SW8980820_Historical File_19981118

State of North Carolina
Department of Environment
and Natural Resources
Wilmington Regional Office
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
Division of Water Quality
Mr. Morten Hansen, III
#3 @ Gate 6 - Carolina Shores
Calabash, North Carolina 28467
Dear Mr. Hansen:
`'1f ffl�xx"A .
R C D E R%'
NORTH CAROLINA DEPAnTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
November 18, 1998
Subject: Permit No. SW8 980820
Thistle Golf Club - Phase II(Roadways)
Low Density Stormwater Project
Brunswick County
The Wilmington Regional Office received the Stormwater Management Permit Application for Thistle Golf
Club - Phase II(Roadways) on August 13, 1998, with final information on November 17, 1998. 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 980820 dated
November 18, 1998,.for the construction of Thistle Golf Club - Phasc II(Roadways).
This permit shall be effective from the date of issuance until rescinded and shall be subject to the conditions
and limitations as specified therein, and does not supercede any other agency permit that may be required.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to
request an adjudicatory 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 either Greg
Stutts or me at [phone].
Sincerely,
Rick Shiver
Water Quality
RSS/ges: S:1WQSISTORMWATIPERMIT1980820.NOV
cc: Jay Houston, P.E., Houston and Associates
Delaney Aycock, Brunswick County Inspections
Wilmington Regional Office
Central Files
Greg Stutts
Division of Coastal Management
Regional Supervisor
127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone [phone] FAX [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
LOW 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
Morten Hansen, III
Thistle Golf Club - Phase II (Roadways)
Brunswick County
FOR THE
construction, operation and maintenance of a 30 % low density development 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 for Thistle Golf Club - Phase II(Roadways).
The Permit shall be effective from the date of issuance until rescinded and shall be subject to the following
specific conditions and limitations:
I. DESIGN STANDARDS
1. The total allowable built -upon area for the tract is 44.43 acres. This permit covers the construction of
65,340 square feet of built -upon area for roadways only.
2. The overall tract built -upon area percentage for the project must be maintained at 30%, as required by
Section 1005 of the stormwater rules.
3. Approved plans and specifications for projects covered by this permit are incorporated by reference and
are enforceable parts of the permit.
4. The only runoff conveyance systems allowed will be vegetated conveyances such as swales with
minimum side slopes of 3:1 (H: V) as defined in the stormwater rules and approved by the Division.

State Stormwater Management Systems
Permit No. SW8 980820
5. No piping is allowed except:
a. That minimum amount necessary to direct runoff beneath an impervious surface such as a road.
b. That minimum amount needed under driveways to provide access.
H. SCHEDULE OF COMPLIANCE
1. Projects covered by this permit will maintain a minimum 30 foot wide vegetative buffer between all
impervious areas and surface waters.
2. The permittee is responsible for verifying that the proposed built -upon area does not exceed the
allowable built -upon area.
3. The Engineer/Owner/Developer/Permittee must certify in writing that the project's stormwater controls,
and impervious surfaces have been constructed within substantial intent of the approved plans and
specifications. Any deviation from the approved plans must be noted on the Certification.
4. 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.
5. Deed restrictions are incorporated into this permit by reference and must be recorded with the Office
of the Register of Deeds prior to the sale of this property. Recorded deed restrictions must include,
as a minimum, the following statements related to stormwater management:
"The maximum built -upon area is 44.43 acres, 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. "
This permit covers the construction of 65,340 square feet of impervious area. Construction of
additional impervious area will require a permit modification. "
"The covenants pertaining to stormwater regulations may not be changed or deleted without
concurrence of the State. "
"Filling in or piping of any vegetative conveyances (ditches, swales, etc.) associated with the
development except for average driveway crossings, is strictly prohibited by any persons."
"Projects within CAMA's Area of Environmental Concern (AEC) are subject to a reduction of
the permitted amount of built -upon area due to CAMA jurisdiction within the AEC. "
6. A copy of the recorded restrictions must be received by this Office within 30 days of the date of
recording.
3

State Stormwater Management Systems
Permit No. SW8 980820
7. The following items will require a modification to the permit. Revised plans, specifications and
calculations must be permitted prior to the permittee beginning construction on the modification:
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 any vegetative conveyance shown on the approved plan.
8. The Director may determine that other revisions to the project should require a modification to the
permit.
9. Swales and other, vegetated conveyances shall be constructed in their entirety, vegetated, and be
operational for their intended use prior to the construction of any built -upon surface except roads.
10 During construction, erosion shall be kept to a minimum and any eroded areas of the swales or other
vegetated conveyances will be repaired immediately.
11. The permittee shall at all times provide the operation and maintenance necessary to operate the
permitted stormwater management systems at optimum efficiency to include:
a. Inspections
b Sediment removal.
C. Mowing, and revegetating of the side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
12. The permittee shall submit the Engineer/Owner/Designer/Permittee Certification within 30 days of
completion of the project.
13. The permittee shall submit all information requested by the Director or his representative within the
time frame specified in the written information request.
III. GENERAL CONDITIONS
1. Failure to abide by the conditions and limitations contained in this permit may subject the Permittee to
an enforcement action by the Division of Water Quality, in accordance with North Carolina General
Statutes 143-215.6A to 143-215.6C.
2. The permit issued shall continue in force and effect until revoked or terminated.
3. 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.
4. The issuance of this permit does not prohibit the Director from reopening and .modifying the permit,
revoking and reissuing the permit, or terminating the permit as allowed by the laws, rules, and
regulations contained in Title 15A of the North Carolina Administrative Code, Subchapter 211.1000;
and North Carolina General Statute 143-215.1 et. al.
4

State Stormwater Management Systems
Permit No. SW8 980820
5. The permit is not transferable to any person except after notice to and approval by the Director. The
Director may require modification or revocation and reissuance of the permit to change the name and
incorporate such other requirements as may be necessary. A formal permit request must be submitted
to the Division of Water Quality accompanied by the appropriate fee, documentation from both 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.
6. The permittee grants permission to DENR Staff to enter the property for the purpose of inspecting all
components of the stormwater management facility.
7. 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.
Permit issued this the 18th day of November, 1998.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
A. Preston Howard, Jr., P.E. , Director
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 980820
5

State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Morten Hansen III and Robert L. Hansen
2. Print Owner/Signing Official's name and title (the person who is legally responsible for the facility and
its compliance):
Mailing Address for person listed in item 2 above:
3 @ Gate 6 Carolina Shores
City Calabash State: NC Zip. 28467
Telephone Number f 910 ) 575-1066
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on
plans, specifications, letters, operation and maintenance agreements, etc.):
The Thistle Golf Club — Phase II
5. Location of Facility (street address):
SR 1163 & SR 1165
cY Calabash �,aty Brunswick
6. Directions to facility (from nearest major intersection):
US 17 & NC Hwy 904, take NC Hwy 904 South, Turn Right on SR 1163, Project is
approx. 3 miles on right.
7. Latitude 78" 33' 33: 55'
e of facility
Contact person who can answer questions about the facility:
Name Morten Hansen, III Telephone Number: ( 910 ) 575-1066
H. PERMIT INFORMATId1k:
1. Specify whether project is (check one): _New _renewal Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list
the existing pemlitnumber and its issue date (if known)
Form SWU-101 January 1998 Pace 1 of 4

s
3. Specify the type of project (check one):
X Low Density High Density Redevelop General Permit Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major X Sedimentation/Erosion Control 404 Permit
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
Proiect will be low density with runoff flowing thru numerous ponds and golf course
vegetative swales to existing out falls and ditches. Individual SW plans will be
.S`11_J ttPd far each future development tract
2. Stormwater runoff from this project drains to the
3. Total Project Area: 148.1 acres
5. How many drainage basins does the project have? 1
Lumber
River basin.
4. Project Built Upon Arm 25.72 %
6. Complete the following information for each drainage basin. If there are more than two drainage basins in
the project, attach an additional sheet with the information for each basin provided in the same format as
below.
Irl
Basin i.
Marna.,".. Basin 2
Receiving Stream Name
Receiving Stream Cuss
Shinciletree Swamp
C.Sw
Drainage Basin Area
148.1 Ac.
Existing Im ervious* Area
_
Proposed Im ervious*Area
38.09 Ac.
% Impervious' Area (total)
25.72
V ous'" Silr aam- i ea
} a age .Basit-t I
Drainage Basin 2
On -site StEMMAtTractsAr.
33.49
* See attachment
On -site Streets
1.50 Ac.
On -site Parkin
_
On -site Sidewalks
_
Other on -site
.14 —
Off -site
Total:
*
impervwus area is aejtnea as the built upon area including, but not limited to, buildings, roads, parking
areas, sidewalks, gravel areas, etc.
7. How was the off -site impervious area listed above derived?,
N/A
W. REED RESTRIC:iIONS ARD 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.
Form SWLJ-101 January 1998 Page 2 of 4

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 required covenants cannot be changed or
deleted without concurrence from the State, and that they will be recorded prior to the sale of any lot.
VI. AGENT AUTHORIZATION
If you wish to designate submittal authority to another individual or firm so that they may provide
information on your behalf, please complete this section:
Designated agent (individual or &Tn): Houston and Associates, P.A.
Malling.�dLPSS: PnGt flffinc Rnx iQ77
City She 1 1 o State: NC Z1p: 28459
Phore ( 910 1 754-6324
VII. SUBMITTAL REQUIREMENTS
Fax (910 ) 754-2121
This application package will not be accepted by the Division of Water Quality unless all of the applicable
items are included with the submittal.
1. Please indicate that you have provided the following required information by signing your initials in the
space provided next to each item.
• Original and one copy of the Stormwater Management Permit Application Form Applicant's Initials
• One copy of the applicable Supplement Form(s) for each BMP (see Attachment A)
• Permit application processing fee (see Attachment A)
• Two copies of plans and specifications including:
• Detailed narrative description of stormwater treatment/management
• Two copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, parking, cul-de-sacs, sidewalks, and curb and gutter
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations
- Drainage basins delineated
- Vegetated buffers (where required)
V. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Morten Hansen, III
certify that the information included on this permit application form is correct, that the project will be
constructed in conformance with"the approved plans, that the deed restrictions in accordance with Attachment
A of this form will be recorded with all required permit conditions, and that to the best of my knowledge the
proposed project cog)plies with requirements of 15A NCAC 2H .1000.
Date:
Form SWU-101 January 1998 Page 3 of 4

ATTACHMENT A
1. Deed Restriction Language
The following statements must be recorded for all low density projects and for all projects that involve the
subdivision and selling of lots or outparcels:
1. No more than _bi/A 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 but not including wood decking or
the surface of swimming pools. This covenant is intended to insure 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.
2. No one may fill in, pipe, or alter any roadside Swale except as necessary to provide a minimum
driveway crossing.
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.
For commercial projects that have outparcels or future development the following statements must also be
recorded:
3. The connection from the outparcel or future area into the stormwater system must be made into the
forebay such that short-circuiting of the system does not occur.
4. All built -upon area from the outparcel or future development must be directed into the permitted
stormwater control system.
5. Built -upon area in excess of the permitted amount will require a permit modification prior to
construction.
For curb outlet systems, the following statement in addition to items 1 and 2 above must be recorded:
6. No one may pipe, fill in or alter any designated 100 foot long grassed Swale used to meet the
requirements of NCAC 2H .1008(g).
2. Supplement Forms
The applicable supplement form(s) listed below must be submitted for each BMP specified for this project
Form SWU-102
Wet Detention Basin Supplement
Form SWU-103
Infiltration Basin Supplement
Form SWU-104
Low Density Supplement
Form SWU-105
Curb Outlet System Supplement
Form SWU-106
Off -Site System Supplement
Form SWU-107
Underground Infiltration Trench Supplement
Form SWU-108
Neuse River Basin Nutrient Management Strategy Supplement
3. Permit Application Fees (check made payable to NCDENR and submitted to the appropriate Regional
Office)
Type of Permit
Low Density
High Density
Other
Director's Certification
General Permit
New, Modification, or
Late Renewal
$225
$385
$225
$350
$50
Timely Renewal Without
Modification
n/a
$225
n/a
n/a
n/a
Form SWU-101 January 1998 Page 4 of 4

Permit No.
State of North Carolina (ro be provided by DWQ)
Department of Environment and Natural Resources
Division of Water Quality
STORMWA TER MANACEIVMNT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
?his form may be photocopied for use as an on'ginaI
A Iow density project is one that meets the appropriate criteria for built upon area and transports sto
Primarily through vegetated conveyances. Low density projects should not have a discrete stormwat
r collection
system as defined by ISA NCAC 2H .I002 18 . Low densi re P rmwaternznoff
15A NCAC 2H .1005 through .1007. ) �' quirements and density factors can be found in
I . PROJECT INFORMATION (please complete the following information):
Project Name : The Thistle Golf Club - Phase. II
Contact Person: — docten HQ;,cen, III
— Phone Number. � 910 � 575-1066
Number of Lots: rr A *
Square Feet Per Lot*: N/A
*If lot sizes are not uniform, attach a table indicating
for each lot. b the number of lots, lot sizes and allowable built upon area
* See attached future development data table.
II. BUILT UPON AREA
See the Stormwater Management Permit Application Attachment A for specific language that must be
the the
restrictions for all low density projects. recorded in
For uniform lot sizes, complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean I�getlands maybe excluded when the
Water. W development results in hijh density pockets.
DF Density Factor - the appropriate percent built upon area divided by 100.
RA Road Area - the total impervious surface occupied by roadways.
• OA Other Area - the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks
• No. Lots is the total number of lots in the subdivision. ,etc.
• BUA/Lot is the computed allowable built upon area for each lot including driveways and impervious
located between the front lot line and the edge of pavement. surfaces
I-xDF)-RA-OA = BBUA
No. Lots Lot
Calculation:
Form SWU-104 2/9198
Pa=Qe 1 of 2

III- REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate that the following
uirements have been met and
documentation is provided as necessary. If the applicant has designated an agent in the Stormwater Mana supporting
Permit Application Form, the agent may initial below.
ment
Applicants Initials
a. A 30 foot vegetative buffer is provided adjacent to surface waters. projects in the Neuse
River basin may require additional buffers.
b. Deed restriction language shall be recorded as a restrictive covenant. A copy of the recorded
document shall be provided to DWQ within 30 days of platting and prior to sale of any lots.
C. Built upon area calculations are provided for the overall project and all lots.
d. Project conforms to low density requirements within the ORW AEC (if applicable). [15A
NCAC 2H .1007(2)(b)]
Form SWU_104 2/9/98
Page 2 of 2

HOUSTON and ASSOCIATES, A.
Consulting Engineers
SHALLO=, NORTH CAROLINA 28459 Alut ;' °
Telephone [phone]
Facsimile [phone]
Ms. Linda Lewis, Environmental Engineer
Division of Environmental Management
North Carolina Department of Environment,
Health, and Natural Resources
127 Cardinal Drive Extension
Wilmington, North Carolina 28405
Subject: Thistle Golf Club - Phase 2
(formerly Hansen Tract)
Calabash, North Carolina
Submittal of Stormwater Plan for Approval
Dear Ms. Lewis:
IT
117 Pine Street
- - Post:Qifice Box 2927
Tuesday, August 11, 1998
On behalf of Thistle Golf Club, we are pleased to submit for your review
and approval two copies each of the Stormwater Plans, the hydrologic and
hydraulic calculations, and the executed Permit Application forms.
The Thistle Golf Club - Phase 2 is the next portion of de :relcYTM:ent ri+U;—
the project formerly known as the Hansen Tract. The Hansen Tract - Phase 1
was permitted under stormwater Permit No. SW8 970135.
The proposed subject project falls within the low density guidelines.
Enclosed is a check in the amount of $225.00 to cover the required low density
application fee.
We appreciate your attention in this matter. Should you have any
comments or require any additional information, please do not hesitate to
contact our office at your convenience.
iuston, P.E.
and Associates, PJL
JRH/swq
Enclosures
pc: Mr. Morten Hansen, III, Partner
File; 98-0127 E (Thistle Golf Club, SW/EC)

Hydrologic and Hydraulic Calculations
for
The Thistle Golf Club
Phase 2
(formerly Hansen Tract)
BRUNSWICK COUNTY, NORTH CAROLIIVA
Prepared By
CONSULTING ENGINEERS
Shaliotte, North Carolina
August 1998

DEVELOPMENT DATA TABLE
Approximate Total Tract
Tract I.I. Tract Area (Ac.) BUA Ac.
4 12.32
8.62
5 5.27
3.69
6 9.15
6.41
7 16.41
11.49
8 4.63
3.24
Roadways - 1.50
*Cart Paths & Rest Stations - 3.14
TOTAL: 3 8.0 9
" Based on cart path @ 17,000 LF long x 8 feet wide
plus 1 rest station @ 800 SF
TOTAL PROJECT BUA SUMMARY
Total Project BUA, (TPB)........................ 38.09 Acres
Total Project Area, (TPA) ............................ 148.1 Acres
% TPB to TPA ............................................. 25.72%

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(AC4l/)(OfAfq(gCAfAG^V1CnfAfgCA(ACAL'�Cl3O;
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N

Clearwater Place
Storm Drainage Inverts
7/28/98
Prepared By: SWQ .
Checked By: Olkq 9f
Storm Drain
Length
Inv. In
Inv. Out
Grate Elev.
Culvert Diam.
I.M
Feet)
(msl)
(msl
at Inv. In
inches
SD1
200
42.00
41.00
46.50
36
SD2
300
43.00
42.00
47.00
36
SD3
270
43.00
43.00
36
SD4
200
44.00
43.00
48.00
30
SD5
290
44.00
42.00
48.00
24
SD6
200
43.00
43.00
24
SD7
120
40.79
40.43
47.0036
SD8
150
41.24
40.79
47.0036
SD9
170
41.75
41.24
47.00
36
SD10
250
42.50
41.75
47.00
30
SD11
200
43.10
42.50
47.00
24
SD12
300
44.00
43.10
47.00
24
SD13
200
42.17
41.57
47.00
24
SD14
200
42.77
42.17
47.00
18
SD15
210
43.40
42.77
47.00
15
SD16
200
44.00
43.40
47.00
15
SD17
70
40.50
40.00
47.00
42
SD18
220
43.00
42.00
46.00
24
SD19
210
43.00
42.00
45.00
-42 Z.-- Z
SD20
220
44.00
43.00
47.00
18

Thistle - Phase 2
Culvert Hydraulics
7/30/98
ISD1
HEADWATER ELEVATION CALCULATIONS
Prepared By: SWQ .
Checked By: (** 8lit
FLOWRATE =
. 43 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
36 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.60
LENGTH OF CULVERT PIPE =
200 FEET
HEADWATER ELEVATION = 45.10
INV. IN ELEV. OF CULVERT =
42.00 FEET
INV. OUT ELEV. OF CULVERT =
41.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.6
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.57
WEIR FLOW COEF. =
HEADWATER ELEVATION = 48.07
TAILWATER ELEVATION =
46.50 FEET
VELOCITY=
6.08 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION= #DIV/0!
ISD2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
41 CF5
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
3 6 INCHES
DIA. FOR RISER =
. 48 INCHES
HEAD = 1.45
LENGTH OF CULVERT PIPE =
300 FEET
HEADWATER ELEVATION = 45.95
INV. IN ELEV. OF CULVERT =
43.00 FEET
INV. OUT ELEV. OF CULVERT =
42-n:n FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
47.00. FEET
HEAD = 1.75
WEIR FLOW COEF. =
4
HEADWATER ELEVATION = 49.82
TAILWATER ELEVATION =
48.07 FEET
VELOCITY=
5.80 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = 0.87
HEADWATER ELEVATION = 47.87
'96

Thistle - Phase 2
Culvert Hydraulics
7/30/PA
ISD3
HEADWATER ELEVATION CALCULATIONS
Prepared By: SWQ .
Checked By: .eik
FLOWRATE=
34 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONI
DIA. FOR CULVERT PIPE =
3 6 INCHES
DIA FOR RISER =
INCHES
HEAD = 1.00
LENGTH OF CULVERT PIPE =
270 FEET
HEADWATER ELEVATION = 45.50
INV. IN ELEV. OF CULVERT =
43,.0.0 FEET
INV. OUT ELEV. OF CULVERT =
43.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.6
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6.
RISER WEIR ELEVATION =
FEET
HEAD = 1.14
WEIR FLOW COEF. =
HEADWATER ELEVATION = 50.96
TAILWATER ELEVATION =
49.82 FEET
VELOCITY=
4.81 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
J SD4
IHEADWATER ELEVATION CALCULATIONS
FLOWRATE=
24 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
30 INCHES
DIA. FOR RISER =
42: INCHES
HEAD = 1.03
LENGTH OF CULVERT PIPE =
200 FEET
HEADWATER ELEVATION = 46.28
INV. IN ELEV. OF CULVERT =
44.00 FEET
INV. OUT ELEV. OF CULVERT =
43.00
INLET COEF. FOR CULV. PIPE FLOW =
0.6
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
48.00 FEET
HEAD = 1.14
WEIR FLOW COEF. =
4.
HEADWATER ELEVATION = 52.10
TAILWATER ELEVATION =
50.96 FEET
VELOCITY=
4.89 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = 0.67
HEADWATER ELEVATION = 48.67
I,-q

Thistle - Phase 2
Culvert Hydraulics
7/30/98
SD5
HEADWATER ELEVATION CALCULATIONS
Prepared By: S}IVQ, . �
Checked By: •B 161,v
FLOWRATE =
25 CR3
MANNINGS n =
0..012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE _
.2.. INCHES
DIA. FOR RISER =
4 2 � INCHES
HEAD = 2.73
LENGTH OF CULVERT PIPE =
290 FEET
HEADWATER ELEVATION = 47.73
INV. IN ELEV. OF CULVERT =
44.00 FEET
INV. OUT ELEV. OF CULVERT =
42.03 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5,
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
Q -6..
RISER WEIR ELEVATION =
48.(}0 FEET
HEAD = 4.50
WEIR FLOW COEF. =
1 4
HEADWATER ELEVATION = 51.50
TAILWATER ELEVATION =
47.0C FEET
VELOCITY=
7.96 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = 0.69
HEADWATER ELEVATION = 48.69
SD6
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
9' CPS
MANNINGS n =
0.012:
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24. INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.35
LENGTH OF CULVERT PIPE =
200 FEET
HEADWATER ELEVATION = 44.35
INV. IN ELEV. OF CULVERT =
43.00 FEET
INV. OUT ELEV. OF CULVERT =
43.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.8'
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.46
WEIR FLOW COEF. =
HEADWATER ELEVATION = 51.96
TAILWATER ELEVATION =
51.50 FEET
VELOCITY=
2.86 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER =ZERO (0) RISER DIA. HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/0I

Thistle - Phase 2
Culvert Hydraulics
7/30/98
SD7
HEADWATER ELEVATION CALCULATIONS
Prepared By: SWO .
Checked By: 8),0356
FLOWRATE=
37;94 CPS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE _
.3 6' INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.24
LENGTH OF CULVERT PIPE =
120 FEET
HEADWATER ELEVATION = 43.53
INV. IN ELEV. OF CULVERT =
40.79 FEET
INV. OUT ELEV. OF CULVERT =
40.43 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.6
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 1.00
WEIR FLOW COEF. =
HEADWATER ELEVATION = 47.00
TAILWATER ELEVATION =
46.00 FEET
VELOCITY=
5.37 FPS
TAILWATER UNKNOWN = ZERO (01
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01
SD8
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
32.69 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CON7
DIA FOR CULVERT PIPE =
3 6 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.93
LENGTH OF CULVERT PIPE =
160 FEET
HEADWATER ELEVATION = 43.67
INV. IN ELEV. OF CULVERT=
41.9a FEET
INV. OUT ELEV. OF CULVERT =
40.79 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.6
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.82
WEIR FLOW COEF. =
HEADWATER ELEVATION = 47.82
TAILWATER ELEVATION =
47.00 FEET
VELOCITY=
4.65 FPS
TAILWATER UNKNOWN = ZERO (-0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION= #DIV/0!

I SD9
ELEVATION CALCULATIONS
Thistle - Phase 2
Culvert Hydraulics
8/1 1 /98
Prepared By: SWQ .
Checked By:
FLOWRATE =
$2.8; CF5
MANNINGS n =
0.012'
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE _
3 ts: INCHES
DIA FOR RISER =
i INCHES
HEAD = 0.93
LENGTH OF CULVERT PIPE =
170 FEET
HEADWATER ELEVATION = 44.18
INV. IN ELEV. OF CULVERT =
41.75 FEET
INV. OUT ELEV. OF CULVERT =
41 ,24 F=T
INLET COEF. FOR CULV. PIPE FLOW =
0.61
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.85
WEIR FLOW COEF. =
HEADWATER ELEVATION = 48.67
TAILWATER ELEVATION =
47.82 FEET
VELOCITY=
4.64 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
= ZEHO (0) H15EH DIA. HEAD = #DIV/0!
HEADWATER ELEVATION= #DIV/01
ISD10
(HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
24.67. CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
30 INCHES
DIA FOR RISER =
INCHES
HEAD = 1.09
LENGTH OF CULVERT PIPE =
260 FEET
HEADWATER ELEVATION = 44.84
INV. IN ELEV. OF CULVERT =
42.50 FEET
INV. OUT ELEV. OF CULVERT =
41.75
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6.
RISER WEIR ELEVATION =
FEET
HEAD = 1.36
WEIR FLOW COEF. =
HEADWATER ELEVATION = 50.03
TAILWATER ELEVATION =
48.67 FEET
VELOCITY=
5.03 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
= ZF-KQ (0) H15EH DIA. HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

Thistle - Phase 2
Culvert Hydraulics
8/1 1 /98
ISD11
HEADWATER ELEVATION CALCULATIONS
Prepared By: SWQ .
Checked By:
FLOWRATE =
16.44- CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.18
LENGTH OF CULVERT PIPE=
200 FEET
HEADWATER ELEVATION = 45.28
INV. IN ELEV. OF CULVERT =
43.10 FEET
INV. OUT ELEV. OF CULVERT =
42.50 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0 6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 1.54
WEIR FLOW COEF. =
HEADWATER ELEVATION = 51.57
TAILWATER ELEVATION =
50.03 FEET
VELOCITY=
5.23 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION= #DIV/01
�S©,2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
8.22 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONT
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
INCHES
HEAD = 0.30
LENGTH OF CULVERT PIPE =
300 FEET
HEADWATER ELEVATION = 45.30
INV. IN ELEV. OF CULVERT =
44.00 FEET
INV. OUT ELEV. OF CULVERT=
43.10 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0..5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6.
RISER WEIR ELEVATION =
FEET
HEAD = 0.50
WEIR FLOW COEF. =
HEADWATER ELEVATION = 52.07
TAILWATER ELEVATION =
51.57 FEET
VELOCITY=
2.62 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

SD13
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
MANNINGS' n =
DIA. FOR CULVERT PIPE _
DIA. FOR RISER =
LENGTH OF CULVERT PIPE _
INV. IN ELEV. OF CULVERT =
INV. OUT ELEV. OF CULVERT=
INLET COEF. FOR CULV. PIPE FLOW =
INLET COEF. FOR CULVERT INLET CONTROL =
RISER WEIR ELEVATION =
WEIR FLOW COEF. =
TAILWATER ELEVATION =
SD14
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
MANNINGS n =
DIA. FOR CULVERT PIPE _
DIA. FOR RISER =
LENGTH OF CULVERT PIPE =
INV. IN ELEV. OF CULVERT =
INV. OUT ELEV. OF CULVERT =
INLET COEF. FOR CULV. PIPE FLOW =
INLET COEF. FOR CULVERT INLET CONTROL =
RISER WEIR ELEVATION =
WEIR FLOW COEF. =
TAILWATER ELEVATION =
Thistle - Phase 2
Culvert Hydraulics
7/30/98
8.12 CFS
0.012.
2 4 INCHES
INCHES
200 FEET
42.17 FEET
41,57FET
0.5
0.6
FEET
47.00 FEET
1.95 FPS
4.59 CP5
0.012
18 INCHES
INCHES
200- FEET
42.77 FEET
42.17 FEET
Prepared By: SWQ .
Checked By: .8110150
HEADWATER ELEVATION ASSUMING INLET CONTROL
HEAD = 0.16
HEADWATER ELEVATION = 43.33
HEADWATER ELEVATION ASSUMING PIPE FLOW
HEAD = 0.21
HEADWATER ELEVATION = 47.22
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION= #DIV/01
HEADWATER ELEVATION ASSUMING INLET
HEAD = 0.29
HEADWATER ELEVATION = 43.81
HEADWATER ELEVATION ASSUMING PIPE FLOW
FEET HEAD = 0.48
HEADWATER ELEVATION = 47.70
47.22 FEET
2.60 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/0!

Thistle - Phase 2
Culvert Hydraulics
7/101AA
ISD15
HEADWATER ELEVATION CALCULATIONS
Prepared By: SWQ .
Checked By: ".8
FLOWRATE =
3.06 CFS
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
16 INCHES
DIA. FOR RISER=
INCHES
HEAD = 0.27
LENGTH OF CULVERT PIPE =
210 FEET
HEADWATER ELEVATION = 44.29
INV. IN ELEV. OF CULVERT =
43.40 FEET
INV. OUT ELEV. OF CULVERT =
42.77 FEET
INLET COEF. FOR CULV. PIPE FLOW =
6.6
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.55
WEIR FLOW COEF. =
HEADWATER ELEVATION = 48.24
TAILWATER ELEVATION =
47.70 FEET
VELOCITY=
2.49 FPS
TAILWATER UNKNOWN = ZERO M
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION= #DIV/01
SD16
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
1.53 CF5
MANNINGS n =
0.012
HEADWATER ELEVATION ASSUMING INLET CONT
DIA. FOR CULVERT PIPE =
15 INCHES
DIA FOR RISER =
INCHES
HEAD = 0.07
LENGTH OF CULVERT PIPE =
20 0 FEET
HEADWATER ELEVATION = 44.69
INV. IN ELEV. OF CULVERT =
44.00 FEET
INV. OUT ELEV. OF CULVERT =
43.40
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEET
HEAD = 0.13
WEIR FLOW COEF. =
HEADWATER ELEVATION = 48.38
TAILWATER ELEVATION =
48.24 FEET
VELOCITY=
1.25 FPS
TAILWATER UNKNOWN = ZERO (J
HEADWATER ELEVATION ASSUMING WEIR FLOW
NO RISER = ZERO (0) RISER DIA.
HEAD = #DIV/01
HEADWATER ELEVATION= #DIV/01
0-

Thistle - Phase 2
Culvert Hydraulics
7/30/98
SD17
HEADWATER ELEVATION CALCULATIONS
Prepared By: SWQ
Checked By: 8160r98
FLOWRATE =
5 4, CFS
MANNINGS n =
0.012:
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA FOR CULVERT PIPE =
4 2 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.36
LENGTH OF CULVERT PIPE=
70 FEET
HEADWATER ELEVATION = 43.61
INV. IN ELEV. OF CULVERT =
40.50 FEET
INV. OUT ELE11.OF CULVERT =
40.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
0.00 FEET
HEAD = 0.91
WEIR FLOW COEF. =
HEADWATER ELEVATION = 49.28
TAILWATER ELEVATION =
48.38 FEET
VELOCITY=
5.61 FPS
TAILWATER UNKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/01
SD18
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
15.88 CFS
MANNINGS n =
0.012:
HEADWATER ELEVATION ASSUMING INLET CONTROL
DIA. FOR CULVERT PIPE =
24 INCHES
DIA. FOR RISER =
INCHES
HEAD = 1.10
LENGTH OF CULVERT PIPE =
220 FEET
HEADWATER ELEVATION = 45.10
INV. IN ELEV. OF CULVERT =
43.0'0FEET
INV. OUT ELEV. OF CULVERT =
42.00 FEET
INLET COEF. FOR CULV. PIPE FLOW =
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
INLET COEF. FOR CULVERT INLET CONTROL =
0.6
RISER WEIR ELEVATION =
FEEr
HEAD = 1.52
WEIR FLOW COEF. =
HEADWATER ELEVATION = 45.52
TAILWATER ELEVATION =
44,00 FEET
VELOCITY=
5.05 FPS
TAILWATER _U_NKNOWN = ZERO (0)
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/01
HEADWATER ELEVATION = #DIV/01

SD19
HEADWATER ELEVATION CALCULATIONS
FLOWRATE = 50
MANNINGS n =
DIA. FOR CULVERT PIPE = 2@
DIA FOR RISER =
LENGTH OF CULVERT PIPE _
INV. IN ELEV. OF CULVERT =
INV. OUT ELEV. OF CULVERT =
INLET COEF. FOR CULV. PIPE FLOW =
INLET COEF. FOR CULVERT INLET CONTROL =
RISER WEIR ELEVATION =
WEIR FLOW COEF. =
TAILWATER ELEVATION =
VELOCITY=
TAILWATER UNKNOWN = ZERO (0)
SD20
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
MANNINGS n =
DIA. FOR CULVERT PIPE _
DIA. FOR RISER =
LENGTH OF CULVERT PIPE =
INV. IN ELEV. OF CULVERT =
INV. OUT ELEV. OF CULVERT =
INLET COEF. FOR CULV. PIPE FLOW =
INLET COEF. FOR CULVERT INLET CONTROL =
RISER WEIR ELEVATION =
WEIR FLOW COEF. =
TAILWATER ELEVATION =
Thistle - Phase 2
Culvert Hydraulics
7/30/98
Prepared By: SWQ .
Checked By: .�A0196
26 CFS
0,012
HEADWATER ELEVATION ASSUMING INLET CONTROL
2 4 INCHES
INCHES
HEAD = 2.73
210 FEET
HEADWATER ELEVATION = 46.73
43.00 FEET
4Z.Q0 FELT
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
0.6
0.40 FEET
HEAD = 3.66
HEADWATER ELEVATION = 47.66
44.00 FEET
7.96 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD = #DIV/0!
HEADWATER ELEVATION = #DIV/0!
5.97 CFS
0.012
HEADWATER ELEVATION ASSUMING INLET CONTROL
18 INCHES
INCHES
HEAD = 0.49
220 FEET
HEADWATER ELEVATION = 45.24
44.00 FEET
43.0 0 FEET
0.5
HEADWATER ELEVATION ASSUMING PIPE FLOW
0.6
0.00 FEET
HEAD = 0.87
HEADWATER ELEVATION = 46.39
45.52 FEET
3.38 FPS
HEADWATER ELEVATION ASSUMING WEIR FLOW
HEAD =
#DIV/0!
#DIV/01

Thistle - Phase 2
Culvert Hydraulics
7/30/98
Prepared By: SWQ .
Checked By: 6110 �9g
Weir #1
HEADWATER ELEVATION CALCULATIONS
FLOWRATE _
62 CFS HEADWATER ELEVATION ASSUMING WEIR FLOW
MANNINGS n =
0.012
WEIR LENGTH =
40 FEET HEAD = 0.53
WEIR ELEVATION =
46.00! MSL HEADWATER ELEVATION = 46.53
WEIR FLOW COEF. =
4
VELOCITY=
2.92 FPS
Weir #2
HEADWATER ELEVATION CALCULATIONS
FLOWRATE =
62 CFS HEADWATER ELEVATION ASSUMING WEIR FLOW
MANNINGS n =
0.012
WEIR LENGTH =
40 FEET HEAD = 0.53
WEIR ELEVATION =
46.60, MSL HEADWATER ELEVATION = 49.03
WEIR FLOW COEF. =
4.
VELOCITY=
2.92 FPS

BASIN
I.D.
Flowrate
A
40.79
B
9.85
C
49.00
D
43.00
E
49.45
F
48.98
G
8.75
H
8.89
1
15.28
J
17.15
K
43.40
Thistle Phase 2
Grate Inlets
8/1 1 /98
Inlet Grate Hydrology & Hydraulics
Check most critical catch basin. Inlet grate sized for most
critical basin will be suitable for all basins.
Most Critical Basin = Area F
10-Yr Flowrate: 48.98 cfs
Flowing into 5 Catch Basins
Flowrate per Basin: 9.80 cfs
Minimum Perimeter grate with head limited to 0.6 feet:
P = Q / (C*H)^1.5 where C=2.5
Perimiter: 5.3 Feet
Minimum Open area of grate with head limited to 0.6 feet:
A = Q / C*(2*g*H)^0.5 where C=0.6
Open Area: 2.6 SF