^.67 = ( 8/2.68* 8)-.67 = 0.53 FEET
VEL = Q/A = 8/(0.53* 8) = 1.94 FPS < 4 FPS - OK
' ****************************RESULTS*******************************
' USE 50 ' LONG x 25 ' WIDE x 4 ' DEEP PIT
WITH 8 ' LONG x 1.5 ' DEEP SPILLWAY
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* *
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* R. Todd Borden, PE 11 MAR 94
* *
******************************************************************
t

11
?j
.J
d

t

EXCA VA TED DROP INLET
PROTECTION CALCULATIONS

* EXCAVATED DROP INLET PROTECTION
***************************************

PROJECT NAME: GENESIS ESTATES - PHASES IV & V
EXCAVATED DROP INLET PROTECTION NO. A
DATE PREPARED: 4/17/02
' DESIGNED BY: PWS
' ******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .08 ACRES
VOLUME OF SEDIMENT = ( .08 AC) (18000F/AC-YR) ( 1 YR) _
= 144 CU. FT.
' ASSUME 2 ' DEEP: AREA OF PIT = 72 SQ. FT.
USE 12 ' LONG x 6 ' WIDE x 2 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* David Burke Evans, PE 28 JUL 95
* *
******************************************************************

11
t

* EXCAVATED DROP INLET PROTECTION
***************************************
I?
Li'
PROJECT NAME: GENESIS ESTATES - PHASES IV & V
EXCAVATED DROP INLET PROTECTION NO. B1
,DATE PREPARED: 5/28/02
DESIGNED BY: PWS
'******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .46 ACRES
' VOLUME OF SEDIMENT = ( .46 AC)(1800OF/AC-YR)( 1 YR) _
= 828 CU. FT.
ASSUME 2 ' DEEP: AREA OF PIT = 414 SQ. FT.
USE 28 ' LONG x 15 ' WIDE x 2 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* David Burke Evans, PE 28 JUL 95
*

***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************

PROJECT NAME: GENESIS ESTATES - PHASES IV & V
EXCAVATED DROP INLET PROTECTION NO. B2
DATE PREPARED: 5/28/02
DESIGNED BY: PWS
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = 1.04 ACRES
VOLUME OF SEDIMENT = ( 1.04 AC)(1800OF/AC-YR)( 1 YR) _
= 1872 CU. FT.
' ASSUME 3 ' DEEP: AREA OF PIT = 624 SQ. FT.
USE 35 ' LONG x 18 ' WIDE x 3 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* David Burke Evans, PE 28 JUL 95
*

fl
1

***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************

PROJECT NAME: GENESIS ESTATES - PHASES IV & V
EXCAVATED DROP INLET PROTECTION NO. C
DATE PREPARED: 4/17/02
'DESIGNED BY: PWS
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .17 ACRES
VOLUME OF SEDIMENT = ( .17 AC)(1800OF/AC-YR)( 1 YR) _
= 306 CU. FT.
ASSUME 2 ' DEEP: AREA OF PIT = 153 SQ. FT.
USE 17 ' LONG x 9 ' WIDE x 2 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* David Burke Evans, PE 28 JUL 95
******************************************************************

t

r

***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: GENESIS ESTATES - PHASES IV & V
EXCAVATED DROP INLET PROTECTION NO. D
DATE PREPARED: 4/17/02
' DESIGNED BY: PWS
1******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .1 ACRES
' VOLUME OF SEDIMENT = ( .1 AC) (1800CF/AC-YR) ( 1 YR) _
180 CU. FT.
' ASSUME 2 ' DEEP: AREA OF PIT = 90 SQ. FT.
USE 14 ' LONG x 7 ' WIDE x 2 ' DEEP PIT
' CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* David Burke Evans, PE 28 JUL 95
* *
********************************************************

L'

* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: GENESIS ESTATES - PHASES
IV & V
1 EXCAVATED DROP INLET PROTECTION NO. E
DATE PREPARED: 5/28/02
' DESIGNED BY: PWS
' ******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = 1.45 ACRES
' VOLUME OF SEDIMENT = ( 1.45 AC)(18000F/AC-YR)( 1 YR) _
2610 CU. FT.
ASSUME 3 ' DEEP: AREA OF PIT = 870 SQ. FT.
USE 42 ' LONG x 21 ' WIDE x 3 ' DEEP PIT
' CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* David Burke Evans, PE 28 JUL 95
* *

* EXCAVATED DROP INLET PROTECTION
***************************************
P
PROJECT NAME: GENESIS ESTATES - PHASES IV & V
EXCAVATED DROP INLET PROTECTION NO. F
,DATE PREPARED: 4/17/02
DESIGNED BY: PWS
******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .25 ACRES
' VOLUME OF SEDIMENT = ( .25 AC)(18000F/AC-YR)( 1 YR) _
= 450 CU. FT.
' ASSUME 2 ' DEEP: AREA OF PIT = 225 SQ. FT.
USE 21 ' LONG x 11 ' WIDE x 2 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
U Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* David Burke Evans, PE 28 JUL 95
******************************************************************

***************************************
* EXCAVATED DROP INLET PROTECTION
***************************************
PROJECT NAME: GENESIS ESTATES - PHASES IV & V
I EXCAVATED DROP INLET PROTECTION NO. G
DATE PREPARED: 5/28/02
DESIGNED BY: PWS
'******************DESIGN OF EXCAVATED DROP INLET PIT**************
AREA DISTURBED = .88 ACRES
' VOLUME OF SEDIMENT = ( .88 AC) (1800CF/AC-YR) ( 1 YR) _
1584 CU. FT.
' ASSUME 3 ' DEEP: AREA OF PIT = 528 SQ. FT.
USE 32 ' LONG x 17 ' WIDE x 3 ' DEEP PIT
CLEANOUT PERIOD = 12 MONTHS
******************************************************************
* Appian Consulting Engineers, PO Box 7966, Rocky Mount NC
* David Burke Evans, PE 28 JUL 95
* *
******************************************************************

fl

t

1

t

OUTLET PROTECTION
CALCULATIONS
t
i
Outlet Protection A Line "A"
KNOWN:
Qto= 4.86 cfs
v = 6.17 fps
do = 15"
Use Figure 8.06.a
FIND:
La = 9'
d5o = 0.1', use 6" Class A Rip Rap
8'
10.25'
min.,
use 11'
Place Class A Rip Rap
Over Filter Fabric
Depth = 9"
15" RCP
9"
Outlet Protection Al Node 1
KNOWN:
Qto= 45.69 cfs
v = 6.91 fps
do = 36"
Use Figure 8.06.b
FIND:
La = 14'
d5o = 0.3', use 6" Class A Rip Rap
O'
8.6' min.,
use 9'
14'
36" RCP
W#M] 9"
Place Class A Rip Rap
Over Filter Fabric
Depth = 9"

Outlet Protection A- Node 12
KNOWN:
Q25= 22.28 cfs
v = 8.06 fps
do = 24"
Use Figure 8.06.a
FIND:
La = 14'
d5 = 0.5', use 6" Class A Rip Rap
6'
16.25' min.,
24" RCP use 17'
Place Class A Rip Rap
Over Filter Fabric
Depth = 9"
14'
24" RCP
9"
Outlet Protection (aD- Wet Pond Pipe
KNOWN:
Q100= 3.96 cfs
v = 5.60 fps
do = 12"
Use Figure 8.06.a
FIND:
La = 8'
d5 = 0.2', use 6" Class A Rip Rap
1,
9'
Place Class A Rip Rap
Over Filter Fabric
Depth = 9"
12" RCP
9"
8'

Appendices
30
Outlet W = Do + la
pipe
diameter (Do) j
i water - 0.5Do

20
10
0
Nall
of PQ 60
50
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. < 0.5 diameter).
Rev. 12/93
z
N
2 N
Q
td
n
tr
O
1 v
8.06.3
":..i _ i, i r, I I 1 1 I I I I 11 I I 1 1 1 1 I I I' I 1 '1 10
3 5 10 20 50 100 200 500 1000
Discharge (0/sec)

0
3De
fi
Outlet W = Do + 0.41-a
pipe 4tt:?::?I
diameter (Do) ?_ La
.5Do
20
10
0
90
?,`80 j
?Q970
eA 60
t
50. +?
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (Tw 2 0.5 diameter).
8.06.4
3
z
2
m
N_
CL
c?
a
1 ?
0
LO
000
Rev. 12M
3 5 10 20 50 100 200 500
Discharge (ft3/sec)

0

APPENDIX
wgTF Michael F. Easley, Governor
Q R William G. Ross Jr., Secretary
`OCR QG North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
n ?
October 15, 2002
DWQ# 02-1141
Edgecombe County
Ms. Joyce Dickens
Rocky Mount/Edgecombe Community Development Corporation
148 South Washington Street
Rocky Mount, NC, 27802
APPROVAL of 401 Water Duality Certification and Tar-Pamlico River Buffer Rules with Additional Conditions
Dear Ms. Dickens:
You have our approval, in accordance with the attached conditions, to place fill in 110 linear feet of streams and to
impact 4,400 square feet of protected Tar-Pamlico Buffers in order to construct the Genesis Estates subdivision in
Edgecombe County, as described in your application received by the Division of Water Quality on July 18, 2002, and in
additional correspondence received August 9 and September 20, 2002. After reviewing your application, we have
determined that this fill is covered by General Water Quality Certification Number 3362, which can be downloaded from our
web site at http:Hh2o.enr.state.nc.us/ncwetlands . This Certification allows you to use Nationwide Permit Number 39 when
issued by the U.S. Army Corps of Engineers. This approval is also valid for the Tar-Pamlico River Buffer Rules (15A NCAC
2B .0259). In addition, you should get any other federal, state or local permits before you go ahead with your project
including (but not limited to) Sediment and Erosion Control, Non-Discharge and Water Supply Watershed regulations. Also
this approval will expire when the accompanying 404 permit expires unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your application. If you change your
project, you must notify us in writing and you may be required to send us a new application for a new certification. If the
property is sold, the new owner must be given a copy of the Certification and approval letter and is thereby responsible for
complying with all conditions. If total wetland fills for this project (now or in the future) exceed one acre, compensatory
mitigation may be required as described in 15A NCAC 2H .0506 (h). For this approval to be valid, you must follow the
conditions listed in the attached certification as well as the additional conditions listed below:
1. Deed notifications or similar mechanisms shall be placed on all lots with remaining jurisdictional wetlands and waters or
areas within 50 feet of all streams and ponds. The deed notifications for Lots 46 and 47 shall include building envelopes
with respect to the protected Neuse Buffers. These mechanisms shall be put in place within 30 days of the date of this
letter or the issuance of the 404 Permit (whichever is later). A sample deed notification format can be downloaded from
the 401/Wetlands Unit web site at http://h2o.enr.state.nc.us/ncwetlands ;
2. An additional condition is that a final, written stormwater management plan shall be approved in writing by this Office
before the impacts specified in this Certification occur per Condition No. 3 in General Certification No. 3362. The
stormwater management plan must include plans and specifications for stormwater management facilities that are
appropriate for surface waters classified as Class B NSW and designed to remove 85% TSS according to the most
recent version of the NC DENR Stormwater Best Management Practices Manual. These facilities must be designed to
treat the runoff from the entire project, unless otherwise explicitly approved by the Division of Water Quality. Also, before
any permanent building is occupied at the subject site, the facilities (as approved by this Office) shall be constructed and
operational, and the stormwater management plan (as approved by this Office) shall be implemented. The structural
stormwater practices as approved by this Office as well as drainage patterns must be maintained in perpetuity. No
changes to the structural stormwater practices shall be made without written authorization from the Division of Water
Quality.
3. An additional condition is that stormwater shall be directed to flow in a diffuse manner at non-erosive velocities through
the entire protected stream buffers without re-concentrating;
4. You are required to return the attached Certification of Completion form to notify DWQ when all work included in the 401
Certification has been completed.
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 [phone] Customer Service
1 800 623-7748
FOR BUFFER RULE APPROVAL ONLY H
Office Use Only: ' 1 41 Form Version May 2002
USACE Action ID No. DWQ No. -
(If any particular item is not applicable to this project, please enter "Not Applical " _... _i
1. Processing ? I ? .'ii l(_. 1 82002
--!
1. Check all of the approval(s) requested for this project: WETLANDS GROU
? Section 404 Permit ® Riparian or *Zfiu
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: n/a
3. If this notification is solely a courtesy copy because written approval for the 401 Certification is
not required, check here: ?
4. If payment into the North Carolina Wetlands
mitigation of impacts (verify availability with
section VIII and check here: ?
Restoration Program (NCWRP) is proposed for
NCWRP prior to submittal of PCN), complete
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4),
and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II.
Applicant Information
Owner/Applicant Information
Name: Joyce Dickens Rocky Mount/Edgecombe Community Dev. Corp
Mailing Address: 148 South Washington Street
Suite 103
Roc Mount NC 27802
Telephone Number: 252-442-5178 Fax Number: 252-442-1675
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter must
be attached if the Agent has signatory authority for the owner/applicant.)
Name: John Davis
Company Affiliation: Appian Consulting Engineers PA
Mailing Address: 647 E. Wait Ave
Wake Forest, NC 27587
Telephone Number: 919-562-4673 Fax Number: 919-562-4675
E-mail Address: jdavis&ppianengineers.com
Page 5
M. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Genesis Estates Road Crossing
2. T.I.P. Project Number or State Project Number (NCDOT Only): n/a
3. Property Identification Number (Tax PIN): 3769594994
4. Location
County: Edgecombe Nearest Town: Rocky Mount
Subdivision name (include phase/lot number): Genesis Estates
Directions to site (include road numbers, landmarks, etc.): From Raleigh, take Hwy 64 E to
Rocky Mount. Cross Hwy 97 and turn right on Hwy 64A Travel 1,800 ft and turn left on
Meadowbrook Road. Travel 2.000 ft and bear right on Courtland Ave Travel 500 ft and turn
right on Vernon Road. Site is 1000 ft on right (L)itch between 2 houses which runs to
Cowlick Creek).
5. Site coordinates, if available (UTM or Lat/Long): N35d56'26.71" / W77d45'57.57"
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): 35.9
7. Nearest body of water (stream/river/sound/ocean/lake): Cowlick Creek
8. River Basin: Tar-Pam
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
Page 6
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Site is undeveloped land with existing subdivision south of
Cowlick Creek. An aerial sewer line crosses the creek. A yard goes up to bank of south side
of creek.
10. Describe the overall project in detail, including the type of equipment to be used:
Construct a road crossing over Cowlick Creek by installing two 96" culverts with wing walls
that will extend 44' along Cowlick Creek Equipment to be used will be standard
earthmoving equipment such as bulldozers, graders etc.
11. Explain the purpose of the proposed work: To access property and connect existing streets
over Cowlick Creek.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A_ jurisdictional determination was made on the subject property on June 17, 1997 that indicated
that no wetlands were on the site. Please see attached notification of Jurisdictional
determination.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permit requests anticipated for this project at this time
Page 7
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts:.- Proposed impacts will be
approximately 500 sgft of wetlands/waters to be used to install culverts and back fill Also,
4400 sqft of buffer will be impacted with road crossing.
2. Individually list wetland impacts below:
Wetland
Impact

Site Number
(indicate on
ma

Type of
Impact*
Area
of
Impact
(acres)
Located within
100-year
Floodplain**
(yes/no)
Distance to
Nearest
Stream
(linear feet)

ype of Wetland***
1 Fill of ditch 0.0017 Yes 0-25 Freshwater / Riparian

• List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
•• 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.po_v.
•"' List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0
Total area of wetland impact proposed: 0.0017 acres at crossing site off property
3. Individually list all intermittent and perennial stream impacts below:
Page 8
Stream Impact Length of Average
Site Number Type of Impact Width of Perennial or
(indicate on Impact* (linear Stream Name** Stream Intermittent?

map)
feet) Before (please specify)
Impact
I Culvert
and 44 Cowlick Creek 10 feet Perennial
r

" List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
R R Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topgzone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 44
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U. S.) below:
Open Water
Impact
Site Number
(indicate on
ma
Type of Impact*
Area
Impact of

(acres)
of body
(if Name ap pplicabllee) Wate)
Type of Waterbody
(lake, pond, estuary,
sound, bay, ocean, etc.)

• List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Page 9
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): Excavation of existing ground with emergency spillway
and draw down orifice.
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Local Stormwater requirement
Size of watershed draining to pond: 13.78 Ac Expected pond surface area: 15,300 salt
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The road crossing alre4dy has an aerial sewer crossing and the south side of Cowlick Creek has
very little vegetation, ord grass and a few trees. This site minimizes impacts to vegetative
buffer, especially on the south side.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
Page 10
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/newetlands/strmgide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.ne.us/wM/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): n/a
Amount of buffer mitigation requested (square feet): n/a
Amount of Riparian wetland mitigation requested (acres): n/a
Amount of Non-riparian wetland mitigation requested (acres): n/a
Amount of Coastal wetland mitigation requested (acres): n/a
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
Page 11
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X.
Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify Tar-Pam, )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet
1 2640
2 1760
Total 4400
Multiplier Required
l.f_a:__i1__
1.5
* Zone I extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
No existing impervious. Proposed impervious: 2640 sgft. (24' x 110' road width within buffer)
Page 12
Install silt fencing and sediment basins in Zone 2. Also, a wet detention pond will be used to
treat the stormwater prior to entering creek.
XU. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Municipal Sewer
X1H. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Boa
7 -1,61-0-2-
?ftplicant/Agent's Signat'Gre Date
signature is valid only if an authorization letter from the applicant is provided.)
Page 13
JUL-lb--I1'JUZ 15-' 1 ( t-h:U111 H111L U- IU 1`J1`j5b?4b'r5 f'.47?/b2
Jul-15-02 12.42P
July 15, 2002
TO: Appian Consulting Engineers, P.A.
Post Ottiae Sm 7966
Rocky Mount, North Carolina 27804
FROM:
F, tnM Dickens as a representative concerning the property at
Sgriesis Estates , do hereby authorize and give permission for Appian Consulting
Engineers to represent or act as agent on our behalf and allow the COE or any odd regulatory
agency to go on the property with an Appian representative For such purposes as necessary to
perform the job tasks.
-X- t ' - U Z'
dent ?
Rodry nVEdgecombe Community Oevdopmerrt Corporation
148 South Washington Street, Sulte 103
Rocky Mount, NC 27802
[phone]
TOTAL P.02
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---„APPROX. LOCAWNEX. 6'WATER MA/N --_-_------`-__---
i fl t ? - ------------ EX. F.H. I
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SCWft AERIAL XIAXYp
U.S. ARMY CORPS OF ENGINEERS
Wilmington District 3 IC\ BGgy?t
Action ID: County:
Notification of Jurisdictional Determination
Property owner/Authorized Agent vir
Address
Telephone Number
Size and Location of Property(wCaterbody, Highway name/(number, town, etc.)
???1- dc•cr t f'?r??o c S L?P rR ??PAf'?f??1c[ (al K ?C?? ?? ` Ma?'t \Cl?
Indicate Which of the following apply:
There are wetlands on the above described property which we strongly suggest should be delineated and
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.
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 three years from the date of this notification.
• 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 three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
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
at y
Property owner/Authorized Agent Signature
Project Manager Signature
Dale t'?, , Expiration Date V, \La ac)()9-
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY AND THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
cfsww F Cft S"
I ocr n
TOTAL P.03
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
Division of Water Quality
Department of Environmental and Natural Resources
Wetlands/401 Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #: [phone]
Fax #: [phone]& 3
[x To: ze',(C- ?dGJl ?? Fax #: S 2 972 "
>mpany: AWL I &-rlj Date: /d ?? !? ?D
T
ember of pages including cover sheet: 3
)tes or special instructions:
of
Division of Water Quality, 401 Wetlands Certification Unit,
Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
733-1786 (phone), 919-733-6893 (fax), (http://h2o.enr.state,nc.us/ncwetiands
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, Mail Service Center 6714,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act. If you have
any questions, please call Steve Mitchell or Debbie Edwards in our Raleigh Regional Office at 919-571-4700 or Cyndi
Karoly in the Central Office at 919-733-9721.
Cinnaraly
AW K/cbk
Attachments
cc: Corps of Engineers Raleigh Regulatory Field Office
Raleigh DWQ Regional Office
Central Files
File Copy
Peter Sokalski, Appian, 841 South Wesleyan Blvd., Rocky Mount, NC, 27803
021141
FOR BUFFER RULE APPROVAL ONLY DWQ# 02-1141
REVISED 8-07-02 / ORIGINAL PCN DATED 7-16-02
Office Use Only: I L' / Fonn Version May 2002
USACE Action ID No. DWQ No.
(It 'any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
r' r
L Processing
1. Check all of the approval(s) requested for this prbl1611
`' AUG ? Section 404 Permit ® Riparian or Watershed. Buffer Rules
? Section 10 Permit ? Isolated Wetlanl P rri ut `1-6 pi'DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: IKA I q
3. If this notification is solely a courtesy copy because written approval for the 401 Certification is
not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page 4),
and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Joyce Dickens Rocky Mount/Edgecombe Community Dev. Corp.
Mailing Address: 148 South Washington Street
Suite 103
Rocky Mount, NC 27802
Telephone Number: 252-442-5178
E-mail Address:
Fax Number: 252-442-1675
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter must
be attached if the Agent has signatory authority for the owner/applicant.)
Name: John Davis
Company Affiliation: Appian Consulting Engineers, PA
Mailing Address: 647 E. Wait Ave
Wake Forest NC 27587
Telephone Number: 919-562-4673 Fax Number: 919-562-4675
E-mail Address: jdavis ,appianengtineers.com
Page 5
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Genesis Estates Road Crossing
2. T.I.P. Project Number or State Project Number (NCDOT Only): n/a
3. Property Identification Number (Tax PIN): 3769594994
4. Location
County: Edgecombe Nearest Town: Rocky Mount
Subdivision name (include phase/lot number): Genesis Estates
Directions to site (include road numbers, landmarks, etc.): From Raleigh, take Hwy 64 E to
Rocky Mount. Cross Hwy 97 and turn right on Hwy 64A. Travel 1,800 ft and turn left on
Meadowbrook Road Travel 2,000 ft and bear right on Courtland Ave. Travel 500 ft and turn
right on Vernon Road. Site is 1000 ft on right. (Ditch between 2 houses, which runs to
Cowlick Creek).
5. Site coordinates, if available (UTM or Lat/Long): N35d56'26.71" / W77d45'57.57"
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres):
7. Nearest body of water (stream/river/sound/ocean/lake): Cowlick Creek
River Basin: Tar-Pam
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
Page 6
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Site is undeveloped land with existing subdivision south of
Cowlick Creek. An aerial sewer line crosses the creek. A yard goes up to bank of south side
of creek.
10. Describe the overall project in detail, including the type of equipment to be used:
Construct a road crossing over Cowlick Creek by installing 37 LF Twin 7' x 8' Box Culvert
with wing walls and grade as necessary. The existing piers for the existing sanitary sewer
will need to be removed and replaced with deeper piers as the grading will unearth the
footing. Equipment to be used will be standard earthmoving equipment such as bulldozers,
graders etc.
11. Explain the purpose of the proposed work: To access property and connect existing streets
over Cowlick Creek.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
A jurisdictional determination was made on the subject property on June 17, 1997 that indicated
that no wetlands were on the site. Please see attached notification of Jurisdictional
determination.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permit requests anticipated for this project at this time
Page 7
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: Proposed impacts will be
approximately 550 sgft of wetlands/waters to be used to install culverts and back fill. Also,
9000 sgft of buffer will be impacted with road crossing.
2. Individually list wetland impacts below:
Wetland
Impact
Site Number
(indicate on
map)
Type of
Impact* Area
of
Impact
(acres) Located within
100-year
Floodplain**
(yes/no) Distance to
Nearest
Stream
(linear feet)

Type of Wetland***
1 Fill of ditch 0.0017 Yes 0-25 Freshwater / Riparian

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, till,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property: 0
Total area of wetland impact proposed: 0.0017 acres at crossing site off property
3. Individually list all intermittent and perennial stream impacts below:
Page 8
Stream Impact
Site Number
(indicate on
map)
Type of
Impact* Length of
Impact
(linear
feet)

Stream Name** Average
Width of
Stream
Before
Impact
Perennial or
Intermittent?
(please specify)
1 Culvert and
rip rap 110 Cowlick Creek 10 feet Perennial

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary,) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usas.gov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www:ma uest.com, etc. .
Cumulative impacts (linear distance in feet) to all streams on site: 110
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water

Impact

Site Number
(indicate on
map)

ype of Impact*
Area

of
Impact
(acres)

ame of Waterbody
(if applicable)

Type of Waterbody

(lake, pond, estuary,
sound, bay, ocean, etc.)

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Page 9
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): Excavation of existing ground with emergency spillway
and draw down orifice.
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): Local Stormwater requirement
Size of watershed draining to pond: 13.78 Ac Expected pond surface area: 15,300 sqft
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The road crossing already has an aerial sewer crossing and the south side of Cowlick Creek has
very little vegetation, only grass and a few trees. This site minimizes impacts to vegetative
buffer, especially on the south side.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
Page 10
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http _//h2o,enr..state,nc_us/ncwetlands/strmgide,html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
n/a
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet): n/a
Amount of buffer mitigation requested (square feet): n/a
Amount of Riparian wetland mitigation requested (acres): n/a
Amount of Non-riparian wetland mitigation requested (acres): n/a _
Amount of Coastal wetland mitigation requested (acres): n/a
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes N No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No N
Page 11
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify Tar-Pam. )?
Yes N No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
s uare feet Multiplier Required
Mitigation
1 6050 3
2 2950 1.5
Total 9000
Gone 1 extends out 30 leet perpendicular trom near bank of channel; Gone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
No existing impervious. Proposed impervious: 2640 sqft. (24' x 110' road width within buffer)
Page 12
Install silt fencing and sediment basins in Zone 2. Also, a wet detention pond will be used to
treat the stormwater prior to entering creek.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Municipal Sewer
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
In Section VI. 2. The ditch flows to Cowlick Creek from the south under the proposed road.
The last 25 feet of the ditch is approximately 3 feet wide and has eroded down to the same grade
as the creek, therefore it meets the criteria for a wetland

Appl' nt/Agent's Signature
(Agent's si ature is valid only if an aL
D'v)J r`ha I
-7-02
Date
letter from the applicant is provided.)

Page 13
Jul-15-02 12:42P
July 15, 2002
TO: Appian Consulting Etginemr PA.
Post office Scot 7866
Rm*y Mount, nwith Carolina 27M
FROM
1, L,yM Dickens . as a representative concerning the property at
cgs Estate5_ , do hereby authorize and give permission for Appian Consulting
Engineers to represent or act as agent on our behalf and allow the CUE or any other regulatory
agency to go on the property with an Appian representative for such purposes as necessary to
perform the job tasks.
Ideent Date
ommunity Development Corporation
mmbe C
4RQckvnVVd=
148 South Washington SVeet, Suite 103
Rocky Mount, NC 27802
[phone]
TOTAL P.02
SITE VICINITY MAP I
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ti r U.S. ARMY CORPS OF ENGINEERS a ?O ?B lam,
Wilmington District 3 C\
Action ID:
County:
Notification of Jurisdictional Determination
Property owner/Authorized Agent «,, .1_ r
s
Address
Telephone Number.
Size and Location of Property(wcaterbody, Highway name/number, town, etc-)
2)Sti- Qc cr t [e`r? E+ a S L P (R ?1 Pn NC?LI?C c 1? 'C?, Y l? QS \ c "t 1L??f?l.
Indicate Which of the following aPPIY: oc..,-? o ,? mar ??v?c
There are wetlands on the above described property which we strongly suggest should be delineated and
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.
• 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 three years from the date of this notification.
• There are no wetlands present on the above described property which are subject to the permit
requirements of Section 444 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 three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
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 Sectioa 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
at ')??o- . fit.
Property owner/Authorized Agent Signature
Project Manager Signature
Date \!:\, vr? NeN__? Expiration Date
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY AND THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
CESAW Fates 5"
10M 9T
TOTAL P.03
\o?QF W ATF9PG
6 r
C3 r
Alan W. Klimek, P.E., Director
Division of Water Quality
July 22, 2002
DWQ # 02-1141
Edgecombe County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
John Davis
Appian Consulting Engineers, PA
647 East Wait Avenue
Wake Forest, NC 27587
Dear Mr. Davis:
On July 18, 2002 the Division of Water Quality (DWQ) was notified by receipt of your
application regarding your plan to fill wetland for the purpose of a road crossing in Edgecombe
County. Approval from DWQ is required to disturb these areas. Please provide seven copies of the
following information and refer to the DWQ# listed above in your reply. In particular as described in
15A NCAC 213 .0502, we will require you to locate all streams and ponds on the property. Please
show these on maps of suitable scale (for instance 1" = 100 feet) so we can begin to determine your
projects' compliance with 15A NCAC 2H .0500.
Using the scale on the map provided, the impact appears to be at least 50 feet not
including inlet or outlet protection or fill slopes. Please provide additional design
details depicting any stream, wetland, or buffer impacts associated with the
construction limits required to install the proposed crossing.
Please telephone me at 919-733-1786 if you have any questions or would require copies of
our rules or procedural materials. This project will remain on hold as incomplete in accordance with
15A NCAC 2H .0505(c). The processing time for this application will begin when this information is
received. If we do not hear from you by writing within three (3) weeks we will assume you no longer
want to pursue the project and will consider it withdrawn.
Program
MH/bs
cc: Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
Joyce Dickens, Rocky Mount/Edgecombe Community Development Corp.
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
O EIS
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
VEMORANDUM
J. 10
TO: John Dorney Regional Contact:
Non-Discharge Branch WO Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Genesis Estates c% Rocky Mount Community Dev.
Project Number 02 1141
Recvd From APP
Received Date 7/18/02 Recvd By Region
Project Type
County EDGECOMBE
County2
Region Raleigh
Certificates Stream Stream impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req. BE
TPBR
F_- FT_ @N ?- 28-71 F _c NSW 30,302. F- F-
?
F_ P Y ON

Mitigation Wetland
MitigationType Type Acres Feet
F_ F_
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y 0 N Recommendation: 0 Issue 0 Issue/Cond 0 Deny
Provided by Region: Latitude (ddmmss) 355627 Longitude (ddmmss) 774558
Comments:
Toad St John reviewing stormwater iSSBes
cc: Regional Office
Central Office Page Number 1
nds Tracking
Projects"?,
Project Type purpose of f DCM Office
Location Cowlick Creek Rocky Mount I COE Office Raleigh

F Last Total Total
Total
Mit Total
01s Recvd Sent to Recvd Action 401 s
401
Acres Mit
Recvd From Date Region Region Date Last Action Acres Feet Feet
. _, 401
401 - °i
Total for Project:
sections/ Violations
Inspection Date Inspector Compliant Letter Type Date Sent Reply Date Current St I A __ ._ , Inspect.
i I 1 3 1

+ j
- ?

I
i
i
t
I i
Genesis Estates
Subject: Genesis Estates
Date: Wed, 09 Oct 2002 09:32:35 -0400
From: Debbie Edwards <[e-mail]>
To: Cyndi Karoly <[e-mail]>, "Todd St. John" <[e-mail]>
Hey guys,
I have a rabid consultant on my hands. DWQ file 02-1141 has gotten lost
in the mix somehow. We received that file long ago and I was
overwhelmed by the stormwater plan and brought it by your office for
some guidance. I believe Todd was going to review the details of the
stormwater plan. At that point I believe comments were either going to
come to me through Todd (?), or I am guessing it would be just as easy
for Todd to make his comments straight to Cyndi (?). Either way works
but the only thing that was needed was review of stormwater via Todd.
If you guys could check on the status of this for me and Pete S. from
Appian, he is after me for some answers.
Thanks a bunch,
Deb
1 of 1 10/14/02 9:40 AM
J Triage Check List
Date:
Ge?Ps?s ???afe?
To: E tR0 Steve Mitchell Project Name
?FRO Ken Averitte . DWQ Project Number U
?WaRO Deborah Sawyer County t o?cl E' c G e
?WiRO Joanne Steenhuis
?WSRO Jennifer Frye
?ARO Mike Parker
?MRO Pete Colwell
L Gr Telephone X191 733- 7
From: ? -
The file attached is being forwarded to you for your evaluation. Please call if you need
assistance.
? Stream length impacted
? Stream determination
? Wetland determination and distance to blue-line surface waters on USGW topo maps
7uffer ' ization/avoidance i s
Rules (Neuse, ar-Pami , Catawba', Randleman)
? Pond fill
? Mitigation Ratios
? Ditching
? Are the stream and or wetland mitigation sites available and viable?
heck drawings for accuracy
^7
the application consistent with pre-application meetings?
? Cumulative impact concerns
_.. ?A..,14 • ... ...¢l'.., i 0 u- _ . a., ] 'e, S:avL'?Gr"'-. •.Y,,.Fb ` t 4.jL(tti?1' ?y f.+S-Y.s ?':t? I.
----------------

t

L/2?-
YAJ??,
N-y -

Wednesday, August 07, 2002
on 191 FBI MEr
j&ppun
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
Mr. John Domey
NC Division of Water Quality, 401 Wetlands Certification Unit
2321 Crabtree Blvd.
Raleigh, North Carolina 27604-2260
Re: Genesis Estates Subdivision - Phases IV & V
DWQ# 02-1141
Dear Mr. Domey,
Thank you taking the time to review our application for this project. Per your request for
additional information, we are providing you the following:
• Seven (7) copies of sheets Cover, CE-1, CE-3 and CE-5 showing the location of the
proposed pond and culvert within the subdivision.
We apologize for the lack of information in the first package. If you need any additional
information, please do not hesitate to call me at [phone]. We will make sure that you will
obtain any information you need as soon as possible to help with your review process.
Again, thank you for your time and effort on this project.
Sincerely,
Appi Con ultin n ineers, P.A.
Peter kalski, E.
cc: John Davis, Appian
File
Pws: C:\My Documents\99057 Genesis Estates Phases IV & V\Letters\8-7-02 Letter to NCDENR.doc
841 South Wesleyan Blvd. • Rocky Mount, NC 27803
P.O. Box 7966 • Rocky Mount, NC 27804
Phone: [phone]
Fax: [phone]
e-mail: [e-mail]
-1 n n n r GENE=
0 0 0 0
Al??un
CONSULTING ENGINEERS, PA
CIVIL, MUNICIPAL & STRUCTURAL ENGINEERS
COMPREHENSIVE ENVIRONMENTAL SERVICES
841 S. Wesleyan Boulevard
P.O. Box 7966
Rocky Mount, North Carolina 27803
Telephone [phone]
Fax [phone]
e-mail: admin(cDappianengineers.com
Web: Appian Engineers. com
LETTER OF TRANSMITTAL
DATE: August 7, 2002 APPIAN JOB NO.: 99-057-3
TO:
John R. Dorney
NC Division of Water Quality, 401 Wetlands Certification Unit
2321 Crabtree Blvd.
Raleigh, NC 27604-2260
PROJECT:
Genesis Estates - Phases IV & V
GENTLEMEN: We are sending you ® herewith ? under separate cover:
SUBMITTAL FOR: CODE
FOR APPROVAL 1 ?
FOR YOUR USE 2 ?
AS REQUESTED 3 C]
BID TAB DISTRIBUTION 4 ?
APPROVED PERMITS 6 ?
ACTION CODE
APPROVED A ?
APPROVED AS NOTED B ?
NOT APPROVED C ?
REVISE AND RESUBMIT D ?
PLEASE SIGN AND RETURN E ?
PRINT
COPIES DRAWING NUMBER
(REVISION NO. OR DATE) DESCRIPTION CODE
1 Letter of Response to DWQ Letter #02-1141 3
7 Sets of Cover, CE-1, 3 & 5 of Genesis Estates - Phases IV & V 2,3
*7 Modified PCN for Genesis Estates 2
REMARKS:
Mr. Dorney,
The plans and letter enclosed are in response to your letter dated July 22, 2002 (#02-1141) Thank you.
Sent by: First Class Mail ? If enclosures received are not as listed above, kindly notify at once.
UPS Next Day / AM ? Tha
Federal Express ? -7
..ddwlow9rrr--b-. t5 Faxed ? F"A
l ' ??
Date:
Hand Delivered ? By.
cc: File`, . ,
Last printed August 7, 2002 4:47 PM
a : LETTER OF TRANSMITTAL
uppun DATE:
APPIAN JOB NO.
7117/02 02-554 J
CONSUL71N0 t=NO1Nt=ERB, PA
TO:
CM. MUNICIPAL i sTRUClURAL EN UMMS
COMPREHEMSIM ENVIS *AL SERVICa John Dorney
8413. Wesleyan Boulevard Wetland Permitting Unit
___
P.O. Box 7966 2321 Crabtree Blvd. Suite 250
+ • ; s
v
Rocky Mount, North Carolina 27803 Raleigh, NC 27604 L 6
Telephone [phone]
Fax[phone] PROJECT:
Genesis Estates 021141

J? ?()L
email: [e-mail]
Website: ApplanEnylneers.com

GENTLEMEN: We are sending you
g y (
X herewith
) ( )under separate cover; WATER GROUP
----- Q?AUTY SECTION

1

4

h

PRINT
COPIES DRAWING NUMBER
(REVISION NO. OR DATE) DESCRIPTION CODE
7 PCN Application 1
Remarks:
Please call us at 919662-4673 if you have any questions.
Thank youl
John Davis
Sent try: First Class Mall
UPS Next Day I AM X
UPS Next 2nd Day
Federal Express
Faxed
Nand Delivered
Pick Up
cc: File
server.acestandardforms.onkeforms.I*MrofbansmMi. doc
If enclosures reeelved are not listed above, kindly notify at once.
Thank you,
0F WA
A tEAOG
r
> -I
July 22, 2002
DWQ # 02-1141
Edgecombe County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
John Davis
Appian Consulting Engineers, PA
647 East Wait Avenue
Wake Forest, NC 27587
Dear Mr. Davis:
On July 18, 2002 the Division of Water Quality (DWQ) was notified by receipt of your
application regarding your plan to fill wetland for the purpose of a road crossing in Edgecombe
County. Approval from DWQ is required to disturb these areas. Please provide seven copies of the
following information and refer to the DWQ# listed above in your reply. In particular as described in
15A NCAC 213 .0502, we will require you to locate all streams and ponds on the property. Please
show these on maps of suitable scale (for instance 1" = 100 feet) so we can begin to determine your
projects' compliance with 15A NCAC 2H .0500.
Using the scale on the map provided, the impact appears to be at least 50 feet not
including inlet or outlet protection or fill slopes. Please provide additional design
details depicting any stream, wetland, or buffer impacts associated with the
construction limits required to install the proposed crossing.
Please telephone me at 919-733-1786 if you have any questions or would require copies of
our rules or procedural materials. This project will remain on hold as incomplete in accordance with
15A NCAC 2H .0505(c). The processing time for this application will begin when this information is
received. If we do not hear from you by writing within three (3) weeks we will assume you no longer
want to pursue the project and will consider it withdrawn.
Program
MH/bs
cc: Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
File Copy
Joyce Dickens, Rocky Mount/Edgecombe Community Development Corp.

N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (http://h2o.enr.state.nc.us/ncwetlands
r
I r
U.S. ARMY CORPS OF ENGINEERS
Wilmington District ? I°1 80-?A' 't
Action ID:
County: ?dP < <y.?-.??
Notification of Jurisdictional Determination
Property owner/Authorized Agent
Address
Telephone Number
Size! and Location of Prop``erty(waterbody, Highway name/number, town, etc.) .
z c i+
1s?1?' dNcAC C<'?r\?Y1.?P SL MPrLrL.t,t lC. \V QR l CksC"+C\l'fe`?
Indicate Which of the following aPPIY:
There are wetlands on the above described property which we strongly suggest should be delineated and
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.
The wetlands on your tot have been delineated, and the limits of Cotes 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 three years from the date of this notification-
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 three years
from the date of this notification.
• The project is located in one of the 20 Coastal Counties. You should contact the nearest State Office of
Coastal Management to determine their requirements.
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
I. at -f
Property owner/Authorized Agent Signature
Project Manager Signature
Date \q urn NFk," Expiration Date
SURVEY PLAT OR FIELD SKETCH OF DESCRIBED PROPERTY AND THE WETLAND
DELINEATION FORM MUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
MAW Fat. S"
k ocr n
TOTAL P.03
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10110
Appian Consulting Engineers, P.A.
Review Fee..... $200.00
Genesis Estates 99-057-3
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w_ _ .
(c) Copyright 2001 Appian Co~~,;ulting Engineers, f' A. these drawings have been prepared os instruments of service fr~~ a particular site or building improvement and remains tY~~~ property of the Engineer f.~; .,;e under his supervision. No reproduction i ~i wilhoul his ermi~ i i ~ reproduction or other use i~, lowtc p ss or.
I
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ENERAL NOTES G
Location and to o ra hical information was taken from an actual field survey performed by Joyner, Keeny & Associates dated 1 P 9 P
February 19, 2002. Reference Datum is MSL. 2. Storm drainage pipe if shown, is to be Class III reinforced concrete meeting ASTM C-76, latest revision.
3. All materials, construction, workmanship shall meet the City of Rocky Mount k!c;~ual of Specifications, Standards and Design.
4. Contractor to refer to Geotechnical report for guidance in sitework, if available. D
5. All concrete is to be minimum 3000 psi at 28 days, air entrained except dumpster pad to be 4500 psi, unless otherwise noted
on the plans. 6. All signs, pavement markings, and other traffic control devices shall conform to the Manual on Uniform Traffic Control Devices, C~~°~ C~Oa~~aMC~~00~1 p d ~Q~
latest edition as amended, and are the Contractor's responsibility. o p ° d ~ M~~~04~1 p~Q~]
7. The contractor shall be responsible for all work zone traffic control in or adjacent to NCDOT or City right-of-way. All methods ° D D D p o C~C~ ~ DQL~aMC~Q ~~G3CC~~' d o ° ° o pL~Q~I ~ pQOI~OL~[~
shall conform to the Manual on Uniform Traffic Control Devices (MUTCD) and NCDOT standards. 8. Contractor shall saw-cut to provide smooth transition at tie-in to existing edgy of pavement where applicable.
9. Contractor shall comply with all pertinent provisions of the "Manual of Acc(dent Prevention In Construction" issued by AGC of ® d O° d O ° D d o D D C~ 4 aOPC ~Q~/ 0 0 C~OMG~~ pdQ~ ~ p~ L~ 0 UL~C~
America, Inc., and the Safety and Health Regulations for Construction issued by the U.S. Department of Labor. TC~]4~0~1 POND/ ~ ~ML~MC~I~~' C~G~QD~ ~JC~ p~Q~
10. Existing utility locations shown, if any, are approximate and shall be verified fn the held prior to beginning work. Contractor ' C~C~°C~ f~Q0~~0~1 0 ° o ° d C~0 ~'G~O~ pL~Q~I
shall contact NC One Call Center at 1-B00-632-4949 for locations of existina utilities prior to beginning construction. 11. All disturbed areas shall be landscaped and seeded within 15 days of completion of construction. ° 0 0 o D d
12. On waterlines, "Megalug" joint restraints may be used in lieu of concrete blocking of fittings normally required to have concrete G~OL~ aO~C~~ ~ DC~`~Q
blockin Verify acceptability with Municipality before employing for approval. 9 CMG°~3 ~Oa~~G°>3~C~~~o[~ o 0 ~10~C~~
13. Regulatory signs (i.e. STOP, etc.) and street name signs shall be manufactured from high intensity reflective materials. Street RALEIGH RD. C~l~°~ C~O~nl~4~ 0 D d MC~`~~O~l DC~4Q~
name markers shall be provided per local municipality or NCDOT requirements, u,s. s4 BUSINESS 14. Lot dimensions shown are approximate. ~ ° 0 D d ~T~~JC~~ D 0 CC5TQ0~
15. When clear(n rl ht-of-wa or easements, watch for tall young slender unbrac~~d pln• trees that could fall into the X90 9 9 Y
right-of-way after construction is complete. Bring to the attention of Englnee~ for resolution during clearing operation. ~ °r~ ° 0 D d [~MC~~~0~1 DC~~' QUL~~
16. An relocation of exlstin electrical facilities and or natural gas utilities will be at the developers expense. R StR~ Y 9 / pvE C~Ls°~~ C~00 [n~~~G~ ~ ~ d MCA Ofd DI~~Q~~
17. All fire hydrants shall be set to height per local municipality. Adjusting fire hydrants to grade is considered incidental to the cost of the fire hydrant. v ~O~~~Q~~~~ 0 ~ D d 0 DC~~'Q~L~~
18. Property is located in a FEMA mapped flood area or Flood Hazard zone. F 90
19. Owner is responsible for determination or discovery of existing underground siz rage tanks (UST), septic Tanks, abandoned utility a ~ ®C~C~°~4 C~OMn ~4[~M o ~1 a d C~ 0 DC~~Q~~
lines, raves or cemeteries that may exist on the site. 9
xtreme caution when workin under, around, and or cd cent to exlstin ower lines. 20. Contractor shall exercise e 9 / ~ 9 P ~ t lumbin Is to meet the NC Slats Buildln Code Volume II, Plumbing. " 21. Allsiep g 9
wd the n•, !ect en Ineer. Failure to do so ma constitute ~ k° 22. Do not pour any concrete before forms ore inspected and aggro by g y
w rf rm at Contractor's cost until mode saNsf b !tte ~n r. F rem.,val of ark pe o ed actory Y ~ ~ Ngern
23. Site dlaturbance fa more than 1 acn thenfon an erosion control permit has teen applied tor. No wog shall begin on site
' until an a proved copy of the eroalon control permN has been obtained from the review agency. All aodHionai erosion control w ~kNON oR A~ P o roved by the local a enc or the En ineer before installln In c o w . items that are installed that are not shown on the plans, shall be pp g y g g ~ ~ SSE P SITE INFO. LAN LEGB~D UTILITY SYMBOLS
order to a rove for a ment. Items not approved will be installed at the cap tractor's expense. it Z PP P Y LOCA TI N SKETCH TRACT ACREAGE: 7.77 PHASE IV & V LOCA 0
~ U 24. A 5 utility and drainage easement is located along the perimeter of each lot. ~ NOT TO SCALI NOT TO SCALE EX CURB t GUTTER DRAINAGE PIPE, FES (FLARED TO REYAW END SECTION) do RIP RAP. N0. OF LOTS: 22
25. All curb and gutter r~sturns shall have a 20' radius, unless shown otherwise. Provide handicap romps at all returns. , LINEAR FOOTAGE
26. Contractor shall watch for any potential upgrade depressions adjacent to and behind proposed curb. Should any be detected, PRO. CURB t GUTTER CATCH BASIN, DRAINAGE OF STREET: 1,445 L.F.
fill to provide positive surface drainage over top of curb. 27. Electric power is to be placed underground, and shall be installed, H possibl, before curb, pavement, and seeding of adjacent PIPE do JUNCTION BOX AREA OF
area. Coordinate with utility agency (Gary Ammons at [phone]). Do not seed and mulch behind curb until underground STREET R/W; 1.76 Ac.
electric has bean Installed. Coordlnatlon of electrical placement shall be the sole raponslblllty of the Contractor. PRO SP~1 ~ TEE, G.V. do FIRE HYDRANT
28. This site is not locat~i wlthln a Watershed Protected Zone. W/BLOCKING ZONE; R-6CU
29. The streams shown c~=t the plan and shaded as such have been confirmed by the NCDENR to be located within the Tar-Pam buffer. Unless permitted, no construction (s to take place wlthln these buffers. EX .AREA uGNT ~'m 8' S.S. do MANHOLE MINIMUM BUILDING SETBACK:
30. Existing or new operable Manholes or Wetwells qualify as "confined" and require compliance with OSHA "Confined Access Entry" FRONT: 25 FEET
requirements. Certifi~ad equipment, proper notification and other applicable equipment and/or devices may be necessary to protect TEE do G.V. W/BLOCKING SIDE; 10 FEET PROPOSED AREA UCHT REAR: 20 FEET
workers, after systen; is operational from hydrogen-sulfide gas build-up or an otherwise oxygen-less environment. (Y25DA, tap wArn) SIDE STREET: 12.5 FEET
31. Boundary information is shown for reference only. Consult Professional Land Surveyor for boundary date. 32. Unless noted otherwise, all trees not marked to be removed ore not to be disturbed. They are to be protected from damage
by equipment during construction. coNCRETE AREA DISTURBED 6.08 Ac.
33. The contractor shall ;,e responsible for the repair of any pavement or existing utUlties that may be damaged due to Ih
construction activity. Exercise caution. h Baled drawin s Burin the rmittin and biddin hose. As a result, onl Ions ~ ~ ~ 0 D ~ 34. It is common for revdsions to occur totes g 9 W g 9 P Y P ~ D p ~-MM-• EX. ELEC. uNE ~ARQ ~i ~
" " 8 signed and doted by the Engineer of Record In the Approved for Construction cerHilcate (in addition io the signature and date O ~ SSI~'•.,~ ti
over the seal) and, if applicable, also bearing the signature and date of the applicable local government authority reviewing and ROCKY MOUNT/ED MMUi~ GECOMBE CO Q~ 9~ IMMUNITY _ PRO. UNDERGROUND
approving the plans, will be considered the Approved Construction Drowinga. These plans only are to be used for construction. ELECTRIC - SE -
Work either staked or constructed from plans stamped "Preliminary" or with th. signature missing from the "Approved for DEVELOPMENT CORPORATION 8421 -ss- - Ex SAwTARY SEWER
Construction" certificate will be considered unacceptable for construction. The contractor shall bs responsible for remediating and w ATTN. JOYCE DI nee which ma be of variorrce with the A ro ed Construction Drams. CKENS correcting all conflict: created by him, at his own sxpe y pp g '•.ftiGINEEQ.•' ~
35. All construction debris shall be disposed of oft-site in a state permitted landfill. P.O. B OX 1477 ~
36. Owner to be responsible for sign permit and sign placement. - - l . W- - EX. WATER YAW ~/j11111111111
37. The cost for power pole relocation is to be borne by the Developer. Contractor Is to coordinate relocation with the Department ROCKY MOUNT N C 27 02 8 of Utilities. ~ .,~0 L/
38. The location of the to soil stock ile shall be coordinated with Developer. (252) 442-517 P 8 P " 950 - - - - EXISTING CONTOUR
39. Minimum bury on underground electric is to be 48 . Minimum bury on Cable TV Is to be 24 . Minimum bury on Telephone is
to be 36". , PERMIT APPROVALS: 950 PROPOSED CONTOUR
40. The City will conduct bacteriological testing of waterlines, which have successfully passed hydrostatic testaa{g and have been disinfected in conformance with both the City of Rocky Mount and AWWA standards. This procedure requires 5 days to complete. Q D SEWER COLLECTION SYSTEM:
'v ode uate notice to the Ci for schedulln of work. 8 To avoid delays, the Developer shall gi e q ty g N.C. DEHNR PERMIT N0: ' DATE: '
41. Street area lighting to be provided by City of Rocky Mount Public UHllties. liaslc IighNng specifications: Pole to be standard 30 ' i x ssa no EwSnNC GRADE WATER DISTRIBUTION SYSTEM: 0 Q e N.C. DEHNR PERMIT N0: ' DAT • ' W E.
- V ~M M ~ of v n . of minimum bu - 6 . U l1V B ft CCA treated timber. Pole to be offset a minimum distance of 12 feet cram tM edg pa eme t e ry Fixture to be a single arm with 175-watt Mercury vapor with GE Fixture M2'i0A or equal.
JOYNER KEENY & TI ASSOCIATES Q42. House/building contractor shall be responsible for the final grading of ind~r~duol late to ensure proper damage of storm water ATLANTIC GROUP PROPOSED R~N91ED .S TITAN 950.00 GRADE
away from buildings. ROCKY M NT 2 OU N 5 C 27 04 8 DAIRY R AD 0 BEEN 0 ~v 524 G ~
43. Fire Department vehicular access to all structures under Construction shall be provided at all times. In ^reas where / ~ Y N0. Q DATE: DESCRIPTION: BY: CAD: T
round surfaces are soft or like) to become soft, hard all weather surface roods jhall be provided. 1252 977- 12 R~ Y p 3 4 9 44. Fire protection water supply system including fire hydrants, shall be installed and la service prior to race,rding the . .27616 C RALEIGH N m Q1 7-3-02 RENSIONS PER CRM COMMENTS P.W.S. K.S.H. ~
subdivision. If phased development is planned, installation of the fin protection water system is permitted. - 211 0 (1) 732 99 8 ® 7-10-02 RENSIONS PER CRM COMMENTS P.W.S. K.S.H. J
45. Contact Elaine Pate at [phone] for meter taps and/or set fees. a
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COIIISULTIHG ENQrHEERS PA ° „
iL~{. CIYL, MMCPAL A STRUCTURAL ENarEER8 ° m
COYPREIBIBIYE ENYWOI~ENTAL SERVICES ~ ,
C~rfification by the Department of Planning ~
and Development that this Censfrurfinn ~h+ i
was approved by the City Planning Boardron o
day of o
Director: W N
1 Certification by the City Engineering Department °
APPIAN CONSULTING '-NGINEERS, P.A. 841 South Wesleyan Blvd. Rocky 'Fount, N.C. 27804 that this Construction Plat meets the appropriate
Phone: [phone] appropriate City Standards. o i
Fax: [phone] Email: odminfoppianengineers.co
ionenc World Wide Web: www.opp : eers.com City Engineer: Date: Y
i u

(r)l,q,yiiillil 'JUUI1 111,liinn (~nn~~iilliui) Inilin,~~~i~~, I'A Ihc•~~~ ~huwin~l~, huv~• hr,~n Ivrluui~~l m. in~~liurn~~nlrt ~,I gerviii• lin a (uuli~ulur ~,ilr huil,fin,~ inilnow~nii~nl un~1 n~nuiin, the ptol~rtly of Ih,• In~linccr lur usu undue Iii, ~iln~ivsiun N~: rrliirnhnUnn ur alhi•i u~,e i ur alhri u'~c i•, nllnwcil wilhnul lii~, ~~rinu~,~,iun
3S'Lx45'W 1EMP. DlU EASEMENT 'y ~ p = _
FOR STONE 7URN-AROUND. (TYP.) u~ C~C Q vi vi O T V Y Y Y O
\ \ . I I ~ ~ I ~ ~ _I t---t L_ P~ ~ ~
I I TYPICAL LOT LINE - ~ r - - - r - TYPICAL 5' PERIMETER ~-/01~~ IOW-UP n m 3 3
ear' L---D&U EASEMENT TYPICAL SIGHT ~ ~ TYPICAL SIGHT ""':I I;"""' ` ~I~i;"'" Not m scuF o. m
DISTANCE DISTANCE TYPICAL SETBACK LINE ; I ~f ~ ~9 DENOTES LOT NUMBER EASEMENT -EASEMENT (SEE COVER SHEET FOR I~ 8II~i ? ~ o ~ awi x
1 DISTANCES) ; I i dt I l i : O
- ~ 10' - ~R W :I I E ~ DENOTES BLOCK NUMBER R/W / DENOTES LOT DIMENSION I 7~~0_~'~~_l ~ ~i.... R~ TURN-ARWND N -
I~I I esoo• I _I _ L_ s~• Rau cuRe e"" ~'EAD o v
FRONT LOT LINE ond-~ ROAD RIGHT-OF WAY LINE FoR NORTH M ° ~ ~ ~ ~ sTAnowNC x z SANITARY SF1EN IYIE SEE PLAN VIEWS b j ~ z o~ w
. , wA~R YAUE ' MANHOIE ~ Q a ~ ~ _ AND cAec THIacNESS - ~ 0 0
TYPICAL LOT REPRESENTATION y PATCH ROAD ASPHALT Y N U U g IrK,r sauARE - W ~ ~
NOT TO SCALE OFF ASSEM&Y 1?1 ~ U U
m Z
/~1 ROLL CURB ~ <
R/W o ~ 1B JT 8' qP W RUSE in
i• A 'a ~ - - - - -DOLLAR k PLUG TRAPPED- - - p ~ ~ S' Dtll FOR Y ~ M1 p w
3 VARIES ; I VARIES B \ H ~ \ ~ a III Z o 0
~ t~ o~ i I ` ~ - - - - ~ ~ ~ ~ o \ \ Q o M
3 = ~ SEE CHART BELOW FOR TYPE OF CURB ~ I
~ 3 ~ \ \ `
i 1 r•- 12 I-2 ASPHALT I 1 /4 F- I ~ EASEMENTT (50 ~ a
I 1~1 .y~ q \ \ \ WLl BE CONSTRUCTED o< O \ ~ \ , a© \ aN EA51ERd P/L). (TYP. ~ z , ~
r ,l I \
~ ' 1~ `•L ROBERiS ~ ; \ \
cf:r I LIAN ~ 59 - 4'7 ~ 6 1176 ' P9 - i
6 D' ED R"~O ~ C~~ I ZON LppEO) _
• - I , ~ o \ ~ ~
Pp ~ . \ ¦ o\\ , R\ q \c,\ \

\ ~ \ CONSULTING ENGINEERS P.A.
lu>~ ~Y' r / 8 , ~ CIVIL, MUNICIPAL &
7 4~ /I ~ o\~ ~ AL ENGINEERS
CABC r• • .1 ti~ ~ ~ - , uo_.~ 1. ~ ~ i i t q'~. ~ ~ ~ - TH'l)RNE RIDGE APARTI ' NE RrocE aPnRr s - f 1 \ \ \ COMPREHENSIVE /+bR /rl \
NOTE: PAVEMENT DESIGN TO BE I; ~ , ~:°+1 ~ _ 1 ` `t"~ ~r~, ~ "V VERIFIED BY GEOTECHNICAL COMPACTED SUBGRADE -PREPARE SUBBASE ry ' (Exisrrroc) ~ 1 \ ~ ENVIRONMENTAL SERVIC I \V\,V\ ES
R PORT PRIOR TO CONSTRUCTION. IN ACCORDANCE WITH GEOTECHNICAL REPORT, to s~ fy.;/ ~ ~ ~ ~ - ~ ~ ~ti ((t / E i, I ~ ~ ll, ~ ~ ^ ~ / ~ THORNE RIDGE HDUSIN I I\ ~ ~ Il t\~ HoR,vE RrocE r+DUSrNC, c - ' 1' - 4 \ - ROCKY MOUNT: -
I ~ r.rt~ : ~ l~, - - . I ~ _ , Y.T.Q AC. 5 ~ ° - I - I 1 i i ~ ~ i ~ II ~ "~I ~ ~ t ~ N R•6 CU PAVEMENT SECTION ~ ~ I zo ED ~ I l q ~ \ 841 SOUTH WESLEYAN 'tea A~. 1 ~ I ~ ' o\V \ \ ~ BLVD. ~L zorrED Res cu t I' ~ ~ ~ I \ \ \ \ ROCKY MOUNT, N.C. 27804
t tans a ti j ~ ~ i( , --h~ i, _ i : j / , : C If, , J ~ i J t - I i J ~ ~ DEED BOOK 1729,• PG DEED BOOK I729~ PG J54 , \ PHONE: [phone]
RIGHT-OF- BACK TO RIDING AGGREGATE TYPE of :il ~ld ;'-l~ll~,~ _ ~~i r i URFACE BASE CURB ~ /''•1 r'/ ~ - - ~ - - ~ ~ I - -1 - STREET NAME WAY BACK S ~ I ~ ~ i_ J H - _ - . ~ ~ VA\ ~ FAX: [phone]
~ : 4 ,'1Q N - T-L -1 i~ ~ ~RNE R~UGf'APAR i I i i ~ I I - ~ Lr = ~ - _ (FROM-TO) (FtJ (Ft.) ~ 1 , y ~ / /,.r'~ ; .i i -PHASE ll i~, i ~ ~ ~ O.df/ is + i ~ i - ~ ~ \ EMAIL: GppianOcocentral.com -r 1 ~ •
~ U! r _ i i ~ - i i , ~(BY OTHERS) ~ ~ ~ ~ - ~ ~I ~ _ i l0 ~ I moa \ -WAKE FOREST: -
1 lei I ~ ~ It„ IMf,~NE RIDGE HOUSlN~ ~d1C: - ~ i ~ ~ yi ( ~ I (rt L~ ~ .356-r1o. i ~ i P~ f- r I L~ ~ I , II- I RIB, \ 331 S. WHITE ST. - ~ i • I L~ _ J - ~ WAKE FOREST N.C. 27587
DREAVER STREET 80' 2T 2' I-2 ASPHALT 6' CABC 30' CURB ~ t _ _ _ _ - , ~ ! ~ - , r ~ I --I m ~j C ~ ~ i'1 ~ , ~-t i ZON R-b~U i H _ i ~ i ~ ~ ~ _ - - kGUTTER . ~ ~ ~p.5~ ~ ~ ~ ~ ~ ~ i i ~ _I t I ~ Aooo 1 _ ~ : e~. - _ ~ -0.- - ' / ~ f~ \ \ ~ ENGINEER: [phone] _ -l ~ \
DETAIL 404.01 _iJ r` ~~.1 o y ~ t ~ ~ ~ - i ,'r - ~ i r : ~l ~ ~ _ ~ g~ ~ r ~ \ ` appianwfOmindspring.com
H P WAY 40' 2T 2' I-2 ASPHALT 6' CABC 24' ROLL ro pi•• ( ;~I ~ ~ ~ ~ ~ ~ ''I ~ ~ CURB "(.tA R.. y-_7,~ ':~1 S i~ i Jr-• f ~ ~ LJF""' " - '_~1. ENVIRONMENT: 919 562-4673
DETAIL 404.02 ~ ~ O3 ,1 ~ ,r~, - .~C, FN a Aid ' d _ - ~ = ~ - ~ ~ ~ a ianwfe®minds rin .com \ \ \ PP P 9
- T ABC 24• ROLL ' ~ ~ - - - ~ ~ ~ ~ _ ~ ~ HOPE COURT 40 27 2 12 ASPHAL 6 C ~ 1 ~ ~ _ _ _ - ~ ~ ~ \ FAX: [phone] - WORLD IDS WEB:
CURB r' - 0 ~I~ S'-~ ~1 ~'a - _ f W 4 r ~ <yf_~~~_ DETAIL 404.02 N in ~ O) ~li ; 5'~.... `i rl ~r ~ - .t~/ _ ex ~ \ ~ w,\ o \ \ \ ww.app rs.com
ll 2 1 't - i ~ - _J _ - E.C. ~ Ruer PowEll f`L ~ I i O ~ ' „ ~ i ~ _ 3-- ,is; '~M, ~ V, A A VA\ \ ~
_ ~ D.B. 1t69 PO .NA 2 , / '`y' ~ x, e~m , J ~ ~ ` ZONED R-!O r . ~ r: ~ I, 4 ~~17, ~ A \ VA v 11 ~ ~I M~ \ , \ \ R
(uNDEvELL~fO) i r r. _y---, ^\T~--~ 6 ~ -ti-~ S i x berm I ~ r. I M
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r i>f i 10.101 q..tC,i'e . Q• `1 .~8. it \ ~ - - / °v i}4' 1 ~ Ex. P \ ~ ~ ~ ~ .;y. I . ~ ay y
SEWER SER4ICE SLOPE ~ 1.04% i ' ' 1 ~ ;n - - i~~~` i ~ 30 v :I ~ 3 - i N to 1. JO,,~
~ d ~ r - - ~ \ \ , z.. NON ~,o I, \ ~ Ind
Ora . _ ~I ~
Q MIN. PAD ELEV. 95 ~ \ • , ~ . , ,q , ~l 3, I ~ ~ o ~ - , , 11 N V A, A\ ,
MIN PAD ELEV. ~ 93 1 ~ ? ~Y7~ i'~ _ - ,5, ~ ~ NII£N~ ~ ~ 4 X20; ~ ~ iii., VI
Q MIN. PAD V, = 92 ~ , ( W ,,i=-------' , ` ~ `4~~_. ~ ~ U
~ laxst a ti ) , ~ ~ 33 ,2s, p, , ~ ~ . ~ ~ ~ a a~ . ~~,,~-r ; , r ; - ~~o , ~ ~ ~ ~ ~ - s 11~ N o
BEFORE \ (e......., ~ a 36 - / ~ ~-~1i8, ~ ~ ~ ~ ~ o N~1 _ ex. weds (n / \ . ~ I _ e •L ~ \
YOU DIG \ ~ a~,~.: / 1 F ~ _ ~ ~ ~ CALL TOLL FREE \ rq IL f , ~ ~ ~ 1:' ~ . I : I W ~ 2~ X w • ~ \ Y' , - ~ S 1 \ r~ , j` o l N I \ \
1-800- , $ : ~rqt~~ J --~i-. ~ / `ti~ - _ ~ T~ , 632 4949 2 _ j : l - ~ ~ , ` , 1 VIII ~r - --_Y - _ Ib N r- I~ \
NORTH i' ti . O _ A ; q n $ ~ - , • 3s ' ~ i I ~ _96 W ~ I W \ - 0 ~ ~ , t ~ ~ K 10
CAROLINA ,PA41(r u, ~ • 0.~ 15,r., r , f L~ 81 I;». 1 , / ~ X22; . \ ~~22, ~ 99 _ Q
ONE-CALL ~ ...,.n t ~-,~'J I il~~. •nI N / X24' I ~ W23i Rte.., ! :•1......~~... I.. ~ 1 CENTER w ~ns'x~ ~ r p L ; ~ ~ -9t-_-; Q ~ ~ n - i~ r R I ~~.a 500 y~~4~ F~00l~.1 R1N~E---_ 1,~-95} - f o r o N
. r ~ ~ 38 o I I _ g-7 sEE NorFS io ~ _
• ~ e Ions are for bidden ur oses onl and ~f e~ ~ ~ ~ - _ Thes P 9 P P Y e ~ ~ so ~ I - - - - ss - I ; la _ L _ _ _ . J' lay, ~9~ > . a N , _ _ _ W , 3a _ row - N Q N
are not to be used as Construction drawin s ~',J - - - ~ ~ J L 9 / It.~ ~ _ - ia+~• t-~EX 20' OMB ESY-- ~ y ~ - - - ~ ~ ~ • .q _ - ~ ~ 8Q76 - - - - - - T. unless initialed and dated as approved for ~ ~ ~ ~ ~ • • ~ \ ~ ` ~ _ _ _ _ - _ 0' D ESM 11 N
% ~ ~ ~ ~ ~ . ~ 70 - _ ~ ~ Construction below by the Engineer. ` . W ~ i'`~~~ aosb a ~ . I 1 x WOODS -
~ S ~ ~ ~ N8T31'4~ ~ A roved for Construction: / , • ~ ~ i~ i • "f+4'~'0' aT7'4•e 73.73' N ~ Q T ~ N ~ . 1 N - - 'H
PP ~ ~ ~ ~ I ! ~g/~ ~ 18.18' 80.18' ~ Date: / / \ ~ ~ ~ ~ OZ'/ ~ ~ N875'D•E ~ - RMECDC - ~ ~ N
C~ ~~A•, to - - ~ I t ~ ~ 80. (TD Bf DEDICATED TO CRM pp~~//~~//~~pr~~ ~~pp~~`~,~~~,~~~~f.~ / ~ ~ sF~oq~F 'fll~.y ;"4_- .)r..~ ~ , N52'32'19'E ~ ~ rN FUTURE AS PoTENnAL CRM ~~~OJ~ ~ 3 Y IAL \ ~ LgA~jr^ ~ - I •Q---w_
rIGWfW LJfV1f~N~T \ Ti p / ~ ~ ro PARK LAND) \ AY~gp,~ R 1 . ~ i 79 'E 40.88' B 5.54 ACRES ~
These drawings are believed to be a correct ~ ~ • i a - _i i o ctual field conditions but ~ ~ - _ representat on f a ~ ~ ~ ~ ,
- are not warranted as such. J -~IA F ~l ~ N ~~ER jU0 NOT p-~ - - - ~E4.1 y 000 ~ I 1 II ,
IS -._a ~ i - _ - - - , - r~ - ~ - N i~- ..L. 32
B Date: ' -r- - - _ Y~ I i 15' TiYPE ` ~ .c. i r.;:. ~ e'.<b~ saw ~ 3O - - ~ ~ _ - RIPARIAN E 30 RIPA _ _ _ _ - - ~ I N ~ RIAN BUFFER ` ~ - - _ _ _ _ t._ _ . ,
D~CAPE UFFfRY9~; _ ~ 1. m - I ~ ; r a~ ~ - Z - - - ~ - - 20' ORAINA Certification by the Department of Planning i _ ,,,r z I „ _ ~ _ - GE I ~ . --100-•-"~ N I p ~ ~ 20' DRAINAGE EAS - - - - - ~ ~ I' I
I - and Development that this Construction plat ~1 ~ ~ ex. noose ~ W •.•>,aosr-}-~ ~ ~ 4 ~ - 1 _ p~ - _ _ EMENT 10' EACH ` I NI ~ w:~,,~~ _ -SIDE OF CR
was a roved b the Ci Plannin Board on - ~ ~ t8 DND ~ s K C ~ - - ~;p ,e~ • g I ~ ~ , ~ (CENT (CENTS UNE), M, ' - - . _ N II ~
,1 1 1 sd J I I I 8 I day of ~ ~ ~ ~ ~ I i . , j / I ~ ~ t z ~ - - - r I N
I ~ ~ I g = -90- I MFADOWBROOK PAR ~ ~ I ~ . ~ ~ 1 ~ N. B. _ K I t ~ Director: ~ I ,o, k,l I / ro Pg. 67 ~~Qon ~p~,,4~ ' t I , I
\ / --~_Y I., ~ I ~ I ~ /--ZONEDR-10_ I I R t t I - ~ ~ ~ I I I INI Ir i I S ! 6 ~ rN N~ I I 8 I
Certification by the City Engineering Department / - - - _I_ _ ' ~ I ~ I ~ - I F' ~ I j ~ I N II
that this Constructlon Plat meets the appropriate ~ ~ _ _ _ _ ; ~ , \ --L_ I I I I N II s ~ I I I 1 3 ~ I I IN B,
appropriate City Standards. ~ . ~ ~ -5 - - - - - - --L _ _ ~ - - _ __I_ ~ i e.ao 5---_ - I I N I II ~ Y I I I
~ - S - _ -L \ I - + APAp --W----SS-_~_---- `~I---i--_ -I-- I I NI II ~ L----L___j__ j ~ ~ m
City Engineer: Date: ~ ' - °X E_°~+nav fx s• -W-._ - _ ss- _ - ~ -1 -W- "SS-- I ---L---~ I NI II ~ --~__.1,_ 1 II o
_ S~_- _ -_.__I--- I a
BOUNDARY DESCRIPTION SHOWN ~ , ~ _ r QN - -w-= his-- ~ `R~_
EX. f.H, I ~ - - - IS NOT FOR RECORDATION. I i! ~ w----W_ Ss-- ---W= ss-_
~ \ I ~ t ~ N _
1 ~ ~ ' suers W I ~ ~ Co~oRED CovER ? ~ , AD _ I R/w~_-~ T a
c nstr ii n M ~ I In an effort to maintain quality design and o uc o , f ~ ~ I ~ N
Appian has established a plan cover sheet protocol to h. ensure that the involved parties are all working from J I ~ N I I ~ N N
the most recent plan revision. Appian has assigned colors 0
to the plan cover sheet to correspond with stages of the ~ N , ~ o
desi n construction rocess: WHITE for a enc review/ 9 / P 9 Y preliminary phase; BLUE for the bidding phase; and GOLD ~ ~ ~ z 0
for the construction phase. Contractor should note that N \
the only set of plans to be used for construction are 0
those with a gold cover. Contractor is to contact the rA o~ 3
project engineer to obtain the most current plan. A` ~
W ~ "
CONSTRUCTION SAFETY r L r)
These drawings do not contain the requirements for 01
job safety. All provisions for safety shall be the sole 01
responsibility of the contractor. 04)o a w
EXUMG CONDITIONS cv (a) a
The contractor shall be responsible for reviewing all 0 N
existing job conditions. Any adverse existing conditions affecting work shown on these drawings shall be 99-057-3 0
brought to the attention of the engineer for possible SCALE: 1' = 100' / D-0000
clarification or reconciliation. 0 100 200 250 300 350 400 Y
CE-1

UCopyriyhl 2000 Appian Consulting Fnginee,~,, P. A. These ~~iuwings hove been prepared us instruments of service for a particular ,pie or building improvernenl and remains the ~~roperly of the Engineer for use under hi•, ~,pervision Na reproduction or other use I or other use Is allowed wlihot,l r~is ~,ermisslon-
'yN ~ p I 2
0 U VI to
CURVE TABLE I o Y Y r
N0. STATION TOP INV(OUT) INV(IN) INV(IN) REMARKS LEN. RAD. CH. DIR. CHOR. DELTA TANG. ~ 3 ~ m 3 Ci 201.28' 440.00' 20'29'33'W 99.53 6'12'39" 102.43 ~ o a a
C/L STA C/L STA 21 +70.91 DREAVER STREET c3 135.46' 150.00' 30'15'15'E 30.90 1'44'21 72.74 Q a m
01 EX1 20+95.26 100.61 92.26(EX.) 92.26(EX.) 92.76(PRO.) EXISTING MH =C/L ST =C L STA 10+00.00 HOPE WAY ca 1ss.15' 200.00' 7 ' ~ 2 05 E 61.41 735'54' 88.21 2 jl
W =C/L ST =C/L STA 10+00.00 HOPE COURT c5 sass' zooo.oo' osror37"w 4.9s 2.43'u' a7.as W Y
© ~ C/L ELEI a STOCKPILE TOPSOIL NOTE;:' ~ITRA~CTOR TO VERIFY r-C L ELEV.= 96.59 C6 129.67' 440.00' 2ro2'25"W 29.20 6'53'05" 65.31 C/L STA 28+00.7447 0 ~ EX. CURB INLET TOP 93:21 a
O OR AS DIRECTED ( A INV. 24" OUT 89.54 °
BY OWNER LOCATI --Bc--BERTH OF EX. WATER r' RET. STA 21+30.51 ) V a' CURB INLET o PR T~..~EGMAN1hIG.~ CONSTRUCTION. 37 LF TWIN 7'x8' BOX CULVERT NOTE: CONTRACTOR TO VERIFY r%) o VI F F I ® = z z z 0 0.3X W/ REINFORCED CONCRETE 1 1 IF EXISTING CURB INLET Z o w w
W LCAN V4096-1 N ; , ~ ~ i ~ ' I 1 ~ , CATCH BASIN IS OF SUFFICENT i S F ~ ~ ENDWALLS DETAIL (CE-12 ~ ~ ~ 1 '1 N ~ ;o ~ I , SIZE TO ACCEPT 24" RCP. IF NOT, ~ a ~ ~ 1 82 LF 24" RCP 0 1.33X 1 1 1 ~ 0 0
BOX 2'-6' x 4'-0' ~ 1 ' STA +4 C L STA 21+70.91 DREAVER STREET TOP 98.51 ~ ~ , ~i ~ o I 20 0.6400 NOTIFY ENGINEER. Y ~ N ~ ~ CONTRACTOR TO RELOCATE EX. ~ _ ~~~STA 27+64.80 ~ ~ !'J.1 II
~ I =C L STA 10+00.00 HOPE WAY , ~ Tc~lorss a, Q INV. 15" OU7 95.93 / ~ , / ~ t DETAIL 704.01/704.06 (CE-10) ~ ; ~ I =C/L STA 10+00.00 HOPE COURT .o ` 1'.~ t STA~,21f,30. 143 ac O 1 TELEPHONE 80X. COORDINATE ~ TC 92.57 ~ 31 SAW CUT EX. ASPHALT > o ~ ~ ~ - ~ -1 1 1 ~
SOF ' I ~ \ V I ~ TC 98,51 ~ ~ C/L E V.= 96.59 ~ ~ ~ i < srA 21+e2,9D21 27 LF 15' RCP 0 3.19 ~ ~ \ ~ ~ ' ~ 1 ; RELOCATION WITH LOCAL ~ ~ .-I,'" ex. mh 4 1 1~\ N 1 RIW PER OPEN CUT METHOD. 21+82:9021 TELEPHONE COMPANY L 1 ~ ' REMOVE EX. RCP AND m W -11 1 • top 91.78 , 1~\ '1 IY
+ .1 ~ ~ I I \ ~ , ,STA 2t 51.578 1 a TC 96 8 96.81 , ~ x ~ ll~ inv. 85.79 l ~ 1 11 INSTALL 24" RCP A$/ ~ C L STA 25+D5.25 ~ ~ : ~,..••T e, ~ ~ ~ 1 ~ 1 SPECIFED. REPAIR ~ / 1 ~ <
I ~ ® i \ ~ ~ 0 96.5 ~ ~ I I ~ ~ ~ ' ~ ( ' STA 22+04.3985 ~ / I ~ ~ ~ ~ V ~ ) ' 1 't i TC 95.31 r T •pA+~';. STA 21+44.80 - ~ 1 11 i o ~ 22+04.3985 5 CURB INLE - ~ ~ ~ \ ~ Y$ ` ~ 3 TC 91 81 , ~ 1 ~ ASPHALT PER DETAIL 801.02
95.31 WLCAN V4O96 2 ~ o \ • is . ~ o ~ ~ 1 _ - (FULL DEPTH PATCH}, BACISF L BOX 4.- ~ 5'-0"' \ ' x , a 1 1 1~ ? o . ~ ~ , 1 ~ ' ~ TRENCH W/ ,y57 STONE FR~ p 1' o ~ ' ~ DND 2 1 ~ N
i h ~ , I I 0 ~ / ~ , ~I ~ l I ~ m ~ , E L, ~TA +51.47 ~0 ~raP a ~ , - ~ R ~ Q i 1 ~ TOP OF PIPE TO SU , v ~ ~ ~ 1 , ~ ? ~ -1' .S. BGRADE. EI'~ II STA 22.+51.47! . ,16.75) INV.15' I t 87.87,E 39 _ 1 '',','~i, ~ ~ rr l se r ~ - ~ 1 V ~ , , ~ ° ~ o
~ a , , ~ ~ s I m a IC NFLICT BAX 5' 0 ~ 1 ~ s ~ 1 i~ f. l I ~ ~ . o: ~ ~ ~ ~ ~A ~FLICT BAX 5'-0 ETNI 0 .OP/70¢.06 (CE-10) ~ ~ a ~ : n ~ s ~ ~ ~ S~ REMOVE EX. J.B. ~ ~ I I ~ ~ ~ E ~ ~ ~ • 1 ~In u' n~ ,8~ ~ ~ ~ 0.1 1 i (n < r~ o
~ ~ V I ~ A Y 36 !i T A 94.3 SO ~ EX. CATCH BASIN ~ ? \ 1 : ~ b I : I I ' 6" 1N 89.07 94.33, 38 I ~ ex m.y~ , ? ~ , ~ ~ ,u . TBR r ~ •p ~ INSTALL PLUG AND I ~FH STA 12 +97,52 ? \'top 93~:; ~ '1' i,l ~ ~ 09 • ss. ~ ABANDON EX. 15" RCP I Q ~ r; I 36" 1N 89.07 i ~ ~ 1~ o ~ n'"~ ez. 8 , 55- - - c 1 ~ N PLC n
~ ~ ~ ~ ~ TOP 1071' 10 ~ ~ ~ ? ~ ~ ~ ~ ~ : i I N. 36 'OUT 88.97 ~ ~ A ? i O ~ Y ~ INV. 36~ OUT 95.8T ~ 6 ~ ~ ~ Et ' L 11.01 CE-10' i ' 1 6' 49Q' AIJ i~LBOW W/BLCK%G intr. 88' 0 ~ u u ~ - . r` - ,n 38' OUT 88.97 I I ~ " . \ ~ ~ ~ - / ~ r N ~ , . AIL ~j11.01 (CE-lO i, 1 6 M W/'., 1 \ ~ \ . i nil ~ ~ - , SAW CUT EX, ASPHALT
'V ~ ~ i ~ V ~ / u I I i ex. dJ a ~1 r ~ ~ ~ ~ f ~ ~ top 9 I ex. hl I Y ~ ~ 1 d lU'. o - 1 FHA Bl- , „ k , 1~ -3+. I PER OPEN CUT METHOD. top 9J. I ~ u ~ ~ , %'REMOVE SECTION OF EX. ~ o
' ~ ~ .K ~ ~ ' ~ ~ i'V ~ ~ 1 I~~. ' 1 I I f 37 inv. 6, ~ i ` ~ ~ j I ~ I ' ~ 37 inv. 97. .....2.7 LF~'15 CP 0 0:3QX n ? ~,i 1 6 ~ I _ - ~ - + ~ i ~ ~ x. mn 5 RCP AND PLACE ~ z
, I - ~ ~ - - ~ ' - ' ~ 1 ` _ ~ op 91.96 OVER OPENING. INSTALL ' 1 ~I eyy5 , ' - SS ~ 1 1 '=~a ~ nigv 8~.45~15" RCP AS SPECIFIED.
'~__"t~ _ ~ ~ 1 i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 74.85 ~ ~ ~ I I ~ • + ~ ii 1 ^'''i 1 ~ REPAIR ASPHALT PER 74.85' ~ L_ ~l ~ iSS ~ III t ~
~ _ t ' ~ ~ i i,,, - i ~ u _ DETAIL 801.02 (FULL - - 11~./~59~ ~ I, n r ~ N 1 DEPTH PATCH). BACKFILL
~ ` _ 1, ~ _ Y-- / ~ B ' ~ ~ ~ ~ x ~ TRENCH W/ 57 STONE FROM ~ ~~55 i p ~ l F . r 1 ~ ' 1' 1 ~ 111 ~ ~ I TOP OF PIPE TO SUBGRADE. ~ ~ ~ ~ ---55-(- a ~ j . itllii~l...l~u~~ • ez. fe~o id ~ 1
~ TC 1 1. ~ 1 c•. ~ , " >f ~ ~ ~ ~ ~II P ~ - x. h
- ~ ~ ~*9 1 ~ ~ - ~r" 9Y~F 36' RCS •~6X l 1 ,.a - - - ~ ! i it I~n~' F!t"" e/'r ~ ^ 11 C L STA 28+00.7447 1, ~ ~ ' ~ ~ /*'"-t'- ' s~- ~ ~ '~~p ~ 11,~1~ ~ ~ - ~ ~o ,-A~' ~ 1 EX. CURB INLET - ~ ~ , , , , ~ I I ~ 1 I
~ i ~11~', e . ~ ~ ~ ~ 1 I ;o ' 1 TOP 92.70 _ 1 _ ~ i ~~'i'~ ~'1~~'p ~ ~L STA 2743.00 1 N ~ INV. 15' OUT 89.95
c~. ~ ~ OR - W BLOCKING - 1 ''Q~ % ~ ~ ,4' o ~ ~ ~ \ ~ ~ ~ , ~ ~ , ~ l I ~ - i Cpp -S~ 25+(15125 i gut ,~u~'1 ~ ~ FSET 17.50') o ~ - - , ~ ~ ~ • I ~ ~ ~ ~ 1 . r~- 4' MH JB FLAT TOP 11 ~ ~ ~ ~ . ,4 CURB INLET"' x ~ " '1~', ( ) 1 64 LF 15' RCP o 2.3aX CONSULTING ENGINEERS, P.A•
~ ~ ~ r-. --.,r. 2 ~ I ~ ~ 'r~. _ G' ~ ~ ~ ~ j t~~ ~ Y ~ I ~ ~ - i 'WLCAN V -1 ~ TOP 92.00 1 1 1
, ~ ~ ~ ~ ~ ff, Apj~ Lfi RCP 012.71Xess2' r _ : = r ~ BOX ' ` ~ ~ 1 ~~j11 ~ INV, 15' IN 88.45 ~ I CIVIL, MUNICIPAL & _ _ _ --i - , . ~ , ~ b ~ ~ , . I STA 27+64.8459 Xa~s7 ~ ~ ~ TOP 90.68 i ' e' ~ INV. 24' IN 88:45 + 1 , STRUCTURAL ENGINEERS
RET. STA 21+35.39 ~ ~ _ ~ ~ ~ 1 I ' 4' CURB INLET 2pfi ' ' `ti~'(~ EX.1 ~ ~ • ~A 1 9.2373 kx. woods ~ I Q, N 8~ LF 15" RCP 9 0.80% INV. 15' IN @ ,79 i 1'~ j t INV. 24` OJl T.88:3~ it 1 I TC 92.00 COM 2 , I ~ PREHENSIVE gods i ®~O .._~.........ata ~ INV. 1 ~ 7. ~ QFTAIr706.02 CE-10
wLCAN V4096-i ~ / I ,..........1..._ ~ I I NV. 36 FES pWT 85.00 5 OU 8 6~ ~ ( ) ~ CAUTION: ENVIRONMENTAL SERVICES DETAIL 7004.~~ 10) ~ O.H. POWER LINES
80X 5'-0" K 4'-0" ' ~ ~ i ~ ~ 1 g~ J; CRO ~ I 1I TOP 98.24 ~ ~ 1 $1 ~ MJ EDUCER I 91i LF ~ ~ I 16~ LF 36' RCP W/ 8' FE Q .42X r ~ STA 27+44.8460 I h I 1 I ~ , , ~ , - ROCKY MOUNT: - ~li LF ~6' RCP 0 .131. ? ~ ~ ~ . TC 91.81
INV. 15" IN 94.41(from sta 21+53.43; i' IP WP ~ 4 ` 1 ~ MJ;GV ~ ; I I S A 24+19.37~(OFFSET fT.50) i 1 I I I ~ MH JB FLAT TOP : 1 ' • • ~ 841 SOUTH WESLEYAN BLVD.
I 0 ~ 0 1 " AIJ GV ' INV. 15' IN 95.07(from sta 21+30.51 ~ 9 V \ ¢ : S; i ® I ~ INV. 36" IN 93.18 r ~ ~ ;STA 81.0 1~ I t'CI~F ¢ : S,TA 23+25.00 ~~I ; ( r • 74 LF 24" RCP W/ 6' FES 0 0.30X ROCKY MOUNT, N.C. 27804 ~ ~ ~ aP 90.50 I DRAINAGE LABELING DIAGRAM
INV. 36' OUT 93,08 t - - _ _ _ RET. STA 21+98.24 ~ _ _ TC ~ .96: 0A - _ ® E I DETAIL 704.08/704.06 (CE 10) ' i SDE ~ ='4' GiRB INLET ` ! I ~ 5 I t ;CyRB INLET ~ a I , ~ INV. 15' IN 87.04 ~ ~ PHONE: [phone] QAN V4096-1 I INV. 36' IN 844 INV: 24' FES OUT 88.11 i I I otl 5 -o x 4'-0' ~ • ~ FAX: [phone]
a I, wt.caN v4o~s-1 ~ ~ , I tdP s; I t s2.o2 .I 1NV. 3s' ouT 85.3a ~ EMAIL: a ian0cocenfral.com DETAIL 706.02 (CE-10) ? 15' TYPE 'C' i PP
27 LF 15' RCP 0 0.3X ~ BOX 5'-0" x 4'-0" ~ -(NV. 31 ; TOP 95.53 INV. 31 -fNV. 36' IN 86.57 ~ LANDSCAPE BUFFERYARD -WAKE FOREST: - INV. 36' OUT 86.47 Q MIN. PAD ELEV. = 92 ? ,
RET. STA 21+53.43 i 4 INV. 36" IN 90.47 QMIN. PAD ELEV. = 95 DETAIL DETAIL 704:08/704.06 (CE-10) 331 S. WHITE ST.
4' CURB INLET ~ ~ O SIM. i INV. 36' OUT 90,37 © ( WLCAN V4096-1 rn DETAIL 704.06704,06 (CE-10) QMIN. PAD ELEV. = 93 SIM. (711.01) ~ ao, _ WAKE FOREST, N.C. 27587 pA41 SEE SHEET CE-5; ENGINEER: (919 570-7808
BOX 2'-6 x 4'-0' , 72 LF c~ . ) 72 LF 36" RCP 0 3:33X co . • 0 RET STA a lanwf0 ,FOR BLOW UP ~ ~ pp mindspring.com
TOP 97.04 ; ` 68 Lf 38" RCP 0 3.84X INV. 15' OUT 94.50 i~ j~l STA ENVIRONMENT: [phone]
DETAIL 704.01/704,06 (CE-10) © CURB INLET " h~ TYPE ToP oppianwfe0mindspring.com
SCALE: 1" = 50' scaLE: 1" = 50' ~a e~ ~ TOP FAX: (919) -4675 BOX SIZE
N~TE~ INV. IN W~ WEB: -
0 50 100 1 scALE 1"=20' FIRE HYDRANTS SHALL BE LOCATED 100 125 150 175 200 Q SEWER SERVICE SLOPE = 1.04X ~ INV. OUT www pion s.com SEE DETAIL
IN RIGHT-OF-WAY. HYDRAN TS SHOWN i ~ i,~~
\J~.I ON THIS PAGE HAVE BEEN EXAGG J.J FRAYED ~ i
~-~~1\.J~ FOR CLARIFICATION 1 A' ~p ~ ~ SSI
fem. V f'1 f~.[l 1 : ~ Q~ 9 ~ - ~
~ S -
8421
' •F ` i~p ''•HGINEE•• ,,,,~ey'.
VPI STA=21+00 VPI STA=22+80 VPI STA=24+80
VPI EL=100.00 VPI EL=92.50 VPI EL=90.33 CURVE LEN=200 CURVE LEN=100 CURVE LEN=200 vPl STA=27+14.60 ,4~ ~ • ~D~~P VPI EL=91.50 ~~wuu?~~
K = 125.00 K = 37.52 K = 150.00 CURVE LEN=100 ~ $"c~Z K = 199:32 "
W'
BEFORE N _ _ _ - - o - YOU DIG - - - - - - ~i.I~.~.A71~ '
CALL TOLL FREE - + + ~ } M
1-600- 115 ~ ~ N N < ~D M ~ N 01 ' 632-4949 • °0 ~ ° ~ rn • ~ _ _ N 01 o N o 115 115 N < ~T - W ~ 115
N O ~ ~ 10 Ol tp p, O ~ O O ~ O r NORTH o n ' M ~ ~ U ~ OUO O o
CAROLINA ~ W ~ W J~ W ~ W N~~ J N M M Oi T O M ~ = U ~ _ 1- ~ Y- N W ONE-CALL 1(f ~ N W tp N ~ r O ~ = O I~1y^= ~ H
U U X J W J yJ Y 01 0 N Ol - 01 CENTER W I W W Q Y I I Q Y < Y W W - Q Y W W Q Y N N ~ ~ S~CALES~ S 1 ~ 50'
Y Y ~ M I M I Vl W O N IA W IA W to W _ ut W U1 W Vl W VI W , -
These Ions are for biddin ur oses onl and o o + d ~ - < ~ P 9 P P Y, 110 mm M"f °M 01 ~~o°'~~ ut are not to be used as Construction drawin s - r ~ ~ _ g ~ ~ ~ z° 110 110 _ , Z 110
g lV N + + t` 0 + + N N ~ W unless Initialed and dated as approved for - _ +
Construction below by the Engineer. F~ N a N± N a ~ N m J W _ _ _ 7 ~ ~ W ~ _ ~ M
N N Approved for Construction: ~ i . v a ~ ~ _ ~ ~ X z - o x Z ~ - _ _ - v _ o _
Date: _ ~ w c~ it v' w c? ~ ~ - - m m It7 m N ~ ~ - - N + ~ _ O Y
105 - - - _ - " p~~~p~~p~1~,~, ~~zZ 1°3 Z a .X < x U < - N ~ _ H I r } N; _ 105 105 105
riGWY1V Nf1/1nNRxiT - 2 ~ U °x~ WW~~ as ~ WW w ~~i These drawings are beileved to be a correct ~ m- roo- _ _ _ m z N n ~ W ~ Z 1'- v R to ~ 3 +
_ _ - ~ zz~a xxrco: 2Z a W, representation of actual f(eld conditions but _ ~ O a w w a a ~ r p ao =
are not warranted as such. - - m m W W U U W W m m Q~ - _ U U ;I U U;D-U WW J Da
~ y _ U ~ N
ate: - 100 - L - _ - - 100 100 _ 100
- Certification by the Department of Planning zr -
and Development that this Construction plat T`' ' , - - - - - - - :r . - - - _ - ~
- - was approved by the City Planning Board on I-~- : ' - _ _ _ r_. - - i.
y - - _ - - _ da of ~ ' ' ' - - _ ~ x
95 - - - Director: ~ . - 95 95 _ - _ 95
- - _ - - _ ~
-•-r ~_1.~.,, - - Certification by the City Engineering Department ~ ~ ~ N ~
- that this Construction Plat meets the appropriate _ - 'DIP S.S. - 1• 0 + .4X i
City Standards. - - ' - T_ _ z > - _ - 0.49 0.498~X--- - ~
7V _ - - AA ~ _ _ - - _ City Engineer: Date: _ 1e' ~ ~ - ~ - m ~ 7N ~7V 90
IN CL - _
_ m Y 1 -s--_ - - - - - _ - - N r
BOUNDARY DESCRIPTION SHOWN _ i - m
IS NOT FOR RECORDATION. ~ _ _ QX i \ - _ _ Q J
_ r ~ - A Qx p _ - - - .-.c - ~ a - ~ A^r
W{.VI IVV - YV ~ ~n
In an effort io maintain qual(ty design and construction, _ _ _ _ _ _ . _ _ - _ _
Appian has eatabllahed o plan cover sheet protocol to " ~ - - f a
ensure that the involved parties are all working from - - Y the most recant pion revision. Appian has assigned colors - - _ _ ~
to the plan cover sheet to correspond with stages of the _ L_ _ ~ " ~ ~ K o ' _ ~
- - m - - design construction process: WHITE for agency review ~ m ~ N o ri m N ~i N ; o 000 - - Q Oi .N Y VO ~ N 0 _ 8 0
preliminary phase; BLUE for the bidding phase; and GOLD N m 0-m-o ~ - - ^ - ; - 8 ----__~n ' for the construction phase. Contractor should note that ~ - z N_. ~ 3 0 _ m ~ _ _ o _a ~ ~ ~ ~ r ~ 10 ~ N
- - U _ a u, _ - ~ W ~ ~ Z ~ U U - T the only set of plans to be used for construction are _ _ v, m ~ - _ _ ~ W ~ z o _ r ~ ep _ ~ O 2 Z ° ry ~ ~ \ - - ° pf rM
- - those with a gold cover. Contractor is to contact the ~ m ? ~ ~ m , > ~ b N ~ ~ -r O ~ CO 00 OD - pp Z _ ~ 7 Z _
project engineer to obtain the most current plan. ~ ro _ " ~ ° S _ _ _ W T~ - - r_ _ _ ~ _ ° - _ ~ ~ 1 d Z ZZ Z~ i ~ I\ . ~ o
_ J - Z Z J ~ J - Z Z a a
/J x x x W W W ? Os m f0 ~D f0 1 P W W pp W W O O CONSTRUCTION SAFETY _ _ _ x O WILi W W W Z ° Z Z 75 3
These drawings do not contain the requirements for 0 0 F Ss C
job safety. All provisions for safety shall be the sole r °m F U 0
responsibility of the contractor. LO m o mo Y W m a a w~ U) M
n 0 p O n 0 OD EXISTWG GONDrflON3- °e n LO 00 • M 0 OD C4 to +1 W W - n O
The contractor shall be responsible for reviewing all 70 0 0 ~ M1 N ry o 0 0 o M W' o d w m m rn rn rn a as a ao v w O W W ~ °D t co 0 N 0 W ' O -
existing job conditions. Any adverse existing conditions affecting work shown on these drawings shall be 20+00 21+00 22+00 23+00 24+00 25+00 26+00 0 m r rn m 70 70 70 U W N
brought to the attention of the engineer for possible 26+00 27+00 28+00 99-057-3 /
clarification or reconciliation. D-0000
CE-3
U

U Copyrignt 2000 Appion Consulting Engineers, P.A. These drawings hove been prepared as instruments of service for o particular � Ite or building improvement and rem,,iin� the property of the Engineer for use under hi ,pervision, No reproduction or other use is allowed without his permission
BEFORE
YOU DIG
c CALL TOLL FREE
1-800-
632-4949
NORTH
CAROLINA
ONE -CALL
CENTER
These plans are for bidding purposes only and
are not to be used as Construction drawings
unless initialed and dated as approved for
Construction below by the Engineer.
Approved for Construction:
Date: -
RECORD DRAWWGS'
These drawings are believed to be a correct
representation of actual field conditions but
are not warranted as such.
By: Date:
Certification by the Department of Planning
and Development that this Construction plat
was approved by the City Planning Board on
day of -
Director:
Certification by the City Engineering Department
that this Construction Plat meets the appropriate
appropriate City Standards.
City Engineer: Date:
BOUNDARY MSCFW11ON SHOWN
IS NOT FOR RECORDATION.
COLORED COVER SHEE78
In an effort to maintain quality design and construction,
Appian has established a plan cover sheet protocol to
ensure that the involved parties are all working from
the most recent plan revision. Appian has assigned colors
to the plan cover sheet to correspond with stages of the
design / construction process: WHITE for agency review/
preliminary phase; BLUE for the bidding phase; and GOLD
for the construction phase. Contractor should note that
the only set of plans to be used for construction are
those with a gold cover. Contractor is to contact the
project engineer to obtain the most current plan.
CON,STRUCTiON SAFETY
These drawings do not contain the requirements for
job safety. All provisions for safety shall be the sole
responsibility of the contractor.
EXISTING CONDRION$
The contractor shall be responsible for reviewing all
existing job conditions. Any adverse existing conditions
affecting work shown on these drawings shall be
brought to the attention of the engineer for possible
clarification or reconciliation.
I I I
I
I \ I 2 �Ig�
TAR -PAM! BUFFER
iI ex. house
CONTRACTOR TO USE CAUTION
AND MINIMIZE DAMAGE TO
EX. FENCE DURING CONSTRUCTION.
PLACE CLASS I RIP RAP UP /
TO ELEV. 87.7 ALONG OUTLET
BANK AS SHOVM OVER FILTER
FABRIC. EXTEND 36' PAST CULVERT
OUTLET. DEPTH OF RIP RAP O 18".
END GUARDRAIL
STA 26+41.05
W
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Ju
100
1
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INSTALL RAMP TYPE DRIVEWAY
PER CRM STD. 2.13
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i
i
BEGIN GUARDRAIL
STA 25+41.67
SEE DETAIL
1
S REMOVE EXISTING CONCRETE PIERS AND REPLACE
f i AT NEW LOCATIONS W/ CONCRETE PIERS PER DETAIL 806.02
I ( -(SEE SHEET CE -3 FOR PROFILE AND DETAIL 806.02 (CE -12)
TAR -PAY BUFFER
JI- -------------
1
37 LF TWIN 7' X 8• PRECAST BOX CULVERT
------ - W/ 45 DEGREE BEVEL O 0.3% SLOPE
rot cowlick reek TOP OF CULVERT BOX - 89.34
--INV. BOX IN = 81.51
- -
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100 YEAR STORM 87.93
10 YEAR S I ORM-B7.59
CL. SC OR ML TYPE S01 IN LEVEE
\
87
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w`
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6-
6" DIP AT 6- LONG -_85
(SEE NO:FE4)
3000 PSI O 28 DAYS
OVER FILTER FABRIC IN
AREA 50'X10' AT 9' DEEP
85
I
-- -'-
"��85.
AS SHOVM
LF 36, RCP W/ 8' FES O 1.42X-
a.
no - 3 -- 1
36" FfS OUT 85.00
\
INV. 6* DIP OUT 85
---
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----
83
83
83
---82
81
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I I I
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TAR -PAM! BUFFER
iI ex. house
CONTRACTOR TO USE CAUTION
AND MINIMIZE DAMAGE TO
EX. FENCE DURING CONSTRUCTION.
PLACE CLASS I RIP RAP UP /
TO ELEV. 87.7 ALONG OUTLET
BANK AS SHOVM OVER FILTER
FABRIC. EXTEND 36' PAST CULVERT
OUTLET. DEPTH OF RIP RAP O 18".
END GUARDRAIL
STA 26+41.05
W
IU
Ju
100
1
u� i\
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..........
�--- ---_
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.........................
INSTALL RAMP TYPE DRIVEWAY
PER CRM STD. 2.13
�1 I
I
i
i
BEGIN GUARDRAIL
STA 25+41.67
SEE DETAIL
1
S REMOVE EXISTING CONCRETE PIERS AND REPLACE
f i AT NEW LOCATIONS W/ CONCRETE PIERS PER DETAIL 806.02
I ( -(SEE SHEET CE -3 FOR PROFILE AND DETAIL 806.02 (CE -12)
TAR -PAY BUFFER
JI- -------------
1
37 LF TWIN 7' X 8• PRECAST BOX CULVERT
------ - W/ 45 DEGREE BEVEL O 0.3% SLOPE
rot cowlick reek TOP OF CULVERT BOX - 89.34
--INV. BOX IN = 81.51
- -
-=-_ - ------------
-----
-----------
22 LF 12" RCP W/ 6' FES O 0.3X
I
2: 1
2:1 SLOPE
a5-86
I
INV. 6" DIP IN 85.
It,� I CP
I t l I
till
I
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1111 1 i
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- -
110-
0-INV.
INV.12" FES OUT 86.22
END GUARDRAIL
STA 26+42.35
34 LF 6` DIP O 0.5X
`,
---- • • _ ... __
EMERGENCY DRAIN W/
89
•
-TRA Gt7ARl1
6" MJ GV IN CLOSED
POSITION.
R
100 YEAR STORM 87.93
10 YEAR S I ORM-B7.59
CL. SC OR ML TYPE S01 IN LEVEE
\
87
... _ ... _ - - _X GRADE ---
edsal
C.\
PLACE CLASS A RIP RAP
s
i
` _� 87�•.......___�
6-
6" DIP AT 6- LONG -_85
(SEE NO:FE4)
3000 PSI O 28 DAYS
OVER FILTER FABRIC IN
AREA 50'X10' AT 9' DEEP
85
-- -'-
"��85.
AS SHOVM
\
a.
no - 3 -- 1
84
__-g
INV. BOX 83.00Q
INV. 6* DIP OUT 85
---
EES PLAN
----
83
83
83
---82
81
-
\
© O
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CUT OFF TRENCH
P AM"Co
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VIRGIN MATERI
P�
CH. CL. OR SC
81
- -
-
BOTTOM OF POND
81.00
• 87.99
BEGIN GUARDRAIL
STA 25+42.33
�.
79
\
SEE DETAIL
79
0
OD
ODM
z
_N
z
-
-
INSTALL 14.68' LONG
cc
LL
77
PRECAST WINGWALL AS
_
-
SHOWN. TYPICAL 4 PLACES.
"".
15' TYPE "C"
z
LANDSCAPE BUFFERYARD
_
---
----
z
------------------------
----- -----_ _
_ --
TOP OF CULVERT BOX - 89.23
-----------\-
-
- - -
INV. BOX OUT - 81.4
w esso'ao' w
\
n e5zo•oo' w - - - - -
-
a.a--
I I I
I
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TAR -PAM! BUFFER
iI ex. house
CONTRACTOR TO USE CAUTION
AND MINIMIZE DAMAGE TO
EX. FENCE DURING CONSTRUCTION.
PLACE CLASS I RIP RAP UP /
TO ELEV. 87.7 ALONG OUTLET
BANK AS SHOVM OVER FILTER
FABRIC. EXTEND 36' PAST CULVERT
OUTLET. DEPTH OF RIP RAP O 18".
END GUARDRAIL
STA 26+41.05
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INSTALL RAMP TYPE DRIVEWAY
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BEGIN GUARDRAIL
STA 25+41.67
SEE DETAIL
1
S REMOVE EXISTING CONCRETE PIERS AND REPLACE
f i AT NEW LOCATIONS W/ CONCRETE PIERS PER DETAIL 806.02
I ( -(SEE SHEET CE -3 FOR PROFILE AND DETAIL 806.02 (CE -12)
TAR -PAY BUFFER
JI- -------------
1
37 LF TWIN 7' X 8• PRECAST BOX CULVERT
------ - W/ 45 DEGREE BEVEL O 0.3% SLOPE
rot cowlick reek TOP OF CULVERT BOX - 89.34
--INV. BOX IN = 81.51
- -
-=-_ - ------------
-----
-----------
2: 1
2:1 SLOPE
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END GUARDRAIL
STA 26+42.35
CAUTION:
CONTRACTOR TO MINIMIZE THE AMOUNT
OF DISTURBANCE DURING CONSTRUCTION/INSTALLATION
OF CULVERTAND IN THIS ` Atm!►. THE AREA
iS WITH IN A TAR -PAM RUFI: ER PROTECTION AND
IDNLY THE AREA SHOW FOR DISTURBANCE NAS REIN
APPROkED RY" NCDENR QR 'CONVRQCTIAN•
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SCALE: 1" = 30'
0 30 60 75 90 10 120
©INSTALL TRASH GUARD PER
(TRASH GUARD DETAIL (CE -12)
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NOTES
1. USE EITHER CONC. BUILDING BRICK -ASTM C55,
GRADE N. TYPE 1 OR CLAY BRICK -ASTM C32,
GRADE MS.
2. MORTAR TO BE TYPE M.
a
3. CONCRE'tE PIPE TO BE CLASS III
4. USE CARBIDE TIPPED BIT TO DRILL HOLES
THROUGH MOUNTING HOLES IN BASE FLANGES.
INSERT 5/8" TIE RODS IN AREAS THAT ARE
ACCESSABLE. OTHERWISE USE EXPANSION 2' X 2' BOX FOR WO POND
ANCHORS AND FIRMLY TO WALL.
WEIR STRUCTURE "A"
NOT TO SCALE REV. 3-4-99
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CONSULTING ENGINEERS, P.A.
CIVIL, MUNICIPAL &
STRUCTURAL ENGINEERS
COMPREHENSIVE
ENVIRONMENTAL SERVICES
- ROCKY MOUNT:-
841
OUNT:-841 SOUTH WESLEYAN BLVD.
ROCKY MOUNT, N.C. 27804
PHONE: [phone]
FAX: [phone]
EMAIL: appion0cocentral.com
- WAKE FOREST: -
331 S. WHITE ST.
WAKE FOREST, N.C. 27587
ENGINEER: [phone]
appionwfOmindspring.com
ENVIRONMENT: [phone]
opplanwfe®mindspring.com
FAX: [phone]
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STRUCTURAL ENGINEERS
COMPREHENSIVE
ENVIRONMENTAL SERVICES
- ROCKY MOUNT:-
841
OUNT:-841 SOUTH WESLEYAN BLVD.
ROCKY MOUNT, N.C. 27804
PHONE: [phone]
FAX: [phone]
EMAIL: appion0cocentral.com
- WAKE FOREST: -
331 S. WHITE ST.
WAKE FOREST, N.C. 27587
ENGINEER: [phone]
appionwfOmindspring.com
ENVIRONMENT: [phone]
opplanwfe®mindspring.com
FAX: [phone]
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