19920751 Ver 1_COMPLETE FILE_19960215

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
James B. Hunt, Jr., Governor
Wayne McDevitt, Secretary
A. Preston Howard, Jr., P.E., Director
1 ? •
woo&
NCDEN-R
NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES
January 27, 1998
Mr. D. Amos Clark, EIT
Associate Project Engineer
The John R. McAdams Company, Inc.
PO Box14005
Research Triangle Park, NC 27709
Dear Mr. Clark:
Re: Davis Park Distribution Center
Stormwater Management Plan
Durham County
DWQ #92751
The operation and maintenance agreements for the subject stormwater management plan,
received by this office on January 14, 1998, render that plan complete. A technical
review of each pond was conducted, and each was determined to be designed in
satisfactory compliance with the Division of Water Quality's BUT manual.
This letter hereby provides written approval of the stormwater management plan for the
subject project in accordance with the requirements of the 401 Certification. Please call
Mr. J. Ray Cox or me at [phone] if you have any questions.
Sincerely,
J R. Dome
cc: Raleigh Field Office, USCOE
DWQ Raleigh Regional Office
Central Files
John Dorney
Environmental Sciences Branch 4401 Reedy Creek Road Raleigh, North Carolina 27607
Telephone [phone] FAX # [phone]
An Equal Opportunity Affirmative Action Employer 50% recycled/lWo post consumer paper
Rav C
From:
Sent:
To:
Subject:
sounds good. thankx
-----Original Message-----
John_D
Wednesday, January 28, 1998 10:23 AM
Ray_C
RE: Davis Park Stormwater Approval
From: Ray-C
Sent: Monday, January 26, 1998 12:35 PM
To: John_D
Subject: Davis Park Stormwater Approval
This is the OLD project with 2 ponds. Someone dropped the ball on approval of the first pond about 1.5 years ago.
After painstakingly searching for and reviewing all the info I could find on file (and talking with Bradley), it looks like
we (DWQ) are the ones who dropped the ball. Anyway, the first pond has been constructed and they have submitted
the calculations for the second. I've reviewed the calculations for each pond, and they appear to have been designed
consistently with our requirements in the BMP manual.
The engineer continues to use the SCS method to determine the volume for the 1" rainfall (as opposed to the "simple
method" outlined in the manual), and he gives valid reasons for doing so. Other engineers are doing the same thing
and giving similar reasons. I've spoken with Jeanette and Bradley, both proponents of the simple method, but I'm still
not convinced it gives more accurate numbers. Hopefully the stormwater seminar in June will shed some light on it
for me. Until then, I'll continue to use my BPJ (assuming that's okay with you).
Sorry, back to this project... The address I have for the applicant is old (1993), and the consultant is out of the office
today. I am preparing the approval letter for your signature, and I want to send it directly to the consultant and let
them worry about where to send it from there. Is that okay? Thanks, Ray
---------------------------------------------------------
---------------------------------------------------------
J. Ray Cox
Environmental Engineer
Wetlands/401 Certification Unit
[phone]
ray@de m. eh n r. state. nc, us
NC DWQ WQ ENVSL i t ax :'fly- r JJ-yy?y uct 6 -Jr y • L 1 r. vu u/-
Project No. DWQ fto be provided by DWQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stortnwater Mannement Plan Review:
A complete stormwater management plan submittal includes a wet detention. basin worksheet for each
basin, design calculations, plans and specifications showing all basin and outlet structure details, and a
fully executed operation and maintenance agreement. An, incomplete submittal package will result in a
request for additional information and will substantially delay final .review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : W& TAZV--
Contact Person: RHOS C,1.t? Phone:Number: ('"1M ) Not-
For projects with multiple basins, specify whichbasin this worksheet applies to:
Basin Bottom Elevation Z00. oo ft.
Permanent Pool Elevation 'M , oo ft.
Temporary Pool Elevation, OIL- ] O
Permanent Pool Surface Area V:;,4 sq. ft.
Drainage Area ac.
Impervious Area '50A ac.
Permanent Pool Volume 3361 110 cu. ft.
Temporary Pool Volume
Forebay Volume
SA/DA used
Diameter of Orifice
1 Spiellcr5 cu. ft.
145$A15 cu. ft.
1,'100 .0
in.
(average elevation of the floor of the basin)
(eZevati.on of,tlie orifice invert out) .
(elevation of'the outlet structure invert in)
(water surface:area at permanent pool. elevation)
(on-site: aid, off-site drainage to the basin)
(on-site: and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage, area ratio)
(draw down orifice diameter)
II. REQUIRED'ITEMS: CHECK-LIST
The following checklist outlines design, .regdirements per the Stoimwater Best Management Practices
manual (N.. C. Department of ,Environment, Health and Natural... Resources, November 1995) and
Administrative Code Section:. 15 A NCAC 2H .1008. Initial. in.. the space provided to indicate the
following design.. requirements. have. been; met, and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why.
Applicants Initials
bA c_ The temporary pool. controls runoff from.the l :inch storm event.
The basin length to. width ratio is greater. than 3:1.
The basin side slopes are no steeper than 3:I.
'1J1?G A submerged and vegetated perimeter:shelf at less than 6:1 is provided.
Vegetation to the permanent pool elevation:is specified.
DACE An emergency drain is provided to drain .the; basin...
tiAC, The permanent poo:I.depth is between 3 and; b:feet.(required minimum of 3 feet).
DA-4- The temporary pool draws down: in 2 to 5 days..
The forebay volume.is.approximately equal, to 20010 of the total basin volume.
DAC- Sediment;storage isprovided in the permanent pool.
T,A-r-- Access is pravidcd for maintenance,
A rninimum 30-foot vegetative filter is:provided at the outlet.
A site specific operation and maintenance (O&M* plan is provided.
A vegetation management/mowing schedule, is provided in the O&M plan.
L? Semi-annual inspections are specified in. the O&M plan.
Aoki. A debris check is specified,in the O&M plan.to be performed after every storm event.
VAC- A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
LAC., A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
REODURED ITEMS CHECKLIST ATTACHMENT
• The basin length to width ratio as designed is approximately 2.3:1, based on an average basin
width at normal pool of 158 feet and length at normal pool of 360 feet (from pond inlet to
pond outlet). Due to the existing site layout constraints, we would be forced to take
additional off-site drainage areas into the pond and/or grade into a rather steep slope on the
north side of the pond. In addition, the forebay berm in the pond should serve to prevent
short-circuiting.
• Vegetation on the pond to the permanent pool elevation will be grass. This is not specified
on the plans, but the entire area around and including the pond will be grassed during site
stabilization after the grading operations have ceased.
A vegetated filter is not provided at the outlet of the pond, nor is it mentioned as a
requirement of a water quality pond in the November 1995 publication of "Stormwater Best
Management Practices" by NCDEHNR. A vegetated filter would not be prudent in this case,
as it would need constant maintenance because of the flowrates exiting the pond in larger
storms. In addition, a NCDOT roadway will be constructed just downstream on the pond in
the future. Although unknown at this time, it is quite possible that the outflow pipe from this
pond may tie directly into the storm drainage system for that roadway.
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TIE JOHN R. WADAMS COMPANY, INC.
CONSULTING ENGINEERS
POST OFFICE BOX 14005
RESEARCH TRIANGLE PARK, NORTH CAROLINA 27709 RECEIVE
[phone] FAX [phone]
vHIN 14 1996
LETTER OF TRANSMITTAL OUNCES
To: Mr. Ray Cox
NC DEHNR
Division of Water Quality
4401 Reedy Creek Road
Raleigh, North Carolina 27607
Re: Davis Park
I am sending you the following item(s):
Date: January, 13, 1998
* * FEDERAL EXPRESS * *
Job No: KYS-94000
COPIES DATE NO. DESCRIPTION
2 2 Pond Maintenance Agreement

These are transmitted as checked below:
X As requested
For your use
For approval
For review and comment
Remarks: Please find enclosed two pond maintenance agreements. They are identical, one
for each of the two ponds. Please call with anXauestions.
Copy To: Gerry Strickland Signed: SOS EL?'-L (QA
Amos Clark, EIT
Associate Project Engineer

POND MAEN7ENANCE REQLTME:=4-TS
Project Name: Davis Park Distribution Center
Responsible Party: Davis Park Associates
Project No. KYS-94000
Phone No. [phone]
Address: 1130 Situs Court Suite 250, Raleigh NC 27606
I. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair/replace if it is not functioning.
B. Insuect and clear the orifice of any obst-nsctions. If a pump is used as the drawdown
mechanism, pump operation will be checked. A log of test runs of the pump will be kept
on site and made available to DEM personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair eroded
areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, trash accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly:
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, and
piping will be checked for obstructions and cleared as required.
B. Pond inlet pipes will be checked for undercutting,- riprap or other energy dissipation
strictures will be replaced, and broken pipes will be repaired.
III. Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75 0 of original
Design depth or 4.5 feet, whichever is greater, sediment will be removed
to at.least the original design depth.
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary.

POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. General:
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond.
C. The orifice/pump is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that time, the system will be checked for clogging. The source of the
clogging will be found and eliminated.
D. All components of the detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements:
J. Patrick Gavagham, General Partner
I, with Davis Park Associates , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will perform the maintenance as outlined
above, as part of th,pjCertificatiojn of Compliance with Stormwater Regulations received for this project.
Signature: Date: ?? -
I, Z4W 1 Fea- MC--T-ZeG , a Notary Public for the State of V4c>
County of WA , do hereby certify that :TP 6AVA !? ?-? ?4
personally appeared before me this day of NOY E NM , 1961 -7 , and acknowledge the
due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
*ommissior expires 2-002-
DA/arl: S:\WQS\STORMWAT\FORMS\O&M-POND.FOR
?? 1 v
POND IMAr 4- NAII i CE REQUUZEN -N-TS
Project Name: Davis Park Distribution Center
Responsible Party
Davis Park Associates
Project No. KYS-94000
Phone No. [phone]
Address: 1130 Situs Court Suite 250, Raleigh NC 27606
I. Monthly, or after every runoff producing rainfall event, whichever comes first:
A. Inspect the trash rack; remove accumulated debris, repair/replace if it is not functioning.
B. Inspect and clear the orifice of any obstrTictiors. If a pump is used as the drawdown
mechanism, pump operation will be checked. A log of test runs of the pump will be kept
on site and made available to DEN I personnel upon request.
C. Inspect the pond side slopes and grassed inlet swales; remove trash, and repair eroded
areas before the next rainfall event.
D. If the pond is operated with a vegetated filter, the filter will be checked for sediment
accumulation, trash accumulation, erosion and proper operation of the flow spreader
mechanism. Repairs/cleaning will be done as necessary.
II. Quarterly:
A. Inspect the collection system (ie. catch basins, piping, grassed swales) for proper
functioning. Accumulated trash will be cleared from basin grates, basin bottoms, and
piping will be checked for obstructions and cleared as required.
B. Pond inlet pipes will be checked for undercutting,- riprap or other energy dissipation
structures will be replaced, and broken pipes will be repaired.
III. Semi-annually:
A. Accumulated sediment from the bottom of the outlet structure will be removed.
B. The pond depth will be checked at various points. If depth is reduced to 75 0 of original
Design depth or 4.5 feet, whichever is greater, sediment will be removed
to at least the original design depth.
C. Grassed swales, including the vegetated filter if applicable, will be reseeded twice a year
as necessary.
4 " f
POND MAINTENANCE REQUIREMENTS
PAGE 2
IV. General:
A. Mowing of the side slopes will be accomplished according to the season. Maximum grass
height will be 6".
B. Cattails are encouraged along the pond perimeter, however they will be removed when they
cover more than 1/2 the surface area of the pond.
C. The orifice/pump is designed to draw down the pond in 2-5 days. If drawdown is not
accomplished in that time, the system will be checked for clogging. T"ne source of the
clogging will be found and eliminated.
D. All components of the detention pond system will be kept in good working order. Repair
or replacement components will meet the original design specifications as per the approved
stormwater plan.
V. Special Requirements:
J. Patrick Gavagham, General Partner
I, with Davis Park Associates , hereby acknowledge that I am the financially
responsible party for maintenance of this detention pond. I will perform the maintenance as outlined
above, as part of th,, Certification of Compliance with Stormwater Regulations received for this project.
Signature: ? Date. f 7
a Notary Public for the State of ISL. QrZ-T. U- (?!
Countyof W AK-12, -, do hereby certify that T? 6AYAG,AA tA
personally appeared before me this day of 14YE?, 19?, and acknowledge the
due execution of the foregoing instrument. Witness my hand and official seal,
SEAL
My commission expires QC'-Df3 ? ;30 2AOO7-
DA/arl: S:\WQS\STORMWAT\FORMS\O&M-POND.FOR
August 1, 1996
Mr. John Dorney
N.C. Department of Environment, Health, and Natural Resources
DWQ - Wetlands Group
4401 Reedy Creek Road
Raleigh, N.C. 27607
Re: Davis Park
KYS-94009
Dear Mr. Dorney:
Per our meeting of February 13, 1996, this office is submitting plans and
calculations for a permanent stormwater quality pond at the Davis Park site in
Durham County, North Carolina. The Davis Park project is impacting 2.34 acres
of wetlands or waters in a tributary of Kit Creek located at SR 1999 in Durham
County. As an additional condition set forth by the State, the design of a
permanent stormwater pond must be built and maintained for this site following
written DWQ (formerly DEM) approval of plans. This project is not located in a
watershed protection district. Please find enclosed two sets of plans and
calculations for this pond, as well as copies of previous correspondence from the
Army Corps of Engineers and the N.C. Division of Environmental Management.
If you have any questions or need any additional information, please do not
hesitate to call this office at 361-5000.
Sincerely,
THE JOHN R. McADAMS COMPANY, INC.
?- 0-1
Donovan A. Clark, EIT
Assistant Project Manager
Encl.
cc: Gerry Strickland
Randy Bates
DAVIS PARK
WATER QUALITY CALCULATIONS
FOR NCDEHNR DWQ
HIGH EFFICIENCY SEDIMENT POND
CALCULATIONS
STORMWATER AND EROSION CONTROL CALCULATIONS
WATER QUALITY POND 1
AUGUST 1, 1996
GRADING REVISION JUNE 11, 1997
KYS-94000
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
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P.O. Box 14005
Research Triangle Park, North Carolina 27709
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709 t?
[phone] Fax[phone] F-cU ? 122-1(d
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54
* TRAVEL TIME CALCULATIONS - SO=S Segmental Approach, TR-55 (1986)
SUMMARY for DAVIS PARK MAIN FOND
Segment 1: OVERLAND FLOW
L = 50 ft, S = .03 ft/ft, n = .24, P(2yr/24hr) = 3.6 in
Travel Time = 6.6 minutes
Segment 2: CONCENTRATED FLOW
L = 400 ft, S = .0725 ft/ft, UNPAVED surface
Travel time = 1.5 minutes
Segment 3: CONCENTRATED FLOW
L = 60 ft, S = .2 ft/ft, UNPAVED surface
Travel time = .1 minutes
Segment 4: CONCENTRATED FLOW
L = 290 ft, S = .005 ft/ft, PAVED surface
Travel time = 3.4 minutes
Segment 5: C=HANNEL FLOW
A = 3.14 ft-'2', F = 6.38 ft, L = (--)0 ft, S = .0218 ft/ft, n = .013
Travel Time = minutes
Segment 6: CHANNEL FLOW
A = 4.91 ft-'2, P = 7.85 ft, L_ = :85 ft, S = .011 ft/ft, n = .013
Travel Time = .5 minutes
Segment 7: CHANNEL FLOW
A = ft-'- 2, P = 11 ft, L = 220 ft, S = .C)(-.)83 ft/ft, n = .013
Travel Time = .4 minutes
Segment 8: CHANNEL FLOW
A = 28.27 ft''2, P = 18.85 ft, L. = 610 ft, S = .0057 ft/ft, n = .013
Travel Time = .9 minutes
TOTAL TRAVEL TIME for path DAVIS PARK MAIN POND = 13.7 minutes <.
THE JOHN R. MCADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone] W- 1 2 12-'? I?(o PAGE OF
J R McA JOB NO.'G I-? - 9499QDATE 4S BY DAC?' CHECKED BY
(Date) E CG('? P PROJECT DAV?S Rce'k"
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6/11/97 12:00 PM
Water Quality Pond Design Sheet
Project Name: Davis Park
Operator: D.A. Clark
Job Number: KYS-94009
Date: 6/11/97

Contour
(feet)

Stage
feet
Contour
Area
SF Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF)
313.0 0.0 64250
314.0 1.0 66810 65530 65530 65530
316.0 3.0 72600 69705 139410 204940
318.0 5.0 78390 75495 150990 355930
320.0 7.0 84480 81435 162870 518800
322.0 9.0 90300 87390 174780 693580
700000
600000
500000
LL
v 400000
m
a?
300000
c w
200000
100000
0
Storage vs. Stage
y = 64567x10706
R2 = 0.9996
0.0
2.0 4.0 6.0
Stage (feet)
Ks= 64567
b = 1.0706
QUALPON D.XLS
8.0 10.0

6/11/97 12:00 PM
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 43.30 acres
@CN= 98
Other areas draining to pond (not DCIA) = 48.60 acres
@CN= 80
Runoff from DCIAs =_>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 124314 CF
Runoff from non-connected areas =_>
Precipitation amount = 1.0 inches
S = 2.500 inches (calculated)
Q* = 0.083 inches (calculated)
Runoff volume = 14702 CF
Therefore, total runoff from precipitation in question = 139015 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
QUALPOND.XLS
6/11/97 12:00 PM
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 139015 CF
Stage (above invert) associated with this storage = 2.05 feet
Therefore, depth required above normal pool for storm storage = 2.05 feet
24.56 inches
Therefore set crest of principal spillway at stage = 2.05 feet
and EL = 315.05 feet
At principal spillway crest, storm pool storage provided = 139243 CF
QUALPONDALS
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709 J
[phone] Fax [phone] W° , 2 I Z, s h (' i5l ?
PAGEOF
J R McA JOB NO. ?ys^ 9/J 00C? DATE 131-5 b'S BY DAG CHECKED BY
CLIENT KE :10T!E CL4-:' P• (Date)
PROJECT L/wJ ?AQV-
SUBJECT

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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone] e'W z3 i
PAGE ?l'O OF
J R McA JOB NO. K'- 1ALayC- ATE BY Flo? CHECKED BY
CLIENT I?`y SR?/?I E Cc2?. PROJECT t*y rs tG- (Date)
SUBJECT

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TIME - V/Oco
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1" storm R.O. drawdown
Chainsaw Routing Method
Project Name: Davis Park
Project KYS-94009
Date : 6/11/97
Operator : DAC
Title : 1" Storm
Hydrograph:
Qp = NIA CFS
Tp = NIA minutes
dT = 150.0 minutes
Stage-Storage :
Ks = 64567.0
b = 1.0706
Zo = 313.0 feet
Initial Water Level :
Zi = 315.05 feet
Computed Results :
Normal Surf. Area = 72719. SF
Max. Surf. Area = 72719. SF
Peak Elev. = 315.05 feet
Peak Stage = 2.1 feet
Peak Outflow = 0.58 US
Volume Stored = 130763.5 ft3
Riser/Barrel
N=
Dia. Riser-
Cw =
Riser crest =
Db =
Cd =
Bar. Leng. _
n=
Ke =
Bar. Invert =
Orifice:
N=
D=
Cd =
Invert
=
Weir 1:
L=
Zcr =
Cw =
Weir 2:
L=
Zcr =
Cw =
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
0.00
0.00 inches
0.00
0.00 feet
0.00 inches
0.00
0 feet
0
0.00
0 feet
1.00
4.00 inches
0.60
313.00 feet
0.00 feet
0.00 feet
0.00
0.00 feet
0.00 feet
0.00
System Loading and Response
0.6
0.5 ' -. .. Inflow
outflow
?
0.4
0.3
o
5-0.2
i i
0.1
0.0
0.0 1000.0 2000.0 3000.0 4000.0 5000.0 6000.0 7000.0 8000.0
Time (min) li
Time Inflow Storage Stage Outflow Riser(weir) Riser(orif.) Barrel HW Barrel TW Barrel Orifice Weir 1 Weir 2
min cfs ft^3 ft cfs cfs cfs cfs cis cfs cfs cfs cfs

0.0 0.0 139243.3 315.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
150.0 0.0 139243.3 315.05 0.58 0.00 0.00 0.00 0.00 0.00 0.58 0.00 0.00
300.0 0.0 134061.8 314.98 0.56 0.00 0.00 0.00 0.00 0.00 0.56 0.00 0.00
450.0 0.0 128979.3 314.91 0.55 0.00 0.00 0.00 0.00 0.00 0.55 0.00 0.00
600.0 0.0 123996.2 314.84 0.54 0.00 0.00 0.00 0.00 0.00 0.54 0.00 0.00
750.0 0.0 119112.8 314.77 0.53 0.00 0.00 0.00 0.00 0.00 0.53 0.00 0.00
900.0 0.0 114329.2 314.71 0.52 0.00 0.00 0.00 0.00 0.00 0.52 0.00 0.00
1050.0 0.0 109645.9 314.64 0.51 0.00 0.00 0.00 0.00 0.00 0.51 0.00 0.00
1200.0 0.0 105063.1 314.58 0.50 0.00 0.00 0.00 0.00 0.00 0.50 0.00 0.00
1350.0 0.0 100581.2 314.51 0.49 0.00 0.00 0.00 0.00 0.00 0.49 0.00 0.00
1500.0 0.0 96200.3 314.45 0.48 0.00 0.00 0.00 0.00 0.00 0.48 0.00 0.00
1650.0 0.0 91921.0 314.39 0.46 0.00 0.00 0.00 0.00 0.00 0.46 0.00 0.00
1800.0 0.0 87743.4 314.33 0.45 0.00 0.00 0.00 0.00 0.00 0.45 0.00 0.00
1950.0 0.0 83668.0 314.27 0.44 0.00 0.00 0.00 0.00 0.00 0.44 0.00 0.00
2100.0 0.0 79695.1 314.22 0.43 0.00 0.00 0.00 0.00 0.00 0.43 0.00 0.00
2250.0 0.0 75825.0 314.16 0.42 0.00 0.00 0.00 0.00 0.00 0.42 0.00 0.00
2400.0 0.0 72058.2 314.11 0.41 0.00 0.00 0.00 0.00 0.00 0.41 0.00 0.00
2550.0 0.0 68395.0 314.06 0.40 0.00 0.00 0.00 0.00 0.00 0.40 0.00 0.00
2700.0 0.0 64835.8 314.00 0.38 0.00 0.00 0.00 0.00 0.00 0.38 0.00 0.00
2850.0 0.0 61381.1 313.95 0.37 0.00 0.00 0.00 0.00 0.00 0.37 0.00 0.00
3000.0 0.0 58031.2 313.91 0.36 0.00 0.00 0.00 0.00 0.00 0.36 0.00 0.00
3150.0 0.0 54786.6 313.86 0.35 0.00 0.00 0.00 0.00 0.00 0.35 0.00 0.00
3300.0 0.0 51647.8 313.81 0.34 0.00 0.00 0.00 0.00 0.00 0.34 0.00 0.00
3450.0 0.0 48615.3 313.77 0.33 0.00 0.00 0.00 0.00 0.00 0.33 0.00 0.00
3600.0 0.0 45689.4 313.72 0.31 0.00 0.00 0.00 0.00 0.00 0.31 0.00 0.00
3750.0 0.0 42870.8 313.68 030 0.00 0.00 0.00 0.00 0.00 0.30 0.00 0.00
3900.0 0.0 40160.0 313.64 0.29 0.00 0.00 0.00 0.00 0.00 0.29 0.00 0.00
4050.0 0.0 37557.5 313.60 0.28 0.00 0.00 0.00 .0.00 0.00 0.28 0.00 0.00
4200.0 0.0 35063.9 313.57 0.26 0.00 0.00 0.00 0.00 0.00 0.26 0.00 0.00
4350.0 0.0 32679.8 313.53 0.25 0.00 0.00 0.00 0.00 0.00 0.25 0.00 0.00
4500.0 0.0 30405.9 313.49 0.24 0.00 0.00 0.00 0.00 0.00 0.24 0.00 0.00
4650.0 0.0 28242.7 313.46 0.23 0.00 0.00 0.00 0.00 0.00 0.23 0.00 0.00
4800.0 0.0 26191.1 313.43 0.22 0.00 0.00 0.00 0.00 0.00 0.22 0.00 0.00
4950.0 0.0 24251.7 313.40 0.20 0.00 0.00 0.00 0.00 0.00 0.20 0.00 0.00
5100.0 0.0 22425.3 313.37 0.19 0.00 0.00 0.00 0.00 0.00 0.19 0.00 0.00
5250.0 0.0 207121 313.35 0.18 0.00 0.00 0.00 0.00 0.00 0.18 0.00 0.00
5400.0 0.0 19114.8 313.32 0.16 0.00 0.00 0.00 0.00 0.00 0.16 0.00 0.00
5550.0 0.0 17654.9 313.30 0.15 0.00 0.00 0.00 0.00 0.00 0.15 0.00 0.00
5700.0 0.0 16348.8 313.28 0.13 0.00 0.00 0.00 0.00 0.00 0.13 0.00 0.00
5850.0 0.0 15176.0 313.26 0.12 0.00 0.00 0.00 0.00 0.00 0.12 0.00 0.00
6000.0 0.0 14119.4 313.24 0.11 0.00 0.00 0.00 0.00 0.00 0.11 0.00 0.00
6150.0 0.0 13164.4 313.23 0.10 0.00 0.00 0.00 0.00 0.00 0.10 0.00 0.00
6300.0 0.0 12298.6 313.21 0.09 0.00 0.00 0.00 0.00 0.00 0.09 0.00 0.00
6450.0 0.0 11511.6 313.20 0.08 0.00 0.00 0.00 0.00 0.00 0.08 0.00 0.00
6600.0 0.0 10794.2 313.19 0.07 0.00 0.00 0.00 0.00 0.00 0.07 0.00 0.00
6750.0 0.0 10138.6 313.18 0.07 0.00 0.00 0.00 0.00 0.00 0.07 0.00 0.00
6900.0 0.0 9538.2 313.17 0.06 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00
7050.0 0.0 8986.9 313.16 0.06 0.00 0.00 0.00 0.00 0.00 0.06 0.00 0.00
7200.0 0.0 8479.8 313.15 0.05 0.00 0.00 0.00 0.00 0.00 0.05 0.00 0.00
NEWPOND.XLS
THE JOHN R. McADAMS COMPANY, INC.
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P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
v Q PAGE
J R McA JOB NO. Ky5-9,c `-??? DATE Z ZZ I- ito BY L)A(::- CHECKED BY
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(Date)
OF

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone] ?Dj?eC0 p j2Z hG
J R McA JOB NO. "S-94000 DATE e IS 1435 BY D
CLIENT PROJECT
SUBJECT
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PAGE 514 OF
CHECKED BY

THE JOHN R. McADAMS COMPANY, INC.
' P.O. Box 14005
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone] P`v 2,12S
??} to CHECKED PAGE
J R McA JOB NO.?y DATE ?s BY ?? Ty BY-
PROJECT
CLIENT
SUBJECT
(Date)

T`lPE lr=_ ?? ...! A? T ?F-T
it l?-It? N'A N?A 31GJ,Qr7 N/1A
10 W_ loo I?? 3i?a??l bll& 313
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SIS OF

O 'f?MPC' 2A-P- `l I fj I r,1 1'? 1 2..:- UI P ' 5?
10 Year - Pond
Chainsaw Routing Method The John R. McAdams Company
Project Name: Davis Park P.O. Box 14005
Project #: KYS-94009 Research Triangle Park, NC 27709
Date : 6/11/97
Operator : DAC Riser/Barrel
Title : 10 Year Storm N = 1.00
Dia. Riser- 96.00 inches
Hydrograph: Cw = 3.30
Qp = 360.0 CFS Riser crest = 315.05 feet
Tp = 32.4 minutes Db = 48.00 inches
dT = 2.0 minutes Cd = 0.60
Bar. Leng. = 105 feet
StageStorage: n= 0.013
Ks = 64567.0 Ke = 1.50
b = 1.071 Bar. Invert = 306.54 feet
Zo = 3110 feet i
Orifice:
Initial Water Level : N = 0.00
Zi = 313.0 feet D = 0.00 inches
Cd = 0.00
Computed Results : Invert = 0.00 feet
Normal Surf. Area = 0. SF
Max. Surf. Area = 78327. SF Weir 1: L
Peak Elev. = 318.87 feet L = 50.00 feet
Peak Stage = 5.9 feet Zcr = 320.50 feet
Peak Outflow = 176.90 CFS Cw = 3.00
Volume Stored = 429557.1 ft3
Weir 2:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00
400.0 System Loading and Response
350.0 ---- inflow
300.0 out,ow'
250.0
200.0
150.0
100.0 '
50.0 '
r
o.o
0.0 20.0 40.0 60.0 80.0 100.0
Time (min)
Time
min Inflow
cfs storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs HW Barrel
cfs TW Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 3.4 0.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 13.4 404.9 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 29.6 2009.2 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 51.5 5562.7 313.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 78.2 11741.8 313.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 108.7 21124.7 313.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 141.9 34169.4 313.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16.0 176.5 51196.6 313.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 211.3 72377.7 314.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 244.8 97728.5 314.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 276.0 127108.4 314.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 303.5 160225.6 315.3 12.76 12.76 129.70 157.74 157.74 217.46 0.00 0.00 0.00
26.0 326.4 195116.8 315.8 54.88 54.88 210.90 163.13 163.13 188.24 0.00 0.00 0.00
28.0 343.9 227703.3 316.2 108.39 108.39 264.61 167.95 167.95 193.97 0.00 0.00 0.00
30.0 355.1 255959.9 316.6 163.17 163.17 303.26 171.99 171.99 172.85 0.00 0.00 0.00
32.0 359.9 278997.7 316.9 166.17 212.69 331.27 166.17 175.19 166.17 0.00 0.00 0.00
34.0 357.8 302241.3 317.2 165.89 266.59 357.18 165.89 178.34 165.89 0.00 0.00 0.00
36.0 349.1 325275.2 317.5 167.94 323.58 381.00 167.94 181.40 167.94 0.00 0.00 0.00
38.0 334.1 347019.6 317.8 170.19 380.38 402.10 170.19 184.22 170.19 0.00 0.00 0.00
40.0 313.3 366690.2 318.1 172.20 434.12 420.21 172.20 186.73 172.20 0.00 0.00 0.00
42.0 289.7 383622.0 318.3 173.82 482.07 435.15 173.82 188.86 173.82 0.00 0.00 0.00
44.0 267.3 397525.4 318.5 175.04 522.57 447.01 175.04 190.58 175.04 0.00 0.00 0.00
46.0 246.7 408602.7 318.6 175.90 555.54 456.22 175.90 191.94 175.90 0.00 0.00 0.00
48.0 227.7 417102.1 318.7 176.48 581.25 463.15 176.48 192.97 176.48 0.00 0.00 0.00
50.0 210.1 423249.2 318.8 176.80 600.06 468.09 176.80 193.72 176.80 0.00 0.00 0.00
52.0 193.9 427250.6 318.8 176.90 612.40 471.28 176.90 194.20 176.90 0.00 0.00 0.00
54.0 179.0 429295.4 318.9 176.81 618.74 472.90 176.81 194.45 176.81 0.00 0.00 0.00
56.0 165.2 429557.1 318.9 176.53 619.55 473.11 176.53 194.48 176.53 0.00 0.00 0.00
58.0 152.4 428195.2 318.9 176.11 615.33 472.03 176.11 194.31 176.11 0.00 0.00 0.00
60.0 140.7 425356.0 318.8 175.54 606.55 469.77 175.54 193.97 175.54 0.00 0.00 0.00
62.0 129.8 421174.0 318.8 174.85 593.69 466.43 174.85 193.47 174.85 0.00 0.00 0.00
64.0 119.8 415773.0 318.7 174.05 577.21 462.07 174.05 192.81 174.05 0.00 0.00 0.00
66.0 110.6 409266.8 318.6 173.15 557.54 456.76 173.15 192.02 173.15 0.00 0.00 0.00
68.0 102.1 401760.0 318.5 172.15 535.10 450.55 172.15 191.10 172.15 0.00 0.00 0.00
70.0 94.2 393349.2 318.4 171.08 510.30 443.48 171.08 190.06 171.08 0.00 0.00 0.00
72.0 86.9 384123.1 318.3 169.93 483.51 435.58 169.93 188.92 169.93 0.00 0.00 0.00
74.0 80.2 374163.5 318.2 168.71 455.09 426.87 168.71 187.67 168.71 0.00 0.00 0.00
76.0 74.0 363545.8 318.0 167.42 425.38 417.37 167.42 186.33 167.42 0.00 0.00 0.00
78.0 68.3 352339.6 317.9 166.08 394.70 407.09 166.08 184.90 166.08 0.00 0.00 0.00
80.0 63.1 340609.1 317.7 164.69 363.34 396.01 164.69 183.39 164.69 0.00 0.00 0.00
82.0 58.2 328413.7 317.6 163.25 331.60 384.12 163.25 181.81 163.25 0.00 0.00 0.00
84.0 53.7 315808.0 317.4 161.75 299.74 371.41 161.75 180.15 161.75 0.00 0.00 0.00
86.0 49.6 302842.9 317.2 160.22 268.04 357.82 160.22 178.42 160.22 0.00 0.00 0.00
88.0 45.7 289565.2 317.1 158.64 236.73 343.31 158.64 176.63 158.64 0.00 0.00 0.00
90.0 42.2 276018.4 316.9 157.02 206.06 327.79 157.02 174.78 157.02 0.00 0.00 0.00
92.0 39.0 262242.7 316.7 155.36 176.26 311.16 155.36 172.87 155.36 0.00 0.00 0.00
94.0 36.0 248275.6 316.5 147.58 147.58 293.28 153.66 170.90 153.66 0.00 0.00 0.00
96.0 33.2 234880.4 316.3 121.63 121.63 274.97 153.95 168.99 153.95 0.00 0.00 0.00
NEWPOND.XLS
10 Year - Culvert
Chainsaw Routing Method
Project Name: Davis Park
Project #: KYS-94009
Date : 6/11/97
Operator : DAC
Title : 10 Year Storm
Hydrograph:
Op = NIA CFS
Tp = 55.5 minutes
dT = 2.0 minutes
Stage-Storage
Ks = 70.4
b = 2.958
Zo = 305.9 feet
Initial Water Level :
Zi = 305.9 feet
Computed Results :
Normal Surf. Area = 0. SF
Max. Surf. Area = 8784. SF
Peak Elev. = 312.68 feet
Peak Stage = 6.8 feet
Peak Outflow = 175.93 US
Volume Stored = 20078.7 W
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
Riser/Barrel
N = 0.00
Dr = 0.00 inches
Cw = 0.00
Zcr = 0.00 feet
Db = 0.00 inches
Cd = 0.00
Orifice:
N = 1.00
D = 54.00 inches
Cd = 0.65
Invert = 305.92 feet
Weir 1:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00
Weir 2:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00
200.0 -
180.0
160.0
Inflow- j
140.0 ?- - - Outflow
_-?
120.0
100.0
0 80.0
LL ?
60.0
40.0
20.0
0.0 .
0.0 20.0 40.0 60.0 80.0 100.0
Time (min)
Time
min Inflow
cfs Storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 12.8 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26.0 54.9 1531.7 308.8 54.88 0.00 0.00 0.00 54.88 0.00 0.00
28.0 108.4 1531.7 308.8 62.25 0.00 0.00 0.00 62.25 0.00 0.00
30.0 163.2 7068.4 310.7 130.98 0.00 0.00 0.00 130.98 0.00 0.00
32.0 166.2 10930.9 311.4 149.44 0.00 0.00 0.00 149.44 0.00 0.00
34.0 165.9 12938.8 311.7 156.67 0.00 0.00 0.00 156.67 0.00 0.00
36.0 167.9 14044.7 311.9 160.22 0.00 0.00 0.00 160.22 0.00 0.00
38.0 170.2 14971.1 312.0 163.00 0.00 0.00 0.00 163.00 0.00 0.00
40.0 172.2 15834.0 312.2 165.44 0.00 0.00 0.00 165.44 0.00 0.00
42.0 173.8 16644.8 312.3 167.63 0.00 0.00 0.00 167.63 0.00 0.00
44.0 175.0 17387.8 312.4 169.55 0.00 0.00 0.00 169.55 0.00 0.00
46.0 175.9 18045.9 312.4 171.19 0.00 0.00 0.00 171.19 0.00 0.00
48.0 176.5 18611.4 312.5 172.56 0.00 0.00 0.00 172.56 0.00 0.00
50.0 176.8 19082.3 312.6 173.66 0.00 0.00 0.00 173.66 0.00 0.00
52.0 176.9 19458.9 312.6 174.53 0.00 0.00 0.00 174.53 0.00 0.00
54.0 176.8 19743.4 312.6 175.18 0.00 0.00 0.00 175.18 0.00 0.00
56.0 176.5 19938.9 312.7 175.62 0.00 0.00 0.00 175.62 0.00 0.00
58.0 176.1 20049.1 312.7 175.86 0.00 0.00 0.00 175.86 0.00 0.00
60.0 175.5 20078.7 312.7 175.93 0.00 0.00 0.00 175.93 0.00 0.00
62.0 174.9 20032.5 312.7 175.82 0.00 0.00 0.00 175.82 0.00 0.00
64.0 174.0 19915.7 312.7 175.56 0.00 0.00 0.00 175.56 0.00 0.00
66.0 173.1 19733.9 312.6 175.16 0.00 0.00 0.00 175.16 0.00 0.00
68.0 172.2 19492.8 312.6 174.61 0.00 0.00 0.00 174.61 0.00 0.00
70.0 171.1 191981 312.6 173.93 0.00 0.00 0.00 173.93 0.00 0.00
72.0 169.9 18855.4 312.5 173.13 0.00 0.00 0.00 173.13 0.00 0.00
74.0 168.7 18470.6 312.5 172.22 0.00 0.00 0.00 172.22 0.00 0.00
76.0 167.4 18049.1 312.4 171.20 0.00 0.00 0.00 171.20 0.00 0.00
78.0 166.1 17596.2 312.4 170.08 0.00 0.00 0.00 170.08 0.00 0.00
NEWPOND.XLS
10 Year - Culvert
Time
min Inflow
cfs Storage
M^3) 1 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
80.0 164.7 17117.1 312.3 168.86 0.00 0.00 0.00 168.86 0.00 0.00
82.0 163.2 16616.5 312.3 167.56 0.00 0.00 0.00 167.56 0.00 0.00
84.0 161.8 16099.2 312.2 166.17 0.00 0.00 0.00 166.17 0.00 0.00
86.0 160.2 15569.2 312.1 164.71 0.00 0.00 0.00 164.71 0.00 0.00
88.0 158.6 15030.4 312.1 163.17 0.00 0.00 0.00 163.17 0.00 0.00
90.0 157.0 14486.5 312.0 161.57 0.00 0.00 0.00 161.57 0.00 0.00
92.0 155.4 13940.6 311.9 159.90 0.00 0.00 0.00 159.90 0.00 0.00
94.0 147.6 13395.5 311.8 158.17 0.00 0.00 0.00 158.17 0.00 0.00
96.0 121.6 12125.1 311.6 153.88 0.00 0.00 0.00 153.88 0.00 0.00
NEWPONDALS
25 Year - Pond
Chainsaw Routing Method
Project Name: Davis Park
Project # : KYS-94009
Date : 6/11/97
Operator : DAC
Title : 25 Year Storm
Hydrograph:
Qp = 420.0 CFS
Tp = 34.4 minutes
dT = 2.0 minutes
Stage-Storage:
Ks = 64567.0
b = 1.071
Zo = 313.0 feet
Initial Water Level :
Zi = 313.0 feet
Computed Results :
Normal Surf. Area = 0. SF
Max. Surf. Area 79562. SF
Peak Elev. = 320.33 feet
Peak Stage = 7,3 feet
Peak Outflow = 188.87 CFS
Volume Stored = 544589.4 ft3
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park. NC 27709
Riser/Barrel
--
N = 1.00
Dia. Riser- 96.00 inches 450.0
Cw = 3.30
Riser crest = 315.05 feet 400.0
Db = 48.00 inches 350.0
Cd = 0.60
Bar. Lang. = 105 feet 300.0
n= 0.013 7250.0
Ke = 1.50
Bar. Invert = 306.54 feet c 200.0
r6 150.0
Orifice:
N = 0.00 100.0
D = 0.00 inches 50.0
Cd = 0
00
. 0.0
ana rtesponse
-Inflow
?i- - outflow;
Invert = 0.00 feet 0.0
Weir 1: i_
L = 50.00 feet
Zcr = 320.50 feet
Cw = 3.00
Weir 2:
L = 0.00 feet
Zcr = 0.00 feet
CW = 0.00
20.0 40.0 60.0 80.0 100.0
Time (min)
Time
min Inflow
cfs Storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs HW Barrel
cfs TIN Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 3.5 0.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 13.9 419.2 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 30.7 2082.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 53.6 5771.4 313.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 81.7 12203.2 313.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 114.0 22001.6 313.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 149.5 35679.1 313.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16.0 187.0 53619.0 313.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 225.3 76062.8 314.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 263.1 103102.3 314.5 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 299.1 134676.2 315.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 332.2 170572.6 315.5 23.21 23.21 156.31 159.37 159.37 219.08 0.00 0.00 0.00
26.0 361.2 207650.0 316.0 74.10 74.10 233.09 165.01 165.01 181.91 0.00 0.00 0.00
28.0 385.1 242100.0 316.4 135.42 135.42 284.99 170.02 170.02 188.14 0.00 0.00 0.00
30.0 403.3 272065.8 316.8 170.27 197.36 323.11 170.27 174.23 170.27 0.00 0.00 0.00
32.0 415.0 300026.4 317.2 166.57 261.30 354.80 166.57 178.04 166.57 0.00 0.00 0.00
34.0 419.9 329834.5 317.6 169.26 335.25 385.53 169.26 181.99 169.26 0.00 0.00 0.00
36.0 417.8 359906.2 318.0 172.57 415.34 414.06 172.57 185.87 172.57 0.00 0.00 0.00
38.0 408.8 389329.6 318.4 175.82 498.58 440.06 175.82 189.57 175.82 0.00 0.00 0.00
40.0 393.1 417281.3 318.7 178.81 581.80 463.29 178.81 193.00 178.81 0.00 0.00 0.00
42.0 371.4 442999.6 319.0 181.43 661.71 483.60 181.43 196.08 181.43 0.00 0.00 0.00
44.0 345.6 465798.1 319.3 183.60 735.10 500.86 183.60 198.77 183.60 0.00 0.00 0.00
46.0 320.5 485240.3 319.6 185.31 799.48 515.07 185.31 201.03 185.31 0.00 0.00 0.00
48.0 297.1 501458.7 319.8 186.61 854.42 526.61 186.61 202.89 186.61 0.00 0.00 0.00
50.0 275.5 514721.2 320.0 187.58 900.14 535.84 187.58 204.40 187.58 0.00 0.00 0.00
52.0 255.4 525272.1 320.1 188.25 937.03 543.06 188.25 205.58 188.25 0.00 0.00 0.00
54.0 236.9 533335.2 320.2 188.68 965.52 548.51 188.68 206.49 188.68 0.00 0.00 0.00
56.0 219.6 539116.3 320.3 188.87 986.10 552.38 188.87 207.13 188.87 0.00 0.00 0.00
58.0 203.6 542804.9 320.3 188.87 999.30 554.84 188.87 207.54 188.87 0.00 0.00 0.00
60.0 188.8 544575.6 320.3 188.68 1005.65 556.01 186.68 207.73 188.68 0.00 0.00 0.00
62.0 175.1 544589.4 320.3 188.34 1005.70 556.02 188.34 207.74 188.34 0.00 0.00 0.00
64.0 162.3 542995.0 320.3 187.86 999.98 554.96 187.86 207.56 187.86 0.00 0.00 0.00
66.0 150.5 539929.4 320.3 187.25 989.00 552.92 187.25 207.22 187.25 0.00 0.00 0.00
68.0 139.5 535519.4 320.2 186.52 973.28 549.98 186.52 206.73 186.52 0.00 0.00 0.00
70.0 129.4 529881.7 320.1 185.69 953.28 546.19 185.69 206.10 185.69 0.00 0.00 0.00
72.0 120.0 523124.6 320.1 184.77 929.49 541.60 184.77 205.34 184.77 0.00 0.00 0.00
74.0 111.2 515347.8 320.0 183.77 902.32 536.27 183.77 204.47 183.77 0.00 0.00 0.00
76.0 103.1 506643.5 319.9 182.69 872.21 530.24 182.69 203.48 182.69 0.00 0.00 0.00
78.0 95.6 497097.2 319.7 181.54 839.53 523.54 181.54 202.39 181.54 0.00 0.00 0.00
80.0 88.7 486787.7 319.6 180.33 804.67 516.19 180.33 201.21 180.33 0.00 0.00 0.00
82.0 82.2 475768.0 319.5 179.06 767.97 508.22 179.06 199.94 179.06 0.00 0.00 0.00
84.0 76.2 464165.8 319.3 177.74 729.76 499.64 177.74 198.58 177.74 0.00 0.00 0.00
86.0 70.7 451983.6 319.2 176.38 690.35 490.48 176.38 197.15 176.38 0.00 0.00 0.00
88.0 65.5 439299.4 319.0 174.97 650.02 480.74 174.97 195.64 174.97 0.00 0.00 0.00
90.0 60.8 426167.1 318.8 173.52 609.06 470.42 173.52 194.07 173.52 0.00 0.00 0.00
92.0 56.3 412636.5 318.7 172.03 567.70 459.52 172.03 192.43 172.03 0.00 0.00 0.00
94.0 52.2 398754.0 318.5 170.50 526.20 448.04 170.50 190.73 170.50 0.00 0.00 0.00
96.0 48.4 384562.7 318.3 168.94 484.78 435.96 168.94 188.97 168.94 0.00 0.00 0.00
NEWPOND.XLS
25 Year - Culvert
Chainsaw Routing Method
Project Name: Davis Park
Project KYS-94009
Date : 6/11/97
Operator : DAC
Title : 25 Year Storm
Hydrograph:
Qp = N/A CFS
Tp = 55.5 minutes
dT = 2.0 minutes
Stage-Storage:
Ks = 70.4
b = 2.958
Zo = 305.9 feet
Initial Water Level :
Zi = 305.9 feet
Computed Results
Normal Surf. Area = 0. SF
Max. Surf. Area = 10392. SF
Peak Elev. = 313.29 feet
Peak Stage = 7.4 feet
Peak Outflow = 187.37 CFS
Volume Stored = 25883.4 ft3
Riser/Barrel
N=
Dr =
Cw =
Zcr =
Db =
Cd =
Orifice:
N=
D=
Cd =
Invert
=
Weir 1:
L=
Zcr =
Cw =
Weir 2:
L=
Zcr =
Cw =
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
f--
200.0
0.00 180.0
0.00 inches 160.0
0.00 140.0
0.00 feet

0.00 inches 120.0
0.00 =100.0
0
80.0
LL
1.00 60.0
54.00 inches 40.0
0.65 zo.o
305.92 feet
0.0
0.0 20.0 40.0 60.0 80.0 100.0
Time (min)
0.00 feet
0.00 feet
0.00
0.00 feet
0.00 feet
0.00
Time
min Inflow
cfs Storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 0.0 0.0 305.9 0.00 0.001 0.00 0.00 0.00 0.00 0.00
16.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 23.2 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26.0 74.1 2785.4 309.4 74.10 0.00 0.00 0.00 74.10 0.00 0.00
28.0 135.4 2785.4 309.4 84.31 0.00 0.00 0.00 84.31 0.00 0.00
30.0 170.3 8919.1 311.1 140.79 0.00 0.00 0.00 140.79 0.00 0.00
32.0 166.6 12456.7 311.7 155.04 0.00 0.00 0.00 155.04 0.00 0.00
34.0 169.3 13841.2 311.9 159.59 0.00 0.00 0.00 159.59 0.00 0.00
36.0 172.6 15002.1 312.0 163.09 0.00 0.00 0.00 163.09 0.00 0.00
38.0 175.8 16139.7 312.2 166.28 0.00 0.00 0.00 166.28 0.00 0.00
40.0 178.8 17284.7 312.3 169.29 0.00 0.00 0.00 169.29 0.00 0.00
42.0 181.4 18427.3 312.5 172.12 0.00 0.00 0.00 172.12 0.00 0.00
44.0 183.6 19544.8 312.6 174.73 0.00 0.00 0.00 174.73 0.00 0.00
46.0 185.3 20609.7 312.7 177.09 0.00 0.00 0.00 177.09 0.00 0.00
48.0 186.6 21595.5 312.8 179.18 0.00 0.00 0.00 179.18 0.00 0.00
50.0 187.6 22486.9 312.9 181.00 0.00 0.00 0.00 181.00 0.00 0.00
52.0 188.3 23276.2 313.0 182.56 0.00 0.00 0.00 182.56 0.00 0.00
54.0 188.7 23960.0 313.1 183.86 0.00 0.00 0.00 183.86 0.00 0.00
56.0 188.9 24537.3 313.2 184.94 0.00 0.00 0.00 184.94 0.00 0.00
58.0 188.9 25008.6 313.2 185.81 0.00 0.00 0.00 185.81 0.00 0.00
60.0 188.7 25375.8 313.2 186.47 0.00 0.00 0.00 186.47 0.00 0.00
62.0 188.3 25641.5 313.3 186.94 0.00 0.00 0.00 186.94 0.00 0.00
64.0 187.9 25809.3 313.3 187.24 0.00 0.00 0.00 187.24 0.00 0.00
66.0 187.2 25883.4 313.3 187.37 0.00 0.00 0.00 187.37 0.00 0.00
68.0 186.5 25868.4 313.3 187.35 0.00 0.00 0.00 187.35 0.00 0.00
70.0 185.7 25769.5 313.3 187.17 0.00 0.00 0.00 187.17 0.00 0.00
72.0 184.8 25592.1 313.3 186.86 0.00 0.00 0.00 186.86 0.00 0.00
74.0 183.8 25341.9 313.2 186.41 0.00 0.00 0.00 186.41 0.00 0.00
76.0 182.7 25024.8 313.2 185.84 0.00 0.00 0.00 185.84 0.00 0.00
78.0 181.5 24646.9 313.2 185.15 0.00 0.00 0.00 185.15 0.00 0.00
NEWPOND.XLS
25 Year - Culvert
Time
min Inflow
cfs Storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
80.0 180.3 24214.2 313.1 184.34 0.00 0.00 0.00 184.34 0.00 0.00
82.0 179.1 23732.7 313.1 183.43 0.00 0.00 0.00 183.43 0.00 0.00
84.0 177.7 23208.3 313.0 182.42 0.00 0.00 0.00 182.42 0.00 0.00
86.0 176.4 22646.9 313.0 181.32 0.00 0.00 0.00 181.32 0.00 0.00
88.0 175.0 22054.1 312.9 180.13 0.00 0.00 0.00 180.13 0.00 0.00
90.0 173.5 21435.2 312.8 178.85 0.00 0.00 0.00 178.85 0.00 0.00
92.0 172.0 20795.4 312.8 177.49 0.00 0.00 0.00 177.49 0.00 0.00
94.0 170.5 20139.5 312.7 176.06 0.00 0.00 0.00 176.06 0.00 0.00
96.0 168.9 19472.0 312.6 174.56 0.00 0.00 0.00 174.56 0.00 0.00
NEWPONDALS
50 Year -Pond
Chainsaw Routing Method
Project Name: Davis Park
Project KYS-94009
Date : 6/11/97
Operator: DAC
Title : 50 Year Storrs
Hydrograph:
Qp = 460.0 CFS
Tp = 36.2 minutes
dT = 2.0 minutes
Stage-Storage
Ks = 64567.0
b = 1.071
Zo = 313.0 feet
Initial Water Level :
Zi = 313.0 feet
Computed Results :
Normal Surf. Area = 0. SF
Max. Surf. Area = 80123. SF
Peak Elev. = 321.09 feet
Peak Stage = 8.1 feet
Peak Outflow = 248.87 CFS
Volume Stored = 605820.4 0
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park. NC 27709
Riser/Barrel:
N = 1.00
Dia. Riser- 96.00 inches
Cw = 3.30
Riser crest = 315.05 feet
Db = 48.00 inches
Cd = 0.60
Bar. Leng. = 105 feet
n= 0.013
Ke = 1.50
Bar. Invert = 306.54 feet
Orifice:
N = 0.00
D = 0.00 inches
Cd = 0.00
Invert = 0.00 feet
Weir 1:
L = 50.00 feet
Zcr = 320.50 feet
Cw = 3.00
Weir 2:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00
500.0
450.0
400.0
350.0
300.0
`u 250.0
200.0
u 150.0
100.0
50.0
0.0
System Loading and Response
InBow_.?
Outflow

0.0 20.0
40.0 60.0 80.0 100.0
Time (min) j
Time
min Inflow
cfs Storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Bartel
cfs HW Barrel
cfs TW Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 3.5 0.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 13.7 414.7 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 30.5 2061.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 53.2 5718.9 313.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 81.3 12107.8 313.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 113.8 21865.1 313.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 149.9 35527.1 313.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16.0 188.3 53512.5 313.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 228.0 76110.3 314.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 267.8 103470.7 314.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 306.4 135601.1 315.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 342.7 172365.2 315.5 25.22 25.22 162.74 159.65 159.65 219.36 0.00 0.00 0.00
26.0 375.6 210461.5 316.0 78.65 78.65 237.78 165.43 165.43 181.07 0.00 0.00 0.00
28.0 404.2 246097.9 316.5 143.26 143.26 290.38 170.59 170.59 187.53 0.00 0.00 0.00
30.0 427.5 277408.1 316.9 169.21 209.14 329.42 169.21 174.97 169.21 0.00 0.00 0.00
32.0 444.9 308402.8 317.3 167.73 281.50 363.71 167.73 179.17 167.73 0.00 0.00 0.00
34.0 455.8 341662.5 317.7 170.97 366.12 397.02 170.97 183.53 170.97 0.00 0.00 0.00
36.0 460.0 375844.8 318.2 174.81 459.85 428.36 174.81 187.88 174.81 0.00 0.00 0.00
38.0 457.2 410063.7 318.6 178.65 559.94 457.42 178.65 192.12 178.65 0.00 0.00 0.00
40.0 447.6 443490.0 319.0 182.28 663.27 483.98 182.28 196.14 182.28 0.00 0.00 0.00
42.0 431.5 475329.1 319.5 185.60 766.45 507.88 185.60 199.88 185.60 0.00 0.00 0.00
44.0 409.3 504834.4 319.8 188.52 865.99 528.98 188.52 203.27 188.52 0.00 0.00 0.00
46.0 382.7 531326.7 320.2 190.99 958.40 547.16 190.99 206.26 190.99 0.00 0.00 0.00
48.0 356.1 554328.6 320.5 192.97 1040.87 562.43 192.97 208.81 192.97 0.00 0.00 0.00
50.0 331.5 573909.6 320.7 207.55 1112.66 575.07 194.54 210.95 194.54 0.00 13.01 0.00
52.0 308.5 588779.7 320.9 229.00 1168.12 584.47 193.58 212.56 193.58 0.00 35.42 0.00
54.0 287.1 598318.5 321.0 242.95 1204.12 590.41 189.71 213.59 189.71 0.00 53.23 0.00
56.0 267.2 603618.5 321.1 248.87 1224.26 593.69 184.75 214.15 184.75 0.00 64.12 0.00
58.0 248.7 605819.7 321.1 248.69 1232.65 595.04 179.86 214.39 179.86 0.00 68.83 0.00
60.0 231.5 605820.4 321.1 244.42 1232.66 595.04 175.59 214.39 175.59 0.00 68.83 0.00
62.0 215.4 604265.3 321.1 237.67 1226.72 594.09 172.17 214.22 172.17 0.00 65.49 0.00
64.0 200.5 601595.5 321.0 229.59 1216.56 592.44 169.71 213.94 169.71 0.00 59.89 0.00
66.0 186.6 598103.1 321.0 220.98 1203.30 590.28 168.18 213.56 168.18 0.00 52.81 0.00
68.0 173.7 593976.4 320.9 212.36 1187.69 587.72 167.53 213.12 167.53 0.00 44.83 0.00
70.0 161.6 589332.2 320.9 204.09 1170.20 584.82 167.70 212.62 167.70 0.00 36.39 0.00
72.0 150.4 584236.3 320.8 196.42 1151.09 581.62 168.60 212.07 168.60 0.00 27.82 0.00
74.0 140.0 578717.2 320.8 189.55 1130.50 578.13 170.10 211.47 170.10 0.00 19.45 0.00
76.0 130.3 572771.1 320.7 183.72 1108.44 574.34 172.10 210.83 172.10 0.00 11.62 0.00
78.0 121.3 566360.3 320.6 179.28 1084.81 570.23 174.44 210.13 174.44 0.00 4.84 0.00
80.0 112.9 559398.2 320.5 177.17 1059.32 565.73 176.92 209.37 176.92 0.00 0.25 0.00
82.0 105.0 551681.6 320.4 179.17 1031.27 560.69 179.17 208.52 179.17 0.00 0.00 0.00
84.0 97.8 542786.4 320.3 180.52 999.23 554.82 180.52 207.54 180.52 0.00 0.00 0.00
86.0 91.0 532855.2 320.2 181.12 963.81 548.19 181.12 206.43 181.12 0.00 0.00 0.00
88.0 84.7 522039.6 320.0 181.12 925.68 540.86 181.12 205.22 181.12 0.00 0.00 0.00
90.0 78.8 510467.0 319.9 180.67 885.40 532.90 180.67 203.91 180.67 0.00 0.00 0.00
92.0 73.3 498243.4 319.7 179.90 843.44 524.35 179.90 202.52 179.90 0.00 0.00 0.00
94.0 68.3 485457.1 319.6 178.89 800.21 515.23 178.89 201.06 178.89 0.00 0.00 0.00
96.0 63.5 472182.2 319.4 177.70 756.06 505.57 177.70 199.52 177.70 0.00 0.00 0.00
NEWPOND.XLS
50 Year - Culvert
Chainsaw Routing Method
Project Name: Davis Park
Project KYS-94009
Date : 6/11/97
Operator : DAC
Title : 50 Year Storm
Hydrograph:
Qp = N/A CFS
Tp = 55.5 minutes
dT = 2.0 minutes
Stage-Storage
Ks = 70.4
b = 2.958
Zo = 305.9 feet
Initial Water Level :
Zi = 305.9 feet
Computed Results
Normal Surf. Area = 0. SF
Max. Surf. Area = 16907. SF
Peak Elev. = 315.37 feet
Peak Stage = 9.4 feet
Peak Outflow = 222.20 CFS
Volume Stored = 53993.1 ft'
Riser/Barrel
N=
Dr =
Cw =
Zcr =
Db =
Cd =
Orifice:
N=
D=
Cd =
Invert
=
Weir 1:
L=
Zcr =
Cw =
Weir 2:
L=
Zcr =
Cw =
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
0.00
0.00 inches
0.00
0.00 feet
0.00 inches
0.00
1.00
54.00 inches
0.65
305.92 feet
0.00 feet
0.00 feet
0.00
0.00 feet
0.00 feet
0.00
250.0
200.0
150.0
a 100.0
W
50.0
0.0 i -
0.0 20.0 40.0 60.0 80.0 100.0 i
Time (min)
Time
min Inflow
cfs Storage
ft"3 Stage
ft Outflow
cfs Riser(weir)
cfs Riserlorif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 0.0 0.0 305.9 0.00 0:00 0.00 0.00 0.00 0.00 0.00
12.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 25.2 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26.0 78.7 3026.2 309.5 78.65 0.00 0.00 0.00 78.65 0.00 0.00
28.0 143.3 3026.2 309.5 87.93 0.00 0.00 0.00 87.93 0.00 0.00
30.0 169.2 9665.7 311.2 144.20 0.00 0.00 0.00 144.20 0.00 0.00
32.0 167.7 12667.7 311.7 155.76 0.00 0.00 0.00 155.76 0.00 0.00
34.0 171.0 14103.5 311.9 160.40 0.00 0.00 0.00 160.40 0.00 0.00
36.0 174.8 15371.4 312.1 164.15 0.00 0.00 0.00 164.15 0.00 0.00
38.0 178.6 16650.6 312.3 167.65 0.00 0.00 0.00 167.65 0.00 0.00
40.0 182.3 17970.7 312.4 171.01 0.00 0.00 0.00 171.01 0.00 0.00
42.0 185.6 19323.6 312.6 174.22 0.00 0.00 0.00 174.22 0.00 0.00
44.0 188.5 20688.6 312.8 177.26 0.00 0.00 0.00 177.26 0.00 0.00
46.0 191.0 22039.2 312.9 180.10 0.00 0.00 0.00 180.10 0.00 0.00
48.0 193.0 23346.0 313.0 182.69 0.00 0.00 0.00 182.69 0.00 0.00
50.0 207.5 24579.8 313.2 185.02 0.00 0.00 0.00 185.02 0.00 0.00
52.0 229.0 27282.8 313.4 189.78 0.00 0.00 0.00 189.78 0.00 0.00
54.0 242.9 31989.6 313.8 197.13 0.00 0.00 0.00 197.13 0.00 0.00
56.0 248.9 37487.4 314.3 204.58 0.00 0.00 0.00 204.58 0.00 0.00
58.0 248.7 42802.9 314.7 210.90 0.00 0.00 0.00 210.90 0.00 0.00
60.0 244.4 47338.0 315.0 215.76 0.00 0.00 0.00 215.76 0.00 0.00
62.0 - 237.7 50777.0 315.2 219.18 0.00 0.00 0.00 219.18 0.00 0.00
64.0 229.6 52995.4 315.3 221.28 0.00 0.00 0.00 221.28 0.00 0.00
66.0 221.0 53993.1 315.4 222.20 0.00 0.00 0.00 222.20 0.00 0.00
68.0 212.4 53847.4 315.4 222.06 0.00 0.00 0.00 222.06 0.00 0.00
70.0 204.1 52683.5 315.3 220.9
9 0.00 0.00 0.00 220.99 0.00 0.00
72.0 196.4 50656.0 315.2 6
219.0 0.00 0.00 0.00 219.06 0.00 0.00
74.0 189.6 47938.6 315.0 216.37 0.00 0.00 0.00 216.37 0.00 0.00
76.0 183.7 44719.9 314.8 213.01 0.00 0.00 0.00 213.01 0.00 0.00
78.0 179.3 41205.7 314.5 209.07 0.00 0.00 0.00 209.07 0.00 0.00
NEWPOND.XLS
50 Year - Culvert
Time
min Inflow
cfs Storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
80.0 177.2 37630.8 314.3 204.76 0.00 0.00 0.00 204.76 0.00 0.00
82.0 179.2 34320.3 314.0 200.42 0.00 0.00 0.00 200.42 0.00 0.00
84.0 180.5 31770.4 313.8 196.81 0.00 0.00 0.00 196.81 0.00 0.00
86.0 181.1 29815.7 313.6 193.87 0.00 0.00 0.00 193.87 0.00 0.00
88.0 181.1 28285.7 313.5 191.44 0.00 0.00 0.00 191.44 0.00 0.00
90.0 180.7 27047.4 313.4 189.38 0.00 0.00 0.00 189.38 0.00 0.00
92.0 179.9 26002.5 313.3 187.58 0.00 0.00 0.00 187.58 0.00 0.00
94.0 178.9 25080.9 313.2 185.94 0.00 0.00 0.00 185.94 0.00 0.00
96.0 177.7 24235.1 313.1 184.38 0.00 0.00 0.00 184.38 0.00 0.00
NEWPOND.XLS
100 Year - Pond
Chainsaw Routing Method
Project Name: Davis Park
Project #: KYS-94009
Date : 6/11/97
Operator : DAC
Title : 100 Year Storm
Hydrograph:
Qp = 500.0 CFS
Tp = 37.7 minutes
dT = 2.0 minutes
Stage-Storage
Ks = 64567.0
b = 1.071
Zo = 313.0 feet
Initial Water Level :
Zi = 313.0 feet
Computed Results
Normal Surf. Area = 0. SF
Max. Surf. Area = 80410. SF
Peak Elev. = 321.52 feet
Peak Stage = 8.5 feet
Peak Outflow = 319.96 CFS
Volume Stored = 639589.9 ft3
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
Riser/Barrel:
N= 1.00
Dia. Riser= 96.00 inches
Cw = 3.30
Riser crest = 315.05 feet
Db = 48.00 inches
Cd = 0.60
Bar. Lang. = 105 feet
n= 0.013
Ke = 1.50
Bar. Invert = 306.54 feet
Orifice:
N = 0.00
D = 0.00 inches
Cd = 0.00
Invert = 0.00 feet
Weir 1:
L = 50.00 feet
Zcr = 320.50 feet
Cw = 3.00
Weir 2:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00
500.0
450.0
400.0
350.0
300.0
u 250.0
LL 200.0
150.0
100.0
50.0
0.0
System Loading and Response
Inflow
- oumow:
,
0.0
20.0
40.0 60.0 80.0 100.0
Time (min)
i
Time
min Inflow
cfs storage
ft^3 stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cis HW Barrel
cfs TW Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 3.5 0.0 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 13.8 415.7 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 30.6 2066.9 313.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 53.5 5739.3 313.1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 81.9 12162.3 313.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 114.9 21989.5 313.4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 151.7 35779.9 313.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16.0 191.2 53982.6 313.8 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 232.3 76924.5 314.2 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 273.9 104801.3 314.6 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 314.9 137671.9 315.0 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 354.0 175456.6 315.5 28.80 28.80 170.12 160.13 160.13 219.84 0.00 0.00 0.00
26.0 390.3 214483.4 316.1 85.32 85.32 244.31 166.02 166.02 179.54 0.00 0.00 0.00
28.0 422.7 251081.0 316.6 153.22 153.22 296.96 171.30 171.30 186.22 0.00 0.00 0.00
30.0 450.3 283416.5 317.0 168.01 222.64 336.36 168.01 175.79 168.01 0.00 0.00 0.00
32.0 472.3 317288.3 317.4 168.78 303.43 372.92 168.78 180.34 168.78 0.00 0.00 0.00
34.0 488.2 353713.8 317.9 172.62 398.42 408.36 172.62 185.08 172.62 0.00 0.00 0.00
36.0 497.5 391585.2 318.4 176.95 505.15 441.98 176.95 189.85 176.95 0.00 0.00 0.00
38.0 499.9 430050.9 318.9 181.30 621.09 473.50 181.30 194.54 181.30 0.00 0.00 0.00
40.0 495.4 468286.1 319.4 185.47 743.24 502.70 185.47 199.06 185.47 0.00 0.00 0.00
42.0 484.1 505479.7 319.8 189.38 868.20 529.43 189.38 203.35 189.38 0.00 0.00 0.00
44.0 466.3 540848.7 320.3 192.93 992.29 553.54 192.93 207.32 192.93 0.00 0.00 0.00
46.0 442.5 573657.1 320.7 208.76 1111.72 574.91 196.06 210.93 196.06 0.00 12.70 0.00
48.0 414.6 601711.9 321.0 256.73 1217.00 592.51 196.61 213.95 196.61 0.00 60.13 0.00
50.0 387.0 620655.6 321.3 293.81 1289.68 604.06 190.48 215.96 190.48 0.00 103.32 0.00
52.0 361.2 631835.3 321.4 313.71 1333.15 610.79 181.52 217.14 181.52 0.00 132.19 0.00
54.0 337.1 637532.3 321.5 319.96 1355.47 614.16 172.20 217.73 172.20 0.00 147.77 0.00
56.0 314.6 639589.9 321.5 317.09 1363.56 615.40 163.56 217.95 163.56 0.00 153.53 0.00
58.0 293.7 639296.2 321.5 308.73 1362.40 615.23 156.03 217.92 156.03 0.00 152.71 0.00
60.0 274.1 637489.4 321.5 297.40 1355.30 614.16 149.75 217.73 149.75 0.00 147.65 0.00
62.0 255.8 634693.9 321.5 284.70 1344.33 612.49 144.77 217.44 144.77 0.00 139.93 0.00
64.0 238.8 631230.4 321.4 271.61 1330.79 610.43 141.04 217.07 141.04 0.00 130.56 0.00
66.0 222.9 627292.4 321.4 258.69 1315.43 608.07 138.51 216.66 138.51 0.00 120.18 0.00
68.0 208.0 622995.4 321.3 246.26 1298.74 605.49 137.10 216.21 137.10 0.00 109.17 0.00
70.0 194.2 618406.8 321.3 234.51 1280.98 602.72 136.71 215.72 136.71 0.00 97.80 0.00
72.0 181.2 613565.0 321.2 223.52 1262.33 599.78 137.26 215.21 137.26 0.00 86.26 0.00
74.0 169.1 608489.2 321.1 213.34 1242.86 596.68 138.64 214.67 138.64 0.00 74.69 0.00
76.0 157.9 603186.1 321.1 203.99 1222.61 593.42 140.78 214.11 140.78 0.00 63.21 0.00
78.0 147.4 597652.6 321.0 195.49 1201.59 590.00 143.57 213.51 143.57 0.00 51.92 0.00
80.0 137.5 591876.6 320.9 187.87 1179.77 586.41 146.93 212.89 146.93 0.00 40.94 0.00
82.0 128.4 585836.4 320.8 181.18 1157.08 582.62 150.76 212.24 150.76 0.00 30.43 0.00
84.0 119.8 579496.4 320.8 175.53 1133.41 578.62 154.96 211.56 154.96 0.00 20.57 0.00
86.0 111.8 572811.8 320.7 171.10 1108.59 574.37 159.44 210.83 159.44 0.00 11.67 0.00
88.0 104.4 565698.7 320.6 168.29 1082.38 569.80 164.03 210.06 164.03 0.00 4.26 0.00
90.0 97.4 558028.7 320.5 168.54 1054.32 564.84 168.54 209.22 168.54 0.00 0.00 0.00
92.0 90.9 549494.6 320.4 172.49 1023.37 559.26 172.49 208.28 172.49 0.00 0.00 0.00
94.0 84.9 539707.0 320.3 175.28 988.21 552.78 • 175.28 207.19 175.28 0.00 0.00 0.00
96.0 79.2 528857.2 320.1 177.06 949.66 545.49 177.06 205.99 177.06 0.00 0.00 0.00
NEWPOND.XLS
100 Year - Culvert
i
Chainsaw Routing Method
Project Name: Davis Park
Project #: KYS-94009
Date : 6/11/97
Operator : DAC
Title : 100 Year Storm
Hydrograph:
Qp = N/A CFS
Tp = 55.5 minutes
dT = 2.0 minutes
Stage-Storage :
Ks = 70.4
b = 2.958
Zo = 305.9 feet
Initial Water Level :
Zi = 305.9 feet
Computed Results
Normal Surf. Area = 0. SF
Max. Surf. Area = 25474. SF
Peak Elev. = 317.57 feet
Peak Stage = 11.6 feet
Peak Outflow = 253.90 CFS
Volume Stored = 100297.7 ft3
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
Riser/Barrel
N = 0.00
Dr= 0.00 inches
Cw = 0.00
Zcr = 0.00 feet
Db = 0.00 inches
Cd = 0.00
Orifice:
N = 1.00
D = 54.00 inches
Cd = 0.65
Invert = 305.92 feet
Weir 1:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00
System Loading and Response
350.0
300.0
250.0
y 200.0
c 150.0
LL
100.0
50.0
00
Inflow
-_ outBOw !.
0.0 20.0 40.0 60.0 80.0 100.0
Time (min)
Weir 2:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00
Time
min Inflow
cfs Storage
ft"3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 28.8 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26.0 85.3 3456.3 309.6 85.32 0.00 0.00 0.00 85.32 0.00 0.00
28.0 153.2 3456.3 309.6 94.06 0.00 0.00 0.00 94.06 0.00 0.00
30.0 168.0 10555.0 311.4 147.94 0.00 0.00 0.00 147.94 0.00 0.00
32.0 168.8 12963.5 311.8 156.76 0.00 0.00 0.00 156.76 0.00 0.00
34.0 172.6 14406.2 312.0 161.32 0.00 0.00 0.00 161.32 0.00 0.00
36.0 176.9 15761.2 312.1 165.24 0.00 0.00 0.00 165.24 0.00 0.00
38.0 181.3 17166.0 312.3 168.99 0.00 0.00 0.00 168.99 0.00 0.00
40.0 185.5 18643.1 312.5 172.63 0.00 0.00 0.00 172.63 0.00 0.00
42.0 189.4 20184.4 312.7 176.16 0.00 0.00 0.00 176.16 0.00 0.00
44.0 192.9 21770.7 312.9 179.55 0.00 0.00 0.00 179.55 0.00 0.00
46.0 208.8 23376.8 313.0 182.75 0.00 0.00 0.00 182.75 0.00 0.00
48.0 256.7 26497.8 313.3 188.44 0.00 0.00 0.00 188.44 0.00 0.00
50.0 293.8 34692.7 314.1 200.92 0.00 0.00 0.00 200.92 0.00 0.00
52.0 313.7 45838.6 314.9 214.20 0.00 0.00 0.00 214.20 0.00 0.00
54.0 320.0 57779.2 315.6 225.55 0.00 0.00 0.00 225.55 0.00 0.00
56.0 317.1 69108.8 316.2 234.54 0.00 0.00 0.00 234.54 0.00 0.00
58.0 308.7 79014.7 316.7 241.40 0.00 0.00 0.00 241.40 0.00 0.00
60.0 297.4 87094.6 317.0 246.46 0.00 0.00 0.00 246.46 0.00 0.00
62.0 284.7 93208.0 317.3 250.02 0.00 0.00 0.00 250.02 0.00 0.00
64.0 271.6 97370.3 317.5 252.33 0.00 0.00 0.00 252.33 0.00 0.00
66.0 258.7 99684.0 317.5 253.57 0.00 0.00 0.00 253.57 0.00 0.00
68.0 246.3 100297.7 317.6 253.90 0.00 0.00 0.00 253.90 0.00 0.00
70.0 234.5 99381.3 317.5 253.41 0.00 0.00 0.00 253.41 0.00 0.00
72.0 223.5 97113.3 317.4 252.19 0.00 0.00 0.00 252.19 0.00 0.00
74.0 213.3 93673.5 317.3 250.28 0.00 0.00 0.00 250.28 0.00 0.00
76.0 204.0 89240.4 317.1 247.73 0.00 0.00 0.00 247.73 0.00 0.00
78.0 195.5 83991.0 316.9 244.57 0.00 0.00 0.00 244.57 0.00 0.00
NEWPOND.XLS
100 Year - Culvert
Time
min Inflow
cfs Storage
3) 1 Stage
ft Outflow
cfs Riser(weir)
Ids) I Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
80.0 187.9 78101.4 316.6 240.80 0.00 0.00 0.00 240.80 0.00 0.00
82.0 181.2 71749.2 316.3 236.45 0.00 0.00 0.00 236.45 0.00 0.00
84.0 175.5 65117.0 316.0 231.53 0.00 0.00 0.00 231.53 0.00 0.00
86.0 171.1 58397.0 315.6 226.08 0.00 0.00 0.00 226.08 0.00 0.00
88.0 168.3 51799.8 315.2 220.16 0.00 0.00 0.00 220.16 0.00 0.00
90.0 168.5 45576.1 314.8 213.92 0.00 0.00 0.00 213.92 0.00 0.00
92.0 172.5 40130.0 314.5 207.81 0.00 0.00 0.00 207.81 0.00 0.00
94.0 175.3 35891.6 314.1 202.52 0.00 0.00 0.00 202.52 0.00 0.00
96.0 177.1 32623.2 313.9 198.04 0.00 0.00 0.00 198.04 0.00 0.00
NEWPONDALS
THE JOHN R. MCADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
PAGE OF
J R McA JOB NO. DATE ( BY CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT
WATm D6(2w-.f--7o losiGE7 i4s - 8iq6 M. H-, i TAt.I_
cF

E?Ar1E
5.°t ?- I sszz ZI to Le, IPT = I(o ,99A Z

.f# ?t,+gTc c, Wes- M':-PLA ? _ (AA, I (o c P - 315 L IS
WjW 1102% 5kp5y-l fAc-rW- , Lahr VISPLACE(J = 4GjgCo(o 03
Ccryr?t D = 40l'o!o - -lid = 14, I C2Z X73
vcwME CQ.-r-. Nmeo = 19C21 r-c
= 91 1'pr x q , ? ifs x 24"1l? = a-2
WT. C006-2E-Tf?- IN LA5t = 28 Z50 LL
h, A P I<PLACCO (;` j ?-ASE: h)-744 iz
T07-Al, Ccrq4-Q?
146TF, *- TDA,5P WY-4- WT 1 W-w 0C0; V1Cr I NTO?-Rtu.-f
MrAck+-co -to
THE JOHN R. McADAMS COMPANY, INC.
SUBJECT
P.O. Box 14005
Research Triangle Park, North Carolina 27709
(919) 3??6//1 ?? -5000 ,tFax [phone] per/ -21-2(014 to
D AC- OF
J R McA JOB NO. K7 _ ?`+? DATE 8 0e:-;
- BY DAC- CHECKED BY
1'??Smi+?lE PROJECT AN) IS '* 2r-- (Date)
CLIENT
Vq, x.? ?(s l PFtir AT tr-,)D of J??_
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?E=s
Ct"t,'cuLA-,Z7D ?' ?--OLrs ;
l•?c?r?t" C? ' 1? ?i P- SAP APR ?=
40 k I Z'w

i? ??x IZ?W Z77 Tr?'',L
3'?
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected cutlet velocity and depth of flaw in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow 0 in cfs : XTI'M Flew depth (ft) = 4.00
slope S in % : .5 Outlet velocity (fps) = 13.926
pipe diameter D in in. : 48
Manning nu mber n: 0.013 T Ml?ll?lMl?ll?lP?Ml7/?IMl?ll"1MJ?lI"lI"7/?!!*lrlhl!*1r1/?M'f?1?1/r/hll?l7/?77yJlFil?ll?1/M!!t!l?YIMlI°l P
Pipe flow condition. V=Q/Apipe._
Should double check: by another method!! .
Hl `7'l *l h>/ *iMP]'l ill HM `l ?7'M/ X11 ?i/ ?l M'P1 M! ?1! *l1 ?1 h1 / ail ?rMl `'l1 `'l'1 `?'l ?1'l ?1 / r!l ?1 /"i/ ?l'1 ?1 Ml ?>P 11 X7'1 °1 / ?tM :. .
-- Dissipator , Wipe or Quit (D P or 0) --
NRCD Land Quality Section
NYDOT Dissipater Design Results
Pipe diameter (ft) 4.00
Outlet velocity (fps) 13.93
Apron length (ft) 40.00 3AnJo
12 F?
AV13 D I AM STONE TH I CK*.NESS
(inches) CLASS (inches)
DDDDD.IDDD DDDDD DDDDDDDDD
3 A 9
(7 S 22
13 B or 1 22
23 2 27
-- Dissipator , Pipe or Quit CD P or 0) --
US PUCK PAf; Alto
THE JOHN R. McADAMS COMPANY, INC.
SUBJECT
e-t-r5 ( j S ? -
ICa?1 GAPTt A m OF 4 01m PAoz)
V,,O) I N M? 2 `I ?, SlWm T*kS C MSZZP
o? OP 4 ?3 SF of Rroo SA Alf
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
A? PAGE OF
J R McA JOB NO. DATE 12 BY 1?-? CHECKED BY
(Date)
CLIENT PROJECT ? -> 4?--
L" Vs S-w-AmA-
1 t I
U:a? (ZA 7i a ??kL C VAz UIEII > ^{
Dk= q 1, 01 A-e- 6-;' q'i / C = 0:7Z. 6v-2')'-'

Ql,a " 3L--'O'?'ps ?& 32,4 m ia.
0-2? Gs) 34.4 Mid
4?o cFS @ Fitt fr+?-S CA CS
Soo cr Eel- mij.
? 2 V. STav k &cylr -J
-1Z = I + = 4
!?) 1,.1

Z
Qom= CP -O,Z S?
i6 - /f.[ds''
Q7 (I l??{
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
/ PAGE OF
CHECKED
J R McA JOB NO. DATE Z BY DAB BY
- (Date)
VN6 PA04
CLIENT ,?. e? ?,?+ PROJECT
SUBJECT ILK,
X3,5 T?).z -t 25,4 MIS,
TP = ?P
b?STa 2 Ran k- 'e* roe- DES i atj = ?1.6 k'
P-A l T?)6 pA•v S
U Norte - DiS'???e x? / ?I?S a? C- c?
pAP?- bi,06;6, £ F, -ToTA-L, DA 6ASW CtJ Au-
Iwi w - owr v; t:1u To ice,
SrAI - McAC2 Ri N4:-f(s? Ef= 400, W 3 J
T*S Funac-r i c*j 9S ?,rr TrAe 5hme AS 7)+A7 tAS?w Frr?
WkTel? QUAIA P J 4, -nf1kT pcu-b "C, lS 6A5W CO
EtlEVATiarkS 31S -- 32Z (S1Xe5 Aecs Rae Pcr-jo
.) .
Y-s " '?Qc>43 f,? - 3a?1.313
?= 1,1115
5er 4lie-614 - 0 0A,,11-i ?i (.1 STc PAi.-AWE=--R?

?l 4--v dc) 1NteLVA1,. _ ? VeA C 3(r,>O PAgs)
T= 3&nO CM4,
l g T 0'"
aa4 A= 2.7,(c AC?
T t' 10'? , 150 GF
THE JOHN R. McADAMS COMPANY, INC.
? ?? o? s ?c?? = 3t5 ,
per , ao
?N; cF E sc CM-, U wnJ ST??-due, = -310,0o
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
PAGE OF
J R McA JOB NO. S DATE ?cjn(Q BY CHECKED BY
(Date)
CLIENT ?+ PROJECT c
SUBJECT E?? C??+I?? $g??? T!"??}?
l,11?5
S IoS, 160 CE
ks 3??3
out- -5er C-10 00, = 602e)o? cr-
[6??60'e:o -cp
3104 3
I 5j-?:j- 5?IMWT CIO me'v- EL, -?-Ogo o
?p.1.i1 NL• ?,. AG ?rPTlM;I,z: I??;.?.t?:g?
S?kGE::- STc2 kt?- tt,3 d ?z r' 1t,. ?

S = 3.7043
Fit 313!r= el,-e 322.
5 = (A%-7 ?-' I.610(o
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
A ? PAGE OF
J R McA JOB NO. S DATE n 6 BY Df4? CHECKED BY
CLIENT , t PROJECT Doi6? MIA(- (Date)
SUBJECT CUQ, w)rv
X71 G? (2 -313 .1.E
Zvi SS P cN - # ( Gf? j 0" 313 > ? = 2? 1A
25 cF
25 1 ) 4z!5
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rcr- SIN AS CaJF ?.'Wj ?"100f, 7 70 d
40-p-r44C

i Zti
=? A5 A0 2D4za 7 c
ti

THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
a PAGE OF
J R McA JOB NO. DATE (?-lC-? !b BY Vim. CHECKED BY
CLIENT PROJECT D'?/ TL?? ^A ,IS MIX'- (Date)
? .??
SUBJECT ?F • SWwrX Q, 8iSA
= b?-5 :z b-i eo,t11S
t DIIIGj
As = I I? 3 l 3? _ 44:p5;2? St=
Aal53a 51=
?.a pr.
i 1Z ? r5.
2v4Z°e) 6z)(o.6,o)

051 NCB 4"Y-4" 0Riu &5 ! m Wrsct,)O? 5P-t lLNe
USE -7
t
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ho fi WAS 5TcP-M 9W V`iL&'5
ISM A dot i1 S fife's)41 Ate f o LO Fq2 1a4C
G(ATpW Itt, ??ts?.? Pee nit ,v?
PcNo Afjo 113 cAT vA Drry Imsi
TA"611} w Q109 i N DIC CAtcuLA-"d
}w 9!
Invert to Normal Pool
Stage-Storage Function
Project: Davis Park, Main Pond as riser sediment basin

Contour
(feet)

Stage
feet
Contour
Area
SF Average
Contour
Area
SF Incremental
Contour
Volume
CF Accumulated
Contour
Volume
CF
307.0 0.0 36130
308.0 1.0 39190 37660 37660 37660
310.0 3.0 45220 42205 84410 122070
311.0 4.0 48330 46775 46775 168845
313.0 6.0 64250 56290 112580 281425
Storage vs. Stage
300000
250000
LL 200000
U
a? 150000
ca
0
Y
100000
50000
0
0.0
1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
y = 37043x1-1115
R2 = 0.9986
Ks= 37043
b = 1.1115
s - STcaepe-,:,? 56-1 F? Pcioo i wtg--T
IO PaW Al, pct,
Page 1
2 Year-Pond, Sed. Control
Chainsaw Routing Method
Project Name: Davis Park
Project #: KYS-94009
Date : 6/11/97
Operator: DAC
Title : 2 Year Storm
Hydrograph:
Op= 275.0 CFS
Tp = 25.4 minutes
dT = 1.0 minutes
Stage-Storage
Ks = 37043.0 64567.0
b= 1.112 1.071
Zo = 307.0 313.0
Switchover Volume = 281425 CF
Initial Water Level
Zi = 307.0 feet
Computed Resuhs :
Normal Surf. Area = 0. SF
Max. Surf. Area = 74417. SF
Peak Elev. = 315.84 feet
Peak Stage = 2.8 feet
Peak Outflow = 58.57 CFS
Volume Stored = 479043.3 ft3
Riser/Barrel
N=
Dia. Riser-
Cw=
Riser crest =
Db =
Cd =
Bar. Lang. =
n=
Ke =
Bar. Invert =
Orifice:
N=
D=
Cd =
Invert
=
Weir 1:
L=
Zcr
Cw=
Weir 2:
L=
Zcr =
Cw =
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 2770£
1.00
96.00 inches
3.30
315.05 feet
48.00 inches
0.60
105 feet
0.013
1.50
306.54 feet
0.00
0.00 inches
0.00
0.00 feet
50.00 feet
320.50 feet
3.00
0.00 feet
0.00 feet
0.00
300.0
250.0
200.0
u 150.0
s
100.0
s0.0
0.0
System Loading and Response
Inflow
i - - OutOOw?0.0 20.0 40.0 60.0 80.0 100.0
Time (min)
Time
min Inflow
cfs Storage
ft"3 Stage
ft Surface
Area SF SA/Outflow
Ratio Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs HW Barrel
cfs TW Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 307.0 0 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.0 1.1 0.0 307.0 0 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 4.2 63.0 307.0 21718 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3.0 9.4 314.2 307.0 25516 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 16.5 875.6 307.0 28279 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5.0 25.5 1864.8 307.1 30507 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 36.2 3392.8 307.1 32395 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
7.0 48.4 5562.2 307.2 34042 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 62.0 8465.9 307.3 35507 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
9.0 76.7 12185.6 307.4 36828 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 92.4 16790.5 307.5 38031 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
11.0 108.8 22336.4 307.6 39136 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 125.6 28864.4 307.8 40156 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
13.0 142.6 36401.0 308.0 41101 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 159.5 44957.1 308.2 41981 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
15.0 176.1 54527.9 308.4 42802 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 C.^.0 0.00
16.0 192.1 65093.3 308.7 43569 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17.0 207.2 76617.9 308.9 44287 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 221.3 89051.7 309.2 44960 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19.0 234.1 102330.7 309.5 45592 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 245.5 116378.1 309.8 46184 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21.0 255.1 131105.4 310.1 46739 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 263.0 146413.6 310.4 47260 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
23.0 269.0 162194.8 310.8 47748 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 272.9 178334.0 311.1 48204 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25.0 274.8 194710.6 311.5 48631 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26.0 274.6 211200.5 311.8 49029 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27.0 272.3 227677.8 312.1 49400 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28.0 268.0 244016.8 312.5 49744 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29.0 261.6 260093.9 312.8 50064 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30.0 253.3 275789.5 313.1 50359 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31.0 243.3 290989.8 313.2 60946 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32.0 232.0 305588.7 313.4 64787 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33.0 220.4 319510.3 313.6 66761 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34.0 209.5 332737.3 313.8 68086 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35.0 199.0 345304.3 314.0 69077 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36.0 1891 357244.3 314.2 69862 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37.0 179.6 368588.6 314.3 70507 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38.0 170.7 379366.9 314.5 71051 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39.0 162.2 389607.4 314.6 71519 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
40.0 154.1 399337.0 314.8 71926 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41.0 146.4 408581.2 314.9 72285 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42.0 139.1 417364.1 315.0 72604 no outflow 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43.0 132.1 425708.8 315.1 72890 48243 1.51 1.51 63.68 155.20 155.20 214.93 0.00 0.00 0.00
44.0 125.5 433546.5 315.2 73144 11886 6.15 6.15 101.70 156.46 156.46 203.14 0.00 0.00 0.00
45.0 119.3 440710.1 315.3 73367 6155 11.92 11.92 126.77 157.60 157.60 204.34 0.00 0.00 0.00
46.0 113.3 447151.9 315.4 73559 4071 18.07 . 18.07 145.62 158.61 158.61 205.42 0.00 0.00 0.00
47.0 107.7 452867.7 315.5 73723 3049 24.18 24.18 160.48 159.50 159.50 200.02 0.00 0.00 0.00
48.0 102.3 457877.6 315.6 73864 2463 29.99 29.99 172.42 160.28 160.28 200.87 0.00 0.00 0.00
49.0 97.2 462216.5 315.6 73982 2093 35.34 35.34 182.12 160.95 160.95 197.45 0.00 0.00 0.00
50.0 92.4 465928.1 315.7 74081 1846 40.14 40.14 190.01 161.52 161.52 197.82 0.00 0.00 0.00
51.0 87.7 469060.9 315.7 74153 1673 44.33 44.33 196.42 162.00 162.00 194.51 0.00 0.00 0.00
52.0 83.4 471665.5 315.7 74231 1549 47.93 47.93 201.58 162.39 162.39 194.86 0.00 0.00 0.00
53.0 79.2 473791.8 315.8 74285 1459 50.92 50.92 205.70 162.72 162.72 192.80 0.00 0.00 0.00
54.0 75.3 475488.8 315.8 74328 1393 53.36 53.36 208.93 162.97 162.97 192.56 0.00 0.00 0.00
55.0 71.5 476802.7 315.8 74361 1346 55.27 55.27 211.39 163.17 163.17 191.57 0.00 0.00 0.00
SEDPOND.XLS
2 Year-Pond, Sed. Control
Time
min Inflow
cis Storage
fl"3 Stage
tt Surface
Area SF SA/Outflow
Ratio Outflow
cis Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs HW Bartel
cfs TW Barrel
cfs Orifice
cfs Weir 1
cis Weir 2
cis
56.0 67.9 4777767 315.8 74386 1312 56.69 56.69 213.20 163.32 163.32 191.16 0.00 0.00 0.00
57.0 64.5 478450.9 315.8 74403 1290 57.69 57.69 214.44 163.42 163.42 190.70 0.00 0.00 0.00
58.0 61.3 478862.0 315.8 74413 1276 58.30 58.30 215.19 163.48 163.48 190.43 0.00 0.00 0.00
59.0 58.3 479043.3 315.8 74417 1271 58.57 58.57 215.52 163.51 163.51 190.25 0.00 0.00 0.00
60.0 55.4 479024.8 315.8 74417 1271 58.54 58.54 215.49 163.51 163.51 190.17 0.00 0.00 0.00
61.0 52.6 478833.5 315.8 74412 1277 58.26 58.26 215.14 163.48 163.48 190.13 0.00 0.00 0.00
62.0 50.0 478493.7 315.8 74404 1288 57.75 57.75 214.52 163.43 163.43 190.07 0.00 0.00 0.00
63.0 47.5 478026.6 315.8 74392 -1304 57.06 57.06 213.66 163.36 163.36 190.46 0.00 0.00 0.00
64.0 45.1 477451.4 315.8 74378 1323 56.22 56.22 212.60 163.27 163.27 190.58 0.00 0.00 0.00
65.0 42.9 476784.9 315.8 74361 1346 55.24 55.24 211.36 163.17 163.17 190.86 0.00 0.00 0.00
66.0 40.7 476041.9 315.8 74342 1373 54.16 54.16 209.97 163.06 163.06 191.14 0.00 0.00 0.00
67.0 38.7 475235.6 315.8 74322 1403 52.99 52.99 208.45 162.94 162.94 191.47 0.00 0.00 0.00
68.0 36.8 474377.4 315.8 74300 1436 51.76 51.76 206.82 162.81 162.81 191.83 0.00 0.00 0.00
69.0 34.9 473477.3 315.8 74277 1472 50.48 50.48 205.10 162.67 162.67 192.20 0.00 0.00 0.00
70.0 33.2 472544.2 315.8 74254 1511 49.16 49.16 203.30 162.53 162.53 192.60 0.00 0.00 0.00
71.0 31.5 471585.6 315.7 74229 1552 47.81 47.81 201.43 162.38 162.38 193.01 0.00 0.00 0.00
72.0 30.0 470608.3 315.7 74204 1597 46.46 46.46 199.50 162.23 162.23 193.43 0.00 0.00 0.00
73.0 28.5 469618.0 315.7 74178 1645 45.09 45.09 197.53 162.08 162.08 193.86 0.00 0.00 0.00
74.0 27.0 468619.8 3157 74152 1695 43.73 43.73 195.53 161.93 161.93 194.29 0.00 0.00 0.00
75.0 25.7 467618.0 315.7 74126 1749 42.38 42.38 193.49 161.78 161.78 194.72 0.00 0.00 0.00
76.0 24.4 466616.3 315.7 74099 1805 41.05 41.05 191.44 161.63 161.63 195.16 0.00 0.00 0.00
77.0 23.2 465618.0 315.7 74073 1865 39.73 39.73 189.36 161.47 161.47 195.59 0.00 0.00 0.00
78.0 22.0 464625.7 315.6 74047 1927 38.43 38.43 187.28 161.32 161.32 196.02 0.00 0.00 0.00
79.0 20.9 463641.8 315.6 74020 1992 37.16 37.16 185.19 161.17 161.17 196.44 0.00 0.00 0.00
80.0 19.9 462668.3 315.6 73994 2060 35.91 35.91 183.10 161.02 161.02 196.86 0.00 0.00 0.00
81.0 18.9 461706.8 315.6 73968 2132 34.70 34.70 181.01 160.87 160.87 197.28 0.00 0.00 0.00
82.0 18.0 460758.8 315.6 73943 2207 33.51 33.51 178.92 160.73 160.73 197.69 0.00 0.00 0.00
83.0 17.1 459825.3 315.6 73917 2284 32.36 32.36 176.84 160.58 160.58 198.09 0.00 0.00 0.00
84.0 16.2 458907.4 315.6 73892 2366 31.23 31.23 174.77 160.44 160.44 198.48 0.00 0.00 0.00
85.0 15.4 458005.8 315.6 73867 2450 30.14 30.14 172.72 160.30 160.30 198.87 0.00 0.00 0.00
86.0 14.6 457121.0 315.5 73843 2539 29.09 29.09 170.67 160.16 160.16 199.25 0.00 0.00 0.00
87.0 13.9 456253.6 315.5 73819 2631 28.06 28.06 168.65 160.03 160.03 199.62 0.00 0.00 0.00
88.0 13.2 455403.9 315.5 73795 2726 27.07 27.07 166.63 159.90 159.90 199.98 0.00 0.00 0.00
89.0 12.5 454572.1 315.5 73772 2825 26.11 26.11 164.64 159.77 159.77 200.34 0.00 0.00 0.00
90.0 11.9 453758.3 315.5 73749 2929 25.18 25.18 162.67 159.64 159.64 200.68 0.00 0.00 0.00
91.0 11.3 452962.7 315.5 73726 3036 24.29 24.29 160.71 159.52 159.52 201.02 0.00 0.00 0.00
92.0 10.8 452185.2 315.5 73704 3147 2142 23.42 158.78 159.40 159.40 201.34 0.00 0.00 0.00
93.0 10.2 451425.7 315.5 73682 3263 22.58 22.58 156.87 159.28 159.28 201.67 0.00 0.00 0.00
94.0 9.7 450684.2 315.5 73661 3383 21.78 21.78 154.97 159.16 159.16 201.97 0.00 0.00 0.00
95.0 9.2 449960.5 315.5 73640 3507 21.00 21.00 153.11 159.05 159.05 202.30 0.00 0.00 0.00
96.0 8.8 449254.4 315.4 73620 3636 20.25 20.25 151.26 158.94 158.94 202.51 0.00 0.00 0.00
97.0 8.3 448565.7 315.4 73600 3770 19.52 19.52 149.44 158.83 158.83 203.04 0.00 0.00 0.00
98.0 7.9 447894.1 315.4 73580 3908 18.83 18.83 147.64 158.73 158.73 202.65 0.00 0.00 0.00
99.0 7.5 447239.3 315.4 73561 4051 18.16 18.16 145.86 158.63 158.63 205.11 0.00 0.00 0.00
100.0 7.1 446601.2 315.4 73543 4200 17.51 17.51 144.11 158.52 158.52 199.45 0.00 0.00 0.00
M-Tio Awe
s?? > U?
SEDPOND.XLS
2 Year - Culvert (sed. Ctrl)
Chainsaw Routing Method
Project Name: Davis Park
Project # : KYS-94009
Date : 6/11/97
Operator : DAC
Title : 2 Year Storm
Hydrograph:
Qp = N/A CFS
Tp = 62.0 minutes
dT = 1.0 minutes
Stage-Storage
Ks = 70.4
b = 2.958
Zo = 305.9 feet
Initial Water Level :
Zi = 305.9 feet
Computed Results :
Normal Surf. Area = 0. SF
Max. Surf. Area = 772. SF
Peak Elev. = 307.87 feet
Peak Stage = 2.0 feet
Peak Outflow = 35.65 CFS
Volume Stored = 510.0 ft3
Riser/Barrel
N=
Dr=
Cw =
Zcr =
Db =
Cd
Orifice:
N=
D=
Cd =
Invert
=
Weir 1:
L=
Zcr =
Cw =
Weir 2:
L=
Zcr =
Cw =
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
0.00
0.00 inches
0.00
0.00 feet
0.00 inches
0.00
1.00
54.00 inches
0.65
305.92 feet
0.00 feet
0.00 feet
0.00
0.00 feet
0.00 feet
0.00
60.0 System Loading and Response
50.0
40.0
Inflow
a
:30.0 - - Outflow
3
0
LL 20.0
10.0
0.0
0.0 20.0 40.0 60.0 80.0 100.0
Time (min) f
Time
min Inflow
cfs Storage
ftA3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
0.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
1.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
2.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
3.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
4.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
5.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
6.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
7.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
8.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
9.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
10.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
11.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
13.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
14.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
15.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
16.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
17.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
18.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
19.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
20.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
21.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
22.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
23.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
24.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
25.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
26.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
27.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
28.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
29.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
30.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
31.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
32.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
33.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
34.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
35.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
36.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
37.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
38.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
39.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
SEDPOND.XLS
2 Year - Culvert (sed. Ctrl)
Time
min Inflow
cfs Storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs Orifice
cfs Weir 1
cfs Weir 2
cfs
40.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
41.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
42.0 0.0 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
43.0 1.5 0.0 305.9 0.00 0.00 0.00 0.00 0.00 0.00 0.00
44.0 6.2 90.7 307.0 6.15 0.00 0.00 0.00 6.15 0.00 0.00
45.0 11.9 90.7 307.0 11.92 0.00 0.00 0.00 11.92 0.00 0.00
46.0 18.1 90.7 307.0 14.84 0.00 0.00 0.00 14.84 0.00 0.00
47.0 24.2 284.1 307.5 24.18 0.00 0.00 0.00 24.18 0.00 0.00
48.0 30.0 284.1 307.5 26.49 0.00 0.00 0.00 26.49 0.00 0.00
49.0 35.3 494.0 307.9 35.07 0.00 0.00 0.00 35.07 0.00 0.00
50.0 40.1 510.0 307.9 35.65 0.00 0.00 0.00 35.65 0.00 0.00
51.0 44.3 779.5 308.2 44.20 0.00 0.00 0.00 44.20 0.00 0.00
52.0 47.9 787.6 308.2 44.43 0.00 0.00 0.00 44.43 0.00 0.00
53.0 50.9 997.2 308.4 50.08 0.00 0.00 0.00 50.08 0.00 0.00
54.0 53.4 1047.8 308.4 51.35 0.00 0.00 0.00 51.35 0.00 0.00
55.0 55.3 1168.1 308.5 54.26 0.00 0.00 0.00 54.26 0.00 0.00
56.0 56.7 1228.3 308.5 55.66 0.00 0.00 0.00 55.66 0.00 0.00
57.0 57.7 1290.2 308.6 57.07 0.00 0.00 0.00 57.07 0.00 0.00
58.0 58.3 1327.6 308.6 57.90 0.00 0.00 0.00 57.90 0.00 0.00
59.0 58.6 1351.6 308.6 58.43 0.00 0.00 0.00 58.43 0.00 0.00
60.0 58.5 1360.1 308.6 58.54 0.00 0.00 0.00 58.54 0.00 0.00
61.0 58.3 1360.1 308.6 58.26 0.00 0.00 0.00 58.26 0.00 0.00
62.0 57.8 1360.1 308.6 58.61 0.00 0.00 0.00 58.61 0.00 0.00
63.0 57.1 1308.4 308.6 57.48 0.00 0.00 0.00 57.48 0.00 0.00
64.0 56.2 1283.7 308.6 56.92 0.00 0.00 0.00 56.92 0.00 0.00
65.0 55.2 1241.4 308.6 55.96 0.00 0.00 0.00 55.96 0.00 0.00
66.0 54.2 1198.0 308.5 54.96 0.00 0.00 0.00 54.96 0.00 0.00
67.0 53.0 1149.7 308.5 53.83 0.00 0.00 0.00 53.83 0.00 0.00
68.0 51.8 1099.5 308.5 52.62 0.00 0.00 0.00 52.62 0.00 0.00
69.0 50.5 1047.7 308.4 51.35 0.00 0.00 0.00 51.35 0.00 0.00
70.0 491 995.3 308.4 50.03 0.00 0.00 0.00 50.03 0.00 0.00
71.0 47.8 942.9 308.3 48.68 0.00 0.00 0.00 48.68 0.00 0.00
72.0 46.5 891.1 308.3 47.30 0.00 0.00 0.00 47.30 0.00 0.00
73.0 45.1 840.4 308.2 45.92 0.00 0.00 0.00 45.92 0.00 0.00
74.0 43.7 791.0 308.2 44.53 0.00 0.00 0.00 44.53 0.00 0.00
75.0 42.4 743.3 308.1 43.15 0.00 0.00 0.00 43.15 0.00 0.00
76.0 41.0 697.5 308.1 41.78 0.00 0.00 0.00 41.78 0.00 0.00
77.0 39.7 653.7 308.0 40.42 0.00 0.00 0.00 40.42 0.00 0.00
78.0 38.4 611.9 308.0 39.09 0.00 0.00 0.00 39.09 0.00 0.00
79.0 37.2 572.2 308.0 37.78 0.00 0.00 0.00 37.78 0.00 0.00
80.0 35.9 534.6 307.9 36.51 0.00 0.00 0.00 36.51 0.00 0.00
81.0 34.7 499.1 307.9 35.25 0.00 0.00 0.00 35.25 0.00 0.00
82.0 33.5 465.6 307.8 34.04 0.00 0.00 0.00 34.04 0.00 0.00
83.0 32.4 434.1 307.8 32.85 0.00 0.00 0.00 32.85 0.00 0.00
84.0 31.2 404.6 307.7 31.70 0.00 0.00 0.00 31.70 0.00 0.00
85.0 30.1 376.9 307.7 30.58 0.00 0.00 0.00 30.58 0.00 0.00
86.0 29.1 351.0 307.6 29.49 0.00 0.00 0.00 29.49 0.00 0.00
87.0 28.1 326.7 307.6 28.44 0.00 0.00 0.00 28.44 0.00 0.00
88.0 27.1 304.1 307.6 27.42 0.00 0.00 0.00 27.42 0.00 0.00
89.0 26.1 282.9 307.5 26.44 0.00 0.00 0.00 26.44 0.00 0.00
90.0 25.2 263.3 307.5 25.49 0.00 0.00 0.00 25.49 0.00 0.00
91.0 24.3 244.8 307.4 24.57 0.00 0.00 0.00 24.57 0.00 0.00
92.0 23.4 227.8 307.4 23.69 0.00 0.00 0.00 23.69 0.00 0.00
93.0 22.6 211.7 307.4 22.82 0.00 0.00 0.00 22.82 0.00 0.00
94.0 21.8 197.3 307.3 22.02 0.00 0.00 0.00 22.02 0.00 0.00
95.0 21.0 182.5 307.3 21.17 0.00 0.00 0.00 21.17 0.00 0.00
96.0 20.2 172.3 307.3 20.56 0.00 0.00 0.00 20.56 0.00 0.00
97.0 19.5 153.5 307.2 19.39 0.00 0.00 0.00 19.39 0.00 0.00
98.0 18.8 161.6 307.2 19.90 0.00 0.00 0.00 19.90 0.00 0.00
99.0 18.2 97.3 307.0 15.39 0.00 0.00 0.00 15.39 0.00 0.00
100.0 17.5 263.5 307.5 25.50 0.00 0.00 0.00 25.50 0.00 0.00
SEDPONDALS

DAVINJ PACK

- 16% STORUWATER AXALYSIS?-

DURHAII/1 _
= -? FOR T1HE Clg`YOF
?°
_
_
yYATER QUALITY`GALGULATIONS

FOR IWDEh DTI' ; - T
;
- ,_ HIGH EFFICIENCYSED71b?E1VT PONp
- C?'ALCULTIONS

STORMWATER AND-EROSION CONTRbL CALCULA?ION$,? .

-T
- NOVEMBER 21, 1997,
- ? ?KYS-94000 ;_ .

J '
. JOHN R: WA AIMS COMPANY,
INC:
GO KS UIL?TING EN_INEERS/'PLA'NNE?RS/SU_I VEY?RS.

RESEAR6H T
IANGLE\PAR'K
NOOTH
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DAVIS PARK
10 % STORMWA TER ANALYSIS
FOR THE CITY OF DURHAM
WATER QUALITY CALCULATIONS
FOR NCDEHNR DWQ
HIGH EFFICIENCY SEDIMENT POND
CALCULATIONS
STORMWATER AND EROSION CONTROL CALCULATIONS
NOVEMBER 21, 1997
KYS-94000
DAVIS PARK
STORMWATER BMP CALCULATIONS
EROSION CONTROL POND CALCULATIONS
General Description
This booklet covers the stormwater quality / quantity control pond and the calculations
for the use of the pond as a high-efficiency sediment control device during construction for Davis
Park in Durham. Davis Park is a multiple use project that includes warehouse facilities as well
as office areas, designed and constructed in independent phases. This phase of the project
includes the construction of new building facilities as well as additional paved areas. Since the
project requires 401 water quality certification from NCDE1 NR DWQ, the pond must act as a
permanent water quality basin. The pond must also provide water quantity control in the two and
ten year storm events per Durham City Code 23-145a. In order to further protect downstream
areas from sedimentation during construction, the pond is designed to operate as a high
efficiency construction settling basin (removal of 70% of the 40 micron particle in the 2 year
storm) per the North Carolina Erosion Control Manual. This booklet covers only the solutions
described above for the pond, and does not contain any other erosion control calculations or the
site stormwater conveyance calculations.
Calculation Methodolomy
• All stormwater BMPs were designed per the N.C Stormwater Best Management
Practices booklet published by the NC DEHNR, Division of Water Quality
(November, 1995).
• The water quality pond is designed to treat the runoff from the first inch of rainfall,
and safely pass design storms up to and including the 100 year event without
overtopping the berm.
• For calculation of the one inch rainfall storage requirement, the SCS curve number
method was utilized, employing the practice of Directly Connected Impervious Areas
(DCIAs) to realistically portray the runoff from one inch of rainfall.
• For the routing of the stormwater BMPs, the small watershed method and chainsaw
routing were employed. Tailwater conditions were modeled on the BMPs when
conditions warranted the analysis. This hydrologic and routing method is a
requirement per NCDEHNR for determining the efficiency of a construction settling
basin, and was continued throughout the other analyses of the pond to provide
continuity between calculations.
• The pond reduces the post development two and ten year storm runoff rates at the
downstream point of interest to below their pre development conditions.
The pond has a removal efficiency of >70% for the 40 micron particle in the two
year storm event.
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
I?
[phone] Fax [phone]
PAGE OF
J R MCA JOB NO. S-14000 DATE ! I-u 11 BY PAC-' CHECKED BY
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WATER QUALITY / QUANTITY
CONTROL CALCULATIONS
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
PAGE OF
J R McA JOB NO. hs-614occ> DATE 'C>- BY I)A':::'- CHECKED BY
CT 1-- (Date)
CLIENT PROJE
SUBJECT WATSR- QUi i.4 +14 4Z

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THE JOHN R. McADAMS COMPANY, INC.
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TL ? p--, `r G nos = Z? 3?.{,,? ?s cam- sT;?
'Tr
15 t--T4 ila +- .?
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
PAGE OF
CHECKED BY
J R WA JOB NO. ? DATE ' ???BY
f/? (Date)
CLIENT
' `,_ PROJECT ?IS F'41(4'
SUBJECT InaA'1?
4, ?71
THE JOHN R. McADAMS COMPANY, INC.
I?
? P.O. Box 14005
? Research Triangle Park, North Carolina 27709
I [phone] Fax[phone]
PAGE
J R McA JOB NO. ?S 94 00(2 DATE 10--7-77- a `? BY CHECKED BY_
CLIENT PROJECT
SUBJECT
Q,= Zioc'rs
Q10 = -Zoo Cf:r>
(Date)
+ 10)0

f,AU. 93J.C1*t0I`-r (std Pfi?'Oices cis ' Dp,Np&57 AVAEAS TO R;?10),
G TQ?F'F 6- -A" AS (o 00WTIN f*-0 l ag' Gtwqu Tq ,
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Z9;'+z4' 295?17.21
r THE JOHN R. McADAMS COMPANY, INC.
?(}
TO
P.O. Box 14005
III' Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
V PAGE
J R McA JOB NO. DATE 10 X21 ?, BY 064-0 CHECKED BY_
CLIENT PROJECT
SUBJECT
Qz = (o -7z1 Ae,) - 7,1 o c.FS
Vj?-* -TiMPS '4o
S= - 1u =
C
Z
Tf, Q*)?
Di'
711
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OF
(Date)
u
60% = z. c?
Psi er,?. . S??j1
Tp,2 = ZA -'S
?;0.40 MAN.
Tellio - 310, 3 M?a,
tND9010vy To -7 ZAP- = Z1 ocFS @
I0-f V = GFS @ -?o-
100yR = 4,q ocFs @ ?.,3M?a.
Icy-- PDIG?Mer %PA-StS t,6 __
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(poir
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1°`a°
6-11
THE JOHN R. McADAMS COMPANY, INC.
???ii?
P.O. Box 14005
? Research Triangle Park, North Carolina 27709
? [phone] Fax[phone]
PAGE OF
J R McA JOB NO. DATE io-Q, ??/ BY CHECKED BY
(Date)
PROJECT
CLIENT
SUBJECT
52 c ? = 3,11) /4w-
S z z ?
113 I-rvc' 22?'TG 22+2,4.4
Z fl
t 1.Y V.
S?? Z?? ??, 25+2 ,?
- -A'-Z'0 ,??1z-
= S' it iNl
fLa-"mr_-;- I1 FA-56rah
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+ ,1 A?? - qo GFS
60.3rpa-,
wFwO TAM TO PCA-- =7
s l? - ) -1c)
Cm I e Azp
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?j?.DNt,n?,
H QPfz,j fry. PJQAV, Zjf-- = g0cf;?- 0,
lole = ?zGr?s @ ?•d Mks,
lC04f- =loo cis ?2.sM .
THE JOHN R. McADAMS COMPANY, INC.
r? P.O. Box 14005
Research Triangle Park, North Carolina 27709
- [phone] Fax [phone]
PAGE
J R McA JOB NO. DATE 10-Pa-9-11-BY V CHECKED BY
CLIENT PROJECT
SUBJECT
(Date)
Rtq" (Af- fc,,&r 0F Mez*-5-)
Q -Z f ZtOceS 021 PC5?1 33 I CPS I / o

WIL4- Now To Rv+ ve QAL="itoJ 1),3 W& pur-0 "To
70-s-- ro/'ELWM'b? r> 10 Z ? 10
- p6-v` - Uwas 4-io?o) ov- tom.
hXo,.- EuVtZ;iirQs hr Qa?. r OF Dees T ?
64, rw-5- lttL41w, = Z31 GFS
010, POST hww. "' 1? GF`5
S - (a,, - 0""1 41,
A\--- Mt kr Rvk D f?4W"AP4 ? `.NF o
Q,,= FaJ Mis; I n)ro Rr4
lX w.r,10 = 0TO OPS

TP, Npwo r 4 10 - X30, 6 M l"j
5= ? 34p0 - Iri 9) 30, G )K- &
OF
,;= cr-
* TRAVEL TIW CALCULATIONS - SGS Segnenta7 Approach, TR-55 (1986)
--------------
** SMI ARY for POIST-DEW T BYPASS AREA **
Segment 1: OVERLAND FLOM
L = 50 ft, S = .02 ft/ft, n = .24, P(2yr/24hr) = 3.6 in
Travel Time = 7.7 minutes
Segment 2. CaMCENTRATED FLOW
L = 2000 ft, S = .038 ft/ft, UNPAVED surface
Travel time = 10.6 minutes
Segment 3. aI4MEL FLOW
A = 24.57 ft "2, P = 14.56 ft, L = 2150 ft, S = .016 ft/ft, n = .045
Travel Time = 6 minutes
TOTAL TRAVEL TIME for Path POST-DEW T BYPASS AREA = 24.4
Jminutes <-
----- --------
* TRAVEL TIME CALCULATIONS - SCS Segmental Approach, TR-55 (1986)
---- -- ---------------- --- -------
** SLIMlARY for POST-DEV'T TO POW ' **
Segment 1: OVERLAND FLOW
L = 50 ft, S = .025 ft/ft, n = .24, P(2yr/24hr) = 3.6 in
Travel Time = 7.7 minutes
Segment 2: CONCENTRATED FLOW
L = 300 ft, S = .033 ft/ft, PAVED surface
Trave7 time = 1.4 minutes
Segment 3: CHANNEL FLOW
A = 7.07 ft-2, P = 9.42 ft, L = 1350 ft, S = .075 ft/ft, n = .073
Travel Time = 1.9 minutes
Segment 4: CIIANMEL FLOW
A = 75.9 ft-2, P = 74.74 ft, L = 650 ft, S = .015 ft/ft, n = .013
Travel Time = .7 minutes
Segment 5: CHANNEL FLOW
A = 28.27 ft-2, P = 18.85 ft, L = 7000 ft, S = .07 ft/ft, n = .013
Travel Time = 7.7 minutes
TOTAL TRAVEL TIME for path POST-DEV'T TO POND = 12.2 minutes <-
* TRAVEL TIME CALCUI ATIONS - SCS Segmental Approach, TR-55 (1986)
--- ------------- ------------------------
** SLMMARY for PRE-DEW T FOR TOTAL AREA **
Segment 1: OVERLAND FLOW
L = 50 ft, S = .025 ft/ft, n = .24, P(2yr/24hr) = 3.6 in
Travel Time = 7.1 minutes
Segment 2. Ca CENTRATED FLOW
L = 1500 ft, S = .045 ft/ft, UNPAVED surface
Travel time = 7.3 minutes
Segment 3: CHANNEL FLOW
A = 24.57 ft-2, P = 14.56 ft, L = 2160 ft, S = .017 ft/ft, n = .045
Travel Time = 5.9 minutes
TOTAL TRAVEL TIME for path PRE-"'T FOR TOTAL AREA = 20.3
minutes <-
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone] ?J Qom)
J R MCA JOB NO. DATE ?Zo ` 1 1 BY
CLIENT
A O PAGE
DAP_.,.- CHECKED BY_
SUBJECT

ROJECT
(Date)
ST1Oa6F- p.ez;l AD = )-12-I CZ-3 C?
Cr-
SE?r C?, - Ce? V'rr.-O'- , Z??? 10
yaum?
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OF
? THE JOHN R. McADAMS COMPANY, INC.
?ll P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax [phone]
J R WA JOB NO. DATE 19-Ill-BY
CLIENT
SUBJECT
-Pp?y r'aac,?-a
PAGE
CHECKED BY_
PROJECT

rL
ZO& D 45-nz
090 21 q 30 51 ZOZ
?_Q12 ZS4c1 o ? 1,44
zz-) 31T1C2 7, 4 V-., 4

;oz - Ir iZ3
= 43?, c icrm.. 'P? 'va?oiE
-Tor ? rzv?x -- G o pr , IZ pig
f,Nsr,y- sUe;7?- keA kVyigtM6,-A?
DA 76 PoD
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Ge' (Ao 1.60J 1102) 1.1033
tr07.o 2, o'! ? 1,601-0
A4ewAL,
Ael
Nalivw-
(Date)
OF
WQ Pond #2 Forebay (11-19-97)
Stage-Storage Function
Project: Davis Park WQ Pond #2, Forebay Area

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF)
288.00 0.00 18990
290.00 2.00 21930 20460 40920 40920
292.00 4.00 25610 23770 47540 88460
294.00 6.00 31775 28693 57385 145845
Storage vs. Stage
160000
140000
120000
v 100000
a? 80000
R
60000
Cn
40000
20000
y = 18277X1.152
R2 = 0.9992
0 L-
0.00
1.00 2.00 3.00 4.00 5.00 6.00
Stage (feet)
Page 1
WQ Pond #2 (11-19-97)
Water Qualitv Pond Design Sheet
Project Name: Davis Park, WQ Pond #2
Designer: D.A. Clark
Job Number: KYS-94000
Date: 11/19/97

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF)
288.0 0.0 43772
290.0 2.0 51202 47487 94974 94974
292.0 4.0 59144 55173 110346 205320
294.0 6.0 74654 66899 133798 339118
296.0 8.0 81392 78023 156046 495164
298.0 10.0 89436 85414 170828 665992
300.0 12.0 97167 93302 186603 852595
302.0 14.0 105123 101145 202290 1054885
Storage vs. Stage
y = 38184x' 2427
R2 = 0.9981
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0
Stage (feet)
Ks = 38184
b = 1.2427

1200000
1
1000000
j LL 800000
I U
rn 600000
m
400000
200000
0
Page 1
WQ Pond #2 (11-19-97)
Calculation of Runoff Volume required for storage
The runoff to the pond for the 1" storm detention requirement is calculated using the SCS curve
number method. Impervious areas that directly enter the pond are counted as Directly Connected
Impervious Areas (DCIAs). No infiltration calculation will be provided for these areas. Areas
not directly connected will be accounted for in a composite curve number.
From SCS Soils Survey map, predominant hydrologic soil type = D
Using basic SCS runoff methodology, with no adjustments made
to initial abstractions (0.2*S and 0.8*S).
Impervious Area, directly connected (DCIA) = 50.90 acres
@CN= 98
Other areas draining to pond (not DCIA) = 36.00 acres
@ CN = 80
Runoff from DCIAs =_>
Precipitation amount = 1.0 inches
S = 0.204 inches (calculated)
Q* = 0.791 inches (calculated)
Runoff volume = 146133 CF
Runoff from non-connected areas =_>
Precipitation amount = 1.0 inches
S = 2.500 inches (calculated)
Q* = 0.083 inches (calculated)
Runoff volume = 10890 CF
Therefore, total runoff from precipitation in question = 157023 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
Page 2
WQ Pond #2 (11-19-97)
Calculation of depth required for runoff storage pool (above normal pool)
Normal pool depth (above invert) = 6.00 feet
Storage provided at permanent pool depth = 353908 CF (calculated)
Total storage required for normal + storage pool = 510931 CF
Stage (above invert) associated with this storage = 8.06 feet
Therefore, depth required above normal pool for storm storage = 2.06 feet
24.75 inches
Therefore set crest of principal spillway at stage = 8.10 feet
and EL = 296.10 feet
At principal spillway crest, storm pool storage provided = 159965 CF
Page 3
John R. McAdams Company, Inc.
Inverted Siphon Design Sheet
D siphon =
No. siphons =
Ks =
b=
Cd siphon =
Siphon Invert
=
Volume @ Normal Pool =
Basin Invert
=
4 inches
1
38184
1.2427
0.60
294.00 feet
353908 CF
288.00 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
(cf) Incr. Time
(sec)
296.100 159965 0.583
295.900 144245 0.552 0.568 15720 27685
295.700 128621 0.519 0.536 15624 29154
295.500 113095 0.484 0.502 15526 30931
295.300 97670 0.447 0.466 15425 33136
295.100 82347 0.405 0.426 15323 35974
294.900 67128 0.359 0.382 15219 39811
294.700 52016 0.306 0.333 15112 45407
294.500 37013 0.242 0.274 15003 54697
294.300 22122 0.147 0.194 14891 76580
294.250 18416 0.112 0.129 3705 28688
Drawdown Time = 4.65 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 0.883 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 4" inverted siphon = 0.087 ftz
Q = 0.3949 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.69 days
Page 1
Conclusion : Use 1 - 4" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 4.6 days.
SIPHONS.XLS
? THE JOHN R. McADAMS COMPANY, INC.
I?
f VJ"I? - nlj CAIXA.tL/tic'Tt:*J S
7' -T.p. Mw
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
PAGE
VA-z?- .-CHECKED BY
- {j BY CHECKED BY
J R MCA JOB NO. DATE (?
PROJECT
CLIENT
SUBJECT .d'X?'1
Ce ?T a.ev, = Zq? . t d ` 4 = (, lS
1/3 rr 64
vnwmr pr_'PL A? t 'q P ism -T5

4_3-3' ?Ai C?M&, ?1??D V? ,711 _7 1,5
?
Z, 4°I #t5ee_ & 741 r,, La /PT - Co,cepI LB
(crAt,
per-, = Ids. sZ c?
VNT. W 1Dr:;AA = Z5 r?'oCo 1,8

W` SPrf -,?j fArTpe- 1 P4-LuDm , $uoy wT. Ccr-e- _ -7(o , Z ?W
A-DPrn p*..,, ocr,.atmi- pews 7cao0 kz _ °f q l o C r-
V64W., 6-<Ta_w0 W;,6 4 = h-3 11 ?6 I\ Trhe'??)
(Date)
OF
Oe!60 1_0 /01D 1, S' To a-- IA*MA, 1DcTa-CW MSZ,
?fn THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
PAGE OF
J R MCA JOB NO. S DATE BY CHECKED BY
CLIENT PROJECT
SUBJECT /IllcuI m CF

Tcx? wr us L',-'af, = 32o? ?s =x,11
Tom- wr, n>'V?- ppe-x7pT = 3,7441 La
a?-
I pct ??. mx-n?x e:r' ? SHE E
w3l, 0 (9.A. Z91- 0) 71- 1lfiGif- ( 2, 10 Fr-- T14y-)
(Date)

2s Nis
T, - ----- -sez mom V?L
5cnu +UG
M aauL ?TyP?
Wa-;?ev
Tc? cF wr kLa ?Y .
? 4 erg ?,, ?
joi ii
i? 4 T2?? gAe-y-' (A6ojE)
C IM +Fs .
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/q?4?e- ?OL,15.
Ncr,:? bis l?l r ?- SF inlfi
BASS S ? ? ??y SP?? ; `Z1 L1t25 C2G err
SP?7
WQ Pond #2, 2 Year Storm
Chainsaw Routing Method
Project Name: Davis Park, Water Quality Pond #2
Project # : KYS-94000
Date : 11/20/97
Operator : DAC
Title : WQ Pond #2, 2 Year Storm
Riser/Barrel
Hydrograph: N =
Qp = 270.0 US Dr =
Tp = 24.5 minutes Cw =
dT = 1.5 minutes Zcr =
Db =
Stage-Storage: Cd =
Ks = 38184.0 Bar. Invert
=
b = 1.24 Bar. Length =
Zo = 288.0 feet Bar. "n" _
Bar. TW Elev=
Initial Water Level
Zi = 294.0 feet Culvert
N=
Computed Results : D =
Normal Surf. Area = 1.683 acres Cd =
Max. Surf. Area = 1.906 acres Invert
=
Peak Elev. = 298.02 feet Length =
Peak Stage = 10.0 feet Ke =
Peak Outflow = 112.42 US n =
Volume Stored = 315638.6 ft' Culy. TWEL =
Weir 1:
L=
Zcr =
Cw =
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
1.00
84.00 inches
3.10
296.10 feet
42.00 inches
0.60
289.95 feet
106.00 feet
0.013
293.50 feet
0.00
0.00 inches
0.00
0.00 feet
0.00 feet
0.00
0.000
0.00 feet
40.00 feet
301.00 feet
3.00
300.0
250.0
200.0
a
150.0
a
0
U. 100.0
50.0
0.0
System Loading and Response
Inflow
_Outtlow

0.0 20.0 40.0 60.0 80.0
Time (min)
Weir 2:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00

Time
min
Inflow
cfs
Storage
ft^3
Stage
ft
Outflow
cfs
Riser(weir)
cfs
Riser(orif.)
cfs Total
Barrel
cfs Barrel
HW Control
cfs Barrel
TW Control
cfs Culvert
HW Ctrl
cfs Culvert
TW Ctrl
cfs
0.0 0.0 353907.7 294.0 0.00 0.00 0.00 37.38 70.25 37.38 0.00 0.00
1.5 2.5 353907.7 294.0 0.00 0.00 0.00 37.38 70.25 37.38 0.00 0.00
3.0 9.9 354131.7 294.0 0.00 0.00 0.00 37.49 70.30 37.49 0.00 0.00
4.5 21.9 355019.7 294.0 0.00 0.00 0.00 37.94 70.49 37.94 0.00 0.00
6.0 38.0 356986.9 294.0 0.00 0.00 0.00 38.92 70.89 38.92 0.00 0.00
7.5 57.8 360409.0 294.1 0.00 0.00 0.00 40.55 71.59 40.55 0.00 0.00
9.0 80.4 365607.8 294.2 0.00 0.00 0.00 42.92 72.64 42.92 0.00 0.00
10.5 105.0 372839.6 294.3 0.00 0.00 0.00 45.99 74.07 45.99 0.00 0.00
12.0 130.7 382286.0 294.4 0.00 0.00 0.00 49.71 75.90 49.71 0.00 0.00
13.5 156.5 394046.6 294.5 0.00 0.00 0.00 53.96 78.09 53.96 0.00 0.00
15.0 181.6 408135.7 294.7 0.00 0.00 0.00 58.61 80.63 58.61 0.00 0.00
16.5 205.0 424481.9 294.9 0.00 0.00 0.00 63.55 83.45 63.55 0.00 0.00
18.0 225.8 442930.4 295.2 0.00 0.00 0.00 68.67 86.51 68.67 0.00 0.00
19.5 243.2 463248.8 295.5 0.00 0.00 0.00 73.85 89.72 73.85 0.00 0.00
21.0 256.6 485136.0 295.7 0.00 0.00 0.00 79.00 93.03 79.00 0.00 0.00
22.5 265.6 508232.8 296.0 0.00 0.00 0.00 84.06 96.38 84.06 0.00 0.00
24.0 269.7 532135.4 296.3 7.56 7.56 89.03 88.94 99.69 88.94 0.00 0.00
25.5 268.9 555729.9 296.6 26.07 26.07 134.49 93.48 102.82 93.48 0.00 0.00
27.0 263.1 577584.0 296.9 48.67 48.67 165.61 97.46 105.62 97.46 0.00 0.00
28.5 252.6 596884.7 297.1 72.02 72.02 188.72 100.82 108.02 100.82 0.00 0.00
30.0 237.8 613139.1 297.3 93.79 93.79 206.09 103.55 109.98 103.55 0.00 0.00
31.5 220.3 626099.3 297.5 105.67 112.38 218.89 105.67 111.52 105.67 0.00 0.00
33.0 203.4 636413.8 297.6 107.32 127.90 228.54 107.32 112.72 107.32 0.00 0.00
34.5 187.9 645063.2 297.7 108.68 141.38 236.30 108.68 113.72 108.68 0.00 0.00
36.0 173.5 652189.6 297.8 109.78 152.80 242.49 109.78 114.53 109.78 0.00 0.00
37.5 160.2 657923.0 297.9 110.66 162.17 247.36 110.66 115.18 110.66 0.00 0.00
39.0 148.0 662382.7 297.9 111.34 169.58 251.07 111.34 115.68 111.34 0.00 0.00
40.5 136.6 665678.3 298.0 111.84 175.12 253.77 111.84 116.05 111.84 0.00 0.00
42.0 126.2 667910.3 298.0 112.17 178.90 255.58 112.17 116.30 112.17 0.00 0.00
43.5 116.5 669171.2 298.0 112.36 181.05 256.60 112.36 116.44 112.36 0.00 0.00
45.0 107.6 669546.3 298.0 112.42 181.69 256.90 112.42 116.48 112.42 0.00 0.00
46.5 99.4 669114.0 298.0 112.35 180.95 256.56 112.35 116.43 112.35 0.00 0.00
48.0 91.8 667946.5 298.0 112.18 178.96 255.61 112.18 116.30 112.18 0.00 0.00
49.5 84.8 666110.5 298.0 111.90 175.85 254.12 111.90 116.10 111.90 0.00 0.00
51.0 78.3 663667.4 298.0 111.53 171.73 252.12 111.53 115.82 111.53 0.00 0.00
52.5 72.3 660673.8 297.9 111.08 166.73 249.65 111.08 115.49 111.08 0.00 0.00
WQ Pond #2, 11-20-97.xis
WQ Pond #2, 2 Year Storm
Time
min Inflow
cfs Storage
ft"3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs HW Control
cfs TW Control
cfs HW Ctrl
cfs TW Ctrl
cfs
54.0 66.8 657182.2 297.9 110.55 160.95 246.73 110.55 115.10 110.55 0.00 0.00
55.5 61.6 653240.7 297.8 109.94 154.50 243.39 109.94 114.65 109.94 0.00 0.00
57.0 56.9 648894.0 297.8 109.27 147.48 239.65 109.27 114.16 109.27 0.00 0.00
58.5 52.6 644183.2 297.7 108.54 139.99 235.52 108.54 113.62 108.54 0.00 0.00
60.0 48.6 639146.4 297.7 107.75 132.12 231.02 107.75 113.04 107.75 0.00 0.00
61.5 44.8 633818.7 297.6 106.90 123.94 226.15 106.90 112.42 106.90 0.00 0.00
63.0 41.4 628232.7 297.5 106.01 115.54 220.93 106.01 111.77 106.01 0.00 0.00
64.5 38.2 622418.3 297.5 105.07 107.00 215.34 105.07 111.09 105.07 0.00 0.00
66.0 35.3 616403.4 297.4 98.38 98.38 209.39 104.09 110.37 104.09 0.00 0.00
67.5 32.6 610727.6 297.3 90.45 90.45 203.61 103.15 109.70 103.15 0.00 0.00
69.0 30.1 605522.0 297.2 83.37 83.37 198.15 102.28 109.07 102.28 0.00 0.00
70.5 27.8 600729.4 297.2 77.01 77.01 192.98 101.47 108.49 101.47 0.00 0.00
72.0 25.7 596301.7 297.1 71.28 71.28 188.07 100.72 107.95 100.72 0.00 0.00
WQ Pond #2, 11-20-97.xls
Comb. Pond and Byp. (2 YR)
Hydropraph Combination
Input Data:
Hydrograph 1: Flow from WQ Pond #2
QP,2 = see routing
TP = see routing
Time
(min) Flow 1
(cfs) Flow 2
(cfs) Combined
(cfs)
0.00 0.0 0.0 0.0
1.50 0.0 0.4 0.4
3.00 0.0 1.5 1.5
4.50 0.0 3.2 3.2
6.00 0.0 5.7 5.7
7.50 0.0 8.8 8.8
9.00 0.0 12.5 12.5
10.50 0.0 16.7 16.7
12.00 0.0 21.4 21.4
13.50 0.0 26.5 26.5
15.00 0.0 31.8 31.8
16.50 0.0 37.4 37.4
18.00 0.0 43.1 43.1
19.50 0.0 48.8 48.8
21.00 0.0 54.5 54.5
22.50 0.0 60.0 60.0
24.00 7.6 65.3 72.8
25.50 26.1 70.2 96.3
27.00 48.7 74.7 123.4
28.50 72.0 78.8 150.8
30.00 93.8 82.3 176.1
31.50 105.7 85.2 190.8
33.00 107.3 87.4 194.7
34.50 108.7 89.0 197.7
36.00 109.8 89.8 199.6
37.50 110.7 90.0 200.6
39.00 111.3 89.4 200.7
40.50 111.8 88.0 199.9
42.00 112.2 86.0 198.2
43.50 112.4 83.3 195.7
45.00 112.4 80.0 192.4
46.50 112.4 76.2 188.6
48.00 112.2 72.3 184.5
49.50 111.9 68.6 180.5
51.00 111.5 65.1 176.6
52.50 111.1 61.7 172.8
54.00 110.5 58.6 169.1
55.50 109.9 55.6 165.5
57.00 109.3 52.7 162.0
58.50 108.5 50.0 158.6
Hydrograph 2: Flow bypassing pond
QR2 = 90.0 cfs
TP = 37.0 min
Total Combined Flow ==>
QP,2 = 200.7 CFS
Combined Hydrographs
350
300
250
I
L 200
U
0150
LL
100
i
50
i
r
- - - - - - Pond Outflow
Bypass Flow
Total
0 ?-
0.00 10.00 20.00 30.00 40.00 50.00 60.00 70.00
Time (min)
Page 3
Comb. Pond and Byp. (2 YR)
60.00 107.7 47.4 155.2
61.50 106.9 45.0 151.9
63.00 106.0 42.7 148.7
64.50 105.1 40.5 145.6
66.00 98.4 38.4 136.8
67.50 90.5 36.5 126.9
69.00 83.4 34.6 118.0
70.50 77.0 32.8 109.8
72.00 71.3 31.1 102.4
Page 4
WQ Pond #2, 10 Year Storm
Chainsaw Routing Method
Project Name: Davis Park, Water Quality Pond #2
Project KYS-94000
Date : 11/20/97
Operator : DAC
Title : WQ Pond #2, 10 Year Storm
Riser/Barrel
Hydrograph: N =
Qp = 360.0 CFS Dr=
Tp = 30.6 minutes Cw =
dT = 2.0 minutes Zcr =
Db =
Stage-Storage : Cd =
Ks = 38184.0 Bar. Invert
=
b = 1.24 Bar. Length =
Zo = 288.0 feet Bar. "n" =
Bar. TW Elev=
Initial Water Level :
Zi = 294.0 feet Culvert:
N=
Computed Results : D =
Normal Surf. Area = 1.683 acres Cd =
Max. Surf. Area = 1.998 acres Invert
=
Peak Elev. = 300.18 feet Length =
Peak Stage = 12.2 feet Ke =
Peak Outflow = 134.94 CFS n =
Volume Stored = 499653.5 ft' Culv. TWEL =
Weir 1:
L=
Zcr =
Cw =
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
1.00
84.00 inches
3.10
296.10 feet
42.00 inches
0.60
289.95 feet
106.00 feet
0.013
293.50 feet
0.00
0.00 inches
0.00
0.00 feet
0.00 feet
0.00
0.000
0.00 feet
40.00 feet
301.00 feet
3.00
Weir 2:
L = 0.00 feet
Zcr = 0.00 feet
Cw = 0.00

Time
min
Inflow
cfs
Storage
ft"3
Stage
ft
Outflow
cfs
Riser(weir)
cfs
Riser(orif.)
cfs Total
Barrel
cfs Barrel
HW Control
cfs Barrel
TW Control
cfs Culvert
HW Ctrl
cfs Culvert
TW Ctrl
cfs
0.0 0.0 353907.7 294.0 0.00 0.00 0.00 37.38 70.25 37.38 0.00 0.00
2.0 3.8 353907.7 294.0 0.00 0.00 0.00 37.38 70.25 37.38 0.00 0.00
4.0 15.0 354361.4 294.0 0.00 0.00 0.00 37.61 70.35 37.61 0.00 0.00
6.0 33.1 356157.3 294.0 0.00 0.00 0.00 38.51 70.72 38.51 0.00 0.00
8.0 57.4 360127.5 294.1 0.00 0.00 0.00 40.42 71.54 40.42 0.00 0.00
10.0 86.8 367012.6 294.2 0.00 0.00 0.00 43.53 72.92 43.53 0.00 0.00
12.0 120.2 377430.8 294.3 0.00 0.00 0.00 47.84 74.97 47.84 0.00 0.00
14.0 156.0 391851.9 294.5 0.00 0.00 0.00 53.19 77.69 53.19 0.00 0.00
16.0 192.9 410577.6 294.8 0.00 0.00 0.00 59.38 81.06 59.38 0.00 0.00
18.0 229.3 433728.6 295.1 0.00 0.00 0.00 66.17 85.00 66.17 0.00 0.00
20.0 263.5 461239.7 295.4 0.00 0.00 0.00 73.35 89.41 73.35 0.00 0.00
22.0 294.3 492862.6 295.8 0.00 0.00 0.00 80.73 94.17 80.73 0.00 0.00
24.0 320.2 528176.2 296.3 5.25 5.25 78.82 88.16 99.15 88.16 0.00 0.00
26.0 340.3 565974.7 296.8 36.10 36.10 149.92 95.37 104.15 95.37 0.00 0.00
28.0 353.6 602477.9 297.2 79.31 79.31 194.88 101.77 108.70 101.77 0.00 0.00
30.0 359.7 635395.7 297.6 107.15 126.34 227.61 107.15 112.60 107.15 0.00 0.00
32.0 358.1 665696.2 298.0 111.84 175.15 253.78 111.84 116.05 111.84 0.00 0.00
34.0 349.1 695252.8 298.3 116.19 227.14 276.75 116.19 119.29 116.19 0.00 0.00
36.0 333.0 723207.6 298.7 120.13 279.84 296.69 120.13 122.24 120.13 0.00 0.00
38.0 310.5 748757.3 299.0 123.59 330.74 313.68 123.59 124.87 123.59 0.00 0.00
40.0 285.6 771187.0 299.2 126.53 377.40 327.79 126.53 127.11 126.53 0.00 0.00
42.0 262.3 790276.3 299.5 128.97 418.48 339.28 128.97 128.98 128.97 0.00 0.00
44.0 241.0 806280.8 299.6 130.52 453.83 348.58 130.52 130.52 130.98 0.00 0.00
46.0 221.3 819535.2 299.8 131.78 483.72 356.07 131.78 131.78 132.61 0.00 0.00
48.0 203.3 830283.2 299.9 132.79 508.35 362.01 132.79 132.79 133.91 0.00 0.00
50.0 186.8 838746.6 300.0 133.57 527.99 366.61 133.57 133.57 134.93 0.00 0.00
52.0 171.5 845128.2 300.1 134.16 542.93 370.04 134.16 134.16 135.68 0.00 0.00
54.0 157.6 849613.5 300.1 134.58 553.50 372.42 134.58 134.58 136.21 0.00 0.00
56.0 144.7 852372.6 300.2 134.83 560.03 373.88 134.83 134.83 136.54 0.00 0.00
58.0 132.9 853561.2 300.2 134.94 562.85 374.51 134.94 134.94 136.68 0.00 0.00
60.0 122.1 853322.0 300.2 134.92 562.28 374.38 134.92 134.92 136.65 0.00 0.00
62.0 112.2 851785.8 300.2 134.78 558.64 373.57 134.78 134.78 136.47 0.00 0.00
64.0 103.0 849072.9 300.1 134.53 552.22 372.14 134.53 134.53 136.15 0.00 0.00
66.0 94.6 845293.4 300.1 134.18 543.31 370.12 134.18 134.18 135.70 0.00 0.00
68.0 86.9 840548.4 300.0 133.74 532.19 367.58 133.74 133.74 135.14 0.00 0.00
70.0 79.8 834930.9 300.0 133.22 519.11 364.54 133.22 133.22 134.47 0.00 0.00
System Loading and Response
400.0
I
350.0
i
300.0
i
250.0
zoo.o
3
LL 150.0
i
100.0
I 50.0
I
0.0
- -
Inflow
I - Outflow
I?
0.0 20.0 40.0 60.0 80.0 100.0
Time (min)
WQ Pond #2, 11-20-97.xls
WQ Pond #2, 10 Year Storm
Time
min Inflow
cfs Storage
ft^3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs HW Control
cfs TW Control
cfs HW Ctrl
cfs TIN Ctrl
cfs
72.0 73.3 828526.1 299.9 132.62 504.30 361.04 132.62 132.62 133.70 0.00 0.00
74.0 67.4 821412.4 299.8 131.96 488.00 357.11 131.96 131.96 132.84 0.00 0.00
76.0 61.9 813661.9 299.7 131.22 470.41 352.77 131.22 131.22 131.89 0.00 0.00
78.0 56.8 8053407 299.6 130.43 451.74 348.04 130.43 130.43 130.86 0.00 0.00
80.0 52.2 796509.7 299.5 129.58 432.15 342.93 129.58 129.58 129.76 0.00 0.00
82.0 48.0 787224.8 299.4 128.59 411.83 337.47 128.59 128.69 128.59 0.00 0.00
84.0 44.1 777549.0 299.3 127.35 390.96 331.67 127.35 127.74 127.35 0.00 0.00
86.0 40.5 767552.7 299.2 126.06 369.72 325.55 126.06 126.75 126.06 0.00 0.00
88.0 37.2 757280.7 299.1 124.72 348.26 319.13 124.72 125.73 124.72 0.00 0.00
90.0 34.1 746774.4 298.9 123.32 326.70 312.40 123.32 124.67 123.32 0.00 0.00
92.0 31.4 736072.2 298.8 121.88 305.16 305.38 121.88 123.57 121.88 0.00 0.00
94.0 28.8 725209.0 298.7 120.40 283.74 298.06 120.40 122.45 120.40 0.00 0.00
96.0 26.5 714217.3 298.6 118.88 262.54 290.44 118.88 121.30 118.88 0.00 0.00
WO Pond #2, 11-20-97.xls

Comb. Pond and Byp. (10 YR)
Hydroaraph Combination
Input Data:
Hydrograph 1: Flow from WQ Pond #2
QR2 = see routing
TP = see routing
Time
(min) Flow 1
(cfs) Flow 2
(cfs) Combined
(cfs)
0.00 0.0 0.0 0.0
2.00 0.0 0.4 0.4
4.00 0.0 1.5 1.5
6.00 0.0 3.4 3.4
8.00 0.0 6.1 6.1
10.00 0.0 9.4 9.4
12.00 0.0 13.4 13.4
14.00 0.0 17.9 17.9
16.00 0.0 23.0 23.0
18.00 0.0 28.6 28.6
20.00 0.0 34.6 34.6
22.00 0.0 40.9 40.9
24.00 5.2 47.5 52.8
26.00 36.1 54.2 90.3
28.00 79.3 61.0 140.3
30.00 107.2 67.8 175.0
32.00 111.8 74.5 186.3
34.00 116.2 81.0 197.2
36.00 120.1 87.2 207.3
38.00 123.6 93.1 216.7
40.00 126.5 98.5 225.1
42.00 129.0 103.5 232.5
44.00 130.5 107.9 238.4
46.00 131.8 111.7 243.5
48.00 132.8 114.8 247.6
50.00 133.6 117.2 250.8
52.00 134.2 118.9 253.1
54.00 134.6 119.8 254.4
56.00 134.8 120.0 254.8
58.00 134.9 119.3 254.3
60.00 134.9 118.0 252.9
62.00 134.8 115.8 250.6
64.00 134.5 113.0 247.5
66.00 134.2 109.5 243.7
68.00 133.7 105.3 239.1
70.00 133.2 100.8 234.0
72.00 132.6 96.1 228.8
74.00 132.0 91.7 223.7
76.00 131.2 87.5 218.8
78.00 130.4 83.5 213.9
350
Hydrograph 2: Flow bypassing pond
QP.2 = 120.0 cfs
TP = 55.4 min
Total Combined Flow ==>
QP.2 = 254.8 CFS
Combined Hydrographs
300
250
LL200
5150
tL
loo
50
0
0.00
- - - - - - Pond Outflow
Bypass Flow 1
- Total
r ..
10.00 20.00 30.00 40.00 50.00 60.00 70.00
Time (min)
Page 7
Comb. Pond and Byp. (10 YR)
80.00 129.6 79.7 209.3
82.00 128.6 76.0 204.6
84.00 127.4 72.5 199.9
86.00 126.1 69.2 195.3
88.00 124.7 66.0 190.8
90.00 123.3 63.0 186.3
92.00 121.9 60.1 182.0
94.00 120.4 57.4 177.8
96.00 118.9 54.7 173.6
Page 8
WQ Pond #2, 100 Year Storm
Chainsaw Routing Method
Project Name: Davis Park, Water Qu ality Pond #2
Project #: KYS-94000
Date : 11/20/97
Operator : DAC
Title : WO Pond #2, 10 Year Storm
Riser/Barrel
Hydrograph: N =
Qp = 490.0 CFS Or=
Tp = 36.3 minutes Cw =
dT = 2.0 minutes Zcr =
Db =
Stage-Storage : Cd =
Ks= 38184.0 Bar. Invert
=
b = 1.24 Bar. Length =
Zo = 288.0 feet Bar. "n" =
Bar. TW Elev=
Initial Water Level
Zi = 294.0 feet Culvert
N=
Computed Results : D =
Normal Surf. Area = 1.683 acres Cd =
Max. Surf. Area = 2.075 acres Invert
=
Peak Elev. = 302.22 feet Length =
Peak Stage = 14.2 feet Ke =
Peak Outflow = 312.84 CFS n =
Volume Stored = 680646.6 ft3 Culy. TWEL =
Weir 1:
L=
Zcr =
Cw =
The John R. McAdams Company
P.O. Box 14005
Research Triangle Park, NC 27709
System Loading and Response
1.00 500.0
84.00 inches 450.0
3.10 4oa.o
296.10 feet
42.00 inches 350.0
0.60 300.0
289.95 feet ue
106.00 feet 250.0
0.013 0 200.0
293.50 feet u
150.0
100.0
0.00 50.0
0.00 inches
00
-inflow
- ....Outflow.:

0.00
0.00 feet 0.0 20.0 40.0 60.0 80.0 100.0
0.00 feet Time (min)
0.00 - - -
0.000
0.00 feet
Weir 2:
40.00 feet L = 0.00 feet
301.00 feet Zcr = 0.00 feet
3.00 Cw = 0.00

Time
min
Inflow
cfs
Storage
ft"3
Stage
ft
Outflow
cfs
Riser(weir)
cfs
Riser(orif.)
cfs Total
Barrel
cfs Barrel
HW Control
cfs Barrel
TW Control
cfs Culvert
HW Ctrl
cfs Culvert
TW Ctrl
cfs
0.0 0.0 353907.7 294.0 0.00 0.00 0.00 37.38 70.25 37.38 0.00 0.00
2.0 3.7 353907.7 294.0 0.00 0.00 0.00 37.38 70.25 37.38 0.00 0.00
4.0 14.5 354347.0 294.0 0.00 0.00 0.00 37.60 70.35 37.60 0.00 0.00
6.0 32.3 356091.1 294.0 0.00 0.00 0.00 38.48 70.71 38.48 0.00 0.00
8.0 56.4 359966.6 294.1 0.00 0.00 0.00 40.35 71.50 40.35 0.00 0.00
10.0 86.2 366736.3 294.2 0.00 0.00 0.00 43.41 72.87 43.41 0.00 0.00
12.0 120.7 377076.4 294.3 0.00 0.00 0.00 47.70 74.90 47.70 0.00 0.00
14.0 158.9 391556.6 294.5 0.00 0.00 0.00 53.09 77.63 53.09 0.00 0.00
16.0 199.7 410622.7 294.8 0.00 0.00 0.00 59.39 81.07 59.39 0.00 0.00
18.0 241.8 434583.7 295.1 0.00 0.00 0.00 66.41 85.14 66.41 0.00 0.00
20.0 284.1 463602.1 295.5 0.00 0.00 0.00 73.93 89.78 73.93 0.00 0.00
22.0 325.1 497689.2 295.9 0.00 0.00 0.00 81.79 94.87 81.79 0.00 0.00
24.0 363.8 536705.0 296.4 10.56 10.56 99.50 89.84 100.30 89.84 0.00 0.00
26.0 398.9 579095.3 296.9 50.39 50.39 167.54 97.73 105.81 97.73 0.00 0.00
28.0 429.5 620920.6 297.4 104.83 104.83 213.88 104.83 110.91 104.83 0.00 0.00
30.0 454.5 659876.8 297.9 110.96 165.40 248.99 110.96 115.40 110.96 0.00 0.00
32.0 473.2 701099.1 298.4 117.02 237.89 281.05 117.02 119.91 117.02 0.00 0.00
34.0 485.2 743843.7 298.9 122.93 320.76 310.50 122.93 124.37 122.93 0.00 0.00
36.0 489.9 787311.2 299.4 128.60 412.02 337.52 128.60 128.69 128.60 0.00 0.00
38.0 487.4 830669.4 299.9 132.82 509.24 362.22 132.82 132.82 133.96 0.00 0.00
40.0 477.5 873212.8 300.4 136.72 610.04 384.69 136.72 136.72 138.96 0.00 0.00
42.0 460.8 914112.3 300.9 140.32 711.52 404.94 140.32 140.32 143.57 0.00 0.00
44.0 437.6 952568.2 301.3 164.31 810.71 422.95 143.60 143.60 147.73 0.00 0.00
46.0 409.5 985360.6 301.7 213.24 897.98 437.61 146.32 146.32 151.17 0.00 0.00
48.0 381.2 1008910.3 301.9 257.58 962.09 447.79 148.24 148.24 153.58 0.00 0.00
50.0 354.8 1023742.1 302.1 288.73 1003.07 454.05 149.42 149.42 155.07 0.00 0.00
52.0 330.3 1031674.6 302.2 306.31 1025.17 457.37 150.05 150.05 155.86 0.00 0.00
54.0 307.5 1034554.3 302.2 312.84 1033.23 458.56 150.28 150.28 156.14 0.00 0.00
56.0 286.2 1033910.2 302.2 311.37 1031.43 458.29 150.23 150.23 156.08 0.00 0.00
58.0 266.4 1030892.0 302.2 304.55 1022.99 457.04 149.99 149.99 155.78 0.00 0.00
60.0 248.0 1026319.0 302.1 294.37 1010.24 455.13 149.63 149.63 155.32 0.00 0.00
62.0 230.9 1020757.1 302.1 282.28 994.79 452.80 149.19 149.19 154.77 0.00 0.00
64.0 214.9 1014589.6 302.0 269.23 977.73 450.20 148.69 148.69 154.15 0.00 0.00
66.0 200.1 1008072.1 301.9 255.89 959.79 447.43 148.17 148.17 153.49 0.00 0.00
68.0 186.2 1001373.0 301.9 242.67 941.44 444.56 147.63 147.63 152.81 0.00 0.00
70.0 173.4 994601.0 301.8 229.84 922.99 441.63 147.08 147.08 152.12 0.00 0.00
WQ Pond #2, 11-20-97.xls
WQ Pond #2, 100 Year Storm
Time
min Inflow
cfs Storage
ft"3 Stage
ft Outflow
cfs Riser(weir)
cfs Riser(orif.)
cfs Barrel
cfs HW Control
cfs TW Control
cfs HW Ctrl
cfs TW Ctrl
cfs
72.0 161.4 987824.4 301.7 217.56 904.63 438.69 146.53 146.53 151.42 0.00 0.00
74.0 150.2 981083.5 301.6 205.93 886.46 435.73 145.97 145.97 150.73 0.00 0.00
76.0 139.8 974399.0 301.6 195.02 868.54 432.77 145.42 145.42 150.03 0.00 0.00
78.0 130.2 967777.3 301.5 184.87 850.88 429.82 144.87 144.87 149.34 0.00 0.00
80.0 121.2 961214.1 301.4 175.50 833.48 426.87 144.33 144.33 148.65 0.00 0.00
82.0 112.8 954695.9 301.3 166.93 816.29 423.92 143.78 143.78 147.96 0.00 0.00
84.0 105.0 948200.1 301.3 159.22 799.26 420.95 143.24 143.24 147.27 0.00 0.00
86.0 97.7 941694.1 301.2 152.43 782.30 417.95 142.69 142.69 146.57 0.00 0.00
88.0 91.0 935131.7 301.1 146.72 765.30 414.90 142.13 142.13 145.86 0.00 0.00
90.0 84.7 928444.1 301.0 142.45 748.07 411.76 141.56 141.56 145.14 0.00 0.00
92.0 78.8 921514.5 301.0 140.96 730.33 408.48 140.96 140.96 144.38 0.00 0.00
94.0 73.4 914060.6 300.9 140.32 711.39 404.92 140.32 140.32 143.56 0.00 0.00
96.0 68.3 906030.0 300.8 139.62 691.13 401.04 139.62 139.62 142.67 0.00 0.00
WQ Pond #2, 11-20-97.xls
C" *F4-? CUTLej-
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
111Z Q. Cr? Fem. 6-aco cCtjM'::J')
flow Q in cfs : 135 Flow depth (ft) = 3.50
slope S in x : 0.77 Outlet velocity (fps) = 74.032
pipe diameter D in in. : 42
Manning number n : 0.073
Pipe flow condition. V=Q/Apipe.
Should double check by another method!!
- Dissipator , Pipe or (,Lit (D P or Q) -
I?-TO G+Asa,,. S
of 4 L' -? Do
NRCD Land Qja7ity Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.50
Outlet velocity (fps) 14.03
Apron length (ft) 28.00
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
6 B 22
?? 13 B or 1 22 c
23 2 27
- Dissipator , Pipe or ait (D P or Q) -
14,-1

2?> 'L- X 15' w x -a"
POND EROSION
CONTROL CALCULATIONS
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
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? Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
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THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
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P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] Fax[phone]
PAGE OF
J R McA JOB NO. 65-14 DATE 11- 20-?n BY nAe-' CHECKED BY
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SUBJECT

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Stage-Storage Function
Project: Davis Park WQ Pond #2, as sediment basin
Average Incremental Accumulated
Contour Contour Contour Contour
Contour Stage Area Area Volume Volume
(feet) (feet) (SF) (SF) (CF) (CF)
290.00 0.00 51202
292.00 2.00 59144 55173 110346 110346
294.00 4.00 74654 66899 133798 244144
296.00 6.00 81392 78023 156046 400190
298.00 8.00 89436 85414 170828 571018
300.00 10.00 97167 93302 186603 757621
302.00 12.00 105123 101145 202290 959911
Storage vs. Stage
iuuuvuu
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Stage (feet)

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-,,.. STATE o
State of North Carolina
Department of Environment, Health, and Natural Resources
512 North Salisbury Street • Raleigh, North Carolina 27604
James B. Hunt, Jr., Governor January 28, 1993 Jonathan B. Howes, Secretary
Davis Park Associates
Attn: Patrick Gavaghan
1143-B Executive Circle
Cary, North Carolina 27511
Dear Mr. Gavaghan:
Subject: Proposed Fill in Wetlands or Waters
Davis Park Associates - industrial park
Durham County
.DEM Project * 92751
Upon review of your request for Water Quality Certification
to place fill material in 2.34 acres of wetlands or waters in a
tributary of Kit Creek for fill located at SR 1999 in Durham
County, we have determined that the proposed fill can be covered
by General Water Quality Certification No. 2671 issued January
21, 1992. A copy of the General Certification is.attached. This
Certification may be used in qualifying for coverage under Corps
of Engineers' Nationwide Permit No. 26. An additional condition
is that a permanent stormwater pond must be built and maintained
for this site following written DEM approval of plans.
If you have any questions, please contact John Dorney at
919/733-1786.
Sincerely,
. P eston Howard, J P.E.
APH:JD
Attachment
cc: Wilmington District Corps of Engineers
Corps of Engineers Raleigh Field Office
Raleigh DEM Regional Office
Mr. John Dorney
Central Files
Kevin Martin, Soil and Environmental Consultants
P.O. Box 27687, Raleigh, North Carolina 27611-7687 Telephone 9t9-7334984 Fax # [phone]
An Equal Opportunity Affirmative Action Employer
K y
MEMORP#fl INITIALS
f Reviewer :1\
TO:. John Dorney ?9 WQ Supv:
• Planning Branch' Date: Z113143,
ANDS GROUP 1
SUBJECT: WETLAND STAFF REPORT !LW ONS1
***EACH ITEM MUST BE ANSWERED (N/A-NOT APPLICABLE)***
PERMIT_YR: 92 PERMIT-NO: 0000751 COUNTY: DURHAM
APPLICANT NAME: DAVIS PARK PHASE III
PROJECT-TYPE: SUBDIVISION FILL PERMIT-TYPE: NW26
. COE_#: DOT-#:
RCD_FROM _CDA: APP DATE _FRM_CDA: 12/31/92
REG_OFFICE: RRO RIVER AND SUB BASIN
STREAM-CLASS: rJ - N,al
STR_INDEX_NO :
WL_IMPACT?: ®/N
WL_REQUESTED : G
HYDRO_CNECT?:J/N
MITIGATION?: Y/D
MITIGATION SIZE: /M

WL_TYPE : Ox&*, &?m S- ?.j -,a 4xi
WL_ACR_EST?: YN V- wf
WL SCORE (#) : /Q ,pm r-oA a) r-
MITIGATION_TYPE://.'
IS WETLAND RATING SHEET ATTACHED?:(9/N
RECOMMENDATION (Circle One): ISSUE
COMMENTS : /S?tct_ Zvi t? S-1A1Adaa , acn. Id _x

V_z ?- c, C.?
7f?91 DENY
.47 * 2 4,
i,T? -
_70 ,

cc: Regional Office
Central Files

cuw J?
WETLAND RATING SYSTEM WORKSHEET
7? )
roject No. or description /Z -7 5, Lay;z
ocq`ion
County _-2)Nearest road or town
River basin
Nearest stream k;L+ and classification WS-TZ ,VSL(I
valuator
gency and address T706n_ r p6b
ate and time evaluated- Z;6-D 1,52
>il Series (if known) gv"-
,drologic indicators 5 ' S
Direct surface hydrologic conne iorl? ES NO
isting Conditions
Drainage - 1f" a".e Y",., %--J.
- 44 Disturbance
Restoration L.?d • err:
p tent" al
Restoration value
acres
o acres
e most common plant species (in order)
ijor Wetland Type / ? Ala
Approximate size vrf et.iand system -yt
Approximate extent of wetlands in area-
within within miles
Thr e
site known to provide habitat for rare, endangered or
ened species? If so, list species observed o'r recorded.
em No.
ition/Landscape
1 Natural area buffer
Sensitive watershed
3 Dispersal corridor system
>logical Values
! Special ecological attributes
> Wildlife habitat
i Aquatic life
Water storage
Streambank stabilization
Removal of pollutants
Human Values
10 Outdoor recreation/education
11 Economic value
. G
Score (circle one)
5
Q 4
3
2 1 0
0
5 4 3 ? l 0
5 4
5 4 3
3 2 l
0 1
0
5 4
5 4 3
3 2 1
2 0
0
5 4
5 4 3
3 2 1
2 1 0
0
5 4 3 2(T 0
5 4 3 2 1
Total score
klle F r,?oj (wr
Site description and notes: ,.r?fvd??' O?G?t,(/LCO
-C?.r???°???i °o?'d? ???,?1??• ? .?ti Rat ?,c?; ,?d Cv ???2. ? .?cr? .,co
?"`? tee, ?. cQ"., /??-?uw, C,t,?.? ??r;?lr? ? ,r:q. y?,?,cs? r /,?.I ,-
Q 13
MEMORANDUM INITIALS:K
Reviewer I)
TO: John Dorney WQ Supv:
Planning Branch Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
***EACH ITEM MUST BE ANSWERED (N/A-NOT APPLICABLE)***
PERMIT _YR: 92 PERMIT-NO: 0000751 COUNTY: DURHAM
APPLICANT NAME: DAVIS PARK PHASE III
PROJECT-TYPE: SUBDIVISION FILL PERMIT-TYPE: NW26
COE_#: DOT-#:
RCD_FROM_CDA: APP DATE_FRM CDA: 12/31/92
REG_OFF I CE : RRO RIVER-AND-SUB-BASIN #:
STREAM_CLASS : VJ
STR_INDEX NO:
WL_IMPACT?: ®/N
WL_REQUESTED : Z, ' y/
HYDRO_CNECT?:J/N
MITIGATION?: Y/QT
MITI GATION_SIZE: //A
J _
WL_TYPE : f?a, d 4s-- hid •{p 4W V-kjF
WL_ACR_EST? : CKN
WL SCORE (#) : 14 ipm nA aj,_
MITI GAT I ON_TYPE :,f/.4
IS WETLAND RATING SHEET ATTACHED?:(9/N
RECOMMENDATION (Circle One): ISSUE
COMMENTS : /Sslu_,.f;d ?xd a4n?.e xl
tare #"b
DENY
- 74.E
, IV
'.f
J
cc:
Regional Office
Central Files
WETLAND RATING SYSTEM WORKSHEET
roject No. or description. ?Z - -7 S/ Tay;S Pam Gt c J2r
. 4
oca?,ion
County ?????aw.,- Nearest road or town a4, _ Za0s Z)P-•
River basin C_ -c, 'F??
Nearest stream' and classification WS-27 /5510
valuatorQ a
gency and address
ate and time evaluated 111Z1f3 Z:OD /?

acres
acres
Three most common plant species (in order)
Dil Series (if known)
s?"
ajor Wetland Type f/V nd d (v.$ ,"L-A ?.j ,or.
Approximate size of vYetland system
Approximate extent of wetlands in area- So
within --L -miles
?drologic indicators 5tnnay,l wac'-? V , .!
Direct surface hydrologic conne ior? ?E`SNO
{isting Conditions
Drainage - C'"
Disturbance
Restoration p tential
Restoration value
r" . )? el! ?c
site known to provide habitat for rare, endangered or
:ened species? If so, list species observed or recorded.
em No.
:ation/Landscape
1 Natural area buffer
2 Sensitive watershed
3 Dispersal corridor system
ological Values
4 Special ecological attributes
5 Wildlife habitat
6 Aquatic life
7 Water storage
8 Streambank stabilization
9 Removal of pollutants
Human Values
10 Outdoor recreation/education
11 Economic value
Score (circle one)
5
Q 4
3
2 1 0
0
5 4 3 0 1 0
5 4
5 4 3
3 2 1
0 1
0
5 4
5 4 3
3 2 1
2 0
0
5 4
5 4 3
3 2 1
2 1 0
0
5 4 3 2(T 0
5 4 3 2 1
Total score '
Site description and notes : ,.r
',. 13
MEMaRANDUM INITIALS: y
Reviewer;
TO: John Dorney WQ Supv:
Planning Branch Date: 3 n3
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
***EACH ITEM MUST BE ANSWERED (N/A-NOT APPLICABLE)***
PERMIT_YR: 92 PERMIT_NO:_0000751 COUNTY: DURHAM
APPLICANT NAME: DAVIS PARK PHASE III
PROJECT-TYPE: SUBDIVISION FILL PERMIT-TYPE: NW26
COE
#: DOT-#:
_
RCD_FROM _CDA: APP DATE_FRM_CDA: 12/31/92
REG_OFFICE: RRO RIVER _AND_SUB_BASIN_#:
STREAM CLASS:

STR_INDEX_NO. / v?, y1_/ _I7_2
WL_IMPACT?: ®/N
WL_REQUESTED : G ..`,' y /6A--&
HYDRO_CNECT?:J/N
MITIGATION?: Y/Q
MITI GATION_SIZE: /(/A
WL_TYPE : !?at, ?ms ?/??/x {a 4 *_ 40F
WL_ACR EST? : (YVN
WL SCORE (#) : 14 ipm FoA w,-
MITIGATION_TYPE:?
IS WETLAND RATING SHEET ATTACHED?:J/N
RECOMMENDATION (Circle One): ISSUE
COMMENTS : &Icrx ,`` .424
P DENY
'129,
- 74
AA. AZ 11&.Z A

d 7t oreK, S ? ?v ?b7?7E t rL V
?J c a Al-
cc: Regional Office
Central Files
WETLAND RATING SYSTEM WORKSHEET
roject No. or description. fZ - -7 ?aviS Pa?- ?/?asc
4
oca i.bn
County -b v,lha m Nearest road or town?Aa*n, _ -Davls 7?)ie
River basin
Nearest stream'--+- and classificationWS-a VSO
valuator. lea
Y
gency and address
ate and time evaluated Z:OV I?
Approximate size of etland system y,a,,t?,, acres
Approximate extent of wetlands in area- Sa acres
within miles
Three most common plant species (in order) :mot ,?? (J
3jor Wetland Type (/Ua np .S -A oc. we;( TAJ (Wr-
3i 1 Series (if known)
??``
?drologic indicators 5 Uc2t. S
Direct surface hydrologic onne ion? ES NO
:isting Conditions
Drainage - C" ant rH?u. va?a ?c 'A
Disturbance L.,Qd, ors:
Restoration p tential
Restoration value ,
site known to provide habitat for rare, endangered or
ened species? If so, list species observed or recorded.
em No.
ation/,Landscape
1 Natural area buffer
2 Sensitive watershed
3 Dispersal-corridor system
ological Values
4 Special ecological attributes
5 Wildlife habitat
6 Aquatic life
7 Water storage
8 Streambank stabilization'.
9 Removal of pollutants
Human Values
10 Outdoor: recreation/education
11 Economic value
-fit
Score (circle one)
5 no
Q 4 3 2 1 0
5 4 3 1 0
5 4 3 2 1
5 4 3 0 1 0
5 4 3 2 1 0
5 4 3 2 0
5 4 3 2 1 0
5 4 3 2 1 0
5 4 3 2(T 0
5 4 3 2 1
Total score i
Site description and notes -W-idc ,. - f64At
..?. µ..re cam, /?-?. ????? ? , t ,
I d
'72-75
/
Soil & Environmental Consultants, Inc.
3818 Bland Road ¦ Raleigh, North Carolina 27609 ¦ [phone] ¦ Fax [phone]
?o Q
. ? ? December 30, 1992
NRCD-DEM A my Corps of Engineers
Attn: Mr. John y GR r. Eric Alsmeyer
PO Box 295352 . Falls of the Neuse Road,
Raleigh, NC 27626 Suite 105
Raleigh, NC 27615-6846
Dear Messrs. Dorney and Alsmeyer:
The purpose of this letter is to request a Nationwide 26 permit
and a-Section 401 Water Quality Certification for the project to
be known as Davis Park Phase III. The property is located west of
Southern Railroad, south of Hopson Road (S.R._1978) and just north
of the Wake County line in Durham County, North Carolina as shown
on the enclosed plans. The only jurisdictional areas on-site are
unnamed tributaries of Kit Creek, which is classified as WS-IV.
The tributaries are primarily unvegetated channels. Only one of
the tributaries shows up as a blueline on the USES topo map.
Vegetated wetland areas are located in the wider jurisdictional
areas like the one beneath the power line easement.
The wetland delineation is shown on the attached map. Fill in the
Waters of the U.S. on-site will be required to utilize the
property for a commercial development. It will be necessary to
fill 2.34 acres (see map) of jurisdictional Water of the U.S.
above headwaters for placement of the proposed facilities. Due to
the rolling topography of the area, grading of much of the tract
is necessary in order to utilize it for this type development.
The ste`of the buildings and parking areas necessary for
commercial development require that jurisdictional wetlands be
filled to a greater extent then would be required for a
residential development on a similar tract of land.
Data forms completed on-site which describe soils, vegetation anti
hydrology are included.
Soil/Site Evaluation ¦ Mapping and Physical Analysis ¦ Wetlands Mapping and Mitigation ¦ Environmental Audits
On-Site Waste Treatment Systems, Evaluation and Design
i
Please call if you have questions or require further information.
If you plan to visit the site, please call and we will be glad to
arrange for someone to accompany you.
Sincerely,
Kevin C. Martin
Encs.
cc: U.S. Fish and Wildlife Service
National Marine Fisheries Service
Cultural Resources
David Franklin, U`.S.. Army Corps of Engineers
Karl Schafer, DEM
EPA
DEM ID: ACTION ID:
NATIONWIDE PERMIT APPLIED FOR (PROVIDE NATIONWIDE PERMIT #):
JOINT APPLICATION FORK FOR
NATIONWIDE PERMITS THAT REQUIRE NOTIFICATION TO CORPS OF ENGINEERS
NATIONWIDE PERMITS THAT REQUIRE SECTION 401 CERTIFICATION CONCURRENC
NATIONWIDE PERMITS THAT REQUIRE INDIVIDUAL SECTION 401 CERTIFICATION
WILMINGTON DISTRICT ENGINEER WATER QUALITY PLANNING
CORPS OF ENGINEERS DIVISION OF ENVIRONMENTAL MANAGEMENT
DEPARTMENT OF THE ARMY NC DEPARTMENT OF ENVIRONMENT, HEALTH,
P.O. BOX 1890 AND NATURAL RESOURCES
WILMINGTON, NC 28402-1890 P.O. BOX 29535
ATTN: CESAW-CO-E RALEIGH, NC 27626-0535
Telephone [phone] ATTN: MR. JOHN DORNEY
Telephone [phone]
ONE (1) COPY OF THIS COMPLETED APPLICATION SHOULD BE SENT TO THE CORPS OF
ENGINEERS. SEVEN (7) COPIES SHOULD BE SENT TO THE N.C. DIVISION OF
ENVIRONMENTAL MANAGEMENT. PLEASE PRINT.
1. OWNERS NAME: Davis Park Associates, Attn: Patrick Gavaghan
2. OWNERS ADDRESS: 1143-B Executive Circle
Cary, NC 27511
3. OWNERS PHONE NUMBER (HOME): ( WORK) : 919-469-9462
4. IF APPLICABLE: AGENT'S NAME OR RESPONSIBLE CORPORATE OFFICIAL, ADDRESS,
PHONE NUMBER: Kevin Martin
Soil and Environmental Consultants
3818 Bland Rd.
Raleigh, NC 27511
5. LOCATION OF PLANNED WORK (ATTACH MAP). COUNTY: Durham
NEAREST TOWN OR CITY: Clegg, NC
SPECIFIC LOCATION (INCLUDE ROAD NUMBERS, LANDMARKS, ETC.):
West of Southern Railway, north of the Wake Co.
boarder, and lust south of the intersection of Davis Drive
(S.R. 1999) and Hopson Rd. (S.R. 1978)
6. NAME OF CLOSEST STREAM/RIVER: Kit Creek
7. RIVER BASIN: Cape Fear
8. IS THIS PROJECT LOCATED IN A WATERSHED CLASSIFIED AS TROUT, SA, HQW, ORW,
WS I, OR WS II? YES ( ] NO (X]
9. HAVE ANY SECTION 404 PERMITS BEEN PREVIOUSLY REQUESTED FOR USE ON THIS
PROPERTY? YES ( ] NO ]
IF YES, EXPLAIN.
10. ESTIMATED TOTAL NUMBER OF ACRES OF WATERS OF THE U.S., INCLUDING
WETLANDS, LOCATED ON PROJECT SITE: _34
3/30/92

a
-2-
11. NUMBER OF ACRES OF WATERS OF THE U.S., INCLUDING WETLANDS, IMPACTED BY
THE PROPOSED PROJECT:
FILLED : 2.34
DRAINED:
FLOODED:
EXCAVATED:
TOTAL IMPACTED: 2.34
12. DESCRIPTION OF PROPOSED WORK (ATTACH PLANS) : Fill of Wetland
areas to utilize property.
13. PURPOSE OF PROPOSED WORK: Const-runfi nn of an industrial park
14. STATE REASONS WHY THE APPLICANT BELIEVES THAT THIS ACTIVITY MUST BE
CARRIED OUT IN WETLANDS. ALSO, NOTE MEASURES TAKEN TO MINIMIZE WETLAND
IMPACTS. Miiat ha rnarri arl rmi- tliia to tnnnrrrnnhv.r-rrrarii nrr
15. YOU ARE REQUIRED TO CONTACT THE U.S. FISH AND WILDLIFE SERVICE
(USFWS) AND/OR NATIONAL MARINE FISHERIES SERVICE (NMFS) REGARDING THE PRESENCE
OR ANY FEDERALLY LISTED OR PROPOSED FOR LISTING ENDANGERED OR THREATENED
SPECIES OR CRITICAL HABITAT IN THE PERMIT AREA THAT MAY BE AFFECTED BY THE
PROPOSED PROJECT. HAVE YOU DONE SO? YES [Xj NO [ ]
RESPONSES FROM THE USFWS AND/OR NMFS SHOULD BE FORWARDED TO CORPS.
16. YOU ARE REQUIRED TO CONTACT THE STATE HISTORIC PRESERVATION OFFICER
(SHPO) REGARDING THE PRESENCE OF HISTORIC PROPERTIES IN THE PERMIT AREA WHICH
MAY BE AFFECTED BY THE PROPOSED PROJECT?
HAVE YOU DONE SO? YES [Xj NO [
RESPONSE FROM THE SHPO SHOULD BE FORWARDED TO CORPS.
17. ADDITIONAL INFORMATION REQUIRED BY DEM:
A. WETLAND DELINEATION MAP SHOWING ALL WETLANDS, STREAMS, AND LAKES ON
THE PROPERTY.
B. IF AVAILABLE, REPRESENTATIVE PHOTOGRAPH OF WETLANDS TO BE IMPACTED BY
PROJECT.
C. IF DELINEATION WAS PERFORMED BY A CONSULTANT, INCLUDE ALL DATA SHEETS
RELEVANT TO THE PLACEMENT OF THE DELINEATION LINE.
D. IF A STORMWATER MANAGEMENT PLAN IS REQUIRED FOR THIS PROJECT, ATTACH
COPY.
E. WHAT IS LAND USE OF SURROUNDING PROPERTY? T4nndpd ana lnr commercial
F. IF APPLICABLE, WHAT IS PROPOSED METHOD OF SEWAGE DISPOSAL?
Municipal
DATE
Agent's Signature
For Davis Park Associates
t fvlhly 1 ur 1 r1r, .1114 1 r.rclutc DEPARTMENT" OF N
EOLOGICAL SURVEY BALE
E. 693 CHAPEL HILL 14 Ml.' 694 695 '%0' DU HAM (U.S. 15 & 501) IO Ml. 097.
10
DES-EARGK- / ..? ?? ,? Ch ao
K?? (?' I, ? /?a?r?r ?` J Tony ( ?-• ? ? -\
300
ow V11:1
632
/ o o
?, r
?? ,/ _` \v ` ?/ ?; ?n ) • ?' 341
V
is SancEitied got ``?\? ? ? •^ • \ \
?-? '? 1 ?' ,' ^. ? .. III` ???? r.. v'?\ . \ ?? `?1 \\ \ ° ? ? \ ` ? ` ?/•' ?: / .
oPe h%^ /? - `ro n1 ?.? ) ? 342
Chi U ?I ? - ate' I t i ,, ' / ? '` -?c? ?,. , `• ` q
_ 't '•% C I'• _ _, n -? ??? \ ?-,--^ \ J .?-ter
....er,*or \. « '`.ai?• -.'2..-... - ?M 305
..R

WETLAND DETERMINATION FORM
COORDINATOR•L, j'11V1< TIME: a DATE: 5 /7-J /i1 COUNTY:
NEAREST TOWN: ,Oti/1N?vv WATERWAY:
QUAD: LOCATION :,041//j P,4&iC - M of AAI yc, V
PROPERTY OWNF.R:(NAME/ADDRESS) PARTY DOING WORK:
(04v/ s
f-) 14 //-J /9/n

NAME/ADDRESS
OAY/S PIVA 1-1 s r ficr/_-'s s 7?-,rc- -
_nd_ o
a'?c ?c ?o.y?c c
11K3- 6 'V-:x ¢c z? tvC? ?tltQ 3 ^? l. rlA
-
C- 4- At c z7 I X -
PHONE : (gkT H6A- a q (o :?I_ PHONE:
OTHER INDIVIDUALS PRESENT: _
IS PROPERTY UNIFORM OR SEPARATE DISCRETE V VEGETATIVE UNITS
r I,(/OG/l? _
VEGETATION: N ORDER OF DOMINANCE,
TREES: SPECIES ---% COVER--INDICATOR
u?
2•e/=A M,9,4 ,C 2 u c
Up x / v ?.
4.w N.Te= OiJK i v
S.
SAPLINGS/SHRUBS:
DRAW LINE ABOVE NON-DOMINANT SPECIES)
GROUND COVER:
2.
3.
4.
5.
6.
7.
8.
WOODY VINES:
1.
2.
SPECIES-% COVER-INDICATOR
% OF DOMINANT SPECIES (OBL.- FAC.)?OTHER INDICATORS:
3•.ODGGvvu?
4.
5.
HYDROPHYTIC VEGETATION: YES NO -)/ BASIS: U PGi/6tIA PLA s
,T,_ I- ?i9i9,n/ l/4)L? - N,oZl v4
TYPICAL:?(COMPLETE BELOW) ATYPICAL:_(COMPLETF. BACK)
SOIL:
SERIFS: _/h?I/?_?J F? i1? ON HYDRIC SOILS LIST: YES NO
MOTTLED: YES NO ? -MATRIX COLOR: I0?? HYDRIC SOILS: YES N?V
BASIS- Lr P L /9 n!4 T-Q !4 ' 1 ! c.. J tl t L j _
HYDROLOGY:
INUNDATED: YES NO )C DEPTH OF WATER: >_
SATURATED SO LLS: YES NO )( DEPTH TO SATURATION /WATER TABLE
OTHER INDICATORS: i?u.-v,t
WETLAND HYDROLOGY: YES NO x BASIS: t,)FLG A.Q?1?vt?0 Sr/LS
ATYPICAL SITUATION: YES NO ? NORMAL CONDITIONS: YESJ NO
W17TLAND DETERMINATION: WETLAND: NON-WETLAND: Ll?
PHOTOS TAKEN: YES NO xl"" AUTHORITY: 10 404 10/404 NONE
.1URISDLCTION: ABOVE HEADWATERS ISOLATED ADJACENT NWP #
DETERMINED BY:
g ROUTINE ONSITE DEMBNHATION METHOD '019f,11 i0,1RX
V.. TIME: 10 :0 0 DATE: 9 / 2,5- /11 COUNTY: ?0 qR 114 hi
NEAREST TOWN: 'J"leAAAn --WATERWAY:
QUAD: LOCATION:44 /!.S P441< - dIV 04VIS V NGP AJ .11 ?i.41
PROPERTY OWNER:(NAKE ADDRESS) .0944 -r-WPARTY DOING WORK: (NAME ADDRESS)
11 A k 3 v1-/Ar:-
C V 0- y-, J 7 77 L ?7nC
C.ar??l?l X75 t 1 L. J /??!<
PHONE: Qt9 )_yb?- 6y PHONE. ( ) - _
OTHER ENDIVLDIIALS PUL-Si:N,r:
IS PROPERTY UNIFORM OR SEPARATE DISCRETE ? VEGETATIVE UNITS
-------------------------------- -----
Do normal environmental conditions exist at the plant community? H'? rZ?od 4 l d N T ?1 /J S ?7'l,;
Yes ? No _, (if no, explain on badc) AA oe, M-4i rl t- y . r q r-A.., n•v4
Has the vegetation soils, and/or hydrology been sig
= nificantly disturbed? 6rf'? ,-AAl b fL d w e y.40VrV fLJ
Yes __ No
(If yea. explain on back) (41-S. w.Ar xr-k >
VEGETATION: (IN ORDER OF DOMINANCE, DRAW LINE ABOVE NON-DOMINANT SPECIES)
TREES: SPECIES---% COVER--INDICATOR GROUND COVER: SPECIES-1: COVER-INDICATOR
1. ?i t /?'?A.oL E,J ? 1 * 10'410-V G VJ
2. fw,t r'T G tins 3 V 7,. 20
At) S r
1t1 O-14 W1
l e

3.?vOPL.Q R 2 u ?a 1,l A
*
.
-
3. enJ 019""r
to 9.
5.
SAPLINGS/SHRUBS: 6.
1A to le 7.
.
8.
3. WOODY VINES:
4. 1.
5.
Percent of dominant species that are 08L, FACw, 2.
an#or FAC 7+
Is the hydrophytic ve station criterion met? Yes ,/ No
Rationale: ? - 5 ?' ?? ,/ ? a- ? ,.. rte., ? •,...
?AD1fC SOILS (s^4*t_,IAFA.3 rnir Akir NAT SKai
Seriesiphase: k1 h Subgroup:
Is the soil on the hydric soils iist? Yes ? No Undetermined
lathe soil a HisMsol? Yea No Histic epipedon present? Yes No
Is the soil: Mottled? Yeah No Gleyed? Yes ? No
matrix color. v? 7"-- Mottle Colors:
Other hydric soil indicators:
Is the hydric soil criterion met? Yes 1/1 No
Rationale: Q^' NYsii_ r- fnr - 7W* rwh?y treA W1= -r IO JL S - QVO/«U AA) NyQ.
HYDROLOGY
Is the ground surface inundated? Yes No Surface water depth: C Nfl ??^/CGS (;mA/n?L ?)
is the sod saturated? Yes ? No 4 „
Depth to free-standing water in pk/soii probe hole.
Ust other field evidence of surface inundation or soil saturation.
Is the wetland hydrology criterion met? Yes ? No
Rationale: C N? N _S - L, Jr w-lt r6.C r
/n/ L J41/LS - exlo/ 215*6 Aarr ?Ni¢NN / L1
JURISDICTIONAL DETERMINATION AND RATIONALE
Is the plant community a wetland? Yes L/ No
Rationale for jurisdictional decision: 64. .1. PHOTOS TAKEN: YES NO AUTHORITY: 10 404 10/404 NONE
1._illilk
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
P.O. BOX 1890
WILMINGTON, NORTH CAROLINA 28402-1890
IkPLYREFEFT February 5, 1993
Regulatory Branch
Action ID. 199300867 and Nationwide Permit No. 26 (Headwaters and Isolated
Waters)
Davis Park Associates
Attn: Mr. Patrick Gavaghan
1143-B Executive Circle
Cary, North Carolina 27511
Dear Mr. Gavaghan:
Reference your application of December 30, 1992, for Department of the
Army authorization to discharge fill material within waters of the United
States, causing the loss of 2.34 acres of wetlands adjacent to, and above the
headwaters of, unnamed tributary to Kit Creek, for construction of an
industrial park, south of S.R. 1978, near Clegg, Durham County, North
Carolina.
For the purposes of the U.S. Army Corps of Engineers' Regulatory Program,
Title 33, Code of Federal Regulations (CFR), Part 330.6, published in the
Federal Register on November 22, 1991, lists nationwide permits.
Authorization was provided, pursuant to Section 404 of the Clean Water Act,
for discharges of dredged or fill material into headwaters and isolated waters
provided:
a. the discharge does not cause the loss of more than 10 acres of waters
of the United States;
b. the permittee notifies the District Engineer if the discharge would
cause the loss of waters of the United States greater than one acre in
accordance with the "Notification" general condition. For discharges in
special aquatic sites, including wetlands, the notification must also include
a delineation of affected specific aquatic sites, including wetlands; and
C. the discharge, including all attendant features, both temporary and
permanent, is part of a single and complete project.
Your work is authorized by this nationwide permit provided it is
accomplished in strict accordance with the enclosed conditions. This
nationwide permit does not relieve you of the responsibility to obtain any
required State or local approval.
This verification will be valid for 2 years from the date of this letter
unless the nationwide authorization is modified, reissued, or revoked. Also,
this verification will remain valid for the 2 years if, during that period,
the nationwide permit authorization is reissued without modification or the
El

-2-
activity complies with any subsequent modification of the nationwide permit
authorization. If during the 2 years, the nationwide permit authorization
expires or is suspended or revoked, or is modified, such that the activity
would no longer comply with the terms and conditions of the nationwide permit,
activities which have commenced (i.e., are under construction) or are under
contract to commence in reliance upon the nationwide permit will remain
authorized provided the activity is completed within 12 months of the date of
the nationwide permit's expiration, modification or revocation, unless
discretionary authority has been exercised on a case-by-case basis to modify,
suspend, or revoke the authorization.
Questions or comments may be addressed to Mr. Eric Alsmeyer, Raleigh
Regulatory Field office, at telephone [phone], extension 23.
Sincerely,
G. Wayne Wright
Chief, Regulatory Branch
Enclosure
Copy Furnished (with enclosure):
Mr. Kevin Martin
Soil and Environmental Consultants, Inc.
3818 Bland Road
Raleigh, North Carolina 27609
Copies Furnished (without enclosure):
Mr. John Parker
North Carolina Department of
Environment, Health and
Natural Resources
Post Office Box 27687
Raleigh, North Carolina 27611-7687
i/Mr. John Dorney
Water Quality Section
Division of Environmental Management
North Carolina Department of
Environment, Health and
Natural Resources
Post Office Box 27687
Raleigh, North Carolina 27611-7687

Name: Davis Park Associates attn: PatrickCavaghan
Address: 1143-B Executive Circle
Address: Cary, TIC 27511
Phone: 9194f69-9462
Project Name/ Description: Davis Park Phase III
Date: 12
The Department of the Army t2 fib O
U. S. Army Corps of Engineers 15 l?
Wilmington District
PO Box 1890 JAN 1 2W
Wilmington, NC 28402
Attn: Eric Alsmeyer 111IEWDSGROUP
111 ALITY SECTION
Field Office: Raleigh
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
I, the current project owner, hereby designate and authorize Soil
and Environmental Consultants, Inc. to act in my behalf as my
agent in the processing of permit applications, to furnish upon
request supplemental information in support of applications, etc.
from this day forward. This the day of ?fy,?Uf1-?Qy
This notification supersedes any previous correspondence
concern' g the a ent fo this project.
Ow ers Name:
?.P
Title:
cc: Mr. John Dorney
N.C. Department of EH & NR
Division of Env. Mgt.
Water Quality Planning
PO Box 29535
Raleigh, NC 27626
Mr. Kevin Martin
Soil and Environmental Consultants, Inc.
N 01'28'26' W ~rt V1, 34.98'
, ~~-r-~--; ! 4
, ~ A t "f.,~ i ! , r o l _ - l ` k , % `j f , _ ~
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r^ a ~ 'M Vl 'a. ~,,t
, `~4 W aN
INLET f"J ~
. ` I ~o PROTECTIdN ~TYP.) ~ ~ o _T_ O O w
,6 20 -18" _18 a o 0 ~o ~ 2 z ~ H ~ ~
249 @0 ; r ~ ~ 1 _ . x x
~i ` ~ f-+ U 9 I w ~o~
~ i_ ~ ~ 1 ~ ` , W_ u ' ' , ~ r ~ ~ ~ a ~ L s_.. w I , rn
~r 1,~, ~ Z _ ; ~ , , \ _ i ! , _ !
, 1 r , . , ~a ~ m
I , ,tom, • , ~ ~ ~ , _ ~ ~ . ~ 1 1 i r
r,ti ~ .W _..J 7 5. r ~ ~ ~ ~ 4 , ~ _ r.. I y ~ ` ~ ~i _ ~ i , r yF -
. ~ ~ ~ _ . - ~ -r ) 6ROSIOfI CONTROL CONBTRUCI'ION SEQUENCE ~ . ; ~ ; ~ 3 ~ tt~e' e~
4 I ~ , S y i' i ' . ~5'or ' _
OBTAIN GRAD NG PE FROM TH DURHAM COUNTY SEDIMENTATION . ~ i _ , i _ 1 - ~ AND EROSION CONT1tOL SEC OFFICE. SCHEDULE AND HOLD A ~ ~ ' ~ ~ , , ~ ~ ?~r. ~ .
' PR£CONSTRUCTTON MEETING WITH TN1S OFFICE PRIOR TO STARTING ANY 1 \ ' ~ ! ! I 4 FJ i ..1 j rr ~ ~M
CLBAIIDKi AND GRADING OPERATIONS. CALL (919) 56001331b ARRANGE - ? V ~ a:~'~, _ 71IIS MEEITNG. ~ ~ ~ , ! f i h' 4, ~ , ' , i ' a £ ' ~i - - ~ ~ r ~
~ ~ ~ ' A . ` , r _ _ 1 1 4 4... . I e
' 2. MSTALL SILT FENCES ALONG R}GHT-OF-WAY OF DAMS DRIVE AT TOE OF 1"' ~ ` , ' ~ / ~ EXISTTNG EARTH DAM AND ALONG THB TOEUF SLOPES AT THE PROPOSED .l ! ~ P ' ` iv ~ r O/~ ¢1 ~ / I ~ I~ yyM~M~~ ~~I ~yy// ~1{.
~ ~ ~ \ 1 , i f` TOWN OF CARY'S BOOSTER PUMP STAITON AS SHOWN ON PLA ~ ~ ~ ' ~ . Y`.__.. ' r i r., ~ i ~ I e`f~llf/l bf 11y35l9
~ ~ . ~ , • S. EXCAVATE WHERE NEEDED THE KEYWAY IN THE EXISTING DAM A ~ ~ '
~ ~ ~ y , _ MINHdUM OF 10' M WIDTH AND REPLACE WITH A CLAY LOW POROSITY _ . . i 5 t k
SOIL COhVACtED TO 95% STANDARD PROCTOR. TILE St01L PROM THE 1 ~ ~ ~ ; , , DAM EXCAVATION CAH BE D~4STRIBUTED ON THE EXI3ITNG BACK SLOPE - ~ '
~ ~ ' 1 OF TILE DAM, CtM4PACT6"D ANDSEEDED AS SOON AS POSSDLE. 1 ~ Pv, • D+ - ~ ; p ) - ~
I x~ O ~ j + C ~ I ~ ~ ~ ~
4: THE EXISTING 6' DUMETER CONCRETE RISER SHOULD THEN BE REMOVED e, ,rte ~ + _ _ _ 4¢. _ , ; . ~ pT ~ ' ~ i I ! \ , AND REPLACED WITH AN E" DIAMETER MANHOLE AT THE TOE OP THE ' ' ~ ~ , ~ • t ~ ~ - / , l `
FTtONT SLOPE OF THE PROPOSED PERMANENT DAM AND THE EXISTING 48 , j , 0 , ,l w ~ s . I / ~ ~ ' 1 ~ = ~
RCP BE EXTE?iDEO TO IT FROM ITS PRESENT UPSTREAM T'EIUf6~lAL POiNT. ~ 1 , I
5. THE INLET OPENiN(I OF THE 1' DIAMETER PERMANENT RISER SHALL ~ ~ ` ~ ~ ~ ~ f~ 1
Atx'AFRMOiDA71? A 12" SLIDE GATE TO THE PROPOSED TEMPORARY SILT ~ ~ 1 ~ ~ ~ , RISER (SEE DETAiL~ i , 1 _ r rt~
r ! 't i ! 1 f i r - 'S, i f
~ 6. WHEN SILT RISER INSTALLATION iS COMPLETED CLEARING AND 1 1 - I , , ~ ~ , ~ N -p ' ~ ~ ~ ; ' GRUBBING MAY COMMENCE FOR THE ENTIRE 51TE WHICH IS COVERED BY ' ~ - n ~ ' ' I ~ ~i ~ - ~ '
THIS PERMIT. ~ t-~ ! i ' ' ~ ~ i ' ' ~ I ' ~ . O ; ~ ~ ~
1 V t'" 7. THE BASIN AREA SNOIILD BE EXCAVATED TO 1TdE PROP018D BOTTOM I i, l! , 0.~._.~...~ , ; ~ _ ~ t , . ~ - - !_.,„,..,,t._; . ~ / j ~ , 1
;1 ~ 4, ~ , ELEVA1TON OP 301' WITHIN 150 FT. MINIMUM RADIUS OF THE SiLT RISER i I ~ ~t t ~ ~ i r ~ , . _ . _ ~ ~ r . ~ _ ~ i 0
me AI,,I,V1Y rwi 6ui~ ails srucAUC uu~un~ +HE IN111AL GRADING ~ , I i : > > ~ ~ ( ! 1 ~ ~ I. , s , STAGER, i ~ . ~ _ . i / .
I ~ , , ' - ~ ~ i - . ~s, ! ~ ~ ~ r ~ _ ~ - a - - ~ ~ ,
1. ?T' ~ 8'AORM DRAINAQB LllIE FROM FES19 AHOUID B8 ' p ~ ~ _ ~ MSTALt,ED TO C~43. "f i~N TFiQ 4~` RCP FROM CBd3 TO MH/IAiI4E'? THE 60" 1 E ~ 4 C b _ _ ~ ~ ; _ Y. i ~ ~~r e• . _ ~ ~ ~ _ • - ,
I SHOO MAT - ~ , 1 . .~.w.. m.~«.-N , ~ ~ ~ RCP LINE FROM CB13 TO MH40 LD BE ALLED. THE EXISTING 4E" "1 • - r , _ -,M, _ , 'L . ~4 « -.~,m.~ ro a - t 4 ~ i ~ j _
i ~ ~ _ . ~ , LWE IRON MII/O TO'ffBi FE3 SHOULD BE REMOVED IN oRD16It TO , f r ~ , ~ ~ , ~ ~ ~ , r y ~ ~ _ 5
~ ' UNDERCUT Ti+s RxiaTR~1 DITCH PASSING ROUGH BUfl,DING E AS WELL. ~ ~ ' . ~ ~ , 4,., a° A8 THE EXISTBili DITCH AT THE NORTHERN BUILDING LIT OF BUILDW(i ~ ~ ~ ( ` _ _ I ~ .
TiE i~t AREAS ABOVE CB~7 CAN THEN BE RACKPI.LED UNDER ~ _ a - - ; O _ _ ~ _ _ =
C(>*IT'WI.LBD ~ WIiTi Oll>wDD MATERIAL PROM 11E PROPOSED ; I ~ ' BUILDINGS G H•l AND H-2 C iON. I ~ _ Y _ _ . , - j ON3Ti1~}CT , , - _ _ _ - w. _
, i ` ` ~ ' ' I _ _ ~ _ Q;B I 2 r _ ,
~ ~ R. ACCESS TO THE SITE WILL BE FADMPAIWC KNOLL DRIVE AT TM! WESTERN ~ { ~ ' ~ I ! 1 " ~ ~ - 7 ~ END OF BUILDING E AND WLLL BE PROTECTED WITH A 100' X 20' X 4" I ~ ~I , . - ,
r r GRAVEL ENTRANCE. ~ i 1 ~ 1 - 1 ~ ~ , E ' I , 4 i s I _
10. THE DRAINAGE STRUCTURE AT FES49 SHOULD BE CONSTRUCTED WITH RIP ~ ~ f (I . ti C 11 ~ ~ ~ ' i . ~.,?T~~'`a , , ~ ,T~' ' w / . ~ , 1. , f/.},;. ~i ~ i ~ "
i RAP ENERGY DtSSiPATORS ON THE AQUATIC StIEL,F R$L~(fW: f 5 r ' ' ~ NLE T I , j ~ ~ ~ ~ 7 1 a ~ - „ _ JLET , ~ ` _
r _ _ r ~ - ~ ~PRO~c , ar, U. REGULAR MAINT@NANCE AND REPAIRS OF EROSION CONTROL MEASURES I 'ROTEC~ION `(TY~'.) _ . - r" ~
I , RE PROPER SEDIMENT 1TtAPS. 91LT FENCES, B ~ ; ~ ' ~ 1, w , ~ + ARE REQUIRED TO INSU ` , ' t GRAVEL FILTERS, AND DIVERSION DiTCF~S MUST 1[ RBP'C FREE OF ~ j ~ ~ ~ ~ _ a ~ ~ ,i I r-_..._. . ~ ~ ~ - .
y I ~ ~ _ , 1 ~ I _ SEDIMENT AND SHOULD BE MSPECTED AFTER MAlOI RABIS. , 9 I i r i i } ~ ~ -3~. t-- ~ ~ e - 1 ~ r
i ' i _ PT OFF PARK KNq.L DUVE AND ANY ~ ~ r ~ ~ ~ r ~ ~ ~ ~ r _ ~ • 1 _
I2. MUD AND DEBRIS MUST BB KE ~ , OTf~lt ADJOINING PUBLIC ROADS. i ~ ~ ~ i ~ ~ ~ ' ~ _ ~ t ~ ~ ~ - . IGi _ .
I , WITHIN 30 WORKMG DAYS AFTER THE J ~ ~ _ . ~ ~ - U , w , _ .
"x i3. STABILIZE DISTURBED AREAS I i r ~ I ° ~ ~ ~ R ~ , ' ` S t ; COMPLETION OF ANV PHASE OF GRADDIG. A DISTURBED AA6A THAT SITS ' .f , - , . ~ _ U ' ~ _ z
W17T30UT GRADING ACTM'tY FOR 30 WORKMO DAYS IS MCLUDED IN 1 - ~ s ' ~ ~ t ~ ~k ~ ~ , , , _ _
17IIS RE UIREMENT. r { ~ - , Q I E ~ ~ ~ ~ ~ - _ N, ~ ~ 1 ~ y w yy ~ , ~ a r _ _ ~ - u - y . _ F _ Q
~ t ! f ~ GRADING OPERATIONS. SEED AND ALL DISTURBED i A r t ~ ~ ~ I l4, COMPLETE MULTI .r ' . - ~ 1 • - _ ~ _
AREAS SUFFICIENTLY TO PREYENT EROSION. CALL 7NE DURHAM I " ~ I ~ ~ ; ~ ~ O . SEC OFFICER FOR AN INSPECTION. IP AI~PRiOVED, REMOVE f I N r _ _ r ~ ~ r ~ r- ~ COUNTY ~ 1, ~ ~ i~ . • ~ I , ~ ?4
Dl SE OF ! E ~ ~ i - ~i ~ -e-- - TEMPO1lARY EROSION CONTROL MEASURES AND PNOI'dRLY SPO t ' ~ _ ~ ~ ~ W ,
I ~ ~ i ~ N t 1 ~ ~ i ANY ACCUMULATED SEDIMENT AND DEBRIS, SEtgp AID -MULCH ALL ~ ~ ~ : ~ i ' f ~ ~ ...-.1.. ._f , ~ 1 _ _ A S DISTURBED IN THIS PROCESS. T ~GqC
i s , _ _ .x ~ , - ~ ~ { a~ JO8 YAME: DAMS PARK• 81UILDINGS E AND R
I5. CALL 7HE DURHAM CUUNTY SEC OFFICER 1'0 ARRANGE A FINAL SiTE I a I ~ } I W?LL BE ~ , ~ ' ` ~ ~ ' ' ~ INSPECTION. IF APPROVED, ANY ER0510N CON'110L BOND _ 1 ' } t ' JOB NO.: I(YS~94009 ~ > ~ U1.~
RELTiASED. - - ~ ~ 47 , _ ~ • E ~ ; I ~ PR4TEC~ION TYP; ~ ' ,n _ . ~ U t
~ ~ ~ , ~ _ t ~i~aiYu ~ ~ ~ ~ ~ FROM TO TYPEJRIM DIA. LF,NGTN SLOPE 9. Qio Q tiu, UPS'fRM DWNSTRM VELOC. •
- I ~ I ~ ~ ~ ~ I ? 'I ` \ , ~ I ~ j ~ , _ _ ~ IN. FT. ACTUAL CFS CFS INV. INV. F.P.S. \I
t ~ _ _ ~ ~ ~ 1 - 32A 337.50
f ~ , ~ t 4 _ , . , _ , , ~ ~ ~ t ~ ~ ~ ~ 32 337.50 IS 20 2.5 • S 1.51 10.21 33.50 333.00 L23 I F ~ w
_ ' ~ , , , A s ~ ; ! I, 32 4l 3 6.00 15 193 0.52 I 2.17 4. 333.00 332.00 L71 _ ~ ~ .I~~ I ~
' 0D i ~ ~ ~ I ~ ~ ~ , ~ t r , - r" \ l \ 3 CB 41 A 33?.50 ~ CB 41 338.00 60 55 0.91 188.41 2/i.f0 24.50 324.00 9.60 D
r - t _ / , r ~ , , t l , r , ~ ~ ~ , ~ ~ ~ ~ _ , , ! a _ CB 41 MH 42 335.00 60 209 0.62 .51 190.32 2 S. 324.00 322.10 9.69 ~
w ~ ~ -~e- , ~ ~ ~ , ~ _ , \ ~ ~ ~ X861~-' ~ ~ ~ ~ MH42 CB 43 331.80 60 120 0.11 .S 195.81 219A 322.70 32L65 9.97 " ~ ~ .
, r;a~ ~ ~ ~ ~ / 3 t2~1 ~ ~ • =r~ _ _ , ;.,,;1'-rX • , , . _ ~ CB 38 337.00 _ _ 5'..3 • I S 200 O.SO 7 3.94 4.57 334.00 333.00 3.21 7 ~ ~ CB 39 335 50 i
_ ~ , r , _ ~ - _ - - - _ 4~. ~ _ ~ _ - r> ~ i N ~ ~ , ' _ 863 1.78 6.57 8.6I 3 5.60 354.00 5.35 CB 36 CB 37 361.00 IS 90
I - ~ 1 ~ 1 , - ~ t i C8 37 CB 39 333.30 15 80 26.00 7.23 32.94 354.00 333.D0 5.89 ,z- ` ~ ~ -
- ~ ~ ' C8 39 CB 40 335.00 I8 205 1.40 1 12.09 12.43 333.00 330.10 6.84
~x ~ ~ ~ f,. ~ , ~ ~ CB 40 CB 43 33 L80 48 72 L3 83.34 169.3 329.00 328.00 8.66
~ , 1 C'. ~,K, ~ t +r~ CB 43 C844 33L80 72 120 0,60 251.43 328.03 320.85 320.15 9.10 I r CB 44 CB 45 331.80 72 l10 0.60 274.26 328.03 320.15 319.40 911
a r _ r w ~ CB 45 46 331.80 72 120 0. 74.42 32t0S 319.40 318.10 9.20
~ a' ~ / i ; ~.l ~ ~ ' ' 1 ~ ` ~ ~ ~ 4 1. 0 72 120 0.60 280.10 326.05 318.70 31890 9.91 CB 46 CB 1 33 B A
1 ~ ~ ~ - ~ ~ ~s ,n CB 4' CB 48 333.50 72 100 0.60 79.94 328.03 318.00 317.40 9.98 CB 48 . FES 49 n 40 0.60 0. 284.86 328.05 311.40 31?'0 l0 ~
~ I " ' FOREBAY ` _ CB SO 3 2.50
CB 51 352.50 15 130 L03 1.08 6.57 6.11 354.40 353.00 5.35
A, _ , ~ CB SI CD S4A 347.50 IS 30 32.30 LS2 12.96 36.34 353.00 344.30 7.33 j
v . ~ ,1 . t CB S2 358.50 ~ s° w I CB 548 347.50 li 30 41.00 0.58 6.57 41.6 354.00 341.10 4.02 ; 1
~ ~ CB S4A CB 546 347.50 IS 130 2.00 1.84 14.25 11.86 344.30 311.10 8.06 ~ i.
0 . ` ~_-t q _ . ~ ~ ~ CB S3 358.50 ~
- , ' _ ~ _ _ ~ : 1 r ' ; CB 54 352.00 15 40 35,00 0.58 4.93 3812 354.00 340.00 4.02 0 _ ,
~ . , , y ~ / ~ - CB 348 341.50 i i - CB 54 357.00 24 160 LOb L06 23.32 23.30 341.10 340.00 7.42 .~...J-• ~h i -
ACCESS RAMP i - _ SS 353.00 24 70 L10 LOS 23.18 23.73 340.00 339.20 7.38 Y CB 4 CB r
ril _ _ ~ " ~ ~ r' ~ CB SS CB Sb 353.00 24 10 1.15 L22 24. 29.99 339.20 338.50 1.95 a
- _ _ , I _ . ~ ~ CB S6 CB 62 336.00 24 75 8.67 1. 23.84 66.61 338.50 332.00 8.23 • ` y
B 6 333.30 30 290 0.52 2 .1S .SS 332.00 330.50 5.65 1.1 CB 62 C 3 ~ " " CB 56A 349.00
ti ~
CB 56B 346.50 15 145 0.48 0.05 1,46 4.48 345.UU 344.SU 1.19 I Fi w
CB 56B CB 56C 341.00 15 70 1.8 0.20 2.921 .81 34430 343.00 2.38
CB 56C CB 56D 347.00 15 40 1.25 0.25 3. 8.22 343.00 342.50 2.50 Al 32 CB 56b CB 61 345.00 19 73 933 0.3t .09 342.50 335.50 3.67 O
1 . B 57 344.50 V
040-0 CB 58 344.50 18 120 1.10 1.1 11.02 I . 2 340.00 338.10 6.24
L4 140 1.00-0-0 1,4 .62 338.70 337.30 6.82 CB 58 CB 59 34450 A
, k 9 CB 60 344.50 30 175 3.33 0.65 3 7445 337.30 336.30 6.55 0 CB 60 CB 61 345.00 30 90 2.22 03. 4
C8 6i CB 63 335.50 336.30 334.30 7.92 30 75 5.07 1743. 335.50 330.50 9.25
do, CB 63 FES 64 36 60 30.83 0.9 I 3 330.50 312.00 9.31 a
r` 8 CB 110
J '14 ..rte • CB Ill 348.00 15 145 0.55 0. 1 0.67 4. 345.00 344.20 0.55 A CB I II CB 112 348.00 l5 95 0.74 0. 13 5
t y , ~d kFRol` CB 112 CB 113 348.00 lS 95 0.53 0. ,88 4. 343.50 343.00 3.16
y f - - CB 113 CB 114 348.00 15 145 0.69 0.47 4.41 5.371 343.00 342.00 3.59
, CB I l4 CB 115 349.00 15 135 110 I. a 6.14 60 342.00 340.50 5.38 A Tff CB l15 CB 116 349.00 I8 28 1.01 0. 340.50 340.20 4.11
VERT #6 0 i r~ CB 116 FES 117 18 BS 40.24 0. 9.11 340.20 312.00 5.32 CB 118 CB 119 332.00 15 20 250 0.1 ,6 10.1 334.00 333.50 2.13
" 8" ALL WALLS _ ?w 4'- 0 7'- 0 C CB 119 CB 120 337.00 15 184 0.82 0.66 5.24 14. 335.00 332.00 4.27
~i REINFORCED CONC. 1 , PLATFORM ~ . 344.20 343,50 1.87 CB 120 CB 121 337.00 18 SO 2. 00 0. 7.7714, 332.00 331.00 4.40 ' r a ; "
6„ _ 7"R P CB 121 FES 122 18 BO 1.25 0. 9.39 11.4 331.00 330.00 5.31 rE. M
#4 0 8" E.W. olo 10'-0" 11r
- EL. 324.5
a
iv PLAIN END - EL. 321, .5
72 RCP f
#6 0 8" O.G. 8" V RT. STL 6 0 8' O.C. r} -TOWN OF CARY NCGRID NORTH
to EL. 316.0 cl, c WATER BOOSTER PUMP ~10 j
rn HORIZ STL. #4 0 12 O C o, I 7 7 7 PLATE RM o ~A STATION SITE PROJECT NO. KYS-94009
LI TS 'o - 8 AOUAT!C SHELF (BY OTHERS) low FUZENA"
co 12 12 IN V. 313 0 m 45' 0 o SOLID CONCRETE ` '04' w KYSEFECP.DWG N 0139579,42' OESICNED BY: GCS
DIVERSION BLOCK iv o
#6 0 8" 12" o trEa' Inr
f"~ 1 6 0 i 8 ~ PRM
a, #4 0 12" #6 0 8., - - - - HORIZ. r GRAPHIC SCALE s CAU1,0=509
CUTOFF 15-0" WALL #4 0 12"
r- 0'2~ W so o zs so 00 zoo U6TE, N 12~ 08-08-9 41q,62
ET NO.
SECTION PLAN
} ( IN FEET ) S-4 I inch = 50 ft
EFFLUENT DRAINAGE [MMeADA
N.T.S.
r

m
NOTES:
NOTES; vaasr su° wtt a aer gtoa ,~vwat mr! sru ~ wsrgtFO s st Vi
CONCR Smoothy Mend Dealgn depth contact oroa DEWATEREIG CONCRETE BLOCK >su~utID eatxwobc. a~ ut utq+ et9Ra a~ x txm+. oWnl s7wt ~ i ~ S ~ t/r t t/i oar umti~sa+ntlw nx roP a A410t w FRONT OF COVER W/ 1
Dee' top width ~ Deei t width l~urmt K cow i !'-r
Design depth m~ s ror a axm I'i
' Des' n thickness = ~ - p TTI IIN---~-- m" ~ 'mot _ SIWE 6~7E A ~ ~ store a Duna t snr r ro ta) r-s a,, TOP
'.e ¦ 0 i (lOM°t LDE t ,/T ro A! IMECIW - - Q ~ !Y ENG°IEER I? , U t t/r t2 t/2 t t/i
~ ~ ¦ - GRAYEL BEDDN4 Design thickness a~s° ~ ~ - . y
OR FlLTER FABRIC GRAVEL BEDDING - ' TOP OF COVER ° ~ ~ ~ ' 4d d tr °4 _ r ~
2' min top PARABOLIC-SHAPED RIPRAP CHANNEL TRAPEZOIDAL RIPRAP CHANNEL OR FlLTER FABRIC oo eo - ('1 0 4 d tr p Q d tr D -SCAIE. 3/4 " t -tl S i 4 D o tr z t/r h.d ~ ~ ° 4a ' P Q'tQd pp°~ PD I (1i O
g tneboam CONSTRUCTION SPECIFICATIONS (Y ° $tpsp ~ Oeaign lop width / o ° 4a <Q ~ D~>D O Q 44 I T ° tr ~'_s r_ t/r yr ~ U ~
aloes ~ ~ ~ ~ ` 1. UY ONE BLOCK ON EACH SIDE OF THE STRUCTURE O tr ~
~ ON ITS SLOE ON THE BOTTOM ROW TO ALLOW POOL ~ CCDp0~0 ~~x DRANIACE 1ME FOUNDATION SHOULD BE EXCAVATED ~ o
wtMa~ AT LEAST 2 INCH BELOW THE CREST OF THE STORM II II peeign dep NII 11 DRAIN. PLACE THE BOTTOM ROW OF THE BLOCK AGAINST _ SECTION A-A ~ ~~r ~
I II THE EDGE OF THE STORM DRAIN FOR LATERAL SUPPORT AND TO N?OID WASHOUTS WHEN OVERFLOW OCCURS. 2:1 SLOPE, GRAVEL 2:1 SLOPE, GRAVEL FILTER Y'-i ~ _ sit orrr crrooi SECTION C-C c 3 4• ~y
Deal this - + I IF NEET7E0, CNE LITERAL SUPPORT TO SUBSEQUENT ROWS Bt PLACING Z~4 WOOD STUDS THROUGH I BLOCK OPENINGS. WIRE SCRE _"V i V~ 21 1/l. / W W
- I GRAVEL BEDDING 2. CAREFULLY Ftr HARDWARE CLOTH OR COMPARABLE TEMPORARY SEDIMENT WIRE SCREEN ~ i 2 t Y FRONT I a N I / t/r rrouno ~
OR FlLTER FABRIC Design thickness WIRE MESH WRH t/2-INCH OPENING OVER All P00L BLOCK OPENING TO HOLD GRAVEL IN PLACE. I t/r DEWATERING r I r r ~1 y4D" 0
3. USE CLEAN CRAVEL,3/4-TO 1/2-INCH IN
V-SHAPED RIPRAP CHANNEL TO BE USED WHERE EXCESSNE STORMWATER DUMETER, PLACED 2 INCHES BELOW THE TOP VELOCRIES PROHI&T VECETATNE LININGS. OF THE BLOCK ON A 2 1 SLOPE OR FLATTER AND 1'MIN. DETAIL OF HANDLE - ~ \ E ~I' U3
SRE OF STONE MUST BE DETERMINED BY SMOOTH IT TO AN EVEN GRADE, DOT X57 WASHED APPROPRIATE DESIGN PROCEDURE. STONE 5 RECOMMENDED. 2'MAx nUFT TO t/2 CYl y/i ~ 4 . 3/i CRLL-Z HOIES t1• • W U
DIMENSIONS FOR d dC W VARIES ACCORDING TO DESIGN. ' I CIASS'~ 9 3/~~ W ~y \Ii ' J CONCRflE • y/~.
DIMENSION d1, d2, d3 ACCORDING TO DESIGN "a A, / a-M d f~$'~ CtfIIMIL• p ~ a Wp CLSSS "B" CONCREf~' d . ~ 5-~..~.-- 5 Lt1 ©
SEDIMENT z w .m
CROSS SECTION ~ LONGITUDINAL END s ~ W ~ wr
FRAME -scx>:: i t/r • r-tl-
:CTION STANDARD DETAILS AND SPECIFICATIONS OF CASTING FOR CATCH BASIN ~?~?l~~~f~?"?r??
Permanent diversion located above a slope RIP RAP LINED CHANNELS BLOCK AND GRAVEL DROP INLET PROTECTION CATCH BASIN TYPE it rrP it ~t~` CAR'...
v
t/T woos PK7( 1WlE f - n ui _ TOP OF DAM EL 322.00
sooo ifCCaNC. cowR SEAL. 2 q~
i/r oaweL RW (z rron tACK seEl i dIJV~, w.. - 1 Q 100 YR. FLOOD EL. 321.43 ~e~,
~ r. ~A,,. F 1 '."9 "till • B B TOP 0 MANHOLE EL 3 500
n, ~ ~i 27 3/i VEGETATED EMERGENCY SPILLWAY Q 50 YR. FLOOD EL. 320.97 +i?? 5
EL 320.50 ri
- - I- t R A: 2 t/7 0• 8.5" 8.0' 5
r s s/r p 25 YR. FLOOD EL 3?0.06 0 AS ro
COMPACTED Flu B : 3 1/7 er r e 3/~ C: 41/B' REO'D.
E 6~ 0 : 1 3/4" B L OF MANHOLE EL 307.0 X10 YR. FLOOD EL. 318.67
PLAN OF FRAME WT.=120 LBS. AS
BACKFiLL ANN 8" REO'D.
THICK LAYER OF GRAVEL FlLTER FABRIC 2-1/r p TOP OF RISER EL. 315.00
1 SECTION B-B
w+ eNwset~ Nou our sTRS>s a NnfNA ?rrw~n To t~ ' ~ aACCTKat nos wn as nc ReeWL11K euLUl, 1 n n n n_n_ R P T.- 8 FT. DIA. M.H. ~ NO MAL OOL EL 3 3 00 D E
tyro, N.T.S.
saE wwset[ O O 1 O O
u s/4' fbMACr IaWIS 10 t vi O O ~
~ !E MRCIMIIp) I I AMGgIt NCTIWa w A l2-Mpl 1RENGi ~ v-TRENCH I/t v/le' T/~ a. a. c. o. a. a Too Q
IQ~1011 ' s/c n a CONC. r ~ ~ o 0 4i ~ o i tvi o Zo
aN3sw a s . e o r w'10NiD a~al~i4 ~ N01tlNG t T ~ o 0 0
I 1 1 ~N 3 4 EO 1/9" 1 1 0 0
T I/7 a-J/f I 1 / BMCKEis L 3 3/6" R ~oo t ua ,
I IS/Id 1 ~ T PLAN OF GRATE
E%TENSpN OF fABfdC AND WIRE Wi. = 132 LBS
INTO THE 1RENCN a2 I/f t s/e rA°alto ro s/~
v STANDARD DETAILS AND SPECIF{CATIONS CATC FILTER fABRIC F{CATIONS CATCH BASIN CASTING -TYPE 'B' _ 4.. Zi Z sD"`E''''" POND IN JE~7 307.00 2 ae" RCP o ,
SLUE t" . K (T~~) ~ ~ ~
_ WIRE
273' OF DAM PROFILE - 5 ;,x 24"
N.T.S.
,T 4 1 3/~ O O -
I/~
O O O O
Installation of nettin and mattin modified from Va. Div. of Forest In I i n det it f ediment fence MANHOLE FRAME AND COVER A A g g( ry) stal at o a o s A B B n NOTES:
27 3/4" 126" 1. (,ON~RETE FOR COLLAR SHALL BE 3000 PSI MIN. 28 DAYS STRENGTH. h~i 24' 1 1/2 X 5/16' THK. STEEL 2 COLLAR SHALL BE CONNECTED TO 48" RCP YMTH A WATERTIGHT JOINT. H
O O SLATS AT 8" O.C. «i
a a CONCRETE COLLAR DETAIL ~ ~
1 A o N.T.S. T»
1.S' ANN. o O O N TOP OF RISER ,~,a
t;,..~ 9" MIN. ' ''/'I= EL. 315.00 Wty
! PLAN OF GRATE A '
~ PLAN OF FRAME WT. = 132 LBS. ~ ~
WT. - 120 LDS. 1.0' SPECIFICATIONS: ASTM C 478 -LATEST 15 AASHTO M 199 -LATEST
PR A T CON : , r EC S C TYP 1~. RR di
0.'''/ 24' T- M.H. RISER ~ I
2 I/7 C01lA~TED ION. e' DIA, q NOTES FOR M.H. B S S, C,7 -
°;i~ . 2' MM1 a, ,aF 'r Fllter fabric SECTION A-A 1 CAST OPENING FOR 12" SLIDE GATE OPPOSITE ~ SECTION a-e 48" RCP OPENING ~ C~'

' A rt, 1.i 18" MIN 2 REINFORCING IN PRECAST MANHOLE RISER AND BASE TO BE BY MANUF. SPECIFICATIONS AND
4 :f:...... SHALL MEET OR EXCEED SPECIFICATIONS ABOVE.
1,1, TRASH GUARD DETAIL 3. PRECAST MANHOLE RISERS TO BE N.C. PRODUCTS
Clan 1 q B Erodon Control DESIGN OR EQUAL, APPROVED BY ENGINEER. W
stone STANDARD DETAILS AND SPECIFICATIONS 24" 8' TYPICAL ` 24" FICATIONS 24" x 24" DRAIN GRATE AND FRAME N.T.S. 4. ANTI-FLOTATION BALLAST CONCRETE WILL BE 10.0 TOTAL SECURED TO PRECAST MANHOLE VNTH 3/4"DOWELS ~
® 24" O.C. AROUND THE MH BASE.
I~ ~ ~ PLAN OF GRATE WT.=200 LBS. 5. STEPS TO BE PLACED AT UNIFORM 16" SPACING.
6. INVERTED SIPHON SHALL BE INSTALLED BY CORE
24' MAX. 1 1/8" at ant« I GRASS LINED BRASS LINED 2.0' DRILLING HOLE, NUMBER, SIZE AND INVERT AS
h'~ (TYP) Flltsr fabric TYP 50' MIN. SHOWN ON CROSS SECTION OF DAM. NON SHRINK ) GROUT SHAII BE APPLIED IN ANY EXCESS SPACE
S/B" EL. 322.00 OUTSIDE SIPHON PIPE.
2 1 2
EL. 320.50 ~ 1 1
~ ~ SECTION A-A 3S 1/r oz cv ~ NCDOT CLASS °B" RIP RAP
PLAN OF FRAME 18" THICK W/MIRAFI
l" WT.=460 LBS. NOTE; SPILLWAY LONGITUDINA ua ' Stone should be placed over the channel banks to kNep wOter LENGTH = 12'-0" (MIN AY LONGITUDINAL SLOPE ~ 1.09, UNDERLINER OR EQUAL
from cutting oroun4 the dam. ~ = 12'-0" (MIN) t
X- X- TIN 'A-A' EMERGENCY SPILLWAY - - ' SEC 0 X SECTION B B EMERGENCY SPILLWAY CHANNEL
N.T.S. N.T.S.
I
STANDARD DETAILS AND SPECIFICATIONS I i
Tem Ora earthen diversion dike Stone Check dam 24" x 24" U~y DRAIN GRATE & FRAME P ry ~7 .5 INTERIOR SLOPES
PIPE DU. PER GRADHJG PLAN a
NOTES; y,~ub _
°~F Co SLIDE GATE FRAME SUPPORTS SPORTS SOILS SHALL MEET USCS 10' CLASSIFICATION SC, CL, OR
a. GRAVEL PAD TO BE 12'x 50' AND 5 THICK MINIMUM SET IN MORTAR AT 4' INTERVALS (MIN) ML HIGH PLASTICITY SILT (MH)
b. TURNING RADIUS SUFFICIENT TO t/C ACCOAN40DAlE LARGE TRUCKS IS TO 6E ~y 2r Y H COMPACTED EARTHFILL DAM, OR CLA (C) MAY BE USED
PROVOED j'~~,vu~yq RIPRAP TRASH GUARD 3.0' HIGH 1-4" DIA. PVC INVERTED PROVIDED THAT ITS LIQU10 DAM REFER TO DAM SPECIFICATIONS SIPHON INVERT EL. 313.00 LIMIT IS LESS THAN 70. MAX. FOR COMPACTION SPECIFICATIONS A
_ TOP OF DAM EL. 322.00 _ ~n
C. umwM,alaN JMUUW a LNNIw lu PROVIDE FOR MAXIMUM UTKM BY ALL P<UI:K rKAUMLN 151ZL s INGHL5. EMERGENCY SPILLWAY EL. 320.50 w 1 W4 -0
CONSTRUCTION VEHICLES. r-I I/2' SLIDE GATE HANDWHEEL Q L 3 0 91
BE MATAINED WHICH WILL d. MUST L P RREVENT EVENT P NI A TRACKLING OR OR ION ~ TOP OF RISER EL. 315.00 00 ~ L_ z 8'0 PRECAST CONC. Z wz
DIRECT FLOW OF MUD ONTO STREETS. . PERIODIC TOPORESSMIG WITH STONE TYPICAL, CONC BRICK MANHOLE RISER A
SILL BE NECESSARY; KEEP SOME HANDY S~ECTIIOONE~ NORMAL POOL EL. 313.00--~ 00 12.0' ~i PRINCIPAL SPILLWAY F Q
e. ANY MATERIAL WHICH STILL MAKES R ONTO THE ROAD MUST BE CLEANED UP ISOMETRIC VIEW USE SEWER DETAILS 2' ANTI-SEEP COLLAR i- 48" RCP BARREL X 104 LF ® 0.27% E S
IMMEDIATELY. STEPS TOP OF 5'x5' L. 10.00 1'_0' 10.00 ~2.p ~11CA MIN. PROJECTION (TYP) A 1 O A A Q
15 SEDIMENT RISER BOX cp a
A A PROVIDE 7 4"x4" OPENINGS IN 8" 5'-0° 5'-0"
MASONRY WALL ' INVERT EL. 306.37
S INVERT EL. 307.00
ao?D ~ $ w i 1n i ~ ~ 1
8 8" CONCRETE 1
MH do - PIPE DIALo APRON LENGTH 4 I 1MESH BASE SHALL BE 9.61 X 9.6'W X 24" THICK
W • APRON WIDTH 1/ 3 X PIPE 0 MIN AND SHALL BE INTEGRALLY 12' MIN
d • APRON DEPTH PLAN 12' #57 STONE x!57 STONE FILTER ATTACHED TO RISER CORE TRENCH SOILS SHALL MEET
R d' MIN Ld 07 PEI/ USCS CLASSIFICATION ML, CL, MH, OR CH WITH A LIQUID LIMIT LESS
I CONTRACTOR SHALL INSTALL A 12" ;TALL A 12" BARREL INV. IN = 306.65± CROSS SECTION OF BERM THAN 70. MAXIMUM ROCK FRAGMENTS
77R`~' ' MAX. SLOPE 0 % FLOW SIZE 15 VSE SIZE SLIDE GATE, HYDR-GATE MODEL 101C E MODEL 101C SIZE 1 INCH.
COARSE AGGREGATE ,ti VARIABLE VARIABLE OR APPROVED EQUAL. GATE SHALL 2-Y GATE SHALL N.T.S.
OF WORKING (SEATING) HEAD. 'ANDING 15 FT. HEAD.
mmkssk BE CAPABLE OF WITHSTANDING 15 FT. NOTES: APPLICAW AT ALL POINTS OF ti 3D00~ CONCRETE .BOTTOM d
INGRESS ! COMM UNTIL SITE IS J STABILIZED. FNEOUENT CHECKS OF SECTION A-A T B
NOTES: THE DACE AND TIMELY MAINTENANCE MUST BE PROVIDED. SEE APPROPRIATE SCHEDULE FOR DIMENSIONS Filter blanket
1. La is the length of the riprap apron. 19 0 DAM SPECIFICATIONS
cn 2. d = 1.5 times the maximum stone diameter but not less than li PIPE AND JOINT SPECIFICATIONS PEOJ"cT Na.
N KYS-94009 REINFORCED CONCRETE PIPE SHALL BE IN ACCORDANCE WITH ASTM C-76, CLASS III SPECIFICATIONS.
3. A filter blanket or filter fabric should be th installed between the riprap and soil foundation. JOINTS FOR CONCRETE PIPES SHALL BE IN ACCORDANCE WITH ASTM C-443 SPECIFICATIONS. Ftt"AME-z
O KYS949DT O ECIfIC •
TEMPORARY CONSTRUCTION ENTRANCE/EXIT _ STORM SEWER MANHOLE PIPE OUTLET TO FLAT AREA NO WELL DEFINED CHANNEL SCALE 31e 1' PORTLAND CEMENT CONCRETE SHALL MEET THE REQUIREMENTS OF NCDOT SPECIFICATIONS, SECTION 924 DEgIGNM BY: GCS
m AND SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2250 PSI, UNLESS OTHERWISE NOTED.
EMBANKMENT COMPACTION SPECIFICATIONS DRAWN BY. AL ` EARTHFILL EMBANKMENT AND CORE TRENCH SHALL BE PLACED ON LIFTS OF 8" TO 10" THICKNESS
AND COMPACTED TO 95% OF STANDARD PROCTOR MAXIMUM DRY DENSITY (ASTM D698) AT A MOISTURE cAt~; NTS
CONTENT GREATER THAN OR EQUAL TO THE STANDARD PROCTOR OPTIMUM MOISTURE CONTENT (ASTM D698)
r 0 PLUS 2 PERCENT, IN PLACE FIELD DENSITY TESTS SHALL BE CONDUCTED EVERY 2500 SF IN EACH LIFT. DATE: 8_08_9,: ; PLACEMENT OF ALL FILL SHALL BE MONITORED BY A FULL-TIME GEOTECHNICAL ENGINEER/INSPECTOR.
a SBBF N0. ; . b.'
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