SW8960321_HISTORICAL FILE_19960529

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 C1\,90321
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
® HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
1C)q%,o 052C)
YYYYMMDD

it, of North Carolina
.Department of Environment,
Health and Natural Resources
Division of Environmental Management
James B. Hunt, Jr., Governor
Jonathan B. Howes, Secretary
A. Preston Howard, Jr., P.E., Director
Mr. G. M. Hock
Stormwater Owner's Association, Inc.
4117 North Roxboro
Durham, North Carolina 27704
Dear Mr. Hock:
May 29, 1996
Subject: Permit No. SW8 960321
i
:igh=Densi**tyrS:u0�J1ivision Stormwater Project
Cuty
The Wilmington Regional Office received the Stormwater Application for Hock Subdivision on March 20, 1996, with
final information on May 22, 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 960321 dated May 29, 1996, to Stormwater Owner's Association, Inc..
This permit shall be effective from the date of issuance u May 22, 200 d shall be subject to the conditions and
limitations as specified therein. Please pay special attention n 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,
t vi /Xl-IE:...
Dave Adkins
Regional Water Quality Supervisor
DA/arl: S:\WQS\STORMWAT\PERMIT\960321.MAY
cc: Larry Sneeden, P.E.
Alan Golden, New Hanover County Inspections
Beth Easley, New Hanover County Engineering
David Mayes, City of Wilmington 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 960321
DIVISION OF ENVIRONMENTAL MANAGEMENT
Project Name:
Permit Number:
Location:
Applicant:
Mailing Address:
Application Date:
Water Body Receiving Stormwater Runoff:
Classification of Water Body:
If Class SA, chloride sampling results:
Pond Depth:
PROJECT DATA
Hock Subdivision
960321
New Hanover County
Mr. G. M. Hock
Stormwater Owner's Association, Inc.
4117 North Roxboro
Durham, North Carolina 27704
March 20, 1996
Burnt Mill Creek
"C Sw"
N/A
5.5 feet
Permanent Pool Elevation: 33 MSL
Total Impervious Surfaces Allowed: 936,540 square feet
(Lots= 824,155 ftz. Number of lots will be based on market demand. All to be restricted to 90%)
(Roads/sidewalks= 112,385 ftz)
Offsite Area entering Pond: 383,328 @ C=.8 square feet
Green Area entering Pond: 22,346 square feet
Required Surface Area: 60,917 square feet
Provided Surface Area:
Required Storage Volume:
Provided Storage Volume:
Temporary Storage Elevation:
Controlling Orifice:
63,162 square feet
99,888 cubic feet
113,256 cubic feet
34.7 MSL
.5' x .3' weir
ki

State Stormwater Management Systems
Permit No. SW8 960321
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT, HEALTH AND NATURAL. RESOURCES
DIVISION OF ENVIRONMENTAL MANAGEMENT
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
Stormwater Owner's Association, Inc.
Hock Subdivision
New Hanover County
construction, operation and maintenance of a Detention Pond in compliance with the provisions of 15A NCAC
2H .1000 (hereafter referred to as the "stonnwater 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
Environmental Management and considered a part of this permit.
This permit shall be effective from the date of issuance until May 22, 2006 and shall be subject to the following
specified conditions and limitations:
I. DESIGN STANDARDS
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 subdivision is permitted for each lot to be allowed
90% of it's area as built -upon area. The number of lots will be determined based on market demand.
3. Approved plans and specifications for this project are incorporated by reference and are enforceable
parts of the permit.
2

r
State Stormwater Management Systems
Permit No. SW8 960321
4. No homeowner/lot owner/developer shall fill in, alter, or pipe any vegetative practices (such as swales)
shown on the approved plans as part of the stormwater management system without submitting a
revision to the permit and receiving approval from the Division.
5. Each of the lots in the subdivision will be limited to the amount of built -upon area indicated in the
supporting calculations and per approved plans. Each lot must collect the runoff from all of it's built -
upon area so that it can be directed into the pond.
6. The permittee is responsible for verifying that the proposed built -upon area does not exceed the
allowable built -upon area. Once the lot transfer is complete, the built -upon area may not be revised
without approval from the permittee, and responsibility for meeting the built -upon area limit is
transferred to the individual property owner.
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.
C. 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.
81. The Director may notify the permittee 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.
H. SCIIEDULE OF COMPLIANCE
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.
2. The permittee grants permission to Regional Office Staff to enter the property for the purpose of
inspecting all components of the permitted stornwater management facility.
0

State Stormwater Management Systems
Permit No. SWS 960321
3. The petmittee shall at all times provide the operation and maintenance necessary to assure the permitted
stonnwater 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.
4. Records of maintenance activities must be kept and made available upon request to authorized personnel
of DEM. The records will indicate the date, activity, name of person performing the work and what
actions were taken.
4. Deed restrictions have been recorded in Deed Book 1998, page 0123-0124, which limit the built -upon
area per lot to 90 % of the lot area.
5. This permit shall become voidable unless the facilities are constructed in accordance with the conditions
of this permit, the approved plans and specifications, and other supporting data.
6. 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.
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.
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 form must be submitted to the Division
of Environmental Management 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 Environmental Management, in accordance with North Carolina
General Statute 143-215.6(a) to 143-215.6(c).
5

State Stormwater Management Systems
Permit No. SW8 960321
3. The issuance of this permit does not preclude the Pernittee 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 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 22nd day of May, 1996.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
AIL,
A. Preston Howard, Jr., P.E., Director
Division of Environmental Management
By Authority of the Environmental Management Commission
Permit Number SW8 960321

State Stormwater Management Systems
Permit No. SW8 960321
Hock Subdivision
Stonnwater Permit No. SW8 960321
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
1. Project Name Hock Subdivision
2. Location, directions to project (include County, Address, State Road) Attach map. New Hanover
County, Southwestern quadrant of Market St. and S. Kerr Ave.
3. Owner's Name Stornmater Owners Association, Inc. Phone [phone]
4. Owner's Mailing Address 4117 North Roxboro Rd.
City Durham State NC Zip 27704
5. Application date February 9, 1996 Fee enclosed $385.00
6. Nearest Receiving Stream Burnt Mill Creek Class c sw
7. Project description 26.6 acre commercial subdivision
II. PERMIT INFORMATION
1. Permit No. (To ber Wi.b,DW
SWIF (&o3Z'
2. Permit Type x New
Renewal Modification (existing Permit No.)
3. Proj Type _ Low Density
x Detention _ Infiltration Other _
Redevelop Gen'l _ Dir Cert
4. Other State/Federal Permits/Approvals
Required (Chat vP,"gym bh )
CAMA Major
Sedimentation/Erosion Control x
404 Permit General
III. BUILT UPON AREA (Pl
,c HCAC 2H. 1005 Wu .(OOt ra.ppli ble A-ntiry rmlu)
Upstream
Drainage Drainage
Breakdown of Impervious Area
Basin Ba in
(Fleas i-i b,b W h pi P-a u, uv)
Classification
C sw C SW
Buildings
Allowable Impervious Area
7.98 N/A
Streets 3.2
Total Project Area
26.6 8.8
Parking/SW
Proposed Impervious Area
23.9 7.9
Other
% Impervious Area
90 90
Totals 23.9 - Future
IV. STORMWATER TREATMENT (D..{b. b. W...ff Mu b. wand)
Retention provided for existing upstream proposed road and future

V. DEED RESTRICTIONS AND PROTECTIVE COVENANTS .
Deed re 'ctions and protective covenants are required to be recorded for all low density projects and
all subdi isions prior to the sale of any lot. Please see Attachment A for the specific items that must
be recor 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, G.H. Hock certify that the information included on this permit
( a.r@d"—�r>
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 211_ 1000.
i
I authorize the below timed person or firm to submit stormwatteer plans on my behalf.
Gary M. Hock, President of Stormwater Owners Assoc., Inc.
VII. AGENT AUTHORIZATION iMurr ea msm�ereni
Person or firm name Andrew 6 Kuske Consulting Engineers Inc.
Mailing, iddress 202 North Fifth Av
City Wilmington State NC
Zip 28401
Phone [phone]
Please siibmit application, fee, plans and calculations to the appropriate Regional Office.
cc: Applicant/WiRO/Central Files
u U� �Gce I1�A �yf�utl
E C E I V E -
MAR 2 01996 D
PROJ # $ ctrpo3ZI,

Andrew & Kuske
CONSULTING ENGINEERS. INC.
202 North Fifth Avenue
Wilmington, NC 28401
LETTER OF TRANSMITTAL
John R. Andrew, P.E.
J. A. Kuske, P.E.
J. Phillip Norris, P.E.
Telephone: [phone]
Facsimile: 910/343-9604
To:
\
fJ�)
Date:
Job No.
Attention:
Subject:
WE ARE SENDING YOU ATTACHED
VIA (ha_ [ ] UNDER SEPARATE COVER
[] Shop Drawings K1 Prints [] Tracings
[ ] Specifications [ ] Disks [ ] Copy of Letter
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910/343-9653 if you have any
difficulty receiving this message
COPIES
DATE
NO.
DESCRIPTION
n
I)
THESE ARE TRANSMITTED AS CHECKED BELOW:
[] For Approval (] No Exceptions Taken [] Rejected -See: Remarks
(] For Your Use (] Make Corrections Noted [) Returned For Corrections
[] As Requested (] Amend and Resubmit [J Return _ Corrected Prints
[] For Review and Comment [] Your Prints Returned After Loan To Us
[] FOR BIDS DUE []
REMARKS:
Cc:
Sign
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is prit ad and onfidential, intended for the
sole use of the addressee. If you are not the addressee or the person res' sible for delivering it to the addressee
you are hereby notified that any dissemination, distribution or copying of this document is strictly prohibited.
If you have received this document in error please immediately notify the sender and return to the address above.

Andrew & Kuske
CONSULTING ENGINEERS, INC.
May 17, 1996
Ms. Linda Lewis
Wilmington Regional Office
Division of Environmental Management
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
RE: Carmike 12-Plex Cinema
Wilmington, N.C.
SW8-960321
A&K #95284
Dear Linda:
D Cyr;: -::=-fin`-+ ,
L:::.i� LS t 11'I
I n R. Andrew, P.E.
MAY v �nOS JJJ J. A. Kuske, P.E.
J. Phillip Norris, P.E.
Attached for your review and approval is one copy of the site plan for this project. This
site is Tract "C" of the Hock Subdivision. The proposed 6.5 acres of impervious area on the 8.7
acre site is 75% impervious coverage, which is less than the allowable 90% coverage approved
in the Hock permit and required by the deed restrictions. Your written concurrence that the
project is in compliance will be appreciated.
Sincerely,
ANDR EW & KUAKE CONSULTING ENGINEERS, INC.
C. Lawrence Sneeden, Jr. P.E.
enclosures
cc: Artech Design, Inc.
I -lock Development Co.
City of Wilmington Engineering Dept.
�n
STO�I' ��hLH
�
D E C E I V E
MAY 211996 D
PROJ # �5`10003Z1
202 North Flffh Avenue Wilmington, North Carolina 28401 Telephone: [phone] Facsimile: 910/343-9604

Andrew & Kuske
CONSULTING ENGINEERS, INC.
202 North Fifth Avenue
Wilmington, NC 28401
MAY 1996
LETTER OF TRANSMITTAL
John R. Andrew, P.E.
J. A. Kuske, P.E.
J. Phillip Norris, P.E.
Telephone: [phone]
Facsimile: 910/343-9604
To: Date: Job No.:
\V"/Za - G-'I•/NR S? 9SL61
Attention: Subject:
LINo.�+ L�\vfJ 6C V IV On/
S\v s %GO1?2l
WE ARE SENDING YOU
VIA
[] Shop Drawings
[] Specifications
)PIES I DATE
2
[] Prints
[] Disks
am
ATTACHED
(] UNDER SEPARATE COVER
-)ZE V/
[] Tracings
[] Copy of Letter
2Ec0lcD6n OEcSn
THESE ARE TRANSMITTED AS CHECKED BELOW:
For Approval
[] For Your Use
[] As Requested
(] For Review and Comment
[] FOR BIDS DUE
REMARKS:
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910/343-9653 if you have any
difficulty receiving this message
DESCRIPTION
[] No Exceptions Taken
(] Make Corrections Noted
[] Amend and Resubmit
[] Your Prints Returned After Loan To Us
[]
[] Rejected -See Remarks
(] Returned For Corrections
[] Return _ Corrected Prints
cc: doc /c OE✓61 6'e "M-r
Signed;
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privilege and confidential, intended for the
sole use of the addressee. If you are not the addressee or the person responsible for delivering it to the addressee
you are hereby notified that any dissemination, distribution or copying of this document is strictly prohibited.
If you have received this document in error please immediately notify the sender and return to the address above.

_Andrew & Kuske I
��'� John J. R.A. K�uske, P.E.
_CONSULTING ENGINEERS, INC. MAY Q 1 1996 D J. Phillip Norris, P.E.
April 29, 1996
Ms. Linda Lewis
Wilmington Regional Office
Division of Environmental Management
127 Cardinal Drive Extension
Wilmington, N.C. 28405-3845
RE: Hock Subdivision
Stormwater Project # SW8 960321
Dear Linda:
Attached for your review are two copies of revised plans, calculations, and submittal
forms for your review. Comments in your letter have been addressed, with the exceptions
indicated below.
For Comment #4, the proposed property lines are preliminary and do not indicate the
final configurations. The actual lot areas will be determined by the buyer's needs. By limiting
each lot to a percent impervious area, the final lot areas are immaterial.
For Comment #8, the pond areas were replanimetered and storage and discharge
calculations revised. The storage volumes were reduced approximately 5 %, which resulted in
a 0.02 cfs reduction in allowable discharge and no change in orifice size. Because the revisions
had no significant impact on the design, the detailed pond routing calculations were not revised.
Please contact us if additional information is required.
Sincerely,
ANDREW & KUSKE CONSULTING ENGINEERS, INC.
r -4' - --4- 1
C. Lawrence Sneeden, Jr. P.E.
enclosures
cc: C.O.W. Enginering Dept.
Hock Development Co.
202 North Fifth Avenue Wilmington, North Carolina 28401 Telephone: [phone] Facsimile: 910/343-9604

Andrew & Kuske
CONSULTING ENGINEERS, INC.
202 North Fifth Avenue
Wilmington, NC 28401
LETTER OF TRANSMITTAL
John R.
J. A.
J. Phillip
Telephone:
Facsimile:
Andrew, P.E.
Kuske, P.E.
Norris, P.E.
910/343-9653
910/343-9604
To: ,`
�(
Date: I� _ /�`�
Job No.:�r
Attention:
Subject:
WE ARE SE14DING YOU
VIA I`10'a
[] Shop Drawings []
[] Specifications []
[]
NATTACHED
I) UNDER SEPARATE COVER
Prints [] Tracings
Disks [] Copy of Letter
FAX TRANSMITTAL• NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910/343-9653 if you have any
difficulty receiving this message
COPIIEEES
DATE
NO.
DESCRIPTION
V
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Cc.l
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* 62ASo5
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THESE ARE TRANSMITTED AS CHECKED BELOW:
For Approval
(] For Your Use
[] As Requested
(] For Review and Comment
(] FOR BIDS DUE
REMARKS:
(] No Exceptions Taken
[] Make Corrections Noted
[] Amend and Resubmit
(] Your Prints Returned After Loan To Us
[) Rejected -See Remarks
() Returned For Corrections
(] Return Corrected Prints
cc: MU- UEVU(Dv1T
Signed:
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and r nfidential, i to ded for the
sole use of the addressee. If you are not the addressee or the person responsible for delivering it to the addressee
you are hereby notified that any dissemination, distribution or copying of this document is strictly prohibited.
If you have received this document in error please immediately notify the sender and return to the address above.

ATTACHMENT A
LOW DENSITY AND SUBDIVISION PROJECTS
DEED RESTRICTIONS REQUIREMENTS
The following statements must be included for all low density projects, and for all subdivisions:
No more than 90% of the area 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 materials, not including wood
decking or the water surface of swimming pools. This covenant is intended to ensure continued
compliance with stormwater runoff rules adopted 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.
fill in, or�ter any lot line Swale used
For curb an&gutter projects, no one may pip�
Co,m\et North Carol ina�Stormwater Management Permit requirements
D E C E I V E
MAR 2 01996 D
D E M
PROJ# 5WSG(203ZI

ta for HOCK SUBDIVISION
T.
1
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prep&red by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydrOCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
WATERSHED ROUTING
OSUBCATCHMENT REACH Q POND 1 I LINK
svHlj vlb � UATml
D E C E I V E
MAR 2 01996 D
PROJ # M (203Z

Data for HOCK SUBDIVISION Page 2
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
SUBCATCHMENT 1
POND SUBCATCHMENT
PEAK= 27.4 CFS @ 12.12 HRS, VOLUME= 1.58 AF
ACRES
CN
SCS TR-20
METHOD
1.25
99
POND
TYPE III
24-HOUR
.35
39
GRASSED BANKS
RAINFALL=
7.0 IN
3.30
89
854 IMP., SOIL GROUP A
SPAN= 11-15
HRS, dt=.02 HRS
4.90
88
Method
Comment
Tc (min)
CURVE NUMBER (LAG) METHOD BASIN Tc
9.4
L=200'
S=.005
'/'
26
24
22
20
J) IB
4 16
U
v Iq
3 12
OJ 10
—i 0
6
4
2
0
m
SUBCATCHMENT 1 RUNOFF
POND SUBCATCHMENT
AREA= 4 9 AC
Tc= 9 4 MIN
CN= 88
SCS TR-20 METH00
TYPE III 24-HOUR
RAINFALL= 7 0 IN
PEAK= 27 4 CFS
e 12 12 HR5
VOLUME= 1 50 AF
Vl m N m N m N m
N N 1'1 I.1 P N
TIME (hours)

Data fbr HOCK SUBDIVISION Page 3
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. .31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
SUBCATCHMENT 2
AREA TO MH #2
PEAK= 13.7 CFS @ 12.24 HRS, VOLUME= 1.01 AF
ACRES CN SCS TR-20 METHOD
3.10 89 85o IMP., SOIL GROUP A TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD BASIN Tc 18.9
L=500' s=.005 '/'
SUBCATCHMENT 2 RUNOFF
AREA TO MH #2
13 AREAc 3 I RC
12 Tc= 18 9 MIN
LR
9
II
ETHOD
10 -HOUR
ul 9 O IN
4 8 7 CFSU 4 MRS7 01 AF
3 5
O S
J
Ly 4
3
2
I
aO1 u1 0 N Ol 1(1 m VI m
N N T T N
TIME Chours)

Data f6r HOCK SUBDIVISION Page 4
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
SUBCATCHMENT 4
AREA TO MH #4
PEAK= 23.7 CFS Q 12.20 HRS, VOLUME= 1.64 AF
ACRES CN SCS TR-20 METHOD
5.00 89 85% IMP., SOIL GROUP A TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD BASIN Tc 15.8
L=400' s=.005 '/'
SUBCATCHMENT 4 RUNOFF
AREA TO MH #4
22
AREA= 5 AC
T-= 15 0 MIN
20
CN= 09
IB
SCS TR-20 METHOD
TYPE III 24-HOUR
16
TYPE7 B IN
14
PEAK= 23 7 CFS
U
e 12 2 MRS
•�
12
VOLUME = 1 64 OF
3
10
O
J
0
6
4
2
N N 2 I N
TIME (hours)

Data fbr HOCK SUBDIVISION Page 5
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydrOCAD 4 00 000479 (c) 1986-1995 Applied Microcomputer Systems
SUBCATCHMENT 5
AREA TO MH #5
PEAK= 8.0 CFS @ 12.21 HRS, VOLUME=
ACRES CN
1.70 89 85% IMP., SOIL GROUP A
.04 45 WOODS, SOIL GROUP A
1.74 88
56 AF
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS,
dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD BASIN Tc 16.4
L=400' s=.005 '/'
00
7 5
7 0
6 5
6 0
5 5
5 0
LI 4 5
4 0
3 3 5
O 30
J 2 5
V
2 0
1 5
I 0
5
00
SUBCATCHMENT 5 RUNOFF
AREA TO MH #5
AREA- 174 AC
I.- 16 4 MIN
CN= Be
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7 0 IN
PEAK= B 0 CFS
e 12 21 HRS
VOLUME= 56 AF
0 1(1 m I(1 07 N D7 N 0
TIME (hcur5)

Data'for HOCK SUBDIVISION
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC.
v..A,--. Ail A nn nn/la 70 ('1 l qAG-1 qqS zinnl i orl Mi rrnrnTY
SUBCATCHMENT 9
AREA TO MH #9
PEAK= 25.2 CFS @ 12.24 HRS, VOLUME= 1.87 AF
Page 6
31 Jan 96
ACRES CN SCS TR-20 METHOD
5.70 89 85% IMP., SOIL GROUP A TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD BASIN Tc 18.9
L=500' S=.005 '/'
SUBCATCHMENT 9 RUNOFF
AREA TO MH #9
24
AREA= 5 7 AC
22
TA= IS 9 MIN
CN= 09
20
SCS TR-20 METHOD
19
TYPE III 24-HOUR
RAINFALL= 7 0 IN
J fi
PEAK- 25 2 CFS
U 14
U
P 12 24 HRS
`-�
VOLUME= 1 07 AF
12
3
10
O
J 0
L�
6
4
2
N N 12 �
TIME (hours)

Data for HOCK SUBDIVISION Page 7
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
SUBCATCHMENT 10 AREA TO MH #10
PEAK= 19.2 CFS @ 12.28 HRS, VOLUME= 1.51 AF
ACRES CN SCS TR-20 METHOD
4.60 89 85% IMP., SOIL GROUP A TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD BASIN Tc 21.8
L=6001 s=.005 1/'
SUBCATCHMENT 10 RUNOFF
AREA TO MH #10
19
18
AREA= 4 6 RC
17
Tr- 21 8 MIN
16
CN= 89
IS
SCS TR-20 METHOD
14
TYPE III 24-HOUR
13
RAINFALL= T 0 IN
'N 12
4- 11
PEAK= 19 2 CF5
0 12 28 HRS
`U 1D
VOLUME= 1 51 AF
9
3 B
O T
J 6
5
4
3
2
N N 12 T O P N
TIME (hours)

Data' for HOCK SUBDIVISION Page 8
1.
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4 00 000479 (c) 1986-1995 Applied Microcomputer Systems
SUBCATCHMENT 11 AREA TO MH #11
PEAK= 12.0 CFS @ 12.13 HRS, VOLUME= .72 AF
ACRES CN SCS TR-20 METHOD
2.20 89 85% IMP., SOIL GROUP A TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD Segment ID: BASIN Tc 10.8
L=250' s=.005 1/1
12
11
10
10
B
7
U
6
3 6
O
J
11
3
2
I
Bm
SUBCATCHMENT 11 RUNOFF
AREA TO MH #11
N d N m i(1
TIME (hours)
AREA= 2 2 AC
T.= 10 8 MIN
CN= 89
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7 0 IN
PEAK= 12 0 CFS
8 12 13 MRS
VOLUME= 72 OF
N

Data,for HOCK SUBDIVISION Page 9
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
SUBCATCHMENT 12 EXIST. N. 17/MUSSER TRACT (OFF -SITE)
PEAK= 36.7 CFS @ 12.28 HRS, VOLUME= 2.88 AF
ACRES CN
8.80 89 EXIST. DEV.
SCS TR-20 METHOD
TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS,
dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD BASIN Tc 21.8
L=600' s=.005 1/'
SUBCATCHMENT 12 RUNOFF
EXIST N 17/MUSSER TRACT (OFF -SITE)
36
34
PREA: 8 8 AC
32
T.: 21 8 MIN
CN= 89
30
28
SCS TR-28 METHOD
26
TYPE III 24-HOUR
RAINFALL 7 0 IN
24
4- 22
PEAK= 3fi 7 CFS
U 20
a 12 28 HRS
IB
VOLUME= 2 88 PF
3 16
CD 14
J 12
10
8
fi
4
2
0,
N m I(1 O UI
m N m
N N I'1
N
TIME (hours)

Data'for HOCK SUBDIVISION Page 10
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
Hydro CAD a 00 000479 (c-) 1986-1995 Annlied Microcomputer Systems
SUBCATCHMENT 15 PRECONSTRUCTION RUNOFF
PEAK= 10.7 CFS Q 13.16 HRS, VOLUME= 1.50 AF
ACRES CN SCS TR-20 METHOD
27.60 45 WOODS, SOIL GROUP A TYPE III 24-HOUR
RAINFALL= 7.0 IN
SPAN= 11-15 HRS, dt=.02 HRS
Method Comment Tc (min)
CURVE NUMBER (LAG) METHOD BASIN Tc 73.2
L=500' s=.004 '/'
SUBCATCHMENT 15 RUNOFF
PRECONSTRUCTION RUNOFF
ID
AREA= 27 6 AC
T.= 73 2 MIN
g
CN= 45
0
SCS TR-20 METHOD
TYPE III 24-HOUR
7
RAINFALL= 7 0 IN
Ul
4
PEAK= 10 7 CF5
U 6
0 13 16 MRS
UOL = 1 50 AF
5
3
0 4
J
Ll 3
2
m N m N m N 0 N m
TIME Chcurs)

Data'for
Prepared
HydroCAD
HOCK SUBDIVISION
10 YEAR 24-HOUR RAINFALL= 7.0
by ANDREW & KUSKE CONSULTING
4.00 000479 (c) 1986-1995 Applied
IN
ENGINEERS, INC.
Microcomputer
Systems
Page 11
31 Jan 96
REACH 1
PIPE FROM POND TO OFF -SITE
Qin =
47.5 CFS
@ 12.81
HRS, VOLUME=
8.22 AF
Qout=
47.5 CFS
@ 12.83
HRS, VOLUME=
8.17 AF, ATTEN=
0°s, LAG=
1.7 MIN
DEPTH END
AREA
DISCH
(FT)
(SO -FT)
(CFS)
4811 PIPE
STOR-IND+TRANS METHOD
0.0
0.0
0.0
PEAK DEPTH= 2.68
FT
.4
.7
1.3
n= .012
PEAK VELOCITY= 5.3
FPS
.8
1.8
5.3
LENGTH= 280
FT
TRAVEL TIME =
.9 MIN
1.2
3.2
11.8
SLOPE= .0015
FT/FT
SPAN= 11-15 HRS,
dt=.02 HRS
2.8
9.4
50.5
3.2
10.8
58.9
3.6
11.9
64.2
3.8
12.3
64.8
3.9
12.5
64.2
4.0
12.6
60.3
45
40
35
'n 30
L-
v 25
3 20
O
15
10
5
0m
REACH 1 INFLOW 8 OUTFLOW
PIPE FROM POND TO OFF -SITE
N m Vf O1 N
N N T 7
TIME (hours)
48" PIPE
n= 012 L=280' S= 0015
�I NO.TRANS METHOD
VELOCITY= 5 3 FPS
TRAVEL= 9 MIN
o47 5 CF5
Do - 47 5 CFS
LA 1 7 MIN
m N d

Data for HOCK SUBDIVISION
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC.
wxmA nrnn A nn nnnd7Q (nl IQAF-199r, Ann liarl M; rnnrnn
REACH 2
PIPE FROM MH #2 TO POND #1
Page 12
31 Jan 96
Qin =
121.8 CFS
@ 12.30
HRS, VOLUME=
10.09 AF
Qout=
121.7 CFS
@ 12.30
HRS, VOLUME=
10.08 AF,
ATTEN= 01, LAG=
.4 MIN
DEPTH
END AREA
DISCH
(FT)
(SO -FT)
(CFS)
54" PIPE
STOR-IND+TRANS
METHOD
0.0
0.0
0.0
PEAK DEPTH=
3.36 FT
.5
.8
2.8
n= .012
PEAK VELOCITY=
9.6 FPS
.9
2.3
11.8
LENGTH= 120
FT
TRAVEL TIME =
.2 MIN
1.4
4.0
26.4
SLOPE= .004
FT/FT
SPAN= 11-15 HRS, dt=.02 HRS
3.2
11.9
112.8
3.6
13.6
131.7
4.1
15.1
143.6
4.2
15.5
144.9
4.4
15.8
143.6
4.5
15.9
134.7
120
110
100
90
00
70
U
60
3 50
O
J 40
L�
30
20
10
0
m
REACH 2 INFLOW 8 OUTFLOW
PIPE FROM MH #2 TO POND #1
N m N m N
TIME (hours)
54" PIPE
n= 012 L=120' 5= 004
STOR-IND.TRANS METHOD
VELOCITY= 9 6 FPS
TRAVEL= 2 MIN
Om= 121 8 CFS
0.ut= 121 7 CFS
LAG= 4 MIN
O V1

Data'for HOCK SUBDIVISION Page 13
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 4
PIPE
FROM MH
#4 TO
MH #2
Qin =
31.5 CFS @ 12.21 HRS,
VOLUME=
2.19
AF
Qout=
31.2 CFS @ 12.25 HRS,
VOLUME=
2.19
AF,
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
0.0
0.0
0.0
.3
.3
.6
.5
.7
2.6
.8
1.2
5.8
1.8
3.7
24.7
2.0
4.2
28.8
2.3
4.7
31.4
2.4
4.8
31.7
2.4
4.9
31.4
2.5
4.9
29.5
30" PIPE
n= .012
LENGTH= 450 FT
SLOPE= .0044 FT/FT
ATTEN= 1%, LAG= 2.4 MIN
REACH 4 INFLOW 8 OUTFLOW
PIPE FROM MH #4 TO MH #2
STOR-IND+TRANS METHOD
PEAK DEPTH= 2.23 FT
PEAK VELOCITY= 6.8 FPS
TRAVEL TIME = 1.1 MIN
SPAN= 11-15 HRS, dt=.02 HRS
30
I 1 30" PIPE
28
1 1 �= 012 L=450' 5= 0044
26
I 1 STOROIRFN$ METHOD
24
VE VELLOCMY= 6 0 FPS
22
1 I TRAVEL= I I MIN
20
11 Om= 31 5 CFS
IB
1 Oovt= 31 2 CFS
1 LHG= 2 4 MIN
16
I 1
14
12
I 1
18
8
I
6
2
,
N N T T P O N
TIME (hours)

Data for HOCK SUBDIVISION Page 14
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 5
PIPE
FROM MH
#5 TO
MH #4
Qin =
8.0 CFS @ 12.21 HRS,
VOLUME=
.56
AF
Qout=
8.0 CFS Q 12.24 HRS,
VOLUME=
.56
AF, ATTEN= 1%, LAG= 1.8 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
0.0
0.0
0.0
.2
.2
.2
.4
.4
.8
.6
.8
1.9
1.4
2.3
7.9
1.6
2.7
9.3
1.8
3.0
10.1
1.9
3.1
10.2
1.9
3.1
10.1
2.0
3.1
9.5
8 0
7 5
7 0
6 5
6 0
5 5
5 0
L1 4 5
4 0
3 3 5
O 3 0
J 2 5
ze
1s
I 0
5
0 0
24" PIPE
n= .012
LENGTH= 200 FT
SLOPE= .0015 FT/FT
REACH 5 INFLOW 8 OUTFLOW
PIPE FROM MH #5 TO MH #4
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.41 FT
PEAK VELOCITY= 3.4 FPS
TRAVEL TIME = 1.0 MIN
SPAN= 11-15 HRS, dt=.02 HRS
24" PIPE
n= 012 U208' S= 0015
STOR-IND.TRANS METHOD
VELOCITY= 3 4 FPS
TRAVEL= I MIN
Gin= 8 0 CFS
Oout= 8 0 CFS
LAG= 1 8 MIN
iv u� N ul
2! „f
TIME (hours)

Data fqr HOCK SUBDIVISION Page 15
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydrOCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 9
PIPE FROM MH #9 TO MH #2
Qin = 81.1 CFS @ 12.32 HRS, VOLUME= 6.92 AF
Qout= 80.9 CFS @ 12.36 HRS, VOLUME= 6.89 AF, ATTEN= 0%, LAG= 2.4 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
0.0
0.0
0.0
.5
.8
1.7
.9
2.3
7.2
1.4
4.0
16.2
3.2
11.9
69.1
3.6
13.6
80.6
4.1
15.1
87.9
4.2
15.5
88.8
4.4
15.8
87.9
4.5
15.9
82.5
83
70
65
50
55
50
45
40
35
30
25
20
15
10
5
0
m
54" PIPE
n= .012
LENGTH= 440 FT
SLOPE= .0015 FT/FT
REACH 9 INFLOW & OUTFLOW
PIPE FROM MH #9 TO MH #2
STOR-IND+TRANS METHOD
PEAK DEPTH= 3.61 FT
PEAK VELOCITY= 5.9 FPS
TRAVEL TIME = 1.2 MIN
SPAN= 11-15 HRS, dt=.02 HRS
54" PIPE
n= 012 L=440' S= 0015
STOR-IND.TRANS METHOD
VELOCITY= 5 9 FPS
TRAVEL= 12 MIN
Din- 81 1 CFS
O., t= 80 9 CFS
LAG= 2 4 MIN
N m 1n m n 0 Ln 0
N N 72 T P V1
TIME (hours)

Data')or HOCK SUBDIVISION Page 16
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 10
PIPE
FROM MH
#10 TO MH #9
Qin = 59.2
CFS @ 12.35 HRS,
VOLUME=
5.06 AF
Qout= 59.1
CFS @ 12.36 HRS,
VOLUME=
5.05 AF, ATTEN= 0%, LAG= 1.0 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
0.0
0.0
0.0
.5
.8
1.4
.9
2.3
5.9
1.4
4.0
13.2
3.2
11.9
56.4
3.6
13.6
65.9
4.1
15.1
71.8
4.2
15.5
72.5
4.4
15.8
71.8
4.5
15.9
67.4
55
50
45
40
35
30
25
20
15
10
5
54" PIPE
n= .012
LENGTH= 154 FT
SLOPE= .001 FT/FT
REACH 10 INFLOW 8 OUTFLOW
PIPE FROM MH #10 TO MH #9
STOR-IND+TRANS METHOD
PEAK DEPTH= 3.28 FT
PEAK VELOCITY= 4.8 FPS
TRAVEL TIME = .5 MIN
SPAN= 11-15 HRS, dt=.02 HRS
54" PIPE
n= 012 L=154' S= 001
STOR-INO•TRANS METHOD
VELOCITY= 4 8 FPS
TRAUEL= 5 MIN
O-= 59 2 CFS
Oout= 59 I CFS
LAG= I MIN
N T 2 z P T
TIME (hours)

Data'for
Prepared
HydreCAD
HOCK SUBDIVISION
10 YEAR 24-HOUR RAINFALL= 7.0
by ANDREW & KUSKE CONSULTING
4.00 000479 (c) 1986-1995 Applied
IN
ENGINEERS, INC.
Microcomputer Systems
Page 17
31 Jan 96
REACH 11
PIPE FROM MH
#11 TO MH
#10
Qin =
12.0 CPS
Q 12.13
HRS, VOLUME=
.72 AF
Qout=
11.8 CFS
@ 12.16
HRS, VOLUME=
.72 AF,
ATTEN= 1%, LAG=
1.7 MIN
DEPTH END
AREA
DISCH
(FT)
(SO -FT)
(CFS)
2411 PIPE
STOR-IND+TRANS
METHOD
0.0
0.0
0.0
PEAK DEPTH=
1.21 FT
.2
.2
.4
n= .012
PEAK VELOCITY=
6.0 FPS
.4
.4
1.5
LENGTH= 325
FT
TRAVEL TIME _
.9 MIN
.6
.8
3.4
SLOPE= .005
FT/FT
SPAN= 11-15 HRS, dt=.02 HRS
1.4
2.3
14.5
1.6
2.7
16.9
1.8
3.0
18.5
1.9
3.1
18.6
1.9
3.1
18.5
2.0
3.1
17.3
s
REACH 11 INFLOW & OUTFLOW
PIPE FROM MH #11 TO MH #10
2a" PIPE
n= B12 L=325' S= 005
STOR-IND•TRANS METHOD
VELOCITY= 6 FPS
TRAVEL= 9 MIN
O.n= 12 0 CF5
Oout= 11 B CF5
LAG= 1 7 MIN
u1 m in m in m v� m
TIME (hours)

Data for HOCK SUBDIVISION
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC.
U..A vn.r An A nn nnnA'70 !rl 9 qAG-7 qar Dnnl i aA Mi rrnrnn
REACH 12
DITCH FROM N. 17 TO SYSTEM
Page 18
31 Jan 96
Qin = 36.7 CFS @ 12.28 HRS, VOLUME= 2.88 AF
Qout= 35.5 CFS Q 12.40 HRS, VOLUME= 2.84 AF, ATTEN= 3%, LAG= 7.4 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
0.0
0.0
0.0
.5
1.3
1.0
1.0
3.0
3.2
1.5
5.3
7.0
2.2
8.9
14.2
3.0
15.0
28.3
4.0
24.0
52.8
5.0
35.0
87.1
Lo
4-
U
3
J
L�
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0m
2' x 5' CHANNEL
SIDE SLOPE= 1
n= .02
LENGTH= 500 FT
SLOPE= .0004 FT/FT
REACH 12 INFLOW 8 OUTFLOW
DITCH FROM N 17 TO SYSTEM
1
'
'
\1
'
I
'
I
'
I
1
I
�
1
1
I
1
1
1
I
�
I
�
1
�
STOR-IND+TRANS METHOD
PEAK DEPTH= 3.29 FT
PEAK VELOCITY= 2.0 FPS
TRAVEL TIME = 4.1 MIN
SPAN= 11-15 HRS, dt=.02 HRS
2' . 5' CHANNEL
SIDE SLOPE= I '/'
n= 02 L=500' S= 0004
STOR-INO.TRANS METHOD
VELOCITY= 2 FPS
TRAVEL= 4 1 MIN
Om= 36 7 CFS
Do"= 35 5 CF5
LAG= 7 4 MIN
N m V1 m N m Vl 0
TIME (hours)

Data for HOCK SUBDIVISION Page 19
10 YEAR 24-HOUR RAINFALL= 7.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 2 Feb 96
HydrOCAD 4.50 000479 (c) 1986-1996 Applied Microcomputer Systems
POND 1
POND #1
Qin = 136.6
CPS @ 12.28
HRS, VOLUME= 11.66
AF
Qout=
48.2
CFS B 12.80
HRS, VOLUME= 8.11
AF,
ATTEN= 6596, LAG=
31.2 MIN
Qpri=
48.2
CFS Q 12.80
HRS, VOLUME= 8.11
AF
Qsec=
0.0
CFS Q 0.00
HRS, VOLUME= 0.00
AF
ELEVATION
AREA
INC.STOR CUM.STOR
STOR-IND METHOD
_(FT)
(AC)
(AF) (AF)
PEAK STORAGE =
16.62 AF
25.0
1.01
0.00 0.00
PEAK ELEVATION=
36.9 FT
33.0
1.53
10.16 10.16
FLOOD ELEVATION=
38.0 FT
34.0
1.59
1.56 11.72
START ELEVATION=
33.0 FT
35.0
1.65
1.62 13.34
SPAN= 11-15 HRS,
dt=.02 HRS
36.0
1.71
1.68 15.02
37.0
1.77
1.74 16.76
38.0
1.84
1.81 18.57
# ROUTE
INVERT 0•5
OUTLET DEVICES
1 P
33.0'
A. '
x .3' ORIFICE/GRATE
Q=•6
Width 2/3 SQR(2g) (H"1.5
- [H-Height]^1.5)
2 P
36.9'
20'
SHARP -CRESTED RECTANGULAR
WEIR
Q=C
L H-1.5 C=3.27+.4 H/3
L=Length-O(.1
H)
3 P
34.7'
5' x
.45' ORIFICE/GRATE X 3
Q=.6
Width 2/3 SQR(2g) (H-1.5
- [H-Height]"1.5)
4 S
37.0'
20'
BROAD -CRESTED RECTANGULAR
WEIR
Q=C
L H"1.5 C=2.9, 3.4, 0,
0,
0, 0, 0, 0
Primary Discharge
�1=Orifice/Grate
2=Sharp-Crested
I 3=Orifice/Grate
Rectangular Weir
Secondary Discharge
14=Broad-Crested Rectangular Weir
POND 1 INFLOW 8 OUTFLOW
POND #1
130
120
STOR-IND METHOD
PERK STOR= 16.62 AF
110
PEAK ELEV= 36.9 FT
100
90
Din= 136.6 CFS
4-
80
Oaut= 48.2 CF5
Dpri= 48.2 CF5
.�
70
]sec= 0.0 CFS
3
60
LAG= 31.2 MIN
0
50
_
�
30
20
i --_
10
'
0m
i
in
m in m in m in m
TIME (hours)

Data for HOCK SUBDIVISION Page 20
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 1
PIPE FROM POND TO OFF -SITE
Qin = 84.7 CFS @ 12.81 HRS, VOLUME= 11.17 AF
Qout= 63.6 CFS @ 12.59 HRS, VOLUME= 11.11 AF, ATTEN= 2516, LAG= 0.0 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
0.0
0.0
0.0
.4
.7
1.3
.8
1.8
5.3
1.2
3.2
11.8
2.8
9.4
50.5
3.2
10.8
58.9
3.6
11.9
64.2
3.8
12.3
64.8
3.9
12.5
64.2
4.0
12.6
60.3
48" PIPE
n= .012
LENGTH= 280 FT
SLOPE= .0015 FT/FT
STOR-IND+TRANS METHOD
PEAK DEPTH= 4.00 FT
PEAK VELOCITY= 5.5 FPS
TRAVEL TIME = .9 MIN
SPAN= 11-15 HRS, dt=.02 HRS
REACH I
INFLOW 8
OUTFLOW
PIPE FROM
POND TO
OFF
-SITE
as
80
48"
PIPE
75
012
L=280' S=
0015
70
STOR-IND.TRANS
METHOD
65
UELOCITY=
5
5 FPS
60
1%- - -
- - - -
-
TRAUEL=
9 MIN
55
1
84
7 CF5
50
Gout- 63
6 CFS
45
,
1
LAG=
0 MIN
40
35
30
25
20
1
15
10
5
0m
1
in m
�n m
in
m
in
m
N
N T
I
N
TIME
(hours)

DatA for HOCK SUBDIVISION Page 21
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4 00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 2
PIPE FROM MH #2 TO POND #1
Qin = 134.3 CPS @ 12.20 HRS, VOLUME= 13.37 AF
Qout= 133.1 CPS @ 12.21 HRS, VOLUME= 13.36 AF, ATTEN= 1%, LAG= .4 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
0.0
0.0
0.0
.5
.8
2.8
.9
2.3
11.8
1.4
4.0
26.4
3.2
11.9
112.8
3.6
13.6
131.7
4.1
15.1
143.6
4.2
15.5
144.9
4.4
15.8
143.6
4.5
15.9
134.7
130
120
$10
100
90
Be
v 70
3 60
O 50
LL. 40
30
20
10
54" PIPE
n= .012
LENGTH= 120 FT
SLOPE= .004 FT/FT
REACH 2 INFLOW 8 OUTFLOW
PIPE FROM MH #2 TO POND #1
N N T T
TIME (hours)
STOR-IND+TRANS METHOD
PEAK DEPTH= 3.67 FT
PEAK VELOCITY= 9.7 FPS
TRAVEL TIME = .2 MIN
SPAN= 11-15 HRS, dt=.02 HRS
54" PIPE
n= 012 L=120' S= 004
STOR-IND.TRANS METHOD
VELOCITY= 9 7 FPS
TRAVEL= 2 MIN
Gin= 134 3 CFS
Gaut= 133 1 CF5
LAG= 4 MIN

Data'€or HOCK SUBDIVISION Page 22
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 4
PIPE FROM MH #4 TO MH #2
Qin = 41.4 CFS @ 12.20 HRS, VOLUME= 2.91 AF
Qout= 31.5 CFS @ 12.14 HRS, VOLUME= 2.90 AF, ATTEN= 241, LAG= 0.0 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
30" PIPE
STOR-IND+TRANS
METHOD
0.0
0.0
0.0
PEAK DEPTH=
2.50 FT
.3
.3
.6
n= .012
PEAK VELOCITY=
6.8 FPS
.5
.7
2.6
LENGTH= 450 FT
TRAVEL TIME =
1.1 MIN
.8
1.2
5.8
SLOPE= .0044 FT/FT
SPAN= 11-15 HRS, dt=.02 HRS
1.8
3.7
24.7
2.0
4.2
28.8
2.3
4.7
31.4
2.4
4.8
31.7
2.4
4.9
31.4
2.5
4.9
29.5
REACH 4 INFLOW & OUTFLOW
PIPE FROM MH #4 TO MH #2
40
30- PIPE
n= 012 L=450' S= 0044
35
STOR-IND-TRANS METHOD
VELOCITY= 6 8 FPS
30
µ _ _
TRAVEL= 1 1 MIN
LO
Din= 41 4 CFS
4-
25
1
Oo�t= 31 5 CFS
U
v
1
1
LAG= 0 MEN
20
3
0
15
11
11
�
1e
5
0�
m Vl d Vf 0 Y1 d N m
V1
TIME (hours)

Data for HOCK SUBDIVISION Page 24
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 9
PIPE
FROM MH
#9 TO
MH #2
Qin = 103.9
CFS @ 12.24 HRS,
VOLUME=
9.17
AF
Qout= 89.1
CFS B 12.79 HRS,
VOLUME=
9.13
AF, ATTEN= 149s, LAG= 33.1 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
54" PIPE
STOR-IND+TRANS METHOD
0.0
0.0
0.0
PEAK DEPTH= 4.50 FT
.5
.8
1.7
n= .012
PEAK VELOCITY= 5.9 FPS
.9
2.3
7.2
LENGTH= 440 FT
TRAVEL TIME = 1.2 MIN
1.4
4.0
16.2
SLOPE= .0015 FT/FT
SPAN= 11-15 HRS, dt=.02 HRS
3.2
11.9
69.1
3.6
13.6
80.6
4.1
15.1
87.9
4.2
15.5
88.8
4.4
15.8
87.9
4.5
15.9
82.5
REACH 9 INFLOW S OUTFLOW
PIPE FROM MH #9 TO MH #2
lee
4" PIPE
' S= 0015��C!
90
NS METHODe0
1
= 5 9 FPSL=
1 2 MIN7D1
103 9 CFSu=
60
09 1 CFSI
= 33 1 nIN503CD
40JLr_
30
20
10
e
0
N m N
N
d N 0 In m
rl T P O 1(1
TIME
Chour5)

Data'for HOCK SUBDIVISION Page 25
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 10 PIPE FROM MH #10 TO MH #9
Qin = 78.7 CFS @ 12.34 HRS, VOLUME= 6.71 AF
Qout= 70.6 CFS @ 12.24 HRS, VOLUME= 6.70 AF, ATTEN= 10%, LAG= 0.0 MIN
DEPTH END
AREA
DISCH
(FT) (SO
-FT)
(CPS)
0.0
0.0
0.0
.5
.8
1.4
.9
2.3
5.9
1.4
4.0
13.2
3.2
11.9
56.4
3.6
13.6
65.9
4.1
15.1
71.8
4.2
15.5
72.5
4.4
15.8
71.8
4.5
15.9
67.4
In
u
U
3
O
J
LL
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
m
54" PIPE
n= .012
LENGTH= 154 FT
SLOPE= .001 FT/FT
REACH 10 INFLOW & OUTFLOW
PIPE FROM MH #10 TO MH #9
TIME (hour-5)
STOR-IND+TRANS METHOD
PEAK DEPTH= 4.50 FT
PEAK VELOCITY= 4.8 FPS
TRAVEL TIME = .5 MIN
SPAN= 11-15 HRS, dt=.02 HRS
54" PIPE
n= 012 L=154' S= 001
STOR-IND•TRANS METHOD
VELOCITY= 4 8 FPS
TRAVEL= 5 MIN
O,n= 70 7 CFS
OAut= 70 6 CFS
LAG= 0 MIN

Data for HOCK SUBDIVISION Page 26
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydrOCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 11 PIPE FROM MH #11 TO MH #10
Qin = 15.8 CFS @ 12.13 HRS, VOLUME= .95 AF
Qout= 15.6 CFS @ 12.16 HRS, VOLUME= .95 AF, ATTEN= 1%, LAG= 1.7 MIN
DEPTH END
AREA
DISCH
(FT) (SO
-FT)
(CFS)
0.0
0.0
0.0
.2
.2
.4
.4
.4
1.5
.6
.8
3.4
1.4
2.3
14.5
1.6
2.7
16.9
1.8
3.0
18.5
1.9
3.1
18.6
1.9
3.1
18.5
2.0
3.1
17.3
U
U
3
O
J
11
24" PIPE
n= .012
LENGTH= 325 FT
SLOPE= .005 FT/FT
REACH 11 INFLOW & OUTFLOW
PIPE FROM MH #11 TO MH #10
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.49 FT
PEAK VELOCITY= 6.2 FPS
TRAVEL TIME _ .9 MIN
SPAN= 11-15 HRS, dt=.02 HRS
15
24" PIPE
II
14
�= 012 L=325' S= 005
i
13
1 1 STOR-IND.TRANS METHOD
12
1 1 VELOCITY= 6 2 FPS
1 1 TRAUEL= 9 MIN
11
I 1
10
I 1 O.n= 15 8 CF5
9
I 1 O...t- 15 6 CF5
I 1 LAG= 1 7 MIN
8
1 1
7
6
5
, 1
q
3
i
2
TIME (hours)

Data for HOCK SUBDIVISION Page 27
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HVdroCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 12
DITCH FROM N. 17 TO SYSTEM
Qin = 48.5 CFS @ 12.28 HRS, VOLUME= 3.82 AF
Qout= 47.0 CFS @ 12.39 HRS, VOLUME= 3.77 AF, ATTEN= 30, LAG= 7.0 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
2' x 5' CHANNEL
STOR-IND+TRANS
METHOD
0.0
0.0
0.0
SIDE SLOPE= 1 '/'
PEAK DEPTH=
3.76 FT
.5
1.3
1.0
n= .02
PEAK VELOCITY=
2.2 FPS
1.0
3.0
3.2
LENGTH= 500 FT
TRAVEL TIME =
3.9 MIN
1.5
5.3
7.0
SLOPE= .0004 FT/FT
SPAN= 11-15 HRS, dt=.02 HRS
2.2
8.9
14.2
3.0
15.0
28.3
4.0
24.0
52.8
5.0
35.0
87.1
REACH 12 INFLOW 8 OUTFLOW
DITCH FROM N 17 TO SYSTEM
45
,-\ 2' CHANNEL
;LOPE
\ SIDE SLOPE= I '/'
\ n= 02 L=500' S= 0004
40
1
\ SiORRANS METHOD
35
1 VELOCITY= 2 2 FPS
VELOCI
'\
1 TRAVEL= 3 9 MIN
30
\
C.
Oin= 48 5 CFS
U
1 \ Oout= 47 0 CFS
25
, \\ LAG= 7 MIN
3
20
O
15
10
5
N N 2 2 P P N
TIME (hours)

Data'for HOCK SUBDIVISION Page 28
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HVYlrnrnn d 00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 14 EMERGENCY SPILLWAY SWALE
Qin = 13.4 CFS @ 12.81 HRS, VOLUME= .37 AF
Qout= 13.2 CFS @ 12.83 HRS, VOLUME= .37 AF, ATTEN= 1%, LAG= .9 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CFS)
0.0
0.0
0.0
.2
1.0
1.1
.4
2.0
3.3
.6
3.1
6.4
.9
4.4
11.2
1.2
6.3
18.7
1.6
8.5
28.8
2.0
10.8
40.3
Ln
4-
u
3
0
J
lL
13
12
10
9
0
7
6
5
4
3
2
I
0m
5' x 2' CHANNEL
SIDE SLOPE= 5
n= .02
LENGTH= 120 FT
SLOPE= .002 FT/FT
REACH 14 INFLOW 8 OUTFLOW
EMERGENCY SPILLWAY SWALE
STOR-IND+TRANS METHOD
PEAK DEPTH= .96 FT
PEAK VELOCITY= 2.7 FPS
TRAVEL TIME = .7 MIN
SPAN= 11-15 HRS, dt=.02 HRS
5' . 2' CHANNEL
SIDE SLOP
5 '/'
n= 02 L=120' S= 002
STOR-IND.TRANS METHOD
VELOCITY= 2 7 FPS
TRAVEL= 7 MIN
Din= 13 a CFS
O.�t= 13 2 CFS
LAG= 9 MIN
Yt d N m YI m N m
N N 1'1 nl P N
TIME (hour5)

Data for HOCK SUBDIVISION Page 29
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 2 Feb 96
HydroCAD 4.50 000479 (c) 1986-1996 Agolied Microcomputer Systems
POND 1
POND #1
Qin = 160.7
CFS @ 12.20
HRS,
VOLUME= 15.46
AF
Qout= 105.1
CFS @ 12.71
HRS,
VOLUME= 11.52
AF,
ATTEN= 351, LAG=
30.8
MIN
Qpri= 84.3
CPS @ 12.71
HRS,
VOLUME= 10.83
AF
Qsec= 20.9
CFS @ 12.71
HRS,
VOLUME= .69
AF
ELEVATION
AREA INC.STOR
CUM.STOR
STOR-IND METHOD
(FT)
(AC)
(AF)
(AF)
PEAK STORAGE =
17.65
AF
25.0
1.01
0.00
0.00
PEAK ELEVATION=
37.5
FT
33.0
1.53
10.16
10.16
FLOOD ELEVATION=
38.0
FT
34.0
1.59
1.56
11.72
START ELEVATION=
33.0
FT
35.0
1.65
1.62
13.34
SPAN= 11-15 HRS,
dt=.02
HRS
36.0
1.71
1.68
15.02
Tdet= 194.5 MIN
(1.36
AF)
37.0
1.77
1.74
16.76
38.0
1.84
1.81
18.57
ROUTE INVERT OUTLET DEVICES
1
P
33.0'
O':4'
x .3' ORIFICE/GRATE
Q=.6
Width 2/3 SQR(2g) (H-1.5
- [H-Height]-1.5)
2
P
36.9'
20'
SHARP -CRESTED RECTANGULAR
WEIR
Q=C
L H-1.5 C=3.27+.4 H/3 L=Length-O(.1 H)
3
P
34.7'
5' x .45' ORIFICE/GRATE X 3
Q=.6
Width 2/3 SQR(2g) (H-1.5
- [H-Height]"1.5)
4
S
37.0'
20'
BROAD -CRESTED RECTANGULAR
WEIR
Q=C
L H^1.5 C=2.9, 3.4, 0, 0,
0, 0, 0, 0
Primary Discharge
1=Orifice/Grate
2=Sharp-Crested
3=Orifice/Grate
Rectangular Weir
Secondary Discharge
14=Broad-Crested Rectangular Weir
POND I INFLOW 8 OUTFLOW
POND #1
160
150
STOR-IND METHOD
Ilia
PEAK STOR= 17.65 AF
130
PEAK ELEV= 37.5 FT
120
.. 110
Oin= 160.7 CF5
100
, Oout= 105.1 CF5
V 90
/ Opri= 84.3 CFS
" 80
'�- ` Osec= 20.9 CF5
70
��� LAG= 30.8 MIN
3
,��
0 60
r "
-J 50
40
30
20
�\
10
7
a0
Ill m to m N m N m
TIME (haur5)

Data for HOCK SUBDIVISION Page 30
50 YEAR 24-HOUR RAINFALL= 9.0 IN
Prepared by ANDREW & KUSKE CONSULTING ENGINEERS, INC. 31 Jan 96
HydrOCAD 4.00 000479 (c) 1986-1995 Applied Microcomputer Systems
REACH 1
PIPE FROM POND TO OFF -SITE
Qin = 57.6 CPS @ 12.83 HRS, VOLUME= 10.57 AF
Qout= 57.5 CFS @ 12.86 HRS, VOLUME= 10.51 AF, ATTEN= 016, LAG= 1.6 MIN
DEPTH END AREA DISCH
(FT)
(SO -FT)
(CPS)
0.0
0.0
0.0
.4
.7
1.3
.8
1.8
5.3
1.2
3.2
11.8
2.8
9.4
50.5
3.2
10.8
58.9
3.6
11.9
64.2
3.8
12.3
64.8
3.9
12.5
64.2
4.0
12.6
60.3
!f
n= .012
LENGTH= 280 FT
SLOPE= .0015 FT/FT
REACH 1 INFLOW 8 OUTFLOW
PIPE FROM POND TO OFF -SITE
STOR-IND+TRANS METHOD
PEAK DEPTH= 3.14 FT
PEAK VELOCITY= 5.5 FPS
TRAVEL TIME = .9 MIN
SPAN= 11-15 HRS, dt=.02 HRS
55
40" PIPE
50
r nc 012 L=200' S= 0015
R-IND. TRANS METHOD
45
E LOL 5 5 FPS
40
RAVE
, RAVEL= 9 MIN
35
Din 57 6 CF5
O.t= 5 CFS
30
LAG= I MIN
I
25
I
20
I
15
I
10
5
m in m in m u� m in m
TIME (hour5)

Data for HOCK SUBDIVISION
50 YEAR 24-HOUR RAINFALL= 9.0 IN
04ared by ANDREW & KUSKE CONSULTING ENGINEERS, INC.
V..A.-.-.1`Tn a nn 00f)A'70 lnl 1 C104-1 QQC Dnnl i aA M; rrnrnn
POND 1
POND #1
Page 31
31 Jan 96
Qin = 160.7
CFS @
12.20
HRS,
VOLUME= 15.46
AF
Qout= 83.9
CFS @
12.83
HRS,
VOLUME= 11.41
AF,
ATTEN= 48%, LAG=
37.7
MIN
Qpri= 57.6
CFS @
12.83
HRS,
VOLUME= 10.57
AF
Qsec= 26.3
CFS @
12.83
HRS,
VOLUME= .84
AF
ELEVATION
AREA
INC.STOR
CUM.STOR
STOR-IND METHOD
(FT)
(AC)
(AF)
(AF)
PEAK STORAGE =
18.54
AF
25.0
1.01
0.00
0.00
PEAK ELEVATION=
37.6
FT
33.0
1.58
10.36
10.36
FLOOD ELEVATION=
38.0
FT
34.0
1.67
1.63
11.99
START ELEVATION=
33.0
FT
35.0
1.76
1.72
13.70
SPAN= 11-15 HRS,
dt=.02
HRS
36.0
1.85
1.81
15.51
37.0
1.94
1.90
17.40
38.0
2.03
1.99
19.39
ROUTE INVERT OUTLET DEVICES
1 P
33.0' a.5',4^
x .3' ORIFICE/GRATE
Q=.6
Width 2/3 SQR(2g) (H-1.5
- [H-Height]-i.5)
2 P
37.9' 20'
SHARP -CRESTED RECTANGULAR
WEIR
Q=C
L H"1.5 C=3.27+.4 H/3 L=Length-O(.1 H)
3 P
34.6' 5' x
.35' ORIFICE/GRATE X 4
Q=.6
Width 2/3 SQR(2g) (H"1.5
- CH-Height]"1.5)
4 S
37.0' 20'
BROAD -CRESTED RECTANGULAR
WEIR
Q=C
L H-1.5 C=2.9, 3.4, 0, 0,
0, 0, 0, 0
Primary Discharge
1=Orifice/Grate
2=Sharp-Crested
3=Orifice/Grate
Rectangular Weir
Secondary Discharge
I 4=Broad-Crested Rectangular Weir
POND I INFLOW &
OUTFLOW
POND #1
160
150
STOR-IND METHOD
140
PEAK STOR= 18
54 AF
PEAK ELEV= 37
6 FT
130
120
O.n= 160
7 CFS
Oout= 83
9 CFS
_ 110
Opr.= 57
6 CF5
'O 100
Qm- 26
3 CFS
LAG= 37
7 MIN
U90
80
3 70
�
O 60
J
-
� 50
40
30
20
10
\
Dm
N m N m
10
m 1!1
m
N N
N
P P
N
TIME (haur5)

Data for HOCK SUBDIVISION
50 YEAR 24-HOUR RAINFALL= 9.0 IN
eared by ANDREW & KUSKE CONSULTING ENGINEERS, INC.
_HvdroCAD 4.00 000479 (c) 1986-1995 Applied Microcorr
REACH 14 EMERGENCY SPILLWAY SWALE
Page 32
31 Jan 96
Qin =
26.3 CFS
@ 12.83
HRS, VOLUME= .84 AF
Qout=
26.1 CFS
@ 12.85
HRS, VOLUME= .84 AF, ATTEN= 1%, LAG= 1.0 MIN
DEPTH
END AREA
DISCH
(FT)
(SO -FT)
(CFS)
5' x 2' CHANNEL
0.0
0.0
0.0
SIDE SLOPE=
5
.2
1.0
1.1
n= .02
.4
2.0
3.3
LENGTH= 120
FT
.6
3.1
6.4
SLOPE= .002
FT/FT
.9
4.4
11.2
1.2
6.3
18.7
1.6
8.5
28.8
2.0
10.8
40.3
26
24
22
20
18
16
v 14
12
3
0 10
J
0
6
4
2
0,5
REACH 14 INFLOW 8 OUTFLOW
EMERGENCY SPILLWAY SWALE
N N T
TIME (hours)
STOR-IND+TRANS METHOD
PEAK DEPTH= 1.50 FT
PEAK VELOCITY= 3.3 FPS
TRAVEL TIME = .6 MIN
SPAN= 11-15 HRS, dt=.02 HRS
5' . 2' CHANNEL
SIDE SLOPE= 5 '/'
n= 02 L=120' S= 002
STOR-INO-TRANS METHOD
VELOCITY= 3 3 FPS
TRAVEL= 6 MIN
Om= 26 3 CFS
Oout= 26 1 CFS
LAG= 1 MIN
N

0
State of North Carolina
Department of Environment, Health, and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr. DIVISION OF ENVIRONMENTAL MANAGEMENT Jonathan B. Howes
Governor WATER QUALITY SECTION Secretary
April 26, 1996
Mr. Larry Sneeden, P.E.
Andrew and Kuske
202 North Fifth Avenue
Wilmington, North Carolina 28401
Subject: ADDITIONAL INFORMATION
Stormwater Project No. SW8 960321
Hock Subdivision
New Hanover County
Dear Mr. Sneeden:
The Wilmington Regional Office received a Stormwater Management Permit Application for Hock
Subdivision on March 20, 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:
The s-word language in the O & M (ie., should) must be replaced with shall, must or will.
2. The vegetated shelf is sloped at 6:1, not 5:1 as noted on the plan.
3. Provide a detail of Type "A" curbing.
4, Specify each lot's impervious area expressed in square feet on Attachment "A".
5. Provide a topographic map delineating the 8.8 acre offshe drainage into the pond.
6. The calculations show 34.7 used as the weir elevation, but the detail shows 34.6. Which is
it? Please provide the contour area at the correct weir elevation.
7. Please delineate and label the 1" storage contour on the pond detail.
8. I have planimetered and scaled the pond and I am unable to verify 66,647 square feet at the
permanent pool. The smaller areas have resulted in less volume, therefore, the weir flowrate
is too fast, and the pond draws down in less than 2 days.
127 Cardinal Drive Extension, Wilmington, N.C. 28405-3845 • Telephone [phone] • Fax [phone]
An Equal Opportunity Affirmative Action Employer

Mr. Sneeden
April 26, 1996
Stormwater Project No. SW8 960321
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 May 26, 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,
Ms. Linda Lewis
Environmental Engineer
DA/arl: S:\WQS\STORMWAT\ADDINFO\960321.APR
cc: <Linda_Lewis>
Central Files
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202 N. Fifth Ave.
Andrew and Kuske
CONSULTING ENGINEERS, INC. Wilmington,
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