SW8960820_Historical File_19961003

State of North Carolina
Department of Environment,
Health and Natural Resources i i
Division of Water Quality
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
October 3, 1996
Mr. Bruce B. Cameron
Post Office Box 3649
Wilmington, North Carolina 28406
Subject: Permit No. SW8 960820
Independence Grande
High Density Commercial Stormwater Project
New Hanover County
Dear Mr. Cameron:
The Wilmington Regional Office received the Stormwater Management Permit Application for Independence Grande on
August 26, 1996, with final information on September 17, 1996. Staff review of the plans and specifications has
determined that the project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC
2H.1000. We are forwarding Permit No. SW8 960820 dated October 3, 1996, for the construction of Independence
Grande.
This permit shall be effective from the date of issuance until October 3, 2006, and shall be subject to the conditions and
limitations as specified therein. Please pay special attention to the Operation and Maintenance requirements in this permit.
Failure to establish an adequate system for operation and maintenance of the stormwater management system will result
in future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request an
ajudicatory hearing upon written request within thirty (30) days following receipt of this permit. This request must be
in the form of a written petition, conforming to Chapter 150B of the North Carolina General Statutes, and filed with the
Office of Administrative Hearings, P.O. Drawer 27447, Raleigh, NC 27611-7447. Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact Linda Lewis, or me at
[phone].
Sincerely,
r—
l=0 tZ Jim Bushardt, P.E.
Acting Regional Water Quality Supervisor
JBB/arl: S:\WQS\STORMWAT\PERMIT\960820.00T
cc: David Hollis, P.E.
David C. Falk, Sr., Agent
Tony Roberts, New Hanover County inspections
Beth Easley, New Hanover County Engineering
Linda Lewis
Wilmington Regional Office
Central Files
P.O. Box 29535, Raleigh, North Carolina 27626-0535 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer

State Stormwater Management Systems
Permit No. SW8 960820
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North Carolina as amended,
and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
Bruce B. Cameron
Independence Grande
New Hanover County
FOR THE
construction, operation and maintenance of a detention pond in compliance with the provisions of 15A NCAC
2H .1000 (hereafter referred to as the "stormwater rules") and the approved stormwater management plans and
specifications and other supporting data as attached and on file with and approved by the Division of Water
Quality and considered a part of this permit.
This permit shall be effective from the date of issuance until October 3, 2006 and shall be subject to the
following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater described in the
application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff as described on
page 3 of this permit, the Project Data Sheet. The stormwater control has been designed to handle the
runoff from 1,289,965 square feet of impervious area, including the 2 outparcels.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable
parts of the permit.
2

State Stormwater Management Systems
Permit No. SW8 960820
DIVISION OF WATER QUALITY
PROJECT DATA SHEET
Project Name: Independence Grande
Permit Number: 960820
Location: New Hanover County
Applicant: Mr. Bruce B. Cameron
Mailing Address: Post Office Box 3649
Wilmington, North Carolina 28406
Application Date: August 26, 1996
Water Body Receiving Stormwater Runoff: UT Hewlett's Creek
Classification of Water Body: "SA"
If Class SA, chloride sampling results: 19 ppm (per 931206 project)
Pond Depth: 7.5 feet
Permanent Pool Elevation: 35 MSL
Total Impervious Surfaces Allowed: 1,289,965 square feet
Outparcels Lot 1 @109,770 ft2; Lot 2 @127,195 ft2
Future Factor of Safety = 351,000 square feet
Offsite Area entering Pond: N/A
Green Area entering Pond: 408,157 square feet
Required Surface Area: 44,112 square feet
Provided Surface Area: 54,235 square feet
Required Storage Volume: 103,826 cubic feet
Provided Storage Volume: 124,577 cubic feet
Temporary Storage Elevation: 37 MSL
Controlling Orifice: 4" pipe
3

State Stormwater Management Systems
Permit No. SW8 960820
4. The tract will be limited to the amount of built-upon area indicated on page 3 of this permit, and per
approved plans.
5. Deed restrictions must be recorded prior to the sale of any outparcel or future area shown on the
approved plans to ensure that future owners are made aware of the built-upon area limitations. The
following statement must be recorded:
"To ensure continued compliance with the NCDWQ Stonnwater Management Permit
Regulations, 15A NCAC 2H.1000, the outparcels as shown on the approved plans have been
limited in the amount of built-upon area that may be constructed. Lot 1 is limited to 109,770 ft2
and Lot 2 is limited to 127,195 ft2 of built-upon area, inclusive of that portion of the
right-of-way between the front lot line and the edge of the pavement, structures, pavement,_
walkways of brick, stone, slate, but not including wood decking or the water surface of
swimming pools."
"All built-upon area from the outparcels and any future impervious areas must be directed into
the permitted stormwater control system."
"Additional built-upon area will require a permit modification."
"The connection into the stormwater control shall be made such that short-circuiting of the
system does not occur."
6. The permittee is responsible for verifying that the proposed built-upon area does not exceed the
allowable built-upon area, for both the project and the outparcels.
7. The following items will require a modification to the permit:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built-upon area.
e. Further subdivision of the project area.
f. Filling in, altering, or piping of any vegetative conveyance shown on the approved plan.
In addition, the Director may determine that other revisions to the project should require a modification
to the permit.
8. The Director may notify the pennittee when the permitted site does not meet one or more of the
minimum requirements of the permit. Within the time frame specified in the notice, the permittee shall
submit a written time schedule to the Director for modifying the site to meet minimum requirements.
The permittee shall provide copies of revised plans and certification in writing to the Director that the
changes have been made.
4

State Stormwater Management Systems
Permit No. SW8 960820
II. SCHEDULE OF COMPLIANCE
1. The permittee will comply with the following schedule for construction and maintenance of the
stormwater management system:
a. The stormwater management system shall be constructed in it's entirety, vegetated and
operational for it's intended use prior to the construction of any built-upon surface except roads.
b. During construction, erosion shall be kept to a minimum and any eroded areas of the system will
be repaired immediately.
c. All connections into the stormwater system from future areas/outparcels shall be made such that
short-circuiting of the system does not occur.
2. The permittee shall at all times provide the operation and maintenance necessary to assure the permitted
stormwater system functions at optimum efficiency. The approved Operation and Maintenance Plan must
be followed in it's entirety and maintenance must occur at the scheduled intervals including, but not
limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and revegetation of side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
f. Debris removal and unclogging of outlet structure, orifice device and catch basins and piping.
g. Access to the outlet structure must be available at all times.
3. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DWQ. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
4. This permit shall become voidable unless the facilities are constricted in accordance with the conditions
of this permit, the approved plans and specifications, and other supporting data.
5. Upon completion of construction,prior to issuance of a Certificate of Occupancy, and prior to operation
of this permitted facility, a certification must be received from an appropriate designer for the system
installed certifying that the permitted facility has been installed in accordance with this permit, the
approved plans and specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
6. A copy of the recorded deed restrictions must be submitted to the DWQ within 30 days of the date of
the recording. The recorded copy must be signed by the permittee, dated, stamped with the deed hook
number and page, and bear the stamp of the Register of Deeds.
7. A copy of the approved plans and specifications shall be maintained on file by the Permittee for a
minimum of ten years from the date of the completion of construction.
5

•
State Stormwater Management Systems
Permit No. SW8 960820
III. GENERAL CONDITIONS
1. This permit is not transferable. In the event there is a desire for the facilities to change ownership, or
there is a name change of the Permittee, a formal permit request must be submitted to the Division of
Water Quality accompanied by an application fee, documentation from the parties involved, and other
supporting materials as may be appropriate. The approval of this request will be considered on its
merits and may or may not be approved.
2. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
enforcement action by the Division of Water Quality, in accordance with North Carolina General Statute
143-215.6(a) to 143-215.6(c).
3. The issuance of this permit does not preclude the Permittee from complying with any and all statutes,
rules, regulations, or ordinances which may be imposed by other government agencies (local, state, and
federal) which have jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of nuisance conditions,
the Permittee shall take immediate corrective action, including those as may be required by this
Division, such as the construction of additional or replacement stormwater management systems.
5. The permittee grants DEHNR Staff permission to enter the property for the purpose of inspecting all
components of the permitted stormwater management facility.
6. The permit may be modified, revoked and reissued or terminated for cause. The filing of a request for
a permit modification, revocation and reissuance or termination does not stay any permit condition.
Permit issued this the 3rd day of October, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
5 C- t'
C='r- i A. Preston Howard, Jr., P.E., Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 960820
6

•
State Stormwater Management Systems
Permit No. SW8 960820
Independence Grande
Stormwater Permit No. SW8 960820
New Hanover County
Engineer's Certification
I, , as a duly registered Professional Engineer in the State of
North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the
project,
(Project)
for (Project Owner) hereby state that, to the best of my abilities, due
care and diligence was used in the observation of the project construction such that the construction was
observed to be built within substantial compliance and intent of the approved plans and specifications.
Noted deviations from approved plans and specification:
Signature
Registration Number
Date
7

DIVISION OF ENVIRONMENTAL MANAGEMENT
NORTH CAROLINA STORMWATER MANAGEMENT PERMIT APPLICATION
I. GENERAL INFORMATION
r $2rCI P1?.G� eI _1. Project Name .�a��i n -�;, mil
2. Location,directions to project(include County, Address, State Road) Attach map. ,Sly 0* 13F e
3 -_ " ' - der-C w`1 m, Ue : \-ka..xi S Oe
3. Owner's Name re. . c e �. C� d/� (�'/13 - 7 v2 Coo n lj
�j � l� er Phone
4.Owner's Mailing Address /Q 6, d x .36 T 9
City VA c (frYi ((Al- /D ri State / L c. Zip 2 817LO�o
lJ - -
5. Application date $1 1 q q CD \C25Ubm+ q 17 4(0) Fee enclosed $ S 8s
6.Nearest Receiving Stream Class coup
7.Projectdescription ` ,1.,, -c -e. rt l 5 f. i-Ps' , ?9i dujekkinr,_ -5
II. PERMIT INFORMATION �, ` q ciao
/
I.Permit No.(To befilledinbyDEM) �VIJ O l ll'O '2V
2.Permit Type 1, New Renewal Modification(existing Permit No.)
3. Project Type: Low Dens' ✓Detention Infiltration Other: Redevelop General Dir Cert
4. Other State/Federal Permits/Approvals Required (Check appropriate blanks)
CAMA Major Sedimentation/Erosion Control i✓ 404 Permit
III. BUILT UPON AREA (Please see NCAC 2H.1005 thru.1007 for applicable density limits)
Drainage Drainage Breakdown of Impervious Area
Basin Basin (Please indicate below the design impervious area)
Classification C.SLA-) lo
Buildings 20 an Sor
Allowable Impervious Area IU ' streets I C 4,0CC) S P
Total Project Area 3OI .0_ Parking/SW Ski 00®
Proposed impervious Area Q 4lv" Other t a g eco eN
% Impervious Area 7670 -fieila Totals 0$ Skc C7-r-
IV. STORMWrunoff ATER TREATMENT (Describe how the will be treated) �[- f o sia-FErce
I OS'3 000 s,„
u-)alaS
ke4.Gt. ctixert -to cf..),

V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
Deed restrictions and protective covenants are required to be recorded for all low density projects and all
subdivisions prior to the sale of any lot. Please see Attachment A for the specific items that must be recorded
for the type of project applied for.
By your signature below,you certify that the recorded deed restrictions and protective covenants for this project
shall include all the items required by the permit, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the covenant cannot be changed or deleted without
concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. OWNER'S CERTIFICATION
:I) . i d C'. Ft.4.1e, Sr. , certify that the information included on this permit
(Please print or type name clearly)
application form is correct, that the project will be constructed in conformance with the approved plans, that
the deed restrictions will be recorded with all required permit conditions, and that to the best of my knowledge,
the proposed project complies with the requirements of 15A NCAC 2H.1000.
I authorize the below named • or firm to s i stormwater plans on my behalf.
fir
a'-aA-tf(0
Owner% uthoriz•. •e Signature and Tit e Date
VII. AGENT AUTHORIZATION (MUST BE COMPLETED)
Person or firm name l•-•\CANUoLLef--. Ric Stu cc s
Mailing Address N L2 (vvu- - 5+ .
City L..)&hi ry State ( L Zip 9S? -1 Q 1 Phone 34 $OO D
Please submit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO//Central Files
• ii1 c ,,,,,TER
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resc.,h„„Ated
a-l�_q�o DECEIVE
AUG 2 61996
PROD it SW�8`Ueoz�

ILDDEPEL31)EkKE Gf241.Noe
ATTACHMENT A
LOW DENSITY AND SUBDIVISION PROJECTS
GENERAL SUBMITTAL REQUIREMENTS
1. A completed stormwater permit application.
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas,
and road cross-sections.
3. Calculations of the built-upon area, For subdivisions,please show the methodology for arriving at the
per lot built-upon area.For non-subdivision projects,please break down the calculation into buildings,
roads, parking, and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
c. Velocity calculations, indicating a non-erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
DEED RESTRICTION REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than I O'3 7 70 square feet of any lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt, gravel,
concrete,brick, stone, slate or similar material, not including wood decking or the water surface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the State
of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may fill in or pipe any roadside or lot-line swale, except as necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no on may pipe,fill in, or alter any lot line swale used to meet North Carolina
Stormwater Management Permit requirements.
NOTE If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built-upon area for each lot. • WATER
"QI) ECEIVE -
1l
AUG 2 61996
PROJ# wf4��BZO

I L Gro D
- 2.
ATTACHMENT A Lo 1
LOW DENSITY AND SUBDIVISION PROJECTS
GENERAL SUBMITTAL REQUIREMENTS
1. A completed stormwater permit application.
2. Two sets of plans showing north arrow, scale, revision date, property/project boundaries, lot lines,
proposed and existing contours, drainage areas, mean high water line, wetlands, easements, the 30'
minimum vegetated buffer between impervious areas and surface waters, proposed impervious areas,
and road cross-sections.
3. Calculations of the built-upon area, For subdivisions,please show the methodology for arriving at the
per lot built-upon area.For non-subdivision projects,please break down the calculation into buildings,
roads, parking, and other (include all impervious areas).
4. Low density projects with curb and gutter will require:
a. Drainage area delineation and swale locations shown on the plans.
b. Detail of the swale, showing minimum 5:1 side slope.
c. Velocity calculations, indicating a non-erosive flow for the 10 yr storm.
d. Inlet and outlet elevations. Maximum longitudinal slope is 5%.
e. The type of vegetated cover specified on the plans.
DEED RESTRICTION REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than )27,I95square feet of any lot, including that portion of the right-of-way between the edge
of pavement and the front lot line, shall be covered by impervious structures, including asphalt, gravel,
concrete,brick, stone, slate or similar material, not including wood decking or the water surface of swimming
pools. This covenant is intended to ensure continued compliance with the stormwater permit issued by the State
of North Carolina. The covenant may not be changed or deleted without the consent of the State.
No one may fill in or pipe any roadside or lot-line swale, except as necessary to provide a minimum driveway
crossing.
For curb and gutter projects, no on may pipe,fill in, or alter any lot line swale used to meet North Carolina
Stormwater Management Permit requirements.
NOTE If lot sizes vary significantly, the owner/developer must provide an attachment listing each lot number, size,
and the allowable built-upon area for each lot. •
STORM!WAT
E C E t V E
AUG 2 61996
D
PROJ# jgc{(20360

AUTHORITY FOR APPOINTMENT OF AGENT
The undersigned owner, I 7r2A.)Ge5 13- CA (Y)0040.
does hereby appoint 1JC i
as his, her, its agent for the purpose of petitioning applicable
regulatory agencies for permits and petitions regarding the
following project(s) :
CAD _ Galups
The owner does hereby covenant and agree that said agent has the
authority to perform the following acts for and on behalf of the
owner:
(1) To submit a proper petition and the required supplemental
materials;
(2) To appear at public meetings to give representation and
committments on behalf of the owner;
(3) To accept conditions or recommendations made for the
issuance of permits on the owner's property; and
(4) To act on the owner's behalf without limitations with
regard to any and all things directly or indirectly
connected with or arising out of any petition.
This agreement shall continue in effect until final disposition
of the petitions submitted in conjunction with this appointment.
Agent's Name, Address and Telephone:
4D 'cs • -cLaz512S
f ZVo 4te_Decrie 2-4"Reti
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Owner: Date:
Wit ess:
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D E C E I V E ,
agntauth.001 1 SEP 171996
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- AUG 2 61996
PU MAINTENANCE S DE M
Q'XCI ce rneert PAW #
Project Name: Project'No. s qco0 o •
Responsible Party: *Vr/L C ke C' 8 ( Peak-4zys Phone No. 919- 64 7 3cre)
Address: —7 0-0O St
�rQ�e t)C 2 7 ( 3
I. Inspect monthly, or after every runoff producing rainfall event, whichever comes first
A. Remove debris from the trash rack.
B. Check and clear the orifice of any obstructions. If a pump is used as the drawdown
mechanism, pump operation will be checked. A log of test runs of the pump will be kept
on site and made available to DEM personnel upon request.
C. Check the pond side slopes; remove trash, and repair eroded areas before the next rainfall
event.
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, erosion and proper operation of the flow spreader mechanism. Repairs will
be made as necessary.
•
II. Quarterly
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper.
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, and
piping will be checked for.obstructions.
B. Pond inlet pipes will be.checked for undercutting, riprap will be replaced, and broken
pipes will be repaired.
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary. Eroded areas will be repaired immediately.
III. Every 6 months
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75% of original
design depth, sediment will be removed to at least the original design depth.

t.f
7
4;•- ;tip,;:;
``= . IV, General
A. .Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond.
C. The orifice is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that time, the system will be checked for clogging. The source of the
clogging will be found and eliminated.
D. All components of the detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements
I, J)a.o-i d e. F o Q 4k, Sr' , hereby acknowledge that I am the financially
responsible party for maintenance of this dete • pond. I will perform the maintenance as outlined
above, as art of the Certification f Complian Stormwater Regulations received for this project.
Signature: Date: 8-,A a—rt 6
I, Lej9 k knn¢. F+..rt&i ,allotaryPublicfortheStateof Nor-i4, Cajoli'no
County oY I,tiak I do hereby certify that Dam id C• Fctl k, Sr•
personally appeared before me this a n -day of A L4a ust- , 19 9(o , and acknowledge the
due execution of the foregoing instrument. Witness my halt and official seal,
v1 ANINE f.
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My commission expires No v . 19, 19 4 _46 /IULIC ci
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DA/arl: S:\WQS\STORMWAT\FORMS\O&M-POND.FOR

1
SEP17i9g6L.:-
Hanover Design Seriices, P.
Land Surveyors, Engineers, Lapd Planners
September 17, 1996
Ms. Linda Lewis, Environmental Engineer
Department of Environment, Health and Natural Resources
Division of Environmental Management, Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Independence Grande, SW 8960820
New Hanover County
City of Wilmington
Dear Linda:
Please find attached two copies of the Plan and two sets of
revised computations for the above project, as per your review of
September 10, revised as follows:
1. Enclosed please find the sinned and witnessed authorization of
agent for Drucker & Falk.
2 . Attached please find the breakdown of impervious areas.
3. Attached please find typical footprints and tabulations for
parking, sidewalks;: etc. Note a substantial factor of safety
to allow us some leeway.
4. Long dimension to pond added.
5. 76% on application instead of the 80.
6. Thanks for the reprieve.
7. Oriface revised to 4" instead of 6" . Using the average head
from storage elevation to centerline oriface seems to be as
good an approximation of the equation as any, and I will use
this in the future.
I revised the weir size slightly at the City's request (not the
elevation, of course X;, but there are no other changes requested
by either Dave Mayes or Beth Easely that would affect us. Please
call me if there are any problems or if I can be of any
assistance whatever. Thanks for your attention to this matter.
Sincerely,
f
David S. Hollis, PE, RLS �� .
Attachments v
319 Walnut Street Wilmington, N.C.28401 [phone]

STORM SEWER AND
DRAINAGE CALCULATIONS
for
INDEPENDENCE GRANDE
prepared for
DRUCKER & FALK, REALTORS
STOflMWATER
D E C E I V E
11 SEP 1 � 1996 D�
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Hanover Design Services, P.A.
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31S Walnut Street u� tk
Wilmington, NC 28401 p� -7 9

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TITLE 001 INDEPENDENCE GRANDE 10—YR, 50— AND 100—YR PRE—DEVELOPED CONDITION
TITLE 000 PRE—DEV. FILENAME 4282PRE.T20 .� `-jC5--Qie-cS
6 RUNOFF 1 01 1 .06 50. .33 1 0 0 1
ENDATA 5 O
7 INCREM 6 0.050
COMPUT 7 01 lei 0. 7.0 isle 2 2 01 01 C = .C.) Kj(-C t�(,
ENDCMP 1
7 COMPUT 7 01 01 0. 9.0 1.0 2 2 01 02 1,,e�
ENDCMP 1 7 0 !nc S x (c9
7 COMPUT 7 01 01 0. 10.0 1.0 2 2 01 03
ENDCMP 1
ENDJOB 2
0******tttttmtttttttttttttttt*END OF 80-80 LISTIttttttttttttttttttttttt$ttttttt
1
1R20 XEO 08-15-96 15:21 INDEPENDENCE GRANDE 10—YR, 50— AND 100—YR P,E—DEVELOPED CONDITION JOB 1 PASS 1
REV PC 0993i.2) PRE— V, FEMME 4282PRE.T20 PAGE 1
Dt¢ iLL.'. IL
�� 'IVE OPERATION
t ��U ��;_ CONTROL INCREM RECORD ID
# MAIN TIME aNC EMET .05 HOURS
EXECUTIVE CONTROL OPERATION COMPUT RECORD ID
FRO STRUCTURE RECORD
t TO STRUCTURE .
STARTING TIME = .00 RAIN DEPTH = 7.00 T I 1RAIN TABLEN^ — ANT. ,IST r 2 RAIN DURni1�!�= .,. .�;;.— , :;N:. s'_�,:. >sOND= z
ALTERNATE ';0.= . STORM �;0.= 1 MAIN TIME INCREMENT = .0 HOURS —
OPERATION RUNOFF STRUCTURE 1
OUTPUT `YDROGRAP4= 1
AREA= RUNOFF E— NT T
.06 �O MI INPUT R,:h';,FF CURVL— 50. TIME OF CG�C�1 i RAT!Or.— .3,; HOURS
INTERi AL HYDROGRAPH TIME INCREMENT= .0440 HOURS
PEAK TIME(HRS) PEAK DISCHARGE(CFS1 PEAK ELEVATION{FEET) L�
- C� �.
12.12 59.00 iRUNOFFI
RUNOFF VOLUME ABOVE BASEFLOW = ,.i :Tr" T' r,;. 42.95 CF:—HRS, 5.55 ACRE—FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM i, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 1
1
TRIO XEO 08-15-96 15:21 INDEPENDENCE GRANDE 10—YR, 50— AND 100—YR PRE—DEVELOPED CONDITION JOB 1 PASS 2
REV PC 09I83(.2) PRE—DEV, FILENAME 4282PRE.T20 PAGE 2

tAtLUi1Mt LUNfKLL UirtxmliuN Lunrul RECORD ID
FROM STRUCTURE I
TO STRUCTURE 1
STATING TIME _ .00 RAIN DEPTH = 9.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 2 MAIN TIME INCREMENT .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT MYDROGRAPH- 1
AREA= .06 SO MI INPUT RUNOFF CURVE= 50. TIME OF CONCENTRATION= .33 HOURS
ETERNAL HYDIOGRAPH TIME INCREMENT= .0440 HOURS
PEAK TIME(HRSI PEAK DISCHARGE(CFS) PEAK ELEVATIONIFEET)
12.11 110.89 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 2.03 WATERSHED INCHES, 78.42 CFS-HRS, 6,48 ACRE-FEET; BASEFLOW _ .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDRO=GRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP
[} ,�J _ @ RECORD ID
i CONNIPTIONS COMPLETED FOR PASS 2
.R20 X=Q 8-i5-9:b' 15•d, INDEPENDENCE GRAND_ 30-YR, 50- AND 100-YR PRE-DEVELOPED OFEi CONDITION JOB I PASS 3
REV PC 09i83(.') i RE-DEY, FILENAME 4282PRE.i20 3
PAGE
EXECUTIVE ,TRO, _ RECORD
EXECUTIVE �Lli!�{ii'_ i.!? Y!a'J.i .. ... ve ID
i =NOM STRUCTURE
70 STRUCTURE I
..R.INE .I,_ - .00 • . . F I- = DUR'PTI !i- Thv:- NC _ 2 NT
. .. .... 2 TERNATE Sl.- STORN NO.= - MAIN TIME INCREMENT - :)v HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROSRAPH= 1
AREA= .06 SO MI NPU: RUNOFF URVE= 50, OF CON-E T .33HOURS
I ;-''-' �i t TIMEr ;s ?J GuTIDN= HDI,R.,
Ii<TER";AL HYDROGRAPH TIME INCREMENT= .0440 HOURS
PEAK TIME(HRS` PEAK DISC'.HARGE(CFS) PEAK ELEVATIONIFEET)
12.II 138.98 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW - L.>a WATERSHED IN1yE5, 98.49 CFS'rR:s:, 8.14 ACRE-FEET; BASEFLOW
= .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 3. ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
COMPUTATIONS COMPLETED FOR PASS .,
EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID

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1
tttfttttttttttttt180-80 LIST OF INPUT DATA FOR TR-20 HYDROLOGYtttttttttttttttttt
JOB TR-20 FULLPRINT SUMMARY
TITLE 001 Independence Grande 10-YR, 50-YR AND 100-YR BASIN ROUTING J /�� ,-� e i� - I •
TITLE 000 ULTIMATE TONING, FILENAME 4282 SWM.T20 "II --CL G:1 �/1;
3 STRUCT 02
35.0 0.0 0.00 r A 3 1
8 36.0 0.4 1.36 l/�/ v w '�
8 37.0 0.5 2.86
8 38.0 10.6 4.43 t c
8 39.5 28.8 5.25
8 39.0 36.3 6.08
8 40.0 54.6 8.03
8 41.0 171. 10.4
8 41.5 287. 12.0
9 ENDTBL
6 RUNOFF 1 01 1 .06 80. .17 1 0 0 1 0
6 RESVOR 2 02 1 2 35.0 _ 1 00 1 0
ENDATA
7 INCREM 6 0.050
7 COMPUT 7 01 02 O. 7:0 1.0 2 2 01 01
ENDCMP 1
7 COMPUT 7 01 02 0. 9.0 1.0 2 2 01 02
ENDCMP 1
7 COMPUT . 01 02 O. 10.0 ..0 2 2 01 03
ENDCMP 1
ENDJOB 2
OittI*tt*t'tattt$$$MUtttittt#t N F .-80 LIST*I# #t y, t $ d�¢5 ,,}}#..y.. !_f $
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1
- 20 XEO 09-17-96 09.21 Independence Grande 1:-YR. 50-YR AND 100-YRBASIN ROUTING JOB I PASS 1
REV PC 09 831.2) ULTIMATE ZONING, FILENAME 4282 SWM.T20 PAGE
EXECUTIVE CONTROL OPERATION INCREM RECORD ID
+ MAIN TIME .05_INCREMENTHO
URS
EXECUTIVE CONTROL OPERATION COMPUT
RECORD ID
+ FROM STRUCTURE 1
+ TO STRUCTURE RUCTURE 2
STARTING TIME _ .00 RAIN DEPTH = 7.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 1 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF SIRUiCTJRE 1
OUTPUT HYDROGRAPH= 1
AREA= .06 SO MI INPUT RUNOFF CURVE= 80. TIME OF CONCENTRATION= .17 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0227 HOURS
PEAK TIMEIHRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.01 227.83 IRUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 3.74 2ATERSHED INCHES, 144.77 CFS-HRS, 11.96 ACRE-FEET; BASEFLOW = ,00 CFS

--- r ilkuunHrri ru 1 UUL i Ultt 1, HL i ti(NH i t 1, S I UKi1 1, Huf)U) I U UUTPU1 HYDRO6RAPH FILE ---
OPERATION RESVOR STRUCTURE 2
INPUT HYDROGRAPH= 1 OUTPUT HYDROGRAPH= 2
SURFACE ELEVATION= 35.00
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.29 49.30 39.71
TIME(HRSI FIRST HYDROGRAPH POINT - .00 HOURS TIME INCREMENT = .05 HOURS DRAINAGE AREA = .06 SO.NX.
6.50 DISCHG .00 .01 .01 .01 .01 .01 .01 .01 .01 .01
7.00 DI5CHG .01 .01 .01 .01 .02 .02 .02 .02 .02 .02
7.50 DISCHG .02 .02 .02 .02 .03 .03 .03 .03 .03 .03
8.00 DISCHG .03 .04 .04 .04 .04 .04 .04 .05 .05 .05
8.50 DISCHG .05 .05 .06 .06 .06 .06 .07 .07 .07 .07
9.00 DISCHG .08 .08 .08 .09 .09 .09 .10 .10 .10 .11
9.50 DISCHG .11 .11 .12 .12 .13 .13 .13 .14 .14 .15
10.00 DISCHG .15 .16 .16 .17 .17 .18 .18 .19 .19 .20
10.50 DISCHG .21 .21 .22 .23 .24 .25 .26 .27 .28 .29
11.00 DISCHG .30 .31 .32 .34v
.3:: .36 38 .40 .40 .41
11.50 DISCHS .41 .42 .42 .44 .45 .47 .49 2.63 6.58 13.49
+iDISCHG4_. 649 49.30 49.0
r
�t.t, 29.G9 37.03 ' °v 46.75 48.49 .,i„ 9 40.60 47.95
12.50 DISCHS 47.22 46.46 45.68 44.87 44.04 43.22 42.42 41,60 40.77 39.92
13 0n IS 37.443.6•. 6i35.82 05 34 29 '' 5- 32.82 32: 09
.,....v DISCHG 39.vG 38.25 .,.,..�., ., .2. iJ,.,,l ..
13.50 DISCHS 31.39 30.70 30.02 29.34 26.50 26.96 25.53 24.22 22.99 21.84
14,00 DISCHG 20.79 19.82 15.91 10.06 17.27 16.53 15.05 15.21 14.60 14.03
14.50 DISCHO 13.49 12.95 12.52 12.06 11.6311.2.2 10.84 10.57 10.47 10.37
RUNOFF VOLUME ABOVE BA E LOW = 2.36 WATERSHED NCHEa. 91.50 CFS-rPS, 7,56 ACRE-FEET; BASE FLOW - .00 CFS
1 20 XEO 09-17-96 09 21 i e denyGrande 1 YR, 50- RAND 100-YR BASIN ROOMS 1 PASS
��dee�fl _t, a �-:; ,,•,• r,. r�fi P JOB 1
REV PC 09/G3(.21 ULTIMATE ZONING, FILENAME 4282 Sa.T20 PAGE 2
--- HYDROGRAPH FCF STRUCTURE UURE 2. ALTERNATE T i STORK 1ADDEDTO OUTPUT YDR ---
EXECUTIVE t: it OUTPUT HYDROGRAPH FIL';
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
COMPUTATIONS COMPLETED FOR PASS 1
1
TR20 XEO 09-17-96 09:21 Independe [e Grande 10-YR, 50-YR AND 100-YR BASIN ROUTING JOB 1 PASS 2
REV PC 09/83(.21 ULTIMATE ZONING, FILENAME 4282 SNM.T20 PAGE 3
EXECUTIVE CONTROL OPERATION CONPUT RECORD ID
FROM STRUCTURE 1
4 TO STRUCTURE 2
STARTING TIME _ .00 RAIN DEPTH = 9.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST. COND= 2
ALTERNATE NO.= 1 STORM NO.= 2 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAFH= 1

imitni!flL nrur.uunNrn ri.it 1reuttti1 Nt= .vLL1 iiU1it,;
PEAK TIME(HRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
' 12.01 313.08 (RUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 5.30 WATERSHED INCHES, 205.26 CFS-HRS, 16.96 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE ---
OPERATION i R u R STRUCTURE 2
'...:.,D� n.ES,O 3�east,�t1R L
INPUT HYDROGRAPH= 1 OUTPUT HYDROSRAPH= 2
SURFACE ELEVATION= 35.00
PEAK TIMEIHRS) PEAK DISCHARGE(CFS) PEAK ELEVATION(FEET)
12.17 133.15 40.67
TIME(HRS) FIRST HYDROGRAPH POINT = .00 HOURS TIME INCREMENT = .05 HOURS DRAINAGE AREA = .06 S9.MI.
5.00 DISCHG .00 .00 .00 .00 .00 .00 .00 .00 .00 .01
5.50 DISCHG .01 .01 .01 .01 .01 .01 .01 .01 .01 .01
6.0C EISCHG .01 .01 .02 .02 .02 .02 .02 .02 .02
6.50 DISCHS .05 .03 .03 .03 .03 . +4 .04
::- .04 .04 .04
7.00 LISCHE .05 .05 0= - .05
.06
7.50 __SCHG .07 .C7 .07 .C7 .0 .OS .08 .CE .09 .05
8.0 C _I3CHS .;',5 .1.'2 0 1 :
E.EC:' I__- ' .:3 .__ .14 .1- .14 '_f .15 .14 .16 .17
5.90 DISCHS .17 .IG .18 .15 .20 _r.2 .22
.25 .2 .25 .25 .26 .2. .2 .28 .29
10.00 DISCHG .30 .3 .31 .32 .34 6 {{7
.33 .L•.1 .3N .J( .38
10.50 DISCHS .39 .40 .40 .40 .41 .41 .41 .42 .42 .43
11.00 DISCHG .43 .43 .44 .44 .45 .45 .46 .46 -
11.5 D SCHE .48 .49 .57 2.28 4,4 6,92 9.74 20.38 5_.43 41.26
12.00 DISCHG 51.14 85.06 118.57 131.88 130.70 123.12 115.55 103.51 93.48 84.04
12.50 DISCHG 75.68 62.49 62.28 56.83 54.03 55.17 52.27 51.35 50.40 49.42
13.00 DISCHG 48.45 47.49 44.54 45.58 44.61 43.67 42.75 41.84 40.93 40.04
( . -; DISCHG 39.16 35.31 37.47 36.64 3_ J 35 'i5 - .10
.f: Jv.iJ� -Jv.�lj 34.29 L..Sa vt� 3i.j1 ?� �
14.00 DISCHG 31.40 30.72 30.06 29.41 28.74 27.25 25.89 24.62 25.42 22^
.31
14.50 DISCH8 21.28 20.32 19.43 18.58 17.78 17.03 16.34 15.71 15.13 14.60
RUNOFF ABOVE BA EFLOW _ WATERSHED INCHES, 51 CF`=-H - -
.. VOLUME 3.86 iN::HE.,, 149..,: t::v RS, 12.36ACRE-FEET: Bt;SEFLiId - .00 CFS
1
TR2O XE9 09-17-96 09:2i Independence Grande 10-YR, 50-YR AND 100-YR BASIN POUTING JOB 1 PASS 2
REV PC 09183(.21 ULTIMATE ZONING, FILENAME 4282 SWM,T20 PAGE 4
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1. STORM 2, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 2
1
TR2O XE9 09-17-96 09:21 Independence Grande 10-YR, 50-YR AND 100-YR BASIN ROUTING JOB I PASS 3
REV PC 09/83(.2) ULTIMATE ZONING, FILENAME 4282 SWM.T20 PAGE 5

EXECUTIVE CONTROL OPERATION CGNPUT RECORD ID
+ FROM STRUCTURE 1
TO STRUCTURE 2
STARTINS TIME _ .00 RAIN DEPTH = 10.00 RAIN DURATION= 1.00 RAIN TABLE NO.= 2 ANT. MOIST. CONE= 2
ALTERNATE NO.= 1 STORM NO.= 3 MAIN TIME INCREMENT = .05 HOURS
OPERATION RUNOFF STRUCTURE 1
OUTPUT HYDROGRAPH= 1
AREA= .06 SO MI INPUT RUNOFF CURVE= 80. TIME OF CONCENTRATION= .17 HOURS
INTERNAL HYDROGRAPH TIME INCREMENT= .0227 HOURS
PEAK TIME(HRS1 PEAK DISCHARGE(CFS) PEAK ELEVATIONIFEET)
12.01 355.65 tRUNOFF)
RUNOFF VOLUME ABOVE BASEFLOW = 6.10 WATERSHED INCHES, 236.16 CFS-HRS, 19.52 ACRE-FEET; BASEFLOW = .00 CFS
--- HYDROGRAPH FOR STRUCTURE 1, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE ---
OPERATION RESVOR STRUCTURE 2
INPUT HYDROGRAPH 1 OUTPUT aYi;}'u KAPH= 2
SURFACE EL EV}TION= 35 00
PEAK TIME(HiRS) PEAK DI CHARGEIC S; PEAK ELEVATION(FEET1
15
12.1'- ilea 2'S 41,II3
! . _tHRS) FIRST HYDROGRAPH POINT - .00 HOURS
TIME INCREMENT = .05 HOURS DRAINAGE A`°E': _ .06 :,O:ha
5.00 DJSCHE. .01 .01 .01 .01 .01 :01 .01 .01 ^.01 .01
ilr 01 02Al .02 a 02 .02 .02
r.a.i0 Di:�L!!f� .31 aIli .YL .02 .v . .02
�09 DISCHG-!;0KG 3 .03 .03 .03 .03 .03 .03 .04 . - . } Ail
6.50 DISCHG .04 .95 .35 .05 .05 .06 .!t6 .06 .06 .07
7.00 DISCHG .07 .07 .07 .08 .06 .06 .09 .09 .09 .09
7.50 DISCHG .10 .10 .10 .11 .11 .11 .12 .12 .13
8.0'i DISCHL .i.l .15 a-4 .14 .15 .15 .1, ..L .16 .I?
8.50 DESLNS .17 .18 .18 .19 .20 .20 .21 .21 .22 .22
9.00 FISCH!i .24 ._'4 .25 .26 .26 .27 .28 .28 .29
9.50 DINCH& .30 .31 .31 .32 .33 .34 .35 .36 .56 .37
10 00 0150Kr_ 39 .40 .40 .40 .41 .41 gS .42
i .Y: DIEM .38 . .`f1 .41
10.50 0150H5 .42 .42 .43 .43 .43 .44 .44 .45 .45 .45
11.00 DISCHG .46 .46 .47 .47 .48 .49 ,49 .50, _.;i 02 ,i.7J 0
11.50 DISCHG :
1T _
2.40 3.20 4.41 6.29 8.73 i•�.5;i 23.91 -� .::8 40.38 50.50
12.00 8150KG 58.56 136.52 167.15 175.23 169.43 156.85 142.77 128.74 115.22 102.77
12.5E DISCHE 91.86 82.55 74.56 67.61 61.60 56.52 54.11 53.26 52.36 51.42
13.00 DISCHG 50.49 49.57 48.64 47.70 46.75 45.82 44.91 44.O1 43.1E 42.21
13.50 8150KG 41.34 40.48 39.64 34 79 13 3{ 3_ 7 74.25 34.10
. _'i3e 37.95 _}7. J JCs:al•_ a�v.1f _�v 2
DISCHG 33 39 {.
14.00 n� _.,.� 32,70 32..!2 31.36 30.7E 50.05 29.44 22.83 27.44 26.09
14.50 DISCHG 24.84 23.68 22.61 21.5E 20.62 19.72 18.90 18.14 17.44 16.81
RUNOFF VOLUME ABOVE BASEFLOW = 4.63 WATERSHED INCHES, 179.11 CFS-HRS, 14.80 ACRE-FEET; BASEFLO: _ .00 CFS
TR20 XEQ 09-17-96 09:21 Independence Grande 10-YR, 50-YR AND 100-YR BASIN ROUTING JOB 1 PASS 3
REV PC 09 83(.2) ULTIMATE .ONIN6, FILENAME 4282 SWM.720 PAGE 6
--- HYDROGRAPH FOR STRUCTURE 2, ALTERNATE 1, STORM 3, ADDED TO OUTPUT HYDROGRAPH FILE ---
EXECUTIVE CONTROL OPERATION ENDCMP RECORD ID
+ COMPUTATIONS COMPLETED FOR PASS 3

EXECUTIVE CONTROL OPERATION ENDJOB RECORD ID
TR2O XEO 09-17-96 9:21 Independence Grande 10-YR, 50-YR AND 100-YR BASIN ROUTING JOB I SUMMARY
JL�MMAr Y
REV PC 09/83(.2) ULTIMATE ZONING, FILENAME 4282 SWM.T20 PAGE 7
SUMMARY TABLE I - SELECTED RESULTS OF STANDARD AND EXECUTIVE CONTROL INSTRUCTIONS IN THE ORDER PERFORMED
(A STAR(#) AFTER THE PEAK DISCHARGE TIME AND RATE (CPS) VALUES INDICATES A FLAT TOP HYDROGRAPH
A SUESTION MARK(?) INDICATES A HYDROGRAPH KITH PEAK AS LAST POINT.)
SECTION/ STANDARD RAIN ANTEC MAIN PRECIPITATION PEAK DISCHARGE
STRUCTURE CONTROL DRAINAGE TABLE MOIST TIME RUNOFF
ID OPERATION AREA * COND INCREM BEGIN AMOUNT DURATION AMOUNT ELEVATION TIME RATE RATE
(SO M`) IHR) (HR) (IN) (HR) (I4) (FT) '4f?' CFS.
(CS.)
ALTERNATE 1 STORM I
STRUCTURE RUNOFF .06 _ 2 .05 .0 'ii 1 J --- 12 - ._Lt. 2
STRUCTURE rr.t%.�,--. .06 ::i.. 14r%Jv ,:� !s`ril '7 0? :'�:?„
STRUCTURE 2 R_SVCR2 2 .05 .0 7: 0 24.00 2.56 - 12 9 49,5
821.6
ALTERNATE _ STORM 2 -r
.RUCURE _ RUNOFF .06 205[ 0 99 52113.1
.
2 .SJ J .`F .J J 24.00 vJ v� --- 12.91
n :1 313.98
1 t %' �+ `
STRUCTURE 2 RESVOR .06 _ _ .05 :0 3.024.00 y, 40.67 _. . :15 229.1
Jr U�� . ate.l! l.F aJ.1: iia..a
--__-
ALTERNATE STORM ORM
}:UC UIE _ J11Fr .96 .05 .0 10:00 24,00 r.1:.: --- - -' -- 'r
STRUCTURE 2 RESVOR .26 2 2 :05 .0 10:9: 24.00 4,6? 4!.9T, I2.15 :73. 71 r:
•
r.,
tiL XEO 09-1 -94 09:2 __ i•3-V 50-YR 00- r: -- -
ii:+nee'L';i�eii:e u:3?IJe ,;� tr.. 3v }n. AND V' 44 ;:};� �; ::v �� ;t.� 1•
RED% f?^ - - ��•�•:.' k. !dy - - a•• _.es a J%Jliia�}
E 0 /S31.2' ULTIM=T_ _C._.._ . _LENA..E 4 62 S)I.T._. PAGE I t`GL L
.vM1ARY TALE _ - DISCHARGE ._-J' A7 XSECTI_ .a A.D STRUCTURES FOR - .RMS ALTERNATES
!SECTION/ DRAINAGE 111'
STRUCTURE ARFA STORM UMBERS
ID (SO M!) a 2 3
STRUCTURE 4 P Qo` 07°51)
-- ALTERNATES: 49.30 i 133.15 178.26 4 c=5 c- \--
. STRUCTURE 1 .46
ALTERNATE 1 227.83 =+3,08 355.65 ,.
1 JOBS OF *O
t Ih THIS RUN

JAN-08-1996 09 a 19 FROM EHNR W I LM REG OFFICE TO 9.34.3`1J41 r,e2
85% TSS REMOVAL
r 30 FOOT VEGETATED FILTER REQUIRED
DEPTH 3' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
I IMP % ,
10% .9 .8 .7 .6 .5 0 0 0 0 0
20% 1.7 1.3 1.2 1.1 1.0 .9 .8 .7 .6 .5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 .9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 - 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 3,1 • 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 1.3
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
90% TSS REMOVAL
NO VEGETATED FILTER REQUIRED
DEPTH 3' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 6.5' 7.0' 7.5'
Be %
10% 1.3 1.0 .8 .7 .6 .5 .4 .3 .2 .1
20% 2.4 2.0 1.8 1.7 1.5 1.4 1.2 1.0 .9 .6
30% 3.5 3.0 2.7 2.5 2.2 1.9 1.6 1.3 1.1 .8
40% 4.5 4.0 3.5 3.1 2.8 2.5 2.1 1.8 1.4 1.1
50% 5.6 5.0 4.3 3.9 3.5 3.1 2.7 2.3 1.9 r 1.5
60% 7.0 6.0 5.3 4.8 4.3 3.9 3.4 2.9 2.4 1.9
1
70% 8.1 7.0 6.0 5.5 5.0 4.5 3.9 3.4 2.9 2.3
80% 9.4 8.0 7.0 6.4 5.7 5.2 4.6 � 4.0 3.4 2.8
,
90% 1 10.7 1 9.0 .1 7.9 7.2 1 6.5 5.9 1 5.2 14.6 3.9 • 3.3 I llllI
1 100% 1 12.0 110.0 1 8.8 8.1 7.3 6.6 5.8 5.1 4.3 3.6
Note: The required surface area calculated from the tables is to be provided at the permanent pool elevation.
TOTAL P_02

UV4848 UV7296
i
indall UV7272 UV0410 series
TINDALL CONCRETE PRODUCTS,INC. • P.O.BOX 1778 • SPARTANBURG,S.C.29304 • TELEPHONE[phone] ©1979
--- LENGTH > 5"
[-4--
i WIDTH LENGTH
_ — _ 5" UV4848 Series 4'-0" 4'-0"
I UV7272 Series 6'-0" 6'0"
• UV7296 Series 6'-0" 8'-0"
"•,,, . UV0410 Series 4'-0" 10'-3"
((48" INSDIA.
; WIDTH
1
;\\N'----- -----"/K OPTIONAL
!aY WEIGHTS -POUNDS
LGTH SECTION UV4848 UV7272 UV7296 UV0410
0" FST 1838 5130 6667 6237
I I i1 12" 1T 3042 5610 7049 7173
6" 24" 2T 4221 7370 9117 9544
I L _1--..-- _. 36" 3T 5400 9130 11183 11914
48" 4T 6579 10890 13268 14303
LAY I 60" 5T NA 12650 NA NA
I TOP LGTH. I 72" 6T NA 14410 NA NA
I
j 84" 7T NA 16170 NA NA
.
LAY WEIGHTS-POUNDS
LGTH SECTION UV4848 UV7272 UV7296 UV0410
•=; - -- --- - .- __ .__- __ - 12" 1R 1187 1760 2107 NA
24" 2R 2362 3520 4184 NA
I I 36" 3R 3538 5280 6265 NA
RISER LAY 48" 4R 4712 7040 8370 NA
LGTH. , 60" 5R NA 8800 NA NA
I 72" 6R NA 10560 NA NA
84" 7R NA 12320 NA NA
LAY WEIGHTS-POUNDS
LGTH SECTION UV4848 UV7272 UV7296 W0410
. - --- -- - -t - -i -- 24" 2B 4202 7370 9153 9044
1 ! 36" 38 5377 9130 11204 11429
I 48" 4B 6552 10890 13273 13886
I BASE LGY 60" 58 NA 12650 NA NA
72" 68 NA 14410 NA NA
I -_ - _ _ _ _ _ L _1 84" 78 NA 16170 NA NA
6„ BASE SLAB EXTENSIONS ON
J ON SHORT WALLS
AVAILABEL ON SPECIAL ORDER
20

HANOVER DESIGN SERVICES, PA
1 D�.,.�'_E e^ tor LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
0 'P TS----=C I C,97 SHEET OF
4511-,
, , ,& " „--,
'2,`-1 l " i75" 0 &
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Outlet W, = Do + 0.4La 120 - - -- --
pipe I.
diameter� La .� I . ... : . I ; :I: i. €I ',i ,IY� . ,! ,` i`1
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o miii■I proms pi F IIIIIII 1I n■ �r 11 • r. 11 rniitielF,-.' ,•: CV°h "_11
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• • -.It1�v1r.mei111
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I 'v=10 ,d - I ..
-11. .. . . ... i • '1■a - :1 l • . , • • I ,.'I ,: :I;11: .I lj. ..l: il:I I II i:: I g
3 5 10 20 50 100 200 500 1000
Discharge(ft3lsec)
Curves may not be extrapolated.
Figure 8.06b Design of outlet protection from a round pipe flowing full,maximum tailwater condition(T.a 0.5 diameter).
5,____.-
8.06.4 Rev.12i93

cM ad upI
,r. 00 \s n 01n � N 0. 0 ; o O 0 r
co
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o-u-e-u Lc .k S -�-
10
20 viArt,v,
H (FT.)
500 <. ��o P Tc (MIN.)
400 300 150 l — 200
EXAMPLE 7C�
Height = 100 Ft.- =
. i_. :-- 200 Length=3,000 Ft.
w Time of concentration=l4Min. — t00
--I =- 150 = 80
o ::: 6 O
O ..�t00 10,000 ..
La —_ _ - 5 0
0O — ~ x,4 493 z — 40
.. 000
a •- 5 CO --- 3 0
Z 40 � � `? 25
cC
a0. 3 0 cc 3,000 I-- 20
1_
w Note: 2,000 .41 1,
0 20 Use nomograph Tc for natural z
2 basins with well defined channels, 0 1,500 0
uc for overland flow on bore = 0 10a
earth,and for mowed gross road- 0 1 „ , u-
o 8
en
Fordover channels. , • •ssed sur- J w
O • . • 6
u u. aces, multiply Tc by Z.
0 5 For overland flow, concrete or 2 500 }. 5
}- 4 asphalt surfaces, multiply Tc M 4
ca by.0.4. X 300a 3
173 3 For concrete channels, multiply -
= 200
TcbyQ,2. 2
2 150
'CO
1 l
Based on study by P.Z. Itirpich,
Civil Engineering,Vol.l°, No.6, June 1940, p.362
C 0 - 41titSkr. C° cy1_�� 'S
:� 05Q--- �se
`� t co x 0,4
\ • iDDs-f-joAst-e(0-p-e nu-at T-9.18

HANOVER DESIGN SERVICES, PA
f (f / k(,I) , LAND SURVEYORS, ENGINEERS, LAND PLANNERS
Y 319 WALNUT STREET, WILMINGTON, NC 28401
SHEET OF
c , rL.
CLGv%e_
se , s 7(3 °70
cj coo
GT 1 0C L s
F-120-A4 Co a 4 40
a s-.v.44, p 0....ox..CQ ?.k
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OC) k/C.4- vc,(.. ao(-4-a-k,
euu-e-(7-0-?_ t fru,p_e. Oz._s -70 %
C), Go
Q ------ CI CA- 00 LP s

HANOVER DESIGN SERVICES, PA
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
A-L-10 e It
SHEET OF
w
f -7-4 co CY D r U4Qo� r4 T_
inccer-c- 1 1 fa,.--- 46. 0
'...:___....NZ.___,._, /1
ft ! ,7 i _i____
\._ _/// f
\ I ,t
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&(2-(Ass fl o_ oc -5
( 74cs
v 2 fts
t = 7 ►rvtep ..
P- leDik OaSk CitAket. Lc-(-- 2_

I.
FIGURES 235 -
FIGURE 38
HEAD FOR CIRCULAR CONCRETE PIPE
CULVERTS FLOWING FULL
n= 0.012
-2000 \
Z w NW y h w -
Z
4
__100 -144? J Slope So
71000
x -1-13220 SUBMERGED OUTLET CULVERT FLOWING FULL '5
HW=H+h0-S0L -.6
-114 600 -j 8 For outlet crown not submerged,compute HW by
-500 -962 methods described in the design procedure _-8
_
_400 _84
90 -1A
1�J -300 -78 _
l�C -7L
-66 O '
200 -60 ``� p C�+0 Ln W
Ida �ti -2
Z - _ -54 0 / n00 r(J N z
.C_ �' �= V -48 0 " ; = -3
z 0 2 •
�� lil =800 z -42 T /O? _ .LOO 00 F ¢ -4
_ -60 , o -36 p'O_ ---- WO--- 00 b00 r -5
v cn cc -33 ,12 CO �' O �00 -6
c_n -50 11 w ✓ \, NO
o -400w -3�
✓ 2 -27 500 A _-8
•
a =10
-30 0 -24 co
•s
-20 -21 -.
- -18 .
�----.. � .
-10 -15 '`---
(100
6 -12 C
s -4 U �., ID
i "------------- ---L-----1::________tt i "S7,
BUREAU OF PUBLIC ROADS JAN. 1963 I
iirY1 64.1CA (.4. _..,,,,... 4
C .cyt . C� $ `�
.� . -4=

BUDILDING AREA BREAKDOWN
SQ FT PER SQ FT PER BLDG
BLDG = 5064.94 SQ FT = 7205.14 SQ FT
(BULDINGS INCLUDE: (BULDINGS INCLUDE:
14,12,11,1,4,7,28, 31,30,29,19,25
22,20,23,AND 26) 10,15,5,AND 6)
TOTAL SQ FT: 55714 TOTAL SQ FT: 64846
BULIDING 'A' TYPE BULDING 'C' TYPE
ILTH ILT8
156
SQ. FT. PER
SQ FT PER
BLDG = 5243.22 BLDG = 6952.69 SQ FT
( BULIDINGS INCLUDE: (BULDINGS INCLUDE:
27,18,17,21,16,2,8, AND 13) 24,3, ANF 6)
TOTAL SQ. FT : 41946 TOTAL SQ FT: 20858
BUILDING 'B' TYPE BULDING 'D' TYPE
ILTL I1T1
POOL SQ FT = 4062 SQ FT I
LEASING BLDG = 3611 SQ FT
TENNIS COURT = 7222 SQ FT Thirty—one carports
COMMUNITY BLDG = 4517 SQ FT 550 sq ft per carport
TOTAL SQ FT: 17050
CARPORT
OVERALLBULDING SCE FT = 219826
Pam- Gv-cuAsAa, " Lacicktovtai toPorw.,..to,

HANOVER DESIGN SERVICES, PA
LAND SURVEYORS, ENGINEERS, LAND PLANNERS
319 WALNUT STREET, WILMINGTON, NC 28401
SHEET OF
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STORMWATER
INDEPENDENCE GRANDE D E C E I V E
Additional Calculation Summary for D.E.M. - - SEP
171996
WATER QUALITY CONSIDERATIONS -
PROJ # 57.�
Impervious area calcs: See Project Data Sheet
NO OFFSITE AREAS DRAIN TO POND
LOT 1 - 3.145 acres @ 80% = 2.52 acres impervious
LOT 2 - 3. 657 acres @ 80% = 2.92 acres impervious
LOT 3 - 32.119 acres 24.19 acres impervious
TOTAL SITE AREA = 39.00 acres TOTAL IMPERVIOUS 29 .63 acres
* NOTE: ACTUAL IMPERVIOUS WILL BE LESS THAN MAXIMUM.
Lots 1 and 2 will be deed restricted to above.
* Retention of first 1" of run-off:
Lot 1 - 32.19 acres total - 8.00 acres grass and pond areas
( note that this is just lame c ritiguaas areas, rot
AIL grass and vegkated areas, so inperviaus calm
are extremely conservative )
= 24. 19 acres impervious
SA REQUIRED: 29. 63 x 9.98 + 9.37 x 0.20 / 39. 00 = 0.79 USE 80%
At 7.5' depth, 90% TSS removal, from chart - SA factor = 2 .8
39. 00 x 0. 1 x 2.8 = 1. 09 acres = 47570 sf SA REQUIRED
At Elev = 35.0 - I 1.25 acres = 54235 sf SA PROVIDED
Factor of Safety = 1.14
VOLUME REQUIRED: (29. 63 x 0.98 + 9.37 x 0.20) x 1/12 =
112,200 cf REQUIRED STORAGE
At Elev. }= 37.00 - 124,575 cf PROVIDED STORAGE
Factor of Safety = 1. 11
Average head from storage elevation to CL oriface -
37.0 - 35.17 1.833
* 4" PVC drain to drawdown pond:
Oriface Eq'n: Q = CA(2gh) ^1/2 "_
^!1!!l,, ,s +'� Q = 0.6( .087) (64.4 X 1.83) ^1/2 '�
o,.•`�� Qe ARO(/ = 0.569 cfs
r� moo.*•'iSS EO'•°ti'Y T - 218,965 sec. = 2 . 5 days OKAY
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State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF WATER QUALITY Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
September 10, 1996
Mr. David Hollis, P.E.
Hanover Design Services
319 Walnut Street
Wilmington, North Carolina 28401
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960820
Independence Grande
New Hanover County
Dear Mr. Hollis:
The Wilmington Regional Office received a Stormwater Management Permit Application for
- Independence Grande on August 26, 1996. A preliminary review of that information has determined that
the application is not complete. The following information is needed to continue the stormwater review:
/1. Please provide an authorization for David Falk to sign as agent for Bruce Cameron, or have
Mr. Cameron sign both the permit application and the Operation and Maintenance plan. The
permit shows Mr. Cameron as owner, but the 0 & M has Drucker and Falk as the
responsible party for maintenance.
7 2. Please complete the breakdown section of the permit application. An attachment with that
information was not provided.
v 3. Please dimension the parking, sidewalks, and buildings. Typical footprints are always good
ways to convey the amount of built-upon area for each building.
4. Please add one long dimension for the pond.
5. You have again equated the combined runoff coefficient for the site to the percent
impervious of the site. This site is 76% impervious, not 80%.
127 Cardinal Drive Extension,Wilmington,N.C.28405-3845•Telephone [phone]•Fax [phone]
An Equal Opportunity Affirmative Action Employer

.]
•
Mr. Hollis
September 10, 1996
Stormwater Project No. SW8 960820
6. Normally, a chlorides test is required because this pond flows to an unnamed tributary of
Hewlett's Creek, which is SA waters. However, the Holly Tree Racquet Club with a
permitted detention pond is located off Holly Tree Road, and discharges into the same
unnamed tributary, therefore, additional testing will not be needed.
7. The 6" orifice specified will draw down the pond in less than 2 days. Did you use the
average head from the storage elevation to the centerline of the orifice to calculate the flow?
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received by this Office prior to October 10, 1996, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you have any questions concerning this matter please feel free to call me at [phone].
Sincerely,
4dou
Ms. Linda Lewis
Environmental Engineer
JBB/arl: S:\WQS\STORMWATIADDINFO1960820.SEP
cc: Linda Lewis
Central Files
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