NCG140366_COMPLETE FILE - HISTORICAL_20070401

STORMWATER DIVISION CODING SHEET
NCG PERMITS
PERMIT NO.
/v C�, / L/D 3 � (e
DOC TYPE
HISTORICAL FILE
❑ MONITORING REPORTS
DOC DATE
YYYYMMDD

State of North Carolina
Department of Environment
and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
William G. Ross Jr., Secretary
Alan V . Klimek, Director
:' il 1. 2O07
Rick Proctor
PLT Concrete Services. Inc.
14 Turnaue Road
North Carolina 27993
Subject: General Permit No. NCG140000
PLT Concrete Services. lnc.
COC NCG140366
Nash County
Dear la?r. Proctor:
In accordance %vith vour anniication for discharge por•,nit received on Au�iust 7. ?006: and the:,
e?`a 7 +'li re''Isions on February 2, 2001. we are fonvardim herewith the subieci ccrtlilcaiY of eovt: aL'e
to discharge under the subiect state --NTPDES general permit. This permit is issued pursuan€ to the
requirements of North Carolina General Statute 143-21 5.1 and the Memorandum of Agreement between
No th Carolina and the US Environmental Protection agency dated May 9, 1994 (or as subsequently
amended). t ..
If any parts, measurement frequencies, or sampling requirements contained in this permit are
unacceptable to you, you have the right to request an individual permit by submitting an individual
permit application. Unless such demand is made, this certificate of coverage shall be Anal and binding.
Please take notice that this certificate of coverage is not transferable except after notice to the
Division of Water Quality. The Division of Water Quality may require modification or revocation and
reissuance of the certificate of coverage.
This uerrnit does not affect the legal requirements to obtain other permits which may be reauird
by -.the Division of Water Quality or permits required by the Division of Land Resources. Coastal °Area
!vlanaUement Act. or any other Federal or Local governmental permit that may be required.
if you ria�'P any rnic„inns concerning this normi5 lease contact Ken Pir_l.le at
(919) ;-5083 ext. 5S4.
cc: - DWQ Raleiah Regional Office
DWQ Central Files
rStormwater Pe,=*ttin; Unit Files
sti'u- 9-011001
Sincerely,
Alan W"Klimek, P. E.
1617 Mail Service Center, Raleigh, North Carolina 27699-1617
An Equal Opportunity Affirmative Action Employer
Telephone [phone] FAX [phone]
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STATE OF NORTH CAROLINA.
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
GENERAL PERII1IT NO. NCG140000
CERTIFICATE OF COVERAGE No. NCG140366
STORMWATER AND PROCESS WASTEWATER D1SCH.ARGES
NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM
In compliance with the provision of North Carolina General Statute 143-215.1, other lawful standards and
regulations promulgated and adopted by the North Carolina Environmental Management Commission, and the
Federal Water Pollution Control Act. as amended.
PLT Concrete Seri ices. Inc.
is hereby authorized to construct and operate a process wastewater treatment system, and is hereby authorized to
discharge process wastewater and stormwater from a facility located at
PLT Concrete Services. Inc.
14564 US 264A
Zebulon. North Carolina
Nash County
to receiving waters designated as Moccasin Creel:, a class C NSW water in the Neuse River Basin
in accordance uith the effluent limitations, monitoring requirements, and other conditions set forth in Pans I, II. III.
IV, V. and VI of General Permit No. NCG140000 as attached.
This certificate of coverage shall become effective April 1, 200T
This Certificate of Coveraee shall remain in effect for the duration of the General Permit.
Signed this day April 17 2007.
Alan W. Klimek, Director
Division of Water Quality
By Authority° of the Environmental Management Commission

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LEB fl 2 2007
DENR - WATER CAJAUT
Wedands & Slwwmal• Bmich
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PLT Concrete Plant Stokes Law Computation �D *so**
Middlesex, NC ►l11,1,1+"''
rl
The following is a synopsis of the design procedure for the settling analysis for
the proposed water quality pond serving the proposed PLT Concrete Plant in
Middlesex, NC.
There was a sample taken from the Wilson, NC plant of the inflow into the pond
located on site. The storm event was less than a 1-Yr. storm event. The sample
was analyzed for TSS and the TSS level indicated 63 mg/L. This was inclusive of
both the cementitious material and the normal stormwater runoff from the total
site.
The gradation of Portland Cement was taken from a study by NIST and was used
in the analysis.
The critical velocity was calculated and then the fractional removal was
determined. The amount of suspended solids leaving the settling basin was (1-
fractional removal). This volume amount released was then multiplied by the
density of Portland Cement. This weight was then summed to determine the mgll
leaving the site.
The 2 year storm was used. The concept of the 2 year storm was the first flush
concept. It was determined that during a 2 yr. event the settling structure was
sufficient to reduce 100 mgll concentration to below 30 mgll (See Table 1). This
100 mglL was almost double the concentration of the sample that was taken.
Additionally the 2 year storm event at 65 mg1l TSS which is 103% of the
concentration of sample was shown to reduce the level of TSS to below 30 mgll
(See Table 2).
The 10 year storm was used. it was determined that during a 10 yr. event the
settling structure was sufficient to reduce 65 mgll TSS, which is 103% of the
concentration of original sample, to below 30 mgll (See Table 3).
Note that the sample taken was taken from the total site runoff. The sample
gradation is taken to be the gradation of Portland Cement. This is quite a
significant factor of safety. This factor of safety is due to the fact that the
cementitious material probably only makes up a small portion of the sample. This
cementitious material is very fine therefore it takes more settling time than does
runoff from natural soil conditions.
o UPiPRlO��Ej�

o (oJA[ul

Note that the settling structure is 198% of the size that is required to meet the
Neuse Nitrogen requirements for a stormwater wet pond.
Note that the settling structure is 273% of the size that is required to meet the
NCDENR-DLQ sediment pond to prevent off -site release of sediment from
naturally occurring soils.
Note that the drum wash area is totally self contained for the 25 yr. storm.
Therefore the only cementitious material would come from the small amount
contributed by the actual area of wash down for the outside of the truck and from
the very limited amount of residual cementitious dust around the batch mixing
area.
Note that all particles larger than 16 microns will remain inside the settling
structure in a 10 yr. storm. All particles smaller than or equal to 16 microns will
not settle to the bottom in a settleable solids test (1 hour in an Imhoff Cone)(See
Table 4).

PLT Concrete Plant
Middlesex, NC
Table I
-Settling Analysis of Cementitious Material
-Flow for 2 yr. Storm
density water
62.4 Ib/ft`
density cement
94 Iblft2
viscosity of water
0.0005981 Ib/ft-sec
acceleration of gravity
32.2 Ib/sec2
specimen conc
100 mg/L
Overflow Velocity
0.000068 ft/sec
Nearly double the lab concentration
gee notes
Weight o
%<= Residual
Particle % Particle Particle Settling Fractional Fractional Suspended
Size Size Size Weight Diameter Velocity Removal Overflow Solids
micron mg sec mg
1
4.7
4.7
4.7
3.2810E-06
1.0174E-06
0.0150
0.9850
4.6297
1.5
2.6
7.3
2.6
4.9215E-06
2.2892E-06
0.0331
0.9663
2.5125
2
4.8
12.1
4.8
6.5620E-06
4.0698E-06
0.0598
0.9402
4.5127
3
5.6
17.7
5.6
9.8430E-06
9.1570E-06
0.1347
0.8653
4.8459
4
4.6
22.3
4.6
1.3124E-05
1.6279E-05
0.2394
0.7606
3.4988
6
7.6
29.9
7.6
1.9686E-05
3.6628E-05
0.5386
0.4614
3.5063
8
6
35.9
6
2.6248E-05
6.5116E-05
0.9576
0.0424
0.2545
12
10.5
46.4
10.5
3.9372E-05
1.4651 E-04
2.1546
0.0000
0.0000
16
8.2
54.6
8.2
5.2496E-05
2.6046E-04
3.8304
0.0000
0.0000
24
13.8
68.4
13.8
7.8744E-05
5.8605E-04
8.6183
0.0000
0.0000
32
10.3
78.7
10.3
1.0499E-04
1.0419E-03
15.3215
0.0000
0.0000
48
12.4
91.1
12.4
1.5749E-04
2.3442E-03
34.4733
0.0000
0.0000
64
5.2
96.3
5.2
2.0998E-04
4.1674E-03
61.2858
0.0000
0.0000
96
2.8
99.11
2.8
3.1498E-04
9.3767E-03
137.8931
0.0000
0.0000
128
0.4
99.51
0.4
4.1997E-04
1.6670E-02
245.1434
0.00001
0.0000
128
0.5
1001
0.5
4.1997E-04
1.6670E-02
245.1434
0.00001
0.0000
Total mg/L 23.7603

PLT Concrete Plant
Middlesex, NC
Table 2
-Settling Analysis of Cementitious Material
-Flow for 2 yr. Storm
density water
density cement
viscosity of water
acceleration of gravity
specimen cons
Overflow Velocity
62.4 Ib/ft'-
94 I b/ft2
0.0005981 I b/ft-sec
32.2 lb/sec?
65 mg/L
0.000068 ft/sec
Approximately 115% of the lab concentration
see notes
Fr
Weight o
%<= Residual
Particle % Particle Particle Settling Fractional Fractional Suspended
Size Size Size Weight Diameter Velocity Removal Overflow Solids
micron mg sec mg
1
4.7
4.7
3.055
3.2810E-06
1.0174E-06
0.0150
0.9850
3,0093
1.5
2.6
7.3
1.69
4.9215E-06
2.2892E-06
0.0337
0.9663
1.6331
2
4.8
12.1
3.12
6.5620E-06
4.0698E-06
0.0598
0.9402
2.9333
3
5.6
17.7
3.64
9.8430E-06
9.1570E-06
0.1347
0.8653
3.1498
4
4.6
22.3
2.99
1.3124E-05
1.6279E-05
0.2394
0.7606
2.2742
6
7.6
29.9
4.94
1.9686E-05
3.6628E-05
0.5386
0.4614
2.2791
8
6
35.9
3.9
2.6248E-05
6.5116E-05
0.9576
0.0424
0.1654
12
10.5
46.4
6,825
3.9372E-05
1.4651E-04
2.1546
0.0000
0.0000
16
8.2
54.6
5.33
5.2496E-05
2.6046E-04
3.8304i
0.0000
0.0000
24
13.8
68.4
8.97
7.8744E-05
5.8605E-04
8.6183
0.0000
0.0000
32
10.3
78.7
6.695
1,0499E-04
1.0419E-03
15.3215
0.0000
0.0000
48
12.4
91.1
8.06
1.5749E-04
2.3442E-03
34.4733
0.0000
0,0000
64
5.2
96.3
3.38
2.0998E-04
4.1674E-03
61.2858
0.0000
0.0000
96
2.8
99.1
1.82
3.1498E-04
9.3767E-03
137.8931
0.0000
0.0000
128
0.4
99.5
6.26
4.1997E-04
1.6670E-02
245.1434
0.0000
0.0000
128
0.5
100
0.325
4.1997E-04
1.6670E-02
245.14341
0.0000
0.0000
Total mg/L 15.4442

PLT Concrete Plant
Middlesex, NC
Table 3
-Settling Analysis of Cementitious Material
-Flow for 10 yr. Stone
water
ty cement
sity of water
eration of gravity
men cone
flow Velocity
62.4 Ib/ft
94 1b/ft2
0.0005981 Ib/ft-sec
32.2 lb/sec?
65 mg/L
0.000414 ft/sec
`** Approximately 115% of the lab concentration
"'*see notes
Weight o
%<= Residual
Particle % Particle Particle Settling Fractional Fractional Suspended
Size Size Size Weight Diameter Velocity Removal Overflow Solids
macron mg sec mg
1
4.7
4.7
3.055
3.2810E-06
1.0174E-06
0.0025
0.9975
3.0475
1.5
2.6
7.3
1.69
4.9215E-06
2.2892E-06
0.0055
0.9945
1.6807
2
4.8
12.1
3.12
6.5620E-06
4.0698E-06
0.0098
0.9902
3.0893
3
5.6
17.7
3.64
9.8430E-06
9.1570E-06
0.0221
0.9779
3.5595
4
4.6
22.3
2.99
1.3124E-05
1.6279E-05
0.0393
0.9607
2.8724
6
7.6
29.9
4.94
1.9686E-05
3.6628E-05
0.0885
0.9115
4.5029
8
6
35.9
3.9
2.6248E-05
6.5116E-05
0.1573
0.8427
3.2866
12
10.5
46,41
6.825
3.9372E-05
1.4651 E-04
0.3539
0.6461
4.4097
16
8.2
54.6
5.33
5.2496E-05
2.6046E-04
0.6291
0.3709
1.9767
24
13.8
68.4
8.97
7.8744E-05
5.8605E-04
1.4156
0.0000
0.0000
32
10.3
78.7
6.695
1.0499E-04
1.0419E-03
2.5166
0.0000
0.0000
48
12.4
91.1
8.06
1.5749E-04
2.3442E-03
5.6623
0.0000
0.0000
64
5.21
96.3
3.38
2.0998E-04
4.1674E-03
10.0663
0.0000
0.0000
96
2.8
99.1
1.82
3.1498E-04
9.3767E-03
22.6491
0.0000
0.0000
128
0.41
99.5
0.26
4.1997E-04
1.6670E-02
40.2651
0.0000
0.0000
128
0.51
1001
0.325
4.1997E-04
1.6670E-02
40.26511
0.00001
0.0000
Total mglL 28.4253

PLT Concrete Plant
Middlesex, NC
Table 4
-Settling Analysis of Cementitious Material
-Flow for 10 yr. Storm
Settleable Solids
Settling Posdive
Particle Settling Depth Per Means
Size Velocity Hour Settled 13"
micron sec (inches)
1
1.0174E-06
4.3953E-02
-1.2956E+01
1.5
2.2892E-06
9.8895E-02
-1.2901 E+01
2
4.0698E-06
1.7581 E-01
-1.2824E+01
3
9.1570E-06
3.9558E-01
-1.2604E+01
4
1.6279E-05
7.0326E-01
-1.2297E+01
6
3.6628E-05
1.5823E+00
-1.1418E+01
8
6.5116E-05
2.8130E+00
-1.0187E+01
12
1.4651 E-04
6.3293E+00
-6.6707E+00
16
2.6046E-04
1.1252E+01
-1.7479E+00
24
5.8605E-04
2.5317E+01
1.2317E+01
32
1.0419E-03
4.5008E+01
3.2008E+01
48
2.3442E-03
1.0127E+02
8.8269E+01
64
4.1674E-03
1.8003E+02
1.6703E+02
96
9.3767E-03
4.0507E+02
3.9207E+02
128
1.6670E-02
7.2013E+02
7.0713E+02
128
1.6670E-02
7.2013E+02
7.0713E+02

HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 2789E
[phone]
JOB F T <Z-ct3u(_(JN_ ?,_A %)
SHEET NO. or
CALCULATED BY DATE
CHECKED BY DATE
SCALE
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G v rv-r I Al uo v s �S E rJ Li A'i r a,v ,:r 4. u L F L O W
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4, So cfs
IO YC4:k& STolpr -> MAY CL.C- i/pt tdN = Z !p, cj(c
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JOB P(- T [. c1"c.'C u-TC- L C3 u c u,✓ Lf�n.'T
HERRING-SUTTON & ASSOCIATES, P.A. SHEET NO.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone] -
OF
CALCULATED 8Y DATE
CHECKED BY
SCALE
DATE

HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB p&'T CoNc.lL&�—' e-5-- ( 7GtLl UGU
SHEET NO. OF
CALCULATED BY DATE
CHECKED BY DATE
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toc)K A-T P��T 4� �R�� SC/J�MC'.✓� Rc=MovgL A3P[:�T
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REPORT of ANALYSIS
RON SUTTON
HERRING-SUTTON AND ASSOCIAT
2201 NASH ST NW
WILSON NC 27896
CS
Microbac Laboratories, Inc.
SOUTHERN TESTING do RESEARCH DIVISION
3809 AIRPORT DRIVE, NW
WILSON, NC 27896-8649
[phone] [phone] (fax)
www.southerntes fing.com
SAMPLE No.: R0075-001 1 AB07862
Date Reported: Thursday, December 28, 2006
Phone / Fax: [phone]
P. O.:
Client Sample Marks: PLT CONCRETE PLANT WO#4510A STW INFLUENT
Sample Collection Date: 12/23/2006 8:30:00 AM I Matrix: STW
Lab Submittal Date: 12/27/2006 9:25:00 AM f Classification: E
CAT No. ANALYSES METHOD ANALYZED by PQL RESULT UNIT
EW-040-01 Solids: Total Suspended EPA 160.2 12/27/2006 PEB 5 63 mg1L.
Sample Comments: n
and f%pr6 by:
is kin ant
ager, Analytical Sciences Department
Page 1 of 1 Admin 12/28/2006 11:56:36 AM
Wilson Division - NCO0120 Certification: Drinking Water #37708 Wastewater #21
(-G) Greensboro Division - NCO01754 Certification: Drinking Water #37795 Wastewater #637
Chemical and Microbiological Analysis: Environmental • Agrochemical • Foods • Pharmaceuticals

Microbac Laboratories Inc.
Southern Testing & Research Division
3809 Airport []rive, Wilson; NC 27896
Phone: [phone],.." %Fax: [phone]
9
CHAIN OF. CUSTODY
and Analyses Request • - Lab .Use Only. 1,
Rush Approval By: Date/Time: 1
Dept: 0
�igin�l Report To: L }
- V� �� I-'� �4(,v i� i1 _ �K �fZ11 ✓4oic� r155Criu�23
4`'
idress: j ?V v� : 5� }
( {J f Sc
Contact Person: ` 1 �e Accl, # Trans ort: '
Q1 S tit`r 4 Uv� �, �/ ! lrl
Rec'd on Ice? Tem Res. Cl. pH:
Phone # �j
2 S z 2 -1 — �S '7. (❑ Yes 1 No
voice Address: Fax # 2 T i SAMPLING CHARGES:'
S J cl B C� ITime:____Milea�ce:_ ___ Other.-_—_—__.._
rmpMd By: Q 4 t K 1 i Project ID: Analyses
�t Anal ses Requested
rquested Turnaround Time F U lj S U! t �`
®anal (2 weeks) 0 Rush (3-5 days) ' y��~ s(b "*
Ld Emergency Rush (ASAP) ' FO # STRL QUOTE # 0`� O� HOC` �yDC
ADDITIONAL CHARGES WILL APPLY `c C oC
CALL FOR APPROVAL Client Requested Due Date:
em Start End Comp Grab Sample GOZ` �y0 Qom
# Dataffime Date/Time Type.. Description/Sample Marks
-'"
--'.o-
/
----------------------
----------------------
--------------------
---------------------
--------
r-------
Rf LINOUISHED BY
DATEMME
RECE a D BY
DATEMME
NOTES:
/---------
p
2
3
Field Res. CL.: Field Conductivity: Field Temp: Field pH: Field D.O.:
IS DATA TO BE USED FOR REGULATORY COMPLIANCE PURPOSES? YES NO IF YES, WHICH REGULATORY AGENCY:
"See Reverse for Codes
SAM001.01 (1/06)
STRL COPY

Herring -Sutton
& ASSOCIATES - P.A.
ENGINEERS • SURVEYORS • PLANNERS
January 31, 2007
Stormwater Permitting Unit
Division of Water Quality
1617 Mail Service Center
Raleigh, North Carolina 27699-1617 $m
Attention: Bethany Georgoulias
Subject: PLT Concrete Services -Middlesex Plant
Nash Countya
Dear Mr. Ms: Georgoulias:
We are in receipt of you e-mail requesting additional information regarding our
previous submittal for this ready mix facility. The enclosed three sets (3) of
revised plans address both the comments in you aforementioned email as well
as those we discussed by telephone.
Based upon our conversations we have elected to include a discharge as a
feature of our water quality pond which will be subject to discharge limits for
wastewater from ready mix facilities. The outlet structure for the pond will handle
beyond the 25 year storm without utilizing the emergency spillway. One foot of
free board is provided above the 100-yr storm level in the pond. This water
quality pond as designed will achieve approximately 80% removal of total
suspended solids. Copies of the pond storm routings as well as Stoke's law
calculations are included with this submittal.
As previously discussed the discharge from the load check area flows into a
baffled sediment basin via a concrete flume. Downstream of the load check area
with have place an asphalt diversion to direct flow towards the sediment basin for
the load check area and prevent it from flowing down the drive to old US 264.
This basin has been designed to achieve approximately 85% removal of TSS
prior to discharge. The discharge from this BMP flows into the forbay of the water
quality pond.
As previously discussed, the stormwater flow from sand and aggregate stockpile
areas flows into the water quality pond. The solids generate from these two
material areas will be treated in the pond prior to discharge.
2201 Nosh Street NW Wilson, North Carolina 27896 • [phone] • Fax [phone]

Included with this submittal are detailed calculations pertaining to the drum wash
facility along with sketches. As previously state this is a non -discharge recycle
system which relies on evaporation to remove water from the system. We have
provided sufficient storage within the facility to handle the 25-yr storm event. If
there is a discharge from this structure it will discharge into the water quality
pond for treatment prior to discharge from the site.
trust that upon review of the above you will be able to proceed with issuance of
a storm water permit for this facility.
If you should have any questions or need additional information, please feel free
to call me.
Respectfully,
Herring -Sutton and Associates, P.A.
Ronnie L. Sutton, P.E.
Cc: Ricky Proctor, Manger PLT Concrete Services

NCG140366
November 14, 2006
B. Georgoulias
PLT Concrete Services, Inc. (Zebulon)—General Permit and ATC Review
rev. 11 /15/06
Summary
This facility subnutted a Notice of Intent to be covered under General Permit NCG140000 (Ready-
il,hv Cont-mte). The stormwater and wastewater discharge drains to Moccasin Creek (Class C-NSW),
in the Neuse River Basin. This facility is located in Nash County, handled by the Raleigh
Regional Office.
Application review
a) The permit application has been signed and sufficiently completed. Yes.
b) The SIC code accurately describes this facility's activities and is covered by this general
permit. SIC 3273 (Ready -Mixed Concrete).
c) Does the facility propose a new or expanding wastewater discharge to ORW waters (not
allowed), or waters upstream of ORW (special limits may apply)? No.
d) Does this facility have other permits? Yes—NCGO1 (Construction S/W permit)
e) Hazardous Waste Activities? No.
f) DLR Mining Permit status requested: N/A.
g) DEH approval? N/A.
h) Erosion/Sedimentation Plan Approval (for NCG14 or NCG02 ATC)? Yes.
i) Regional Office input requested: 11/14�/2006 (RRO contact 1\I. Nisely): --.0 ROVA Qmy`�
RO Approval received: ? �6l
Cz/lwo( to elcgoc�ii�C
j) Is an ACC. Required? Yes. See Review below. �' J
k) Application approved? ?
1) Special Notes: None.
ATC Review Lip i ed
Site Plan and Calculalions.
Aggregate pile runoff appears to drain to stormwater pond. Will these be sprayed down, and
if so, where does that water go? If it does drain to the stormwater pond,400ks•likr-sn,.._
mass- and a [Not taken into account for either the 1�
pond or recycle system]. Se�phon�elogs�.�; {+ ^!
Where are die vehicles washed down? There is a wash stand at the entrance (south end) of
the property, as well as a conveyance and concrete wash sediment pit leading from there to

NCG140366 November 14, 2006
B. Georgoulias
the stormwater detention pond ... does vehicle wash down water drain to there? See phone
logs.
• No detailed drawings supplied for the recycle system. What are the dimensions of the cells,
and what drainage area to the system is accounted for? Where's the hydrograph for this
system (referenced in the cales)? Also, calculations do not take into account aggregate pile
irrigation or vehicle wash down ... will these activities' runoff be routed there? See phone
logs.
• ***Big issue: Claining "dry infiltration pond" will empty water through enfiltration (assumed
0.9 in/hr rate); however, this pond is being installed along the length of nearly 4 acres of
wetlands ... which are 1-3' hz,gherin elevation than the base of the proposed pond. Won't the
assumed infiltration rate be compromised? Potential to drain the wetlands and not have any
esfArration at all at times with the water gradient that will be created? Should provide
information to support enfiltration assumptions in this situation. See phone logs.
Also 6iW Co uC rn ..
Phone logs
Left message with R. Sutton with Herring -Sutton & Associates P.A. ( 252.291.8887) on 11 /15/06.
Items discussed:
✓
Here
✓
Here
✓
Here
✓
Here
7/96,
L/vzVe� 4—o c5k� 6,-j_cA_4—o v,
4-o
�' / ' L� 7 �' /1�D/ G •' ��s/¢�'7 P�3' /.S /s c �� JI�J q � ,� c a r� n a f ���a/
Co�ru�r1 was � J��ruc�
�QYMa% �S/9n �Zr2Re�
�� so ryrrc�-
in �� , �s T�ea� af�'po
i 4 /
//k�j E s,A?%yl� GD/I� 4e�-1"n9 ?%P �i �y c.-� lra�r�z�

�a
CONCRETE SERVICES, INC.
August 3, 2006
Mr. Ken Pickle
N.C.D.E.N.R.
Division of Water Quality
1617 Mail Service Center
Raleiah, N.C. 27699-1617
Re: Stormwater Permitting
New Concrete Plant
Zebulon, N.C.
Dear Ken,
LAUG n 7
DENR - Vbrit. e n QUALITY
Vfttlands & Stormwater pram
First of all, 1'd like to again thank you for your assistance and understanding recently, during the
pennitting process of our plant in Selma, N.C. I'm happy to say that we opened for business this past
Monday and things are starting to look good for us there. The site looks great and I hope you'll come for a
visit in the near future.
Enclosed you will find the required paperwork and documents for another new concrete plant that
we are planning to open near Zebulon, N.C. I have included three (3) copies of all the necessary
information and 1 hope you find everything is in order and meets your requirements.
As I told you during our telephone conversation on Thursday, we mailed a renewal notice and fees
for our Wilson plant just last week and the check includes the $80.00 fee for this new permit application. It
should have been two separate checks and I apologize for any confusion. I talked with Fran in your office
and explained this to her and told her that I would make you aware of this situation. I have included a copy
of our check and her fax transmittal for you to verify this with Fran.
Upon review of this package, if you find anything further that's needed, please give myself or our
engineer, Ron Sutton a call at anytime. 1 have listed our contact numbers below.
Thanks for your attention and consideration regarding our request and I hope to hear from you
soon.
Sincerely.
PLT Concrete Services Inc.
Rick Proctor
General Manager
Rick Proctor
Office- 252-293-0500
Cell- 252-205-3337
Ron Sutton
Office- 252-291-8887
Cell- 252-230-0709
3214 Turnage Road - Wilson, North Carolina 27893 - Office 252-293-0500 - Fax [phone]

Division of Water Quality / Surface Water Protection
NC®ENR
National Pollutant Discharge Elimination System
Namn C + — CP' —E- Oe
:y,virtpunExl ..D Nwi - RESOURCES
NCG140000
NOTICE OF INTENT
FOR AGENCY USE ONLY
Date Received
Year
Da
Cenilicate of covcra e
CLGLI4
Check 0 Anwunl
Puma Assigned to
National Pollutant Discharge Elimination System application for coverage under General Permit
NCG140000:
STORMWATER AND PROCESS WASTEWATER DISCHARGES associated with activities classified as:
SIC (Standard Industrial Classification) Code - 3273 Ready Mixed Concrete
For new plant sites that will discharge or recycle process wastewater (even if commingled with
stormwater): This NOI is also an APPLICATION FOR Authorization to Construct (ATC) wastewater
treatment facilities. ATC requests must be submitted at least 90 days prior to construction'.
For existing plant sites discharging or recycling process wastewater (even if commingled with
stormwater): This NOI is also an APPLICATION FOR Authorization to continue to operate wastewater
treatment facilities in place. Construction, modification, or installation of any new treatment components
at an existing site requires an ATC.
Treatment facilities used to treat or recycle process wastewater (including stormwater BNLP structures
treating process wastewater flows commingled with stormwater) require an ATC prior to construction
per 15A NCAC 2H .0138. The authorization to construct or continue to operate will be issued at the
same time as the Certificate of Coverage (COC) for the NCG14 pen -nit. Design of treatment facilities
must comply with requirements of 15A NCAC 21-1 .0138 & .0139.
Construction of wastewater treatment facilities (this includes recycle systems) at new or existing plant
sites requires submission of three (3) sets of plans and specifications signed and sealed by a
Professional Engineer (P.E.) or qualified staff' along with this application. A copy of the design
calculations should be included. Please see questions 14 & 15.
For questions, please contact the DWQ Regional Office for your area. (See page 5)
(Please print or type)
1) Mailing address of owner/operator
Name ! i C--
Street Address U
City �wtlhtop State IV. C • ZIP Code
Telephone No. sa 453. O ro O Fax: a sa a g-
2) Location of facility producing discharge:
Facility Name
Facility Contact
Street Address
City
County
Telephone No,
Page 1 of 5
Fax. -
'As per 15A NCAC 2H .0106
Unless treatment facilities are designed, constructed, and put into operation by employees internal to the company who are qualified to
perform such work for their respective companies in accordance with General Statutes, 139C-25 (7), plans and specifications must be signed
and sealed by a P.E.
SWU-229-101905 Last revised 10/1912005

NCG140000 N.O.I.
3) Physical location information:
Please provide a narrative description of how to get to the facility (use street names, state road numbers, and
distance and direction from a roadway interseption). Nklgl oZ - C.. 2X1 I uAt _Nwq _31 . —t• R . I --
(A copy of a county map or USGS quad sheet with facility clearly located on the ma is a required part of this application.)
4) LatitudeM" 0114- $3aeN ongitude7VAQ rN. -SJ'SQ deg, min, sec)
5) This NPDES Permit Application applies to which of the following:
VNew or Proposed Facility Date operation is to begin Oct 16 QOO6
❑ Existing
6) Standard Industrial Classification:
Provide the 4 digit Standard Industrial Classification Code (SIC Code) that describes the primary industrial
activity at this facility
SIC Code: 2 a q 3
7) Provide a brief description of the types of industrial activities and products produced at this facility:
(Include a site diagram showing the process areas present at this facility.)
Mlylen okj-- j( X
8) Discharge points / Receiving waters:
How many discharge points (1ditches, pipes,, channels, etc.) convey stormwater and/or wastewater from the
property? AIGA .i u Oc S q l • (Now . w Q yet% —
What is the name of the body or bo ies of w t r (creek, stream,Aver, lake, etc.) that the facility stormwate
and/or wastewater discharges end up in? M 0CA s/W ( Aee-IC-, CM�5 C" /� 6(AJ /��.(.W—&&Y
If the site stormwater discharges to a separate storm sewer system, name the operator of the separate storm
sewer system (e.g. City of Raleigh municipal storm sewer).
Receiving water classification (if known):_
Note: Discharge of process wastewater to receiving waters classified as WS-11 to WS-V or SA must
be approved by the N.C. Dept. of Environmental Health. If DEH does not approve, coverage
under NCG140000 cannot be granted. No new discharges of process wastewater are permitted
in receiving waters classified as WS-I or freshwater ORW.
9) Does this.facility have any other NPDES permits?
No
If yes, list the permit numbers for all current NPDES permits for this facility:
N0010ooa
10) Does this facility have any Non -Discharge permits (ex: recycle permits)?
XNo
❑ Yes
If yes, list the permit numbers for all current Non -Discharge permits for this facility:
11) Does this facility employ any best management practices for stormwater control?
❑ No
Yes n
If yes, please briefly describe: C" t"% U
Page 2 of 5
SWU-229-101905 Last revised 10119/2005

' - 1 - , S �

NCG140000 N.O.I.
12) Does this facility have a Stormwater Pollution Prevention Plan?
No � !u p C�', { Garr 0PW DAO—)
❑ Yes
If yes, when was it implemented?
13) Are vehicle maintenance activities occurring or planned at this facility?
❑ No
Yes C mill CIL UIDA-M CPkq,
Wastewater Treatment Design Information
14) Are discharges occurring or planned from any of the following process wastewater generating activities?
Vehicle and equipment cleaning ❑ Yes $ No P-;s
Wetting of raw material stockpiles ❑ Yes No fM r�q
Mixing drum cleaning ❑ Yes No J
If yes to any of the above, please describe the type of process used to treat and/or recycle the process
wastewater.
For a sufficient application, you must provide design specifics (e.g., design volume, retention time, surface
area, etc.) and calculations to demonstrate compliance with permit effluent limits (pH — 6-9 SU, Total
Suspended Solids (TSS) — 30 mg/I, and Settleable Solids (SS) — 5 ml/t.) [Use separate sheet(s)].
If all these discharges are recycled, please refer to Question 15.
For plants that recycle and/or discharge process wastewater:
When applying for this permit, you are also applying for an authorization to construct (new
treatment facilities) or authorization to continue to operate (existing treatment facilities) as
part of the NOI. . For new sites, you must submit three (3) sets of design plans and
specifications with this application and provide supporting calculations that predict
compliance of final discharge with permit limits. For existing sites, applicants should submit
three (3) sets of plans and specs for facilities as -built and provide as many design details as
possible, or submit a detailed diagram of treatment systems in place that includes information
such as tank volumes, dimensions, retention time, piping, settling basin details, etc.
Please note: If new treatment_ systems_are _planned for an existing_site, an ATC will be required
prior to construction of those facilities. Plans/specs/calculations prepared by a P.E. and the
request for an ATC may be submitted with this NOI, or separately at a later date. DWQ may
request the status of your plans for requesting an ATC upon issuance of the COC.
15) Does the facility use or plan to use a recycle system?
Vo
Y es
DkOM WArh Qua— -Inc(W N
If yes, what size storm event is the system designed to hold before overflowing? (for example, 10-yr, 24-hr)
Q,5— year, 24-hr rainfall event
For a recycle system (regardless of when it overflows), please provide plans, calculations, and design specifics
(e.g., throughput assumptions/water balance, design volume, retention time, surface area, amount of
freeboard in design storm event, etc.). [Use separate sheet(s)].
WalFor a sufficient application, the information must demonstrate compliance of final discharge with permit effluent
limits (pH — 6-9 SU, Total Suspended Solids (TSS) — 30 mg/l, and Settleable Solids (SS) — 5 ml/l), or must
demonstrate that the recycle system has sufficient capacity to contain runoff from a 25-year, 24-hr rainfall
event plus one foot of freeboard under design operating conditions.
Page 3 of 5
SWU-229-101905 Last revised 1011912005

11
NCG140000 N.O.I.
16) Are wastewater treatment facilities (including recycle systems) planned in the 100-year flood plain?
XNo ❑ Yes If so, include information to demonstrate protection from flooding. (Minimum design
requirements for treatment works include protection from the 100-year flood, per 15A NCAC 2H .0219.)
17) Hazardous Waste:
a) Is this facility a Hazardous Waste Treatment, Storage, or Disposal Facility?
No
❑ Yes
b) Is this facility a Small Quantity Generator (less than 1000 kg, of hazardous waste generated per month) of
hazardous waste?
XNo
❑ Yes
c) Is this facility a Large Quantity Generator (1000 kg, or more of hazardous waste generated per month) of
hazardous waste?
X No
❑ Yes
d) If you answered yes to questions b. or c., please provide the following information:
Type(s) of waste: N
How is material stored: 111
Where is material stored: N
How many disposal shipments per year:_
Name of transport 1 disposal vendor:
Vendor address:
18) Certification:
UA
North Carolina General Statute 143-215.6 B(i) provides that:
Any person who knowingly makes any false statement, representation, or certification in any application, record, report, plan, or other
document riled or required to be maintained under this Article or a rule implementing this Article; or who knowingly makes a false
statement of a material fact in a rulemaking proceeding or contested case under this Article; or who falsifies, tampers with, or knowingly
renders inaccurate any recording or monitoring device or method required to be operated or maintained under this Article or rules of the
[Environmental Management] Commission implementing this Article shall be guilty of a Class 2 misdemeanor which may include a fine
not to exceed ten thousand dollars ($10,000).
I hereby request coverage under the referenced General Permit. I understand that coverage under this permit
will constitute the permit requirements for the discharge(s) and is enforceable in the same manner as an
individual permit.
I certify that I am familiar with the information contained in this application and that to the best of my knowledge
and belief such information is true, complete,, and accurate.
/��—�
Printed N��me of Person SiqI� ing: rl CL PW `—i `� L
Title: It PNPif�Alti lvll3,iUl'�G�P.2�
of Applicant) i. - -.
Notice of Intent must be accompanied by a check or money order for $80.00 made payable to:
NCDENR
Page 4 of 5
SWU-229-101905 Last revised 10/1912005

F
ADDENDUM TO PLT CONCRETE SERVICES
NOTICE OF INTENT
STORMWATER PERMIT APPLICATION
MIDDLESEX CONCRETE PLANT
PLT Concrete Services' Middlesex batch mix concrete plant is located on a 27
acre tract of land on the north side of U.S. 264 Alternate between Zebulon and
Middlesex within Nash County. The site has been designed to direct all on -site
stormwater flow directly connected to the batch mix plant operation into a dry
infiltration pond by either sheet flow or through grass lines swales. Also off -site
flow from above the site is being diverted around the site by use of diversion
s a es 9d storm drainage pipe. This off -site flow is not being directed to the dry
��✓ L� /infiltratii n pond. Also on the west side of the project we have an approximate 3
tacre-area that will be used for stockpiling topsoil, select backfrll and demolition
"'�7 7 concrete .The area to the west of the batch mix concrete plant has its flow
directed to a permanent sediment basins where the stormwater flow from the
stockpiling operation is directed into a permanent sediment basin designed with
silt fence baffles to improve the settlement capability of the sediment basin. We
do not anticipate the need for ph control at this facility. However, on a monthly
basis the ph will be checked and corrective measure taken by introduction of ph
balancing chemicals by a manual method.
To protect the dry detention pond we have set the emergency spillway elevation
1.0 feet above the 25-year storm outflow stage level in accordance with State
rules and regulations for non -discharge facilities. Secondly we are providing 6
inches of free broad above the 100 year storm outflow elevation. Also please
note the we chose not to factor into our pond discharge the effects of
evaporation. This is a factor of safety that has been built into the non -discharge
capability of the dry detention pond.
Also in addition to the stormwater detention pond we propose to construct a drum
wash facility on the site. At this location on a daily basis all ready mix concrete
trucks will have their drums washed out. The facility has been designed to allow
for 10 gallons per day per concrete truck to washing out the drum. The remainder
of the drum wash water will come from the drum wash storage of previously
washed water which has both settle and been filtered in the drum wash. The
evaporation rate of water is equal to twice the potable water introduced into the
system. As shown in the design calculations the facility has sufficient storage to
W•
handle the 25 year storm and a negative water cycle volume. Technically there
,��� �?
should be no discharge from this facility, however if there is it will flow into the
a6A ��'
non -discharge dry detention pond. With the sheet flow characteristics of this di.

This drum wash facility is technically a recycle system, with no discharge off of
the site.
A review of the Erosion Control plan for the batch mix concrete plant
demonstrates the site has been designed to drain all on -site stormwater from the
plant operation into the dry infiltration pond and that there is no discharge from
this facility in the 25 year storm event. Secondly, we have provided for 1.0 feet of
free board above the 25-year storm state level. Since there is no stormwater
discharge in the 25 year storm event and no recycling facility it is our opinion
under State rules and regulations that a State Stormwater Permit is not needed
to operate this facility.

JOB
HERRING-SUTTON & ASSOCIATES, P.A. SHEET NO. --. � OF
2201 NASH ST. NW CALCULATED BY S DATE al v
WILSON, NORTH CAROLINA 27896
(252) 29I-8887 CHECKED BY 1" ` DATE
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HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
(252) 29I-8887
JOB
SHEET NO. --
CALCULATED BY DATE
CHECKED BY DATE
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Re: PLT in Zebulon - wetlands issue
Subject: Re: PLT in Zebulon - wetlands issue
From: Myrl Nisely <[e-mail]>
Date: Wed, 15 Nov 2006 16:28:21 -0500
To: Bethany Georgoulias<[e-mail]>
Wow! Yes, get with Ron ASAP, because these people tend to move fast!
Looking forward to the package.
Myrl
Bethany Georgoulias wrote:
Myrl,
Just another heads up_ I looked at the application for this site a little more
carefully today and have several questions for PLT's consultant, Ron Sutton. One
of the biggest is that they are proposing to build their stormwater detention pond
right along the edge of about 4 acres of wetlands. The bottom of the pond is also
1 to 3 feet lower than the elevation of some of those wetlands...which raises these
issues: (1) will they drain the wetlands, and (2) can they really rely on
exfiltration to prevent discharge from that pond in this arrangement?
The package is on its way to you, so you'll see what I mean. I'm not sure if
they've broken ground on that pond out there or not, but I think this is
potentially a big issue.
I've phoned Ron and left a message that I wanted to discuss some things about the
application, so I'll keep you posted when he's been in touch.
Thanks,
BG
Myrl A. Nisely <°))))><
Environmental Chemist Il NC DENR - Div. Water Quality Raleigh Regional Office 1628
Mail Service Center Raleigh, NC 27699--1628 Telephone: [phone] or x4255
Fax: [phone]
[e-mail]
1 of 1 i I11 snnnti 4 111) PIM

PLT Plant in Zebulon, Application No. NCG 140366
Subject: PLT Plant in Zebulon, Application No. NCG140366
From: Bethany Georgoulias<[e-mail]>
Date: Fri, 17 Nov 2006 17:24:35 -0500
To: [e-mail]
CC: Ken Pickle <[e-mail]>, Ron Boone <[e-mail]>
Ron,
I've summarized the items below that we will require additional information on in
order to continue review of this permit application. Most of the items we discussed
on the phone today; however, there are a few questions about the recycle system we
didn't have a chance to go over. I've included a few follow-up questions, as well.
Could you please address the following:,
-You confirmed that the load check area, where vehicles are washed down, will drain to
the stormwater pond. Note that this will introduce wastewater into the stormwater
detention pond. Were any assumptions about the amount of daily wash water from this
operation accounted for in pond's holding capacity, or will the amount be incidental?
Please provide information to support any assumptions. (For example, while this
probably won't be taking place during a rain event, is there the chance for any
accumulation prior to a rain event?)
-You confirmed that runoff from stockpile irrigation will also flow into the the
stormwater pond (and clarified that the permanent diversion Swale on the grading plan
will ensure it doesn't bypass the pond). This will also introduce wastewater into the
stormwater pond. Again, were any assumptions about the amount of water from this
operation on a daily basis accounted for in the pond's holding capacity?
-As we discussed, the largest issue of concern is the nearly four acres of wetland
adjacent to the proposed stormwater pond. Several portions of this wetland are above
the elevation of the bottom of the pond. How will their proximity affect the assumed
exfiltration rate of 0.9 in/hr (based on soil type only), and how will the wetlands be
affected by the installation of this pond? Please provide information to support any
assumptions. How are you sure that the exfiltration rate will not be compromised by
this arrangement?
-No detailed drawings were provided for the recycle system. What are the dimensions
of the holding cells, and what is the total drainage area to the system? (The
calculations reference a hydrograph, but I only found hydrograph runs for the
stormwater basin in the application package).
`ease provide the requested—inform-tion_b.y December 20, 200'6. In the event that I'm
out (I'm scheduled to go on maternity leave sometime around the Christmas holidays,
but it could be sooner), please contact Ken Pickle to let him know you have submitted
the information. If you have any questions, please let me know.
Regards,
Bethany Georgoulias
Bethany Georgoulias
Environmental Engineer
NC DENR DWQ
Stormwater Permitting Unit
[phone], ext. 529
[e-mail]
I of I 11/17/2006 5:24 PM

Herring -Sutton
& ASSOCIATES • P.A.
ENGINEERS • SURVEYORS • PLANNERS
December 14, 2006
Stormwater Permitting Unit �w1
Division of Water Quality I�1
1617 Mail Service Center n
Raleigh, North Carolina 27699-1617 a' i
a o
Attention: Bethany Georgoulias
Subject: PLT Concrete Services -Middlesex Plant Il�A
Nash County �
Dear Ms. Georgoulias:
Your office currently has under review the construction plans for the above
subject batch mix concrete plant. As we have previously discussed we are
changing our design on the proposed facility from a non -discharge pond to a
discharge water quality pond -with PH monitoring and chemical feed for PH
adjustment. Also the water quality pond will be designed to achieve the required
TSS limits for batch mix concrete plants.
This morning in a telephone conversation we discussed the possibility of PLT
Concrete beginning construction on the facility at its own risk. The construction
would be limited to the plant equipment, office building, garagelstorage building.
No work would commence on the drum wash facility or the monitoring and
chemical feed system for the water quality pond. Based on this discussion it is
my understanding that we can proceed with this level of construction at PLT's
risk. If the above is not correct please advise in writing to this letter with
clarifications as soon as possible because we plan to begin footing construction
next week.
I thank you in advance for your assistance with this matter.
Respectfully
HerrjRg-Sutton and Associates, P.A.
ie L. Sutton, P.E.
Cc: Ricky Proctor, Manger PLT Concrete Services
2201 Nash Street NW • Wilson, North Carolina 27896 • [phone] • Fax [phone]

Re: Update on PLT in Zebulon
Subject: Re: Update on PLT in Zebulon
From: Bethany Georgoulias<[e-mail]>
Date: Fri, 15 Dec 2006 10:21:14 -0500
To: Ron Boone <[e-mail]>
CC: Mike Horan <[e-mail]>, Ken Pickle <[e-mail]>, danny smith
<[e-mail]>, Shelton Sullivan <[e-mail]>,
[e-mail]
Ron,
Thanks for the full update and diligence in visiting this site/meeting with the
parties involved, and for coordinating with Mike on the wetlands issues. As far as
the E&SC Plan violations go, I'm pretty sure LQ handles those. Danny or Shelton (I
.think he's out today) can give more guidance on that if necessary, and if you need
help with NOV.
We'll have to review the design when resubmitted to ensure the TSS and settleable
solids limits can be met. With an appropriate pH adjustment system, that parameter
shouldn't be an issue. I will send you whatever I receive when it comes in. Ken
Pickle is "on standby" and will likely have a big role in the review process (Ron
Sutton knows to contact him should I be out when he resubmits), but I'll do what I
can before I leave since this is up there on my priority project list.
Thanks,
BG
Ron Boone wrote:
Hi All,
I visited the site again on Wednesday morning and spoke with Ron Sutton,
Rick Proctor (General Manager) and Ronnie Lamm (Construction Project
Superintendent). It is PLT Construction that is doing the construction and
is responsible for current violations of NCG01 and sediment entering the
wetlands.
Mike and I have discussed this issue. We plan to issue an NOV for these
violations right now and then keep a close eye on them. They were not doing
any of the required monitoring. They claimed that they had a rain guage at
the top of the site that we just didn't see. No matter though, they're still
getting a NOV.
They have three layers of silt fence protecting the wetland. The amount of
silt between the layers greatly reduces the fences capacity and if they
don't clean it out before the next rain, I'm almost certain they'll have
more blow out.
I have informed them of the need to clean out between the silt fence and
will remind them in the NOV. But Mike and I have agreed that we don't want
them to clean out the wetland with equipment ... do more harm than good. The
sediment in the wetland is wide spread and thin. They'll need to determine
how much wetland is affected and then set up another layer of silt fence
inside the wetland to contain the sediment that's already there and then
straw the area.
As far as the S & EC plan ... their site has changed considerably from the
original plan. Thad may want to make another visit to the site. Both Mike
and I have reminded them of the need to have the revised plan reapproved.
They have at least two new basins not shown on the current S & EC plan.
Who's responsible for addressing this violation with them; SW or LQ? I can
address it in my NOV but I think LQ should probably step in.
1 of - 1/16/2007 12:37 PM

Re:. Update on PLT in Zebulon
As far as being a discharge facility adjacent to the wetland...I see no
problem with it. They'll have to comply with NCG14. The pH monitoring system
will need to be able to provide proper adjustment before release but 6-9
shouldn't be hard to achieve and shouldn't be a problem for the wetland. As
far as solids are concerned ... of course most of the solids in their
wastewater will be very silty and may not readily settle without some
assistance. I'm not sure if requiring a coagulant feed would be the proper
way to go though ... we may be getting more complicated than we want to be at
a concrete plant. They'll defintely have to monitor it carefully...and of
course we'll have to monitor them closely as well. Much will depend on the
design of the pond.
Bethany, I did tell them on Wednesday that I didn't think there was any
restriction on them building the plant, everything but the components
related to handling and/or treating the wastewater that is. I have no
objection to it.
I'll try to stop by out there often and unannouced during the construction
process to see how it's going.
I'll wait for further design documentation from them, via you, before
issuing a staff report to you on their request for the NCG14.
Let me know if you have any further ?s for me.
Regards,
Ron
-----Original Message -----
From: Bethany Georgoulias [mailto:[e-mail]]
Sent: Thursday, December 14, 2006 4:13 PM
To: Mike Horan
Cc: Ken Pickle; Ron Boone; danny smith; Shelton Sullivan;
[e-mail]
Subject: Re: Update on PLT in Zebulon
FYI The letter from Ron Sutton. From our permitting and authorization to
construct standpoint, the proposed construction is allowable before
receiving an NCG14 permit. However, if any of you have objections based
on sedimentation issues outstanding, they should be communicated ASAP.
[Mike, I'm not sure I've got Thad's e-mail correct. Is he in the
Raleigh Region? If so, could you make sure he gets a copy of this?]
Thanks,
BG
Mike Horan wrote:
We and I have talked to the owner as well as Ron Sutton of Herring and
Sutton. I told them that they were in violation of wetland standard
violation as well as NCGO1 condition violation. I have not written the
NOV yet. Thad Valentine of Land Quality is the'lead man for this site
as far as the S &'E plan is concerned. I have had dealings with
Herring and Sutton throughout this year just to let you know.
Bethany Georgoulias wrote:
Okay - is that being handled? I'm worried my confirmation that they
can begin construction on the plant itself without an ATC for
treatment systems will be misconstrued as an "okay" in spite of NCG01
2 of 1/16/2007 12:37 PM

Re: Update on PLT in Zebulon
and/or wetlands violations (which it isn't). Is the region
addressing the violations, and/or have you or Ron Boone spoken to the
owner or engineer about it?
Thanks,
BG
Mike Horan wrote:
They have allowed sediment to enter the wetlands. They have failed
on some of the condtions of NCG010000 permit. A violation needs to
be sent out. They actually had an approved S & E plan but have made
some modifications to it. So, it is my understanding that they have
not received approval for the modified S & E plan.
Bethany Georgoulias wrote:
Ron,
I just spoke with Ron Sutton, who asked about what construction was
allowed before they receive their NCG14 permit and ATC. I
confirmed that they could begin building the actual plant, as long
as there was nothing there to cause runoff of wastewater during a
rainfall event that would have no treatment system to go to. He
verified there would be no raw or aggregate materials on site, so
this would not mean any operation prior to receiving a permit either.
I explained the authorization to construct applies to the
wastewater treatment systems only --in this case the recycle system
and the pond that they have decided to redesign as a discharging
system. Mr. Sutton said as they construct, they will need the pond
for sedimentation purposes, but I pointed that should they find
design modifications necessary during the ATC process to meet
permit limits,.they will be held accountable for making those
modifications before operation.
He's going to send a letter "confirming our conversation," so I
wanted to be sure and send you my take on it.
Incidentally, we are still dealing with a discharge very near to
wetlands. Are there any other concerns at the region's level about
that we need to raise before he gets further into this? Or are we
okay from that standpoint as long as permit conditions and limts
are met?
Thanks,
BG
Bethany Georgoulias
Environmental Engineer
NC DENR DWQ
Stormwater Permitting Unit
[phone], ext. 529
[e-mail]
3 of4 1/16/2007 12:37 PM

STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT
AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
FAX [phone]
To: Don Perry, Herring -Sutton Fax: [phone]
From: Ken Pickle, Stormwater Permitting Unit, Date: January 16, 2007
Division of Water Quality
Phone: [phone] ext. 584 Pages: 4
E-mail: [e-mail]
Urgent For review Please comment Per your request FYI, no action - Please recycle
Subject: Settling calculations
Don,
See attached three pages. Please contact me with any questions. Note that .
I'm providing these to you as public information which you requested. I cannot
represent that this is a DWQ work product, or that DWQ has satisfied itself as to the
accuracy of the calculations or sufficiency of the methods utilized. In our
conversation today you indicated your general understanding of these constraints
on the information that we're providing.
916
Ken

■
PLT CONCRETE SERVICES
MIDDLESEX PLANT NOA
WATER QUALITY POND
DESIGN COMPUTATIONS
January 29, 2007
PREPARED BY: HERRING-SUTTON & ASSOCIATES, PA
2201 NASH STREET NW
WILSON, NORTH CAROLINA

PLT CONCRETE
MIDDLESEX PLANT
WATER QUALITY POND
DESIGN COMPUTATIONS
I. DRAINAGE BASIN DATA
• AREA: 18.0 ACRES
• SOILS: NASON LOAM
• USE: READY MIX CONCRETE PLANT
II. POND DESIGN CRITERIA
• SCS METHOD
• HYDRAULIC SOIL TYPE:C
• PREDEVELOPMENT RUNOFF CURVE NUMBER (CN): 65
(WOODED)
• 5.0 FEET PERMANENT STORAGE IN POND
• 85% POLLUNTANT REMOVAL EFFICIENCY
• EMERGENCY SPILLWAY WILL PASS 100-YR STORM
• SITE IMPERVIOUS PERCENT. 60%
SA/DA RATIO: 1.66
• SURFACE AREA REQ'D: SA/DA x DA x 43560 SF/100
1.66 x 18.0 X 43560 SF/100
• SURFACE AREA REQ'D: 15,031 SF
• SURFACE AREA AVAILABLE AT PERMANENT POOL :31,415 SF
• THEREFORE MINIMUM SURFACE AREA REQ'D MET
• POST DEVELOPMENT CN:87
• FIRST FLUSH RUN-OFF VOLUME= (RAINFALL) ( RV)( DA)
• RV= 0.05+0.009(1)
RV= 0.05+0.009(60) = 0.59
FIRST FLUSH VOLUME = (1"/12)(0.59)(18 AC)(43560 SF/AC)
FIRST FLUSH VOLUME = 38,551 CF
• VOLUME FIRST INCH OF RAINFALL: 38,551 CF
• STORAGE VOLUME PROVIDED: 94,442 CF ( BELOW PRINCIPAL
SPILLWAY OR OUTLET STRUCTURE
• THEREFORE MINIMUM STORAGE VOLUME REQ'D MET

III. POND DATA
• POND INVERT 202.0
• RISER INVERT 206.50
• RISER TOP 209.70
• PERMANENT POOL 207.00
• EMERGENCY SPILLWAY 211.70
• TOP OF POND 213.40
IV, RISER BARREL STRUCTURE
• 4.0 FT x 4.0 FT ID CONC. BLOCK RISER
• 24' DIAMETER RCP BARREL
• 1-4" AND 1-12" DIAMETER DRAW DOWN PIPES AT ELEVATION
TO MAINTAIN PERMANENT POOL ELEVATION AND PROVIDE
A 2-4 DAY DRAW DOWN PERIOD
V. DESIGN DATA FOR INFLOW HYDROGRAPHS
•
ASSUME TYPE II STORM
•
2-YR 1 DAY PERCIPITATION:
3.8 INCHES
•
10-YR 1 DAY PERCIPITATION:
5.8 INCHES
•
25-YR 1 DAY PERCIPITATION:
6.8 INCHES
•
100-YR 1 DAY PERCIPITATION:
8.5 INCHES
•
CN: 87 (POST DEVELOPMENT)
•
BASIN SLOPE: 3.50
•
HYDRAULIC LENGTH: 800 FT
SHAPE FACTOR: 484
•
Tc FACTOR: LAG
VI. PREDEVELOPMENT INFLOW HYDROGRAPH Qp SUMMARY
■ 2-YR: 16.02 CFS
VII. POST -DEVELOPMENT OUTFLOW HYDROGRAPH Qp SUMMARY
■ 2-YR:
4.50 -
CFS
■ 10-YR:
26.47
CFS
■ 25-YR:
30.23
CFS
0 100-YR
91.13
CFS

Pond Report
Hydraflow Hydrographs by inteliscAre Monday, Jan 29 2007, 10:32 AM
Pond No. 1 - WQPD A
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage 1 Storage Table
Stage (ft) Elevation (ft)
0.00 207.00
1.00 208.00
2.00 209.00
3,00 210.00
4.00 211.00
5.00 212.00
6.00 213.00
Contour area (sgft) Inct. Storage (tuft)
31,451 0
33,962 32,707
36,530 35,246
39,154 37,842
41,835 40,495
44,573 43,204
47,356 45,970
Total storage (cult)
0
32,707
67,953
- 105,795
146,289
189,493
235,463
Culvert 1 Orifice Structures
Weir Structures
[A]
[B]
[C] [D]
[A] [B]
[C] [D]
Rise (in)
= 24.00
4.00
12.00 0.00
Cast Len (ft)
= 16.00 40.00
0.00 0.00
Span (in)
= 24.00
4.00
1200 0.00
Crest El. (ft)
= 209.70 211.70
0.00 0.00
No. Barrels = 1
1
1 0
Weir Coed.
= 3.33 260
0,00 0.00
Invert El. (ft) = 206.50
207.00
208.00 0.00
Weir Type
= Riser Broad
- -
Length (ft)
= 60.00
1.00
1.00 0,00
Multistage
= Yes No
No No
Slope (%)
= 0.10
0.10
0.10 0.00
N Value
= .013
.013
.013 .000
Orif. Coeff.
= 0.60
0.60
0.60 0.00
Multistage = nla
Yes
Yes No
Exfiltration = 0.000 h4ir (Contour) Ta!Wer Elev. = 0.00 ft
N&W CukwbUrifioe ouftws have been analyzed under inlet and ouW wnhd.
Stage 1 Storage I Discharge Table
Stage
Storage Elevation
Clv A
Ctv B
Clv C
Civ D Wr A
Wr B Wr C
Wr D Exfil
Total
ft
cult it
cis
Cfs
cis
cis cis
cis cfs
cis cis
cis
0.00
0 207.00
0.00
0.00
0.00
- 0.00
0.00 --
- -
0.00
0.10
3,271 207.10
0.71
0.02
0.00
- 0.00
0.00 -
- -
0.02
0.20
6,541 207.20
0.71
0.08
0.00
-- 0.00
0.00 -
- -
0.08
0.30
9,812 207.30
0.71
0.15
0.00
- 0.00
0.00 -
-- ---
0.15
0.40
13,083 207,40
0.71
0.20
0.00
- 0.00
0.00 -
- -
0.20
0.50
16,353 207.50
0.71
0.24
0.00
- 0.00
0.00 -
-- -
0.24
0.60
19,624 207.60
0.71
0.28
0.00
- 0.00
0.00 -
- -
0.28
0.70
22,895 207.70
0.71
0.31
0.00
- 0.00
0.00 -
- -
0.31
0.80
26,165 207.80
0.71
0.33
0.00
- 0.00
0.00 --
- -
0.33
0.90
29,436 207.90
0.71
0.36
0.00
-- 0.00
0.00 ---
--- --
0.36
1.00
32,707 208.00
0.71
0.38
0.00
- 0.00
0.00 -
- -
0.38
1.10
36,231 208.10
0.71
0.41
0.04
- 0.00
0.00 -
--- --
0.45
1.20
39,756 208.20
0.71
0.43
0.18
- 0.00
0.00 -
- -
0.60
1.30
43,280 208.30
0.64
0.45
0.37
- 0.00
0.00 -
- -
0.82
1.40
46,805 208.40
1.14
0.47
0.65
- 0.00
0.00 -
- -
1.11
1.50
50,330 208.50
1.44
0.47
0.96
- 0.00
0.00 -
- -
1.43
1.60
53,854 208.60
1.79
0.46
1.30
- 0.00
0.00 ---
- --
1.76
1.70
57,379 208.70
2.16
0.46
1.69
- 0.00
0.00 ---
--- -
2,15
1.80
60,903 208.80
2.52
0.45
2.05
0.00
0.00
2.60
1.90
J
64,428 208.90
2.87
0.45
2.41
_
0.00
_
0.00
_
2.66
2.00
67,953 209.00
3.16
0.45
2.67
- 0.00
0.00 ---
- --
3.12
2.10
71,737 209.10
3.40
0.45
2.93
- 0.00
0.00 -
- -
3.38
220
75,521 209.20
3.63
0.45
3.16
- 0.00
0.00 -
- -
3,61
2,30
79.305 209.30
3.63
0.45
3.38
- 0.00
0.00 -
- -
3.83
2.40
83,o89 209.40
4.04
0.44
3.59
- 0.00
0.00 -
- -
4.03
2.50
86,874 209.50
4.20
0.42
3.78
- 0.00
0.00 -
- -
4.20
2.60
90,658 209,60
4.39
0.44
3.95
- 0.00
0.00 -
- -
4.39
2.70
94,442 209.70
4.58
0.46
4.12
-- 0.00
0.00 -
- -
4.58
2.80
98,226 209.80
6.33
0.46
4.17
--- 1.69
0.00 -
-- -
6.32
2.90
102,010 209.90
9.29
0.45
4.07
- 4.77
0.00 -
- -
9.28
3.00
105,795 210.00
12-90
0.41
3.73
- 8.75
0.00 -
- -
12.90
Continues on next page..-
W

WQPD-A
Stage 1 Storage 1
Discharge Table
Stage
Storage
Elevation
Clv A
Clv 0
Clv C
Clv D Wr A
Wr B Wr C Wr D Exfil
Total
It
Cult
It
CfS
Cfs
Cts
Cis Cfs
CfS Cfs Cfs CfS
CfS
3.10
109,844
210.10
16.88
0.34
3.06
- 13.48
0.00 - - -
16.88
3.20
113,893
210.20
20.02
0.25
2.23
- 17.54
0.00 - - -
20.02
3,30
117,943
210.30
21.46
0.20
1.84
- 19.40
0.00 - -- ---
21.45
3.40
121,992
210.40
22.52
0,17
1.57
- 20.76
0.00 -- - -
22,51
3.50
126,042
210.50
23.39
0.15
1.37
- 21.87
0.00 - - -
23.39
3.60
130,091
210.60
24.16
0,13
1.21
- 22.81
0.00 --- - -
24.15
3.70
134,141
210.70
24.86
0.12
1.09
- 23.64
0.00 - - -
24.85
3.80
138,190
210.80
25.50
0.11
0.98
--- 24.41
0.00 - - -
25.50
3.90
142,240
210.90
26.12
0.10
0.90
- 25.12
0.00 - - --
26.12
4.00
146,289
211.00
26.70
0.09
0.83
- 25.78
0.00 - - --
26,70
4.10
150,609
211.10
27.26
0.08
0.76
- 26.39
0.00 - - -
27.24
4.20
154,930
211.20
27.80
0.08
0,71
- 77.00
0.00 - - -
27,79
4.30
159,250
211.30
28.33
0.07
0.67
- 27.58
0.00 - - -
28.32
4.40
163,571
211.40
28.85
0.07
0.63
- 28.11
0.00 - -- -
28.81
4.50
167,891
211.50
29.35
0,07
0.59
- 28.66
0.00 - - -
29.31
4.60
172,211
211.60
29.84
0.06
0.56
- 29.20
0.00 - - -
29,82
4.70
176,532
211.70
30.32
0.06
0.53
-- 29.68
0.00 - - -
30.27
4.80
180,852
211.80
30.80
0.06
0.51
- 30.21
3.29 - - -
34.06
4.90
185,173
211.90
31.26
0.05
0.48
- 30.68
9.31 --- - -
40.53
5,00
189,493
212.00
31.72
0.05
0.46
- 31.17
17.09 - - ---
48.77
5.10
194,090
212.10
32.17
0.05
0.44
- 31.65
26.31 - - -
58.45
5.20
198,687
212.20
32.61
0.05
0.42
- 32.06
36.77 --- - --
69,31
5.30
203,284
21Z30
33.05
0.05
0.41
- 32.55
48,34 - -- --
81.34
5.40
207,881
212.40
33.44
0.04
0.39
-- 32.90
60.91 - - -
94.25
5.50
212,478
212.50
33.79
0.04
0.38
- 33.26
74.42 - - ---
108.10
5.60
217,C 75
212.60
34.13
0.04
0.36
- 33.62
88.80 --- --- --
122.83
5.70
221,672
212.70
34.46
0.04
0.35
-- 34.02
104.01 - - -
138.41
5.80
226,269
212.80
34.79
0.04
0.34
--- 34.32
119.99 - - -
154.69
5.90
230,866
212.90
35,12
0.04
0.33
- 34.68
136.72 - - -
171.76
6.00
235,463
213.00
35.45
0.04
0.32
--- 35.02
154.15 - - -
189.53
...End

Pond Report
r�
Hydraflow liydrographs by WelisoNe
Monday, Jan 29 2007, 11:26 AM
Pond No. 1
- WQPD-A
Pond Data
Pond storage is based on known Contour areas. Average end area method used.
Stage i Storage Table
Stage (ft)
Elevation (ft) Contour area (sgft)
Incr. Storage (tuft) Total storage (cuff)
0,00
207.00
31,451
0 0
1.00
208.00
33,962
32,707 32,707
2.00
209.00
36,530
35,246 67,953
3.00
210.00
39,154
37,842 105,795
4.00
211.00
41,835
40,495 146,289
5.00
212.00
44,573
43,204 189,493
6.00
213.00
47,366
45,970 235,463
Culvert 1 Orifice Structures
Weir Structures
[A] [B]
[C]
[D]
[A] [B]
[C] [D]
Rise (in)
= 24.00 4.00
12.00
0.00
Crest Len (ft) = 16.00 40.00
0.00 0.00
Span (in)
= 24.00 4.00
12.00
0.00
Crest EL (ft) = 209.70 211.70
0.00 0.00
No. Barrels
= 1 1
1
0
Weir Coeff. = 3.33 2.60
0.00 0.00
Invert El. (ft)
= 206.50 207.00
208,00
0.00
Weir Type - Riser Broad
- -
Length (ft)
= 60.00 1.00 ,
1.00
0.00
Multi -Stage = Yes No
No No
Slope (%)
= 0,10 0.10
0.10
0,00
N-Value
= .013 .013
.013
.000
Orif. Coelf.
= 0.60 0.60
0.60
0.00
Mufti -Stage
= n1a Yes
Yes
No
ExTiltration = 0.000 in/hr (Contour) Taiiwater Bev. = 0.00 ft
Nome: CukwVOrirroe oudloN have been anatyzed under inlet and outlet control.
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
0 00
Stage / Storage
0 50,000 100,000
Storage
Stage (ft)
6.00
5.00
4.00
3.00
2.00
1.00
000
150,000 200,000 250,000
Storage (cult)

Pond Report
W
Hydrailow Hydrographs by Intelisolve
Monday, Jan 29 2007, 11:27 AM
Pond No. 1 - WQPD,A
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage / Storage Table
Stage (ft) Elevation (ft)
Contour area (sgft)
Incr. Storage (tuft)
Total storage (tuft)
0.00 207,00
31,451
0
0
1.00 208.00
33,962
32,707
32,707
2,00 209.00
36,530
35,246
57,953
3.00 210.00
39,154
37,842
105,795
4.00 211.00
41.835
40,495
146,289
5,00 212.00
44,513
43,204
189,493
6,00 213.00
47,366
45,970
235,463
Culvert / Orifice Structures
[A]
[B]
[C]
[D]
Rise (fin)
= 24.00
4.00
12.00
0.00
Span (in)
= 24.00
4.00
12.00
0.00
No. Barrels
= 1
1
1
0
Invert El. (ft)
= 206.50
207.00
208.00
0.00
Length (ft)
= 60.00
1.00
1.00
0,00
Slope (%)
= 0.10
0.10
0.10
0.00
N-Value
= .013
.013
.013
.000
OdL Coetf.
= 0.60
0.60
0.60
0.00
Multistage
= n/a
Yes
Yes
No
Stage (R)
6.00
5.00
4.00
3.00
zoo
1.00
0 00
o 00
Weir Structures
[A]
[Bl
[C]
[D]
Crest Len (ft)
= 16.00
40.00
0.00
0.00
Crest El. (ft)
= 209.70
211.70
0.00
0.00
Weir Coef. .
= 3.33
2.60
0.00
0.00
Weir Type
= Riser
Broad
---
-
Mutd-stage
= Yes
No
No
No
Exfiitrafm = 0.000 in/hr (Contour) Tailwater Elev. = 0.00 ft
Now Cuh Uonfxe ou f ms have bean analyzed under inlet and outlet contd.
Stage / Discharge stage (ft)
20,00 40.00 60.00 80.00
Total Q
6.00
5.00
4.00
3.00
2.00
1.00
0.00
100.00 120.00 140.00 160.00 180.00 200.00
Discharge (cfs)

L - - A 1 _ _ I --

Hydrograph Report
Hydraflow Hydrographs by fntelisoNe Monday, Jan 29 2007, 11.14 AM
Hyd. No. 3
2-100 YR PREDEVELOPMENT INFLOW
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 2 yrs
= 18.00 ac
= 3.5 %
= LAG
= 3.80 in
= 24 hrs
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
694
0.00
1204
0.50
709
1.44
1219
0.49
724
14.69
1234
0.48
739
10.14
1249
0.48
754
3.72
1264
0,48
769
2.63
1279
0.47
784
2.17
1294
0.47
799
1.87
1309
0.47
814
1.67
1324
0.46
829
1.49
1339
0.46
844
1.34
1354
0.45
859
1.22
1369
0.45
874
1.16
1384
0.45
889
1.12
1399
0.44
904
1.07
1414
0.44
919
1.01
1429
0.44
934
0.96
1444
0.41
949
0.91
1459
0.13
964
0.85
979
0.81
994
0.79
...End
1009
0.77
1024
0.75
1039
0.73
1054
0.71
1069
0.69
1084
0.67
1099
0.65
1114
0.63
1129
0.61
1144
0.59
1159
0.57
1174
0.55
1189
0.53
Peak discharge = 16.02 cfs
Time interval
= 1 min
Curve number
= 65
Hydraulic length
= 800 ft
Time of cone. (Tc)
= 21.7 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 60,333 cult
( Printed values ar 0% of Op. Prim interval = 15)

Hydrograph
Plot
Hydraflow Hydrographs by Intelisolve
Monday, Jan 29 2007, 11:14 AM
Hyd. No. 3
2-100 YR PREDEVELOPMENT INFLOW
Hydrograph type =
SCS Runoff
Peak discharge
= 16.02 cfs
Storm frequency =
2 yrs
Time interval
= 1 min
Drainage area =
18.000 ac
Curve number
= 65
Basin Slope =
3.5 %
Hydraulic length
= 800 ft
Tc method =
LAG
Time of conc. (Tc)
= 21.68 min
Total precip. =
3.80 in
Distribution
= Type II
Storm duration = 24 hrs
Shape factor
= 484
Q (cfs)
18.00
15.00
12.00
Mlli 7
6.00
3.00
0. 00 -�..
0 3 5
w•— Hyd No. 3
2-100 YR PREDEVELOPMENT INFLOW
Hyd. No. 3 -- 2 Yr
i
Hydrograph Volume = 60,333 cult
Q (cfs)
18.00
15.00
12.00
M
3.00
0.00
10 13 15 18 20 23 25
Time (hrs)

Hydrograph Report
Hydrafiow Hydrographs by IntelisoNe Monday, .fan 29 2007, 11:2 AM
Hyd. No. 1
25-100 YR POST DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 66.51 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 18.00 ac
Curve number
= 87
Basin Slope
= 3.5 %
Hydraulic length
= 800 ft
Tc method
= LAG
Time of conc. (Tc)
= 11.2 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Discharge Table
Time --
Outflow
Time --
Outflow
Time --
Outflow
(min
cfs)
(min
cfs)
(min
cfs)
367
0.01
877
2.09
1387
0.73
382
0.04
892
1.98
1402
0.73
397
0.07
907
1.88
1417
0.72
412
0.10
922
1.77
1432
0.71
427
0.13
937
1.66
1447
0.41
442
0.17
952
1.56
457
0.20
967
1.45
472
0.24
982
1.41
... End
487
0.28
997
1.37
502
0.34
1012
1.33
517
0.42
1027
1,29
532
0.51
1042
1.25
547
0.60
1057
1.22
562
0.67
1072
1.18
577
0.73
1087
1.14
592
0.86
1102
1.10
607
1.03
1117
1.06
622
1.26
1132
1.02
637
1.54
1147
0,98
652
1.95
1162
0.94
667
2.46
1177
0.91
682
3.45
1192
0,87
697
6.33
1207
0.83
712
35.84
1222
0.82
727
37.84
1237
0.81
742
8.86
1252
0.80
757
5.70
1267
0.80
772
4.55
1282
0,79
787
3.81
1297
0.78
802
3.34
1312
0.77
817
2.93
1327
0.76
832
2.61
1342
0.76
847
2.32
1357
0.75
862
2.19
1372
0.74
Hydrograph Volume = 163,199 cult
( Printed vakm - 0% of Qp• Print intaml = 15)

Hydrograph Plot
Hydrafiow Hydrographs by lntelisolve
Monday, Jan 29 2007, 10:26 AM
Hyd. No. 1
25-100 YR POST
DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 66.51 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 18.000 ac
Curve number
= 87
Basin Slope
= 3.5 %
Hydraulic length
= 800 ft
�. Tc method
= LAG
Time of conc. (Tc)
= 11.23 min
Total precip.
= 3.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
0
Hydrograph volume = 163,199 cuft
25-100 YR POST DEVELOPMENT INFLOW
Q (cfs) Hyd. No. 1 -- 2 Yr Q (ems)
70.00 70.00
60.00 60,00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 1 Time (hrs)

Hydrograph Report
Hydrafiow Hydrographs by Intelisolve Monday, Jan 29 2007, 11:2 AM
Hyd. No. 2
25-100 YR ROUTING
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
Max. Elevation = 209.66 ft
■ storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
= 4.50 cfs
= 1 min
= WQPD-A
= 92,984 cuff
Outflow hydrograph volume = 149,332 tuft
( Printed values - o% of Qp Rint inberal =15)
Time
Inflow
Elevation
Clv A
Clv B
Clv C
Clv D Wr A Wr B
Wr C Wr D Wil Outflow
(min)
cfs
ft
cfs
cfs
cfs
cfs cfs cfs
cfs cfs cfs cfs
420
0.12
207.01
0.04
0.00
-----
----- ----- --
-- - -- 0.00
435
0.15
207.01
0.07
0.00
-----
---- ----- -----
----- ----- --- 0.00
450
0.19
207.01
0.10
0.00
--
--- -- ---
----_ ____ ___ 0.00
465
0.22
207.02
0.14
0.00
----
---- ----- -----
----- ----- ----- 0.00
480
0.26
207.03
0.18
0.01
-
- -- ----
----- ----- ----- 0.01
495
0.31
207.03
0.24
0.01
-----
---- ----- -
- -- ---- 0.01
510
0.38
207.04
0.30
0.01
-
- ----- -----
----- -- ---- 0.01
525
0.47
207.05
0.38
0.01
---
-- - ----
----- ----- ----- 0.01
540
0.56
207.07
0.48
0.02
0.02
555
0.64
207.08
0.59
0.02
--
- --- ----_
----- ----- ----- 0.02
570
0.70
207.10
0.71
0.02
-
----- - -
--- ----- ----- 0.02
585
0.79
207.12
0.71
0.04
-----
----- ---- -----
---- - --- 0.04
600
0.95
207.14
0.71
0.05
----
---- - -
----- ----- ----- 0.05
615
1.15
207.17
0.71
0.07
-----
----- ----- ---
- - - 0.07
630
1.40
207.20
0.71
0.09
-
- ----- -----
---- ----- ---- 0.09
645
1.74
207.24
0.71
0.11
-----
---- ----- ---
- ---- ----- 0.11
660
2.20
207.29
0.71
0.15
---
---- ----- -----
--- -- --- 0.15
675
2.94
207.36
0.71
0.18
--
- -- -----
----- ----- ----- 0.18
690
4.09
207.45
0.71
0.22
-----
----- ----- --
- - --- 0.22
705
17.12
207.67
0.71
0.30
-
- ----- ----
----- ---- - 0.30
720
66.51 <<
208.70
2.16
0.46
1.70
----- -- ----_
----- ----- ----- 2.15
735
11.27
209.52
4.24
0.42
3.82
----- ----- ---
- --- ----- 4.24
750
7.09
209.63
4.45
0.44
4.00
- 0.00
4.44
765
4.92
209.66
4.50
0.45
4.05
----- 0.00 -----
---- ----- ---- 4.50
780
4.14
209.66
4.50
0.45
4.05
----- 0.00 ----
- - -- 4.50
795
3.53
209.64
4.47
0.45
4.02
- 0.00 ---
----- ----- - 4.47
810
3.12
209.62
4.42
0.44
3.98
----- 0.00 --- -
----- ----- ----- 4.42
825
2.75
209.58
4.36
0.44
3.92
--- ----- -----
----- -- -- 4.35
840
2.45
209.54
4.28
0.43
3.85
- - -----
_---- ----- ----- 4.28
855
2.24
209.50
4.19
0.42
3.77
----- ----- -
-- ----- ----- 4.19
870
2.13
209.45
4.12
0.43
3.68
4.11
885
2.03
209.40
4.04
0.44
3.59
- - -----
----- -- ----- 4.03
900
1.92
209.35
3.94
0.45
3.49
----- -- - ----
_-- ----- ----- 3.94
915
1.82
209.31
3.85
0,45
3.39
3.84
930
1.71
209.26
3.75
0.45
3.29
- -- -----
----- ----- ----- 3.74
945
1.61
209.21
3.65
0.45
3.18
----- ----_ ----
_---- ----- ----- 3.63
960
1.50
209.16
3.54
0.45
3.07
- ----- -----
----- --- - 3.52
975
1.42
209.11
3.43
0.45
2.96
---- -- -----
----_ ----- ----- 3.41
Continues on next page...

25-I00YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D ExftI Outflow
(min)
cfs
ft
cfs
cfs
Cfs Cfs Cfs
Cfs Cfs Cfs Cfs Cfs
990
1.39
209,07
3.32
0.45
2.85 --_-- ----
-_ _- ____ __� 3.29
1005
1.35
209.02
3.21
0.45
2.73 -- --
----- ----- --- ----- 3.18
1020
1.31
208.98
3.09
0.45
2.62 ----- -----
---- ----- ----- -- 3.07
1035
1.27
208.93
2.96
0.45
2.50 ----- ----
-- ----- --- ---- 2.95
1050
1.23
208.89
2.84
0.45
2.39 ---- -
----- ----- -- --- 2.84
1065
1.19
208.85
2.70
0.45
2.24 ---- ___
___ _- ___ _-- 2.69
1080
1.16
208.82
2.57
0.45
2.11 ---- -
----- ----- - ----- 2.56
1095
1.12
208.78
2.45
0.45
1.98 - -----
----- - ----- - 244
1110
1.08
208.75
2.33
0.45
1.86 ----- _----
_ __ ___ ___ ___ 2.32
1125
1.04
208.72
2.22
0.46
1.75 ---- -----
----- --- ----- ---- 2.21
1140
1.00
208.69
2.11
0.46
1.65 ----- -----
---- ----- ----- -- 2.10
1155
0.96
208.66
2.02
0,46
1.54 ----- ----
---- ----- -- ----- 2.00
1170
0.92
208.64
1.92
0.46
1.44 - ----
- - ----- ---- 1.90
1185
0.89
208.61
1.83
0.46
1.35 ----- -----
----- ---- ----- - 1.81
1200
0.85
208.59
1.75
0.46
1.26 ----- --
--- ----- -__ _____ 1.73
1215
0.82
208.57
1.67
0.46
1.19 --- -----
----- -- ----- ----- 1.65
1230
0.81
208.55
1.60
0.46
1.12 ----- -----
- ----- ----- - 1.59
1245
0.81
208.53
1.53
0.47
1.06
1.52
1260
0.80
208.51
1.47
0.47
1.00 ----- ----
----- -- ----- -- 1.46
1275
0.79
208.49
1.42
0.47
0.94 ----- -----
- ----- --- --- 1.41
1290
0.78
208.48
1.37
0.47
0.89 -- ---
----- ---- --- ----_ 1.36
1305
0.78
208.46
1.33
0.47
0.85 ----- -----
--- ----- ----- -- 1.32
1320
0.77
208.45
1.29
0.47
0.81 ----- -
----- ---- -- . ---_- 1.27
1335
0.76
208.44
1.26
0.47
0.77 --- -----
----- - ----- --- - 1.23
1350
0.75
208.43
1.22
0.47
0.73 - -----
- --- - ----- 1.20
1365
0.75
208.42
1.19
0.47
0.69 ----- -----
----- --- ----- ---- 1.16
1380
0.74
208.41
1.16
0.47
0.66 ----- ---
---- ---- ---- --- 1.13
1395
0.73
208.40
1.13
0.47
0.63 ----- - --
---- ----- ----- --- 1.10
1410
0.72
208.39
1.10
0.46
0.61 ---- ----
---- --- - ----- 1.07
1425
0.72
208.38
1.08
0.46
0.58 ----- -----
---- ---- ----- ----- 1.05
1440
0.71
208.37
1.05
0.46
0.56 - ----
----- --- -- ----- 1.02
1455
0.04
208.35
1.00
0.46
0.52 ---- -----
----- -- ----- ----- 0.98
1470
0.00
208.33
0.93
0.45
0.45 ---- --_-
- ----- ----- -- 0.91
1485
0.00
208.31
0.86
0.45
0.39 ---- -----
----- -- ----- ----- 0.84
1500
0.00
208.29
0.82
0.44
0.35
0.79
1515
0.00
208.27
0.80
0.44
0.31 ----- ---
----- ----- ----- -- 0.75
1530
OAO
208.25
0.77
0.44
0.27 ---- -----
---- - ----- ----- 0.71
1545
0.00
208.23
0.75
0.43
0.24 ----- --
- ----- ----- --- 0.67
1560
0.00
208.21
0.73
0.43
0.21 ----- ----
----- _---- -_--- -- 0.63
1575
0.00
208.20
0.71
0.43
0.18 ----- -----
----_ ----- --- ----- 0.60
1590
0.00
208.18
0.71
0.42
0.16 ----- -----
-- --- ----- ----- 0.58
1605
0.00
208.17
0.71
0.42
0.14 ----- -
----- ----- ----- --- 0.56
1620
0.00
208.15
0.71
0.42
0.12 - ----
----- --- - ---- --- 0.53
1635
0.00
208.14
0.71
0.41
0,10 ---- -----
---- -- - ---- 0.51
1650
0.00
208.13
0.71
0,41
0.08 ----- --
---- _---- ---- ----- 0.49
1665
0.00
208.12
0.71
0.41
0.07 --- -----
----- ----_ ----- -- 0.47
1680
0.00
208.10
0.71
0.41
0.05 -- -----
---- ---- - ---- 0.46
1695
0.00
208.09
0.71
0.40
0.04 ----- --
__-- ----- ----- ---- 0.45
1710
0.00
208.08
0.71
0.40
0.04 --- -----
----- ----- -_--- - 0.44
1725
0.00
208.07
0.71
0.40
0.03 ----- --
- - - ---- 0.43
1740
0.00
208.06
0.71
0.40
0.03 ----- ---
----- ----- ---- ---- 0.42
Continues on next page...

25-100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
CIv C Clv D Wr A
Wr B Wr C Wr D EMI Outflow
(min)
cfs
ft
cfs
cfs
cfs Cfs cfs
Cfs Cfs Cfs Cfs cfs
1755
0.00
208.05
0.71
0.39
0.02 - ---
-- -- ----- ----- 0.42
1770
0.00
208.04
0.71
0.39
0.02 ----- -----
----- ----- ----- --- 0.41
1785
0.00
208.03
0.71
0.39
0.01 ----- ----
----- ----- ---- ----- 0.40
1800
0.00
208.02
0.71
0.39
0.01 --- -----
----- ----- ----- ---- 0.40
1815
0.00
208.01
0.71
0.39
0.00 ----- ~---
----- ----- ---- - 0.39
1830
0.00
208.00
0.71
0.38
----- ----- ---
----- ----- ---- ----- 0.38
1845
0.00
207.99
0.71
0.38
- -- -----
-- ---- ----_ -- 0.38
1860
0.00
207.98
0.71
0.38
----- ---- -----
----- ----- -- ---- 0.38
1875
0.00
207.97
0.71
0.38
----- ---- -----
----- --- ----- ----- 0.38
1890
0.00
207.96
0.71
0.37
----- ----- -----
----- ----- ----- -- 0.37
1905
0.00
207.95
0.71
0.37
---- ----- -
----- -- -- ----- 0.37
1920
0.00
207.94
0.71
0.37
--- - -----
- ---- ----- ----- 0.37
1935
0.00
207.93
0.71
0.37
----- ----- -----
---- ----- - --~ 0.37
1950
0.00
207.92
0.71
0.36
----- ---- -
---- - ---- ~--- D.36
1965
0.00
207.91
0.71
0.36
-- ----_ -----
---- - ----- --- 0.36
1980
0.00
207.90
0.71
0.36
----- ~- -~_
_�_ ____ -_-- ----- 0.36
1995
0.00
207.89
0.71
0.36
----- ----- -
----- --- -- ----- 0.36
2010
0.00
207.88
0.71
0.35
---- - -----
--- ---- --- ---- 0.35
2025
0.00
207.87
0.71
0.35
----- ----- --
----- -- --- ~-~ 0.35
2040
0.00
207.86
0.71
0.35
-- - -----
- ----- ----- ---- 0.35
2055
0.00
207.85
0.71
0.35
----- ---- -----
----- ----- ---- ----- 0.35
2070
0.00
207.84
0.71
0.34
--- --- -----
- ----- ----_ ___ 0.34
2085
0.00
207.83
0.71
0.34
---- ----- -----
----- ----- ---- -`-- 0.34
2100
0.00
207.82
0.71
0.34
----- -- --
---- - ----- ----- 0.34
2115
0.00
207.81
0.71
0.34
--- - -----
- ~~- --- Q.34
2130
0.00
207.80
0.71
0.33
---- - -----
----- ----- ---- -- 0.33
2145
0.00
207.79
0.71
0.33
----- --- -
----- -- ----- ----- 0.33
2160
0.00
207.78
0.71
0.33
-- - ----- -----
----- ----- ---- -- 0.33
2175
0.00
207.77
0.71
0.33
-- ----- -
----- --- - -~~ 0.33
2190
0.00
207.76
0.71
0.32
---- - -----
- ----- ----- ----- 0.32
2205
0.00
207.76
0.71
0.32
---- ----- --
----- ---- - ----- 0.32
2220
0.00
207.75
0.71
0.32
----- - ---
----- - ---- ----- 0.32
2235
0.00
207.74
0.71
0.32
----- ----- ---
--- ----- ----- -- 0.32
2250
0.00
207.73
0.71
0.31
----- ----- -----
---- ---- --- ---~ 0.31
2265
0.00
207.72
0.71
0.31
----- ----- -
----- - ----- -~ 0.31
2280
0.00
207.71
0.71
0.31
--- - - --_--
-- ----- ~--- ----- 0.31
2295
0.00
207.70
0.71
0.31
----- --- -
----- - ----- ----- 0.31
2310
0.00
207.69
0.71
0.31
- - -
- ---- ----- ----- 0.31
2325
0.00
207.69
0.71
0.30
0.30
2340
0.00
207.68
0.71
0.30
----- ~--- ____
-~ ____ __-- ---.- 0.30
2355
0.00
207.67
0.71
0.30
----- -- --
----- -- ----- ----- 0.30
2370
0.00
207.66
0.71
0.30
----- ---- -----
-- ----- ----- ---- 0.30
2385
0.00
207.65
0.71
0.29
- - ----- -----
-- -~-- - --- 0.29
2400
0.00
207.65
0.71
0.29
----- ----- -
----- - ----- ----- 0.29
2415
0.00
207.64
0.71
0.29
----- - -----
-- ----_ ---- ----- 0.29
2430
0.00
207.63
0.71
0.29
----_ ---- -_-
----- ----- ----- ----- 0.29
2445
0.00
207.62
0.71
0.28
----- ---- -----
----- - ----- ----- 0.28
2460
0.00
207.61
0.71
0.28
0.28
2475
0.00
207.61
0.71
0.28
--- ----- -----
----- ---- --- - -- 0.28
2490
0.00
207.60
0.71
0.28
----- ----- -
---- ----- - ---- 0.28
2505
0.00
207.59
0.71
0.27
----- --- -----
----- --- ----- --- 0.27
Continues on next page...

25-100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Civ C Clv D Wr A
Wr B Wr C Wr D Exfil Outflow
(min)
Cfs
ft
Cfs
cfs cfs cfs cfs
Cfs cfs Cfs cfs cis
2520
0.00
207.58
0.71
0.27 ---- ----- ----_
_ __ W__ ___ - 0.27
2535
0.00
207.58
0.71
0.27 ----- - ---
----- _---- ---- ---- 0.27
2550
0.00
207.57
0.71
0.27 ---- ---- -----
--- ---- ---- ----- 0.27
2565
0.00
207.56
0.71
0.26 ----- -- ----
----- ----- ----- ---- 0.26
2580
0.00
207.55
0.71
0.26 --- -- -_---
- - --- ----- 0.26
2595
0.00
207.55
0.71
0.26 ---- ----- -----
----- ----- -- ----- 0.26
2610
0.00
207.54
0.71
0.26 ----- - --
----- --- --- - 0.26
2625
0.00
207.53
0.71
0.25 - ----- -----
- - - ----- 0.25
2640
0.00
207.53
0.71
0.25 ----- ----- -----
----- ----- ----- ----- 0.25
2655
0.00
207.52
0.71
0.25 ----- - ---
----- --- ----- --- 0.25
2670
0.00
207.51
0.71
0.25 - ----- -----
- - --- - ----- 0.25
2685
0.00
207.51
0.71
0.24 ----- ----- -----
----- ----- - ----- 0.24
2700
0.00
207.50
0.71
0.24 ----- - -
----- - ----- - 0.24
2715
0.00
207.49
0.71
0.24 - ---- -
- ---- -- ---- 0.24
2730
0.00
207.49
0.71
0.24
---- ---- 0.24
2745
0.00
207.48
0.71
0.23 ---- -- -----
--- --- ---- ---- 0.23
2760
0.00
207.47
0.71
0.23 - ----- -----
----- ----- ---_- ---- 0.23
2775
0.00
207.47
0.71
0.23 ---- ----- --
---- ----- ----- ----- 0.23
2790
0.00
207.46
0.71
0.23 - ---- ----
- ----- - ----- 0.23
2805
0.00
207.45
0.71
0.22 - ----- -----
- ----- --- ----- 0.22
2820
0.00
207.45
0.71
0.22 ---- - ---
----- - ----- -- 0.22
2835
0.00
207.44
0.71
0.22 ----- ----- -----
----- ----- ----- ----- 0.22
2850
0.00
207.44
0.71
0.22 ----- - -
----- -- ---- - 0.22
2865
0.00
207.43
0.71
0.21 - ----- -----
---- ____ ____ _w 0.21
2880
0.00
207.42
0.71
0.21 - - -----
- - --- --- 0.21
... End
W

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
25-100 YR ROUTING
Hydrograph type = Reservoir
Storm frequency = 2 yrs
Inflow hyd. No. = 1
Reservoir name = WQPD-A
Storage Indication method used.
Q WS)
70-00
60.00
50.00
40.00
30.00
20.00
10.00
25-100 YR ROUTING
Hyd. No. 2 -- 2 Yr
Monday, Jan 29 2007, 10:26 AM
Peak discharge = 4.50 cfs
Time interval = 1 min
Max. Elevation = 209.66 ft
Max. Storage = 92,984 cult
Hydrograph Volume=149.332 tuft
Q (cfs)
70.00
50.00
40.00
30.00
20.00
10.00
0.00 0.00
0 5 10 15 19 24 29 34 39 44 48
Time (hrs)
Hyd No. 2 Hyd No. 1

Hydrograph Report
HydraOow Hydrographs by lntelis(*e Noonday, Jan 29 2007, 11:2 AM
Hyd. No. 1
25-100 YR POST DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 114.19 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 18.00 ac
Curve number
= 87
Basin Slope
= 3.5 %
Hydraulic length
= 800 ft
Tc method
= !AG
Time of cone. (Te)
= 11.2 min
Total precip.
= 5.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
267
0.01
777
7.03
1287
1.26
282
0.06
792
5.92
1302
1.25
297
0.11
807
5.22
1317
1.23
312
0.16
822
4.58
1332
1.22
327
0.21
837
4.08
1347
1.21
342
0.26
852
3.68
1362
1.20
357
0.32
867
3.50
1377
1.18
372
0.38
882
3.33
1392
1.17
387
0.44
897
3.15
1407
1.16
402
0.50
912
2.98
1422
1.15
417
0.57
927
2.81
1437
1.13
432
0.63
942
2.63
1452
0.21
447
0.70
957
2.46
462
0.77
972
2.31
477
0.83
987
2.25
...End
492
0.93
1002
2.19
507
1.09
1017
2.12
522
1.26
1032
2.06
537
1.45
1047
2.00
552
1.62
1062
1.94
567
1.70
1077
1.87
582
1.84
1092
1.81
597
2,14
1107
1.75
612
2.51
1122
1.69
627
2.99
1137
1.62
642
3.59
1152
1.56
657
4.42
1167
1.50
672
5.61
1182
1.43
687
7.64
1197
1.37
702
22.96
1212
1.32
717
102.96
1227
1.31
732
27.65
1242
1.30
747
12.78
1257
1.28
762
8,42
1272
1.27
Hydrograph Volume = 287,713 cult
( Pnrdod values >a 0%of 4p. Prird interval= 15)

Hydrograph Plot
di
Hydratlow Hydrographs by IntelisoNe
Monday, Jan 29 2007, 10:26 AM
Hyd. No. 1
25-100 YR POST
DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 114.19 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 18.000 ac
Curve number
= 87
Basin Slope
= 3.5 %
Hydraulic length
= 800 ft
Tc method
= LAG
Time of cons. (Tc)
= 11.23 min
Total precip.
= 5.80 in
Distribution
= Type it
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 287,713 cult
25-100 YR POST DEVELOPMENT INFLOW
Q (Gfs) Hyd. No. 1 — 10 Yr Q WS)
120.00 120,00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 ) I I Lj 0.00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 1 Time (hrs)
-�-�-

Hydrograph Report
M
M
Hydraflow Hydrograph. by Intelisohre
Monday, .fan 29 2W7, 11:2 AM
Hyd. No. 2
25-100 YR ROUTING
Hydrograph type =
Reservoir
Peak discharge
= 26.47 cfs
Storm frequency =
10 yrs
Time interval
= 1 min
Inflow hyd. No. =
1
Reservoir name
= WQPD-A
Max. Elevation =
210.96 ft
Max. Storage
= 144,684 cult
Storage Indication method used. Outflow hydrograph volume = 272,817 tuft
Hydrograph Discharge Table (Flrin YwLes -0%ofOp.
fh'"""teng'-'5'
Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D EA1 Outflow
(min) cfs ft cfs cfs cfs ds cfs cfs cfs cfs cfs cfs
330
0.22
207.01
0.09
0.00
-----
- - -- -
- - 0.00
345
0.28
207.02
0.14
0.00
-----
- ---- ----- ----
---- ----- 0.00
360
0,33
207.03
0.20
0.01
--- -----
----- ----- -----
----- ----- 0.01
375
0.39
207.04
0.27
0.01
----- -----
-_--- ----- ---
----- ---- 0.01
390
0.45
207.05
0.35
0.01
----- -----
----- ----- ----
----- ----- 0.01
405
0.52
207,06
0.44
0.01
-- --
-- -- --- -_
----- _--- 0.01
420
0.58
207.08
0.54
0.02
----_ -----
--- ----- -----
- --- ----- 0.02
435
0.65
207.09
0.66
0.02
--- --
---- ----- -----
----- ----- 0.02
450
0.71
207.11
0.71
0.03
----- -----
--- --- ----
---- -- 0.03
465
0.78
207.13
0.71
0.04
--- -----
_--- - -----
----- ----- 0.04
480
0.85
207.15
0.71
0.05
---
- - - -
-- - 0.05
495
0.96
207.17
0.71
0.07
----_ -----
----- ----- -----
----- ----- 0.07
510
1.12
207.20
0.71
0.08
-
- - --- --
---- ---- 0.08
525
1.30
207.23
0.71
0.11
----- ----
----- - - -
- -- 0.11
540
1.49
207.27
0.71
0.13
----- -----
----- ----- -----
----- ----- 0.13
555
1.64
207.31
0.71
0.16
--- --
-- - --
- - 0.16
570
1.72
207.35
0.71
0.18
----- -----
----- _---- -----
----- ----- 0.18
585
1.90
207.39
0.71
0.20
----- -----
----- ----- -----
----- ----- 0.20
600
2.21
207.44
0.71
0.22
--- - -----
--- - -
- - 0.22
615
2.60
207.50
0.71
0.24
----- -----
----- ---- -
---- ---- 0.24
630
3.09
207.57
0.71
0,27
----- -----
----- ----- -----
----- ----- 0.27
645
3.74
207.66
0.71
0.29
0.29
660
4.59
207.76
0.71
0.32
---- -----
----- - -
----- ----- 0.32
675
5.98
207.90
0.71
0.36
-- -
- ---- ----
---- ---- 0.36
690
8.07
208.07
0.71
0.40
0.03 -----
---- ---- ----
----- ----- 0.43
705
32.11
208.46
1.30
0.47
0.82 -----
----- ----- -----
----- ----- 1.29
720
114.19 << 210.09
16.54
0.35
3.12 -
13.07 - ---
-- ---- 16.54
735
18.67
210.94
26.37
0.10
0.87 -----
25.40 ----_ -----
___ __ __ 26.37
750
11,67
210.70
24.83
0.12
1.09 ----
23.61 ---- -----
----- ----- 24.82
765
8.07
210.38
22.31
0,18
1.63 ---
20.49 ---- ---
-- --- 22.30
780
6.78
210.10
16.83
0.34
3.07 ----
13.42 - -----
----- ---- 16.83
795
5.77
209.94
10.61
0.44
3.94 -----
6.23 ----- -----
---- ---- 10.61
810
5.08
209.85
7.84
0.46
4.12 ---
3.26
7.84
825
4.48
209.80
6.29
0.46
4.17 -----
1.65 ---- -----
----- ---- 6.29
840
3.99
209.76
5.58
0.46
4.15 ----
0.97 ----- ----
---- ----- 5.58
855
3.64
209.72
4.97
0.46
4.13 ---
0.38 ----- - ---
---- ---- 4.97
870
3.46
209.69
4.57
0.46
4.11 ----
0.00 - --
- - 4.57
885
3.29
209.67
4.52
0.45
4.06 -----
0.00 ----- ----
----- ---- 4.51
Continues on next page...

25-100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
CIv C
Clv D Wr A
Wr B Wr C Wr D Exfil Outflow
(min)
cfs
ft
Cfs
Cfs
Cfs
Cfs Cfs
cfs Cfs Cfs Cfs cfs
900
3.12
209.64
4.46
0.45
4.01
----- 0.00
-- ----- ---- ---- 4.46
915
2.95
209.60
4.40
0.44
3.96
----- 0.00
---- ----- --- ---- 4.40
930
2.77
209.57
4.33
0.43
3.89
----- -----
_____ _____ ____ 4.33
945
2.60
209.53
4.26
0.43
3.83
----- -----
---- ----- --- ----- 4.25
960
2.42
209.49
4.18
0.42
3.76
----- ---
- ----- --- --- 4.18
975
2.30
209.45
4.11
0.43
3.67
-- ----
----- -- ----- -- 4.11
J 990
2.24
209.40
4.04
0.44
3.59
----- ---
- ----- -- --- 4.04
1005
2.17
209.36
3.96
0.45
3.51
----- --
---- -- ----- -- 3.95
1020
2.11
209.32
3.87
0.45
3.42
---- -----
---- ----- ----- ----- 3.87
1035
2.05
209.28
3.79
0.45
3.33
----- -----
---- ----- ---- ----- 3.78
1050
1.99
209.24
3.70
0.45
3.24
----- --
----- --- ----- -- 3.69
1065
1.92
209.20
3.62
0.45
3.15
3.60
1080
1.86
209.16
3.53
0.45
3.06
----- -
----- -- --- ---- 3.51
1095
1.80
209.12
3.44
0.45
2.97
--- ---
----- -- ----- -_- 3.42
1110
1.74
209.08
3.35
0.45
2.88
3.32
1125
1.67
209,04
3.26
0.45
2.78
----- ---_
----- ---- ----- -- 3.23
1140
1.61
209.01
3.16
0.45
2.69
--- -----
-- - --- ----- _---_ 3,13
1155
1.55
208.97
3.06
0.45
2.59
----- ---
----- ----- --- ----- 3•04
1170
1.48
208.93
2.95
0.45
2.49
- ---
----- - ----- - 2•94
1185
1.42
208.89
2.84
0.45
2.39
---- -----
- --- ---- --- 2.84
1200
1.36
208.86
2.72
0.45
2.26
----- -
----- ----- ----- ----- 2.71
1215
1.32
208.82
2.60
0.45
2.14
----- ----
--- ---_ - ----- 2.59
1230
1.31
208.79
2.49
0.45
2.03
----- ---
---- --- ----- -- 2.48
1245
1.29
208.76
2.39
0.45
1.92
-- -----
---- ----- ----- ---- 2.38
1260
1.28
208.74
2.29
0.46
1.82
----- -
----- --- --- ----- 2.28
1275
1.27
208.71
2.20
0.46
1.74
-- ---
---- -- ----- - 2.19
1290
1.26
208.69
2.12
0.46
1.65
----- -----
-_ ----- --- ----- 2.11
1305
1.24
208.67
2.04
0.46
1.57
----- -----
---- ---- - ----- 2.03
1320
1.23
208.65
1.97
0.46
1.50
---- -
--- --- - ----- ----- 1.96
1335
1.22
208.63
1.91
0.46
1.43
-- ----
---- ---- ----- -- 1.89
1350
1.21
208.62
1.85
0.46
1.36
----- --
---- -_- ---- ----_ 1.83
1365
1.19
208.60
1.79
0.46
1.30
-- --
----- -- ----- - 1.77
1380
1.18
208.59
1.74
0.46
1.26
---- -----
- ---- ----- ----- 1.72
1395
1.17
208.57
1.70
0.46
1.21
---- -----
----- ----- ----- --- 1.68
1410
1.16
208.56
1.65
0.46
1.17
- ----
- ---- --- ----- 1.63
1425
1.14
208.55
1.61
0.46
1.13
----- --
----- ----- - ----- 1.59
1440
1.13
208.54
1.57
0.46
1.09
----- ----
----- - ----- -- 1.56
1455
0.06
208.51
1.49
0.47
1.01
-- -----
-- ---- ----- -- 1.48
1470
0.00
208.48
1.37
0.47
0.90
----- --._
_____ ___ __-- 1.36
1485
0.00
208.45
1.28
0.47
0.79
----- -----
--- ---- ----- ---- 1.26
1500
0.00
208.41
1,19
0.47
0.69
---- -----
---- ---- ----- ----- 1.16
1515
0.00
208.39
1,10
0.46
0.61
---- ---
--- ----- ----- ---- 1.07
■ 1530
0.00
208.36
1.02
0.46
0.53
---- -----
- ---- ----- - 0.99
1545
0.00
208.34
0.95
0.45
0.47
- -----
---- ----- --- --- 0.92
1560
0.00
208.31
0.88
0.45
0.41
---- ---
----_ ---- ---- ----- 0.86
1575
0.00
208.29
0.83
0.45
0.36
---- ----
-- ----- ----- ---' 0.80
1590
0.00
208.27
0.80
0.44
0.32
---- -----
----- ----- ----- ----- 0.76
1605
0.00
208.25
0.78
0.44
0.28
----- ---
---_ ---- ----_ ----- 0.72
1620
0.00
208.23
0.75
0.43
0.25
--- -----
- --- ----- -- 0.68
1635
0.00
208.22
0.73
0.43
0.21
-----
- --- ----- ----- ----- 0.64
1650
0.00
208.20
0.71
0,43
0.18
0.61
Continues on next page...

25-100 YR ROUTING
M
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Clv D Wr A
Wr B Wr C Wr D ExfiI Outflow
(min)
cfs
ft
cfs
Cfs
cis efs Cfs
Cfs Cfs Cfs Cfs Cfs
1665
0.00
208.19
0.71
0.42
0.16 - -----
----- -- ---- ----- 0.58
1680
0.00
208.17
0.71
0.42
0.14 ----- -
- - ----- - o.56
1695
0.00
208.16
0.71
0.42
0.12 --- ---__
___ _____ __- ____ 0.54
1710
0.00
208.14
0.71
0.42
0.10 ---- -----
---- - ----- -- -- 0.52
1725
0.00
208.13
0.71
0.41
0.09 ----- --
---- ----- ---- -- 0.50
1740
0.00
208.12
0.71
0.41
0.07 - -----
----- ----- ___ ___ 0.48
1755
0.00
208.11
0.71
0.41
0.05 ----- -
- ---- ----- -- 0.46
1770
0.00
208.10
0.71
0.40
0.04 ----- -
----- ----- - ---- 0.45
1785
0.00
208.08
0.71
0.40
0.04 -- -----
----- -- ----- ----- 0.44
1800
0.00
208.07
0.71
0.40
0.03 ---- ---
----- ----- --- ----- 0.43
1815
0.00
208.06
0.71
0.40
0.03 -- -----
---- -- ----- ----- 0.42
1830
0.00
208.05
0.71
0.39
0.02 ----- -----
- ----- ----- -- 0.42
1845
0.00
208.04
0.71
0.39
0.02 --- -
----_ ----- - ---- 0.41
1860
0.00
208.03
0.71
0.39
0.01 -- -
----- - ---- ----- 0.40
1875
0.00
208.02
0.71
0.39
0.01 ----- ----
- ----- ----_ --- 0.40
1890
0.00
208.01
0.71
0.39
0.00 ---- ----
----- ----- ---- ---- 0.39
1905
0.00
208.00
0.71
0.38
0.00 - -----
----_ - ----- ----- 0.38
1920
0.00
207.99
0.71
0.38
--- ----- -----
-- ----- ----- -- 0.38
1935
0.00
207.98
0.71
0.38
--- - -----
----- - ----- --- 0.38
1950
0.00
207.97
0.71
0.38
---- ---- -- -
- ----- ----- - 0.38
1965
0.00
207.96
0.71
0.37
---- - -----
----- ----- - ----- 0.37
1980
0.00
207.95
0.71
0.37
-- ---- -----
-- -- - ----- ----- 0.37
1995
0.00
207.94
0.71
0.37
---- ----- ----
--- ----- ----- -- 0.37
2010
0.00
207.93
0.71
0.37
0.37
2025
0.00
207.92
0.71
0.36
---- ----- -
- ----- --- - 0.36
2040
0.00
207.91
0.71
0.36
----- -- ----
----- ----- -- - 0.36
2055
0.00
207.90
0.71
0.36
-- ----- -----
---- --- - ----- 0.36
2070
0.00
207.89
0.71
0.36
----- -- ----
----- ----- ----- --- 0.36
2085
0.00
207.88
0.71
0.35
--- ---- -----
----- --- ----- ~- 0.35
2100
0.00
207.87
0.71
0.35
0.35
2115
0.00
207.86
0.71
0.35
----- - - --
----- - ---- ----- 0.35
2130
0.00
207.85
0.71
0.35
--- - -- ----
----- ---- ----- ---- 0.35
2145
0.00
207.84
0.71
0.34
----- ---- ----
-- - ----- -- 0.34
2160
0.00
207.83
0.71
0.34
---- -- -----
----- ---- ----- ----- 0.34
2175
0.00
207.82
0.71
0.34
- ----- -----
--- -- ---- ----- 0•34
2190
0.00
207.81
0.71
0.34
-__ _____ _^
__._ _-_ --- 0.34
2205
0.00
207.80
0.71
0.34
--- ---- -----
---- -- ----- ----- 0.34
2220
0.00
207.79
0.71
0.33
- - -----
- - - -- - 0.33
2235
0.00
207.78
0.71
0.33
----- ----- -
----- ----- --- ----- 0.33
2250
0.00
207.78
0.71
0.33
----- - -- ----
----- ----- ----- ----- 0.33
2265
0.00
207.77
0.71
0.33
---- - -----
---- - ----- ----- 0.33
2280
0.00
207.76
0.71
0.32
----- ----- -----
--- ----- ----- --- 0.32
2295
0.00
207.75
0.71
0.32
----- -- - -
---- -- ---- - 0.32
2310
0.00
207.74
0.71
0.32
--- - ----
---- --- ----- ----- 0.32
2325
0.00
207.73
0.71
0.32
----- ----- --_--
-- - ----- ----_ -- 0.32
2340
0.00
207.72
0.71
0.31
----- ----- -----
----- ---- -- ---- 0.31
2355
0.00
207.71
0.71
0.31
--- ---- ----
---- ----- ----- ----- 0.31
2370
0.00
207.71
0.71
0.31
----- - -----
----- ----- ----- ---- 0.31
2385
0.00
207.70
0.71
0.31
---- - -
----- -- - ---- 0.31
2400
0.00
207.69
0.71
0.30
--- -- -----
----- - ----- ---- 0.30
2415
0.00
207.68
0.71
0.30
----- ---- -----
-- ----- ----- ----- 0.30
Continues on next page...

25-100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C Clv D Wr A Wr B
Wr C Wr D Exfil Outflow
(min)
cfs
ft
Cfs
Cfs Cfs Cfs Cfs Cfs
Cfs Cfs Cfs Cfs
2430
0.00
207.67
0.71
0.30 ---- -- --- -----
----- - --- ----- 0.30
2445
0.00
207.66
0.71
0.30 - ---- - -
- - ----- 0.30
2460
0.00
207.66
0.71
0.29 ----- - -_-- --_-
--_-- -- ---- 0.29
2475
0.00
207.65
0.71
0.29 --- ----- --- ----
---- ---- ---- 0.29
2490
0.00
207.64
0.71
0.29 ----- - - ---
---- -- --- 0.29
2505
0.00
207.63
0.71
0.29 - - ----- ----- -----
----- ----- ----- 0.29
2520
0.00
207.62
0.71
0.28 - - - -
-- ----- - 0.28
2535
0.00
207.62
0.71
0.28 ----- - - -
---- - --- 0.28
2550
0.00
207.61
0.71
0.28 ---- ----_ ----_ -----
----- ----- ---- 0.28
2565
0.00
207.60
0.71
0.28 - ----- -- -
--- ---- --- 0.28
2580
0.00
207.59
0.71
0.27 - - ---- -----
----- --- ----- 0.27
2595
0.00
207.59
0.71
0.27
0.27
2610
0.00
207.58
0.71
0.27 - - - -
- ----- - 0.27
2625
0.00
207.57
0.71
0.27 ---- - - -----
---- ---- ---- 0.27
2640
0.00
207.56
0.71
0.26 ----- ----- ---- -
----- - ----- 0.26
2655
0.00
207.56
0.71
0.26
0.26
2670
0.00
207.55
0.71
0.26 - ----- ----- -
----- ----- ---- 0.26
2685
0.00
207.54
0.71
0.26 --- - - ----
- ----- - 0.26
2700
0.00
207.53
0.71
0.25 _--- ----- - -----
- - - 0.25
2715
0.00
207.53
0.71
0.25 - --- - -
----- - ----- 0.25
2730
0.00
207.52
0.71
0.25 -- --_-_ ----- -
---- ----- ---- 0.25
2745
0.00
207.51
0.71
0.25 -- - ----- -
----- ----- - 0.25
2760
0.00
207.51
0.71
0.25 ----- - - -----
-- - ----- 0.25
2775
0.00
207.50
0.71
0.24 ---- ----- ---- ----
----- ---_ -- ._ 0.24
2790
0.00
207.49
0.71
0.24 ----- - - -----
- - ---- 0.24
2805
0.00
207.49
0.71
0.24 - ---- - -
----- --- - 0.24
2820
0.00
207.48
0.71
0.24
0.24
2835
0.00
207.47
0.71
0.23 -- --_- ----- -
_---- ----- - 0.23
2850
0.00
207.47
0.71
0.23 -- ---- ----- ----_
-_ _-_ ___ 0.23
2865
0.00
207.46
0.71
0.23 - ----- - -----
----- ----- ----- 0.23
2880
0.00
207.46
0.71
0.23 - ---- - ----
- - -- 0.23
... End
M

Hydrograph Plot
w
Hydraflow Hydrographs by IntelisoNe Monday, Jan 29 2007, 10:26 AM
Hyd. No. 2
25-100 YR ROUTING
Hydrograph type = Reservoir Peak discharge = 26.47 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 210.96 ft
Reservoir name = WQPD-A Max. Storage = 144,684 cuft
Storage Indication method used. Hydrograph Volume = 272,817 cult
25-100 YR ROUTING
Q (cfs) Hyd. No. 2 -- 10 Yr Q (cfs)
120 00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 4 9 13 17 22 26 30 35 39 43 48
Time (hts)
- Hyd No. 2 Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs by Inte[isotm Monday, Jan 29 2007, 11:2 AM
Hyd. No. 1
25-100 YR POST DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 137.95 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 18.00 ac
Curve number
= 87
Basin Slope
= 3.5 %
Hydraulic length
= 800 ft
Tc method
= LAG
Time of conc. (Tc)
= 11.2 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(min cfs) (min cfs)
Time -- Outflow
(min cfs)
234
0.01
744
16.59
1254
1.53
249
0.07
759
10.64
1269
1.51
264
0.12
774
8.69
1284
1.50
279
0.18
789
7.26
1299
1.48
294
0.25
804
6.38
1314
1.47
309
0.31
819
5.59
1329
1.45
324
0.38
834
4.98
1344
1.44
339
0.45
849
4.44
1359
1.42
354
0.52
864
4.21
1374
1.41
369
0.60
879
4.00
1389
1.39
384
0.67
894
3.79
1404
1.38
399
0.75
909
3.59
1419
1.36
414
0.83
924
3.38
1434
1.35
429
0.91
939
3,17
1449
0.53
444
0.99
954
2.96
459
1.07
969
2.77
474
1.16
984
2.69
...End
489
1,26
999
2.61
504
1.46
1014
2.54
519
1.68
1029
2.46
534
1.92
1044
2.39
549
2.15
1059
2.32
564
2.25
1074
2.24
579
2.37
1089
2.17
594
2.73
1104
2.09
609
3.17
1119
2.02
624
3.75
1134
1.94
639
4.43
1149
1.87
654
5.43
1164
1.79
669
6.70
1179
1.72
684
9.09
1194
1.64
699
19.64
1209
1.58
714
96.67
1224
1.56
729
55.92
1239
1.54
Hydrograph Volume = 351,565 cuPt
(Printed values a- 0% ad Op. Port intxral = 15)

Hydrograph Plot
■
Hydraflow Hydrographs by InteEisoke
Monday, Jan 29 2007, 10:26 AM
Hyd. No. 1
25-100 YR POST
DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 137.95 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 18.000 ac
Curve number
= 87
Basin Slope
= 3.5 %
Hydraulic length
= 800 ft
Tc method
= LAG
Time of conc. (Tc)
= 11.23 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 351,565 tuft
25-100 YR POST DEVELOPMENT INFLOW
Q (cfs) Hyd. No. 1 -- 25 Yr Q (cfs)
140.00 140.00
120.00 120.00
100.00 100,00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No. 1 time (hrs)
�-

W
Hydrograph Report
Hydraflow Hydrographs by Intetisolve Monday, Jan 29 2007, 11:2 AM
Hyd. No. 2
25-100 YR ROUTING
Hydrograph type = Reservoir
Storm frequency = 25 yrs
Inflow hyd. No. = 1
Max. Elevation = 211.69 ft
Storage Indication method used.
Hydrograph Discharge Table
Peak discharge
Time interval
Reservoir name
Max. Storage
= 30.23 cfs
= 1 min
= WQPD-A
= 176,118 tuft
Outflow hydrograph volume = 336,295 tuft
( Prinmd values - 0% of Op. Print intetval = 15)
Time
Inflow
Elevation
Clv A
Clv B
Ctv C
Clv D Wr A Wr B Wr C
Wr D ExfiI Outflow
(min)
Cfs
ft
cfs
Cfs
Cfs
cfs Cfs cfs cfs
Cfs Cfs cfs
300
0.27
207.02
0.12
0.00
-
- - ---_- -
---- - 0.00
a 315
0.34
207.02
0.18
0.01
----
--- --- - ----
----- ----- 0.01
330
0.41
207.03
0.25
0,01
---_
----- ----- ----- -----
----- ----- 0.01
345
0.48
207.05
0.33
0.01
-----
- --_ ---- --- -----
----- ----- 0.01
360
0.55
207.06
0.43
0.01
-----
---- ----- ----- -----
----- ----- 0.01
375
0.63
207.08
0.54
0.02
----
--- - --- -
-- -- 0.02
390
0.70
207.09
0.67
0.02
-----
----- ----- --- -----
---- ----- 0.02
405
0.78
207.11
0.71
0.03
-
----- - ----- -
- ----- 0.03
420
0.86
207.14
0.71
0.04
-----
-- ---- -- -----
-- - 0.04
435
0.94
207.16
0.71
0.06
-----
----- ----- ----- --_--
----- ----- 0.06
450
1.03
207.18
0.71
0.07
--
----- ----- _--- ----
^_ ___ 0.07
465
1.11
207.21
0.71
0.09
-----
----- ----- --- --_--
----- -- 0.09
480
1.19
207.24
0.71
0.11
-
----- - ----- -
-- ----- 0.11
495
1.33
207.27
0.71
0.13
----
- ---- - -----
-- ---- 0.13
510
1.54
207.31
0.71
0.16
-----
----- ----- ---- -----
--- ----- 0.16
525
1.77
207.35
0.71
0.18
--
- - -- - -----
--- --- 0.18
540
2.02
207.39
0.71
0.20
-----
----- --- ----- -----
----- ---- 0.20
555
2.20
207.45
0.71
0.22
-----
----- --- ----- -
----- ----- 0.22
570
2.28
207.50
0.71
0.24
-----
- ----- -- -----
---- - 0.24
585
2.50
207.56
0.71
0,26
-----
- ----- - -----
----- ----- 0.26
600
2.90
207.63
0.71
0.28
----
----- ----- ----- --_
----- ----- 0.28
615
3.39
207.71
0.71
0.31
---
--- ----- ---- -----
--- ---- 0.31
630
4.00
207.80
0.71
0.33
-----
----- ----- ---- -----
----- ---- 0.33
645
4.81
207.91
0.71
0.36
-----
----- - ----- --
----- ----- 0.36
660
5.86
208.04
0.71
0.39
0.02
- ----- - -----
-- ----- 0.41
675
7.57
208.20
0.71
0.43
0.17
---- ----- ----- -----
----- - 0.60
690
10.14
208.40
1.15
0.47
0.65
___-_ - - --_-- --
----- ----- 1.12
705
39.75
208.85
2.71
0.45
2.25
-- ----- -_-- -----
---- ---- 2.70
720
137.95 << 210.68
24.70
0.12
1.12
----- 23.45
24.69
735
22.34
211.68
30.21
0.06
0.54
----- 29.57 0.00 --
----- ----- 30.16
750
13.93
211.42
28.95
0.07
0.62
--- 28.23 ---- -----
---- --- 28.91
765
9.63
211.07
27.11
0.09
0.78
---- 26.22 - --
----_ ---- 27.09
780
8.08
210,70
24.83
0.12
1.09
----- 23.61 ----- -----
--- ----- 24.82
795
6.88
210.34
21.88
0.19
1.74
----- 19.95 ----- -----
---- ---- 21.88
810
6.05
210.06
15.26
0.37
3.33
----- 11.55 ----- --
----- ----- 15.26
825
5.34
209.91
9.67
0.45
4.03
---- 5.19 - -----
----- ---- 9.67
840
4.74
209.83
7.28
0.46
4.14
2.68 ---- -----
---- ----_ 7.28
855
4.33
209.78
6.04
0.46
4.17
---- 1.41 ----- -----
----- ----- 6,04
Continues on next page...

25100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C
Clv 0 Wr A Wr B Wr C
Wr D E>fil Outflow
(min)
cfs
ft
cfs
cfs
cfs
cfs cfs cfs cfs
cfs cfs cfs
870
4.12
209.75
5.42
0.46
4.15
---- 0.81 - ----
----- --- 5.42
885
3.92
209.72
4.94
0.46
4.13
- 0.35 ----- -----
----- --- 4.94
900
3.71
209.70
4.57
0.46
4.12
----- 0.00 _--- -----
---- ----- 4.57
915
3.50
209.68
4.53
0.45
4.08
---- 0.00 ----- -----
----- ----- 4.53
930
3.29
209.65
4.48
0.45
4.03
----- 0.00 ----- _---
- ----- 4.48
945
3.09
209.62
4.43
0.44
3.98
----- 0.00 --- -----
---- ---- 4.43
960
2.88
209.59
4.37
0.44
3.93
- - ----- -
----- - 4.36
975
2.73
209.55
4.29
0.43
3.86
- ----- ----- -----
- ----- 4.29
990
2.66
209.51
4.22
0.42
3.80
----- ---- ---- --
----- ----- 4.22
1005
2.58
209.48
4.16
0.43
3.73
- - ----- -----
--- - ---- 4.16
1020
2.51
209.44
4.10
0.44
3.66
---_ ----- ---- _---
- ----- 4.09
1035
2.43
209.40
4.04
0.44
3.59
----- ----- - ---
----- ----- 4.03
1050
2.36
209.36
3.96
0.45
3.51
----- - ----- ----
- ----- 3.95
1065
2.29
209.32
3.88
0.45
3.43
----- ----- - --
- --- 3.88
1080
2.21
209.29
3.81
0.45
3.35
- --- ----- -----
---- ---- 3.80
1095
2.14
209.25
3.73
0.45
3.27
----- ----- -- --
----- --- 3.72
1110
2.06
209.21
3.65
0.45
3.19
----- - ----- -----
----_ ---- 3.64
1125
1.99
209.17
3.57
0.45
3.10
--- ----- ----- ----
--- ---- 3.55
1140
1.91
209.14
3.48
0.45
3.01
----- - -- - ----
----- ---- 3.46
1155
1.84
209.10
3.40
0.45
2.93
-- - ---- -----
- -- 3.38
1170
1.76
209.06
3.31
0.45
2.84
----- ----- ----- --
---- ----- 3.28
1185
1.69
209.03
3.22
0.45
2.74
-- -- - ---- -----
----- ---- 3.19
1200
1.61
208.99
3.12
0.45
2.65
-- ----- ----- --__-
-- ----- 3.10
1215
1.56
208.95
3.02
0.45
2.55
----_ ----- -- ---
----- ----- 3.00
1230
1.55
208.92
2.92
0.45
2.46
- - ----- -
- - 2.91
1245
1.53
208.88
2.81
0.45
2.36
---- - ----- -
--- ---- 2.81
1260
1.52
208.85
2.70
0.45
2.24
----- ---- - -----
---- ---- 2.69
1275
1.51
208.82
2.60
0.45
2.14
- ----- ----- ----
--- ----- 2.59
1290
1.49
208.80
2.51
0.45
2.04
2.50
1305
1.48
208.77
2.42
0.45
1.95
----- --- ---- ----
----- - 2.41
1320
1.46
208.75
2.34
0.45
1.87
---- -- ----- -
---- ----- 2.32
1335
1.45
208.73
2.26
0.46
1.79
----- ----- -- -----
----- --- 2.25
1350
1.43
208.71
2.19
0.46
1.72
----- -- ----_ ----
--- ----- 2.18
1365
1.42
208.69
2.12
0.46
1.65
----- ----- ----- -
---- ----- 2.11
1380
1.40
208.67
2.06
0.46
1.59
----- - - -----
----- - 2.04
1395
1.39
208.66
2.00
0.46
1.52
----- ----- ----- ____--
----- 1.98
1410
1.37
208.64
1.95
0.46
1.47
----- ---- -
----- ---- 1.93
1425
1.36
208.63
1.90
0.46
1.41
---- --- ---- -----
----_ ---- 1.88
1440
1.34
208.62
1.85
0.46
1.37
----- ----- ----- -----
---- ----- 1.83
1455
0.07
208.59
1.75
0.46
1.27
----- ----- - ---
----- -- 1.73
1470
0.00
208.55
1.60
0.46
1.12
----- -- --- -----
- --- 1.59
1485
0.00
208.51
1.47
0.47
0.99
--- ----- ----- -----
----- --- 1 A6
1500
0.00
208.47
1.36
0.47
0.88
----- ----- --- ----
----- ----- 1.34
1515
0.00
208.44
1.26
0.47
0.77
----- -- ---- -----
--- ---- 1.24
1530
0.00
208.41
1.17
0.47
0.67
---- ----- - ----
----- ----- 1.14
1545
0.00
208.38
1.09
0.46
0.59
--- ----- ----- -
----- ----- 1.06
1560
0.00
208.36
1.01
0.46
0.52
----- --- - ----
-_--- - 0.98
1575
0.00
208.33
0.94
0.45
0.46
----- ----- ----- -----
---- ----- 0.91
1590
0.00
208.31
0.87
0.45
0.40
----- ----- ---- -----
---- --_-- 0.84
1605
0.00
208.29
0.83
0.44
0.35
---- -_ ---- -----
---- --- 0.79
1620
0.00
208.27
0.80
0.44
0.31
---- ----_ ----- ----
---- ----- 0.75
Continues on next page...

25-100 YR ROUTING
M
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv 8
Clv C Clv D Wr A
Wr 8 Wr C Wr D Exfil Outflow
(min)
cfs
ft
Cfs
Cfs
Cfs Cfs Cfs
Cfs Cfs Cfs cfs cfs
1635
0.00
208.25
0.77
0.44
0.27 --- -
- ----- ----- -- 0.71
1650
0.00
208.23
0.75
0.43
0.24 - ---
---- ---- --- ---- 0.67
1665
0.00
208.22
0.73
0.43
0.21 ----- -----
----- ---- ----- ----- 0.64
1680
0.00
208.20
0.71
0.43
0.18 -- --
--- ----- - ----- 0.60
1695
0.00
208.18
0.71
0.42
0.16 ----- -----
- -- ---- ---- 0.58
1710
0.00
208.17
0.71
0.42
0.14 - -
-- ----- ----- --- 0.56
1725
0.00
208.16
0.71
0.42
0.12 ---- -----
----_ - ----- _---- 0.54
1740
0.00
208.14
0.71
0.41
0.10 - -
-- -- ----- - 0.52
1755
0.00
208.13
0.71
0.41
0.0$ - ----
----- ----- ---- ----- 0.50
1770
0.00
208.12
0.71
0.41
0.07
0.48
1785
0.00
208.11
0.71
0.41
0.05 - -
---- -- ----- ----- 0.46
1800
0.00
208.09
0.71
0.40
0.04 ----- -----
---- - ---- ---- 0.45
1815
0.00
208.08
0.71
0.40
0.04 - -
----- ---- - ----- 0.44
1830
0.00
208.07
0.71
0.40
0.03 - -
---- - - --- 0.43
1845
0.00
208.06
0.71
0.40
0.03 ----- --
----- ----- ----- ----- 0.42
1860
0.00
208.05
0.71
0.39
0.02 - --_--
----- ---- ---- ---- 0.42
1875
0.00
208.04
0.71
0.39
0.02 ----- -----
----- -- ----- ----- 0.41
1890
0.00
208.03
0.71
0.39
0.01 ----- -
----- - - --- -__ 0.40
1905
0.00
208.02
0.71
0.39
0.01 ---- -
----- - ---- ----- 0.40
1920
0.00
208.01
0.71
0.39
0.00 - --
- - - - 0.39
1935
0.00
208.00
0.71
0.38
----- - ----
___ _-_ _-_ 0.38
1950
0.00
207.99
0.71
0.38
----- ----- ---
-- - -- ----- --- 0.38
1965
0.00
207.98
0.71
0.38
----- - -----
---- --- -- - 0.38
1980
0.00
207.97
0.71
0.38
--- - -----
- ---- - ---- 0.38
1995
0.00
207.96
0.71
0.37
----- - ----
----- ---- -- ----- 0.37
2010
0.00
207.95
0.71
0.37
- - -----
---- - ---- ----- 0.37
2025
0.00
207.94
0.71
0.37
-- ----- --
----- -- ----- -- 0.37
2040
0.00
207.93
0.71
0.37
---- - -
----- - --- ----- 0.37
2055
0.00
207.92
0.71
0.36
- ----- -----
--- - --- ----- ---- 0.36
2070
0.00
207.91
0.71
0.36
- ----- -_
----- ---- ----- ----- 0.36
2085
0.00
207.90
0.71
0.36
---- -_ -
----- - W---- ----- 0.36
2100
0.00
207.89
0.71
0.36
- - ----
- ---- ----- - 0•36
2115
0.00
207.88
0.71
0.35
----- ----- -
----- ----- ---- --_-- 0.35
2130
0.00
207.87
0.71
0.35
- - ----
-- _---- ----_ ---- 0.35
2145
0.00
207.86
0.71
0.35
- ----- ----
_--_- - ----- --- 0.35
2160
0.00
207.85
0.71
0.35
----- -- ---
----- ---- ---- ----- 0.35
2175
0.00
207.84
0.71
0.34
--- - -
- ----- ----- - 0•34
2190
0.00
207.83
0.71
0.34
----- ---- -----
----- ----_ ----- ----- 0.34
2205
0.00
207.82
0.71
0.34
----- ----- -----
----_ ----- ----- ----- 0.34
22-20
0.00
207.81
0.71
0.34
__-_ ----- -----
__- --- __-_ -_-- 0.34
2235
0.00
207.80
0.71
0.33
---- ----- --
--- ----- --- --- 0.33
2250
0.00
207.79
0.71
0.33
----- ---- -_---
----- ----- -- ----- 0.33
2265
0.00
207.78
0.71
0.33
----- --- -----
----- - ----- ----- 0.33
2280
0.00
207.77
0.71
0.33
--- ----- --
- ----- --_- -- 0.33
2295
0.00
207.76
0.71
0.32
---- ----- -----
----- ----- ----- ---_ 0.32
2310
0.00
207.76
0.71
0.32
-- - -----
- -- __._ -__ 0.32
2325
0.00
207.75
0.71
0.32
----- ----- --
----- ----- ----- - 0.32
2340
0.00
207.74
0.71
0.32
----- -- ----
----- ----- ---- _---- 0.32
2355
0.00
207.73
0.71
0.31
- ----- -
- --- ----- ----- 0.31
2370
0.00
207.72
0.71
0.31
----- -- -- ----
----- ----- ----- - 0.31
2385
0.00
207.71
0.71
0.31
----- -- -----
----- ----- -- ----- 0.31
Continues on next page...

25-100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C Clv D Wr A
Wr B Wr C Wr D Exfil Outflow
(min)
cfs
ft
cfs
cfs cfs cfs cfs
cfs cfs cfs cfs cfs
2400
0.00
207.70
0.71
0.31 ---- ----- -----
-- ---- --- --- 0.31
2415
0.00
207.70
0.71
0.31 ----- - -
----- ----- ----- ----- 0.31
2430
0.00
207.69
0.71
0.30 ---- ----- ---_-
----- ----- ----- ----- 0.30
2445
0.00
207.68
0.71
0.30 ---- ---- --
----- ---- ----- ----- 0.30
2460
0.00
207.67
0.71
0.30 --- - --
----- --- ---- - 0.30
2475
0.00
207.66
0.71
0.30 - --- ----- ----
--- ----- _-_ -_ 0.30
2490
0.00
207.65
0.71
0.29 ----- ----- -----
----- ----- --_ --- 0.29
2505
0.00
207.65
0.71
0.29 ----- - -
----- ---- ----- - 0.29
2520
0.00
207.64
0.71
0.29 --- ----- -----
--- ---- - ----- 0.29
2535
0.00
207.63
0.71
0.29 ----- ---- ----
----- ----- ----- --- 0.29
2550
0.00
207.62
0.71
0.28 - ---- ----
- -- - ---- 0.28
2565
0.00
207.61
0.71
0.28 ---- ----- -----
----- ----- ----- ----- 0.28
2580
0.00
207.61
0.71
0.28 ---- - -
----- --- --- - 0.28
2595
0.00
207.60
0.71
0.28 -- ---- ---
- ----- -- ----- 0.28
2610
0.00
207.59
0.71
0.27 ----- ----_ __.__
- _-_ _____ _____ 0.27
2625
0.00
207.58
0.71
0.27 ----- --- ----
---- --- ---- --- 0.27
2640
0.00
207.58
0.71
0.27 --- ----_ -----
- ----- --- - 0.27
2655
0.00
207.57
0.71
0.27 ---- ----- -----
----- ----- -- ----- 0.27
2670
0.00
207.56
0.71
0.26 - -- ----
- -- -- -- 0.26
2685
0.00
207.56
0.71
0.26 ---- ---- -----
----- ---- --- ---- 0.26
2700
0.00
207.55
0.71
0.26 ----- - --- -
----- ----- ----- ---- 0.26
2715
0.00
207.54
0.71
0.26 ----- ----- -----
---- ----- ---- ----- 0.26
2730
0.00
207.53
0.71
0.25 ----- _---- --
---- ----- ---- ----- 0.25
2745
0.00
207.53
0.71
0.25 --- - -----
- --- ---- --- 0.25
2760
0.00
207.52
0.71
0.25 --- ----- -----
----- ----- ----- ----- 0.25
2775
0.00
207.51
0.71
0.25 ----- - -
----- - ----- - 0.25
2790
0.00
207.51
0.71
0.24 - ----- -----
-- ----- - ----_ 0.24
2805
0.00
207.50
0.71
0.24 ----- - -----
--- --- ---- - 0.24
2820
0.00
207.49
0.71
0.24 - ----- -----
---- ----- ---- ---- 0.24
2835
0.00
207.49
0.71
0.24 ----- ----- ----
--- ----- ----- ---- 0.24
2850
0.00
207.48
0.71
0.23 ----- --- -
----- - ---- ---- 0.23
2865
0.00
207.47
0.71
0.23 - --- -
- ---- ----- - 0.23
2880
0.00
207.47
0.71
0.23 ----- _____ _--
_____ 0.23
... End

Hydrograph Plot
Hydraflow Hydrographs by IntelisoNe Monday, Jan 29 2007, 10:26 AM
Hyd. No. 2
25-100 YR ROUTING
Hydrograph type = Reservoir Peak discharge = 30.23 cfs
Storm frequency = 25 yrs Time interval = 1 min
Inflow hyd. No. = 1 Max. Elevation = 211.69 ft
Reservoir name = WQPD-A Max. Storage = 176,118 cult
Storage Indication method used.
0
25-100 YR ROUTING
Hydrograph Volume = 336,2% cuff
Q (cfs) Hyd. No. 2 — 25 Yr Q (cfs)
140.00 140.00
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20,00
0.00 0.00
0 4 8 12 16 20 24 28 32 36 40 44
Time (hrs)
— Hyd No. 2 — Hyd No. 1

Hydrograph Report
Hydraflow Hydrographs by Inte(isolve Monday, Jan 29 2007, 11:2 AM
Hyd. No. 1
25-100 YR POST DEVELOPMENT INFLOW
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 100 yrs
= 18.00 ac
= 3.5 %
= LAG
= 8.50 in
= 24 hrs
Hydrograph Discharge Table
Peak discharge = 178.08 cfs
Time interval
= 1 min
Curve number
= 87
Hydraulic length
= 800 ft
Time of conc. (Tc)
= 11.2 min
Distribution
= Type II
Shape factor
= 484
Time -- Outflow
Time -- Outflow
Time -- Outflow
(min
cfs)
(min
cfs)
(min
cfs)
195
0.02
705
52.76
1215
1.98
210
0.10
720
178.08 <<
1230
1.96
225
0.17
735
28.52
1245
1.94
240
0.25
750
17.76
1260
1.92
255
0,33
765
12.26
1275
1.90
270
0.41
780
10.29
1290
1.89
285
0.50
795
8.75
1305
1.87
300
0.59
810
7.70
1320
1.85
315
0.68
825
6.78
1335
1.83
330
0.78
840
6.03
1350
1.81
345
0.88
855
5.50
1365
1.79
360
0.98
870
5.23
1380
1.77
375
1.08
885
4.97
1395
1.75
390
1.18
900
4.71
1410
1.73
405
1.29
915
4.44
1425
1.72
420
1.39
930
4.18
1440
1.70
435
1.50
945
3.91
1455
0.09
450
1.61
960
3.65
465
1.71
975
3.46
480
1.82
990
3.37
...End
495
2.01
1005
3.27
510
2.31
1020
3.18
525
2.63
1035
3.08
540
2.96
1050
2.99
555
3.19
1065
2.90
570
3.29
1080
2.80
585
3.58
1095
2.71
600
4.11
1110
2.61
615
4.77
1125
2.52
630
5.58
1140
2.42
645
6.66
1155
2.33
660
8.05
1170
2.23
675
10.31
1185
2.14
690
13.68
1200
2.04
Hydrograph Volume = 461,370 tuft
(Prinw vakms - 0% d Op. Print iftwMl = 15)

Hydrograph Plot
w
Hydratlow Hydrographs by Infelisolve
Monday, Jan 29 2007, 10:26 AM
Hyd. No. 1
25-100 YR POST
DEVELOPMENT INFLOW
Hydrograph type
= SCS Runoff
Peak discharge
= 178.08 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 18.000 ac
Curve number
= 87
Basin Slope
= 3.5 %
Hydraulic length
= 800 ft
Tc method
= LAG
Time of conc. (Tc)
= 11.23 min
Total precip.
= 8.50 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q WS)
180.00
150.00
120.00
90.00
60.00
30.00
0.00
0.0 2.3
- Hyd No. 1
25-100 YR POST DEVELOPMENT INFLOW
Hyd. No. 1 -- 100 Yr
4.7 7.0
Hydrograph Volume = 461,370 cult
Q (cfs)
180.00
150.00
120.00
90.00
60.00
IM1n
---r i - 1 -1 1 1- 0.00
9.3 11.7 14.0 16.3 18.7 21.0 23.3
Time (hrs)

Hydrograph Report
Hydratlow Hydrographs by Inteiisolve Monday, Jan 29 2007, 11:2 AM
Hyd. No. 2
25-100 YR ROUTING
Hydrograph type = Reservoir
Peak discharge =
91.13 cfs
Storm frequency = 100 yrs
Time interval =
1 min
Inflow hyd. No.
= 1
Reservoir name =
WQPD-A
Max. Elevation
= 212.38 ft
Max. Storage =
206,771 cuft
Storage Indication method used.
Outflow trorograph volume = 445,554 cuR
Hydrograph Discharge
Table
( Printed values >= 0% of Op. Pant interval = 15)
Time Inflow
Elevation
Clv A
Clv B
Clv C
Clv D Wr A Wr B Wr C
Wr D EXHI
Outflow
(min) cfs
ft
Cfs
Cfs
Cfs
ds Cfs as ds
cfs ds
ds
285 0.50
207.04
0.29
0.01
-----
- - ----- _---
--- -
0.01
300 0.59
207.06
0.39
0.01
-
--- ----- - --
- -----
0.01
315 0.68
207.07
0.52
0.02
-----
----- ----- ----- -----
----- ----
0.02
330 0.78
207.09
0.65
0.02
-----
--- ---- ----- ---
----- --
0.02
345 0.88
207.11
0.71
0.03
-
---- ----- --- ---
- ----
0.03
360 0.98
207.14
0.71
0.05
-----
----- ----- ----- -----
---- -----
0.05
375 1.08
207.17
0.71
0.06
-
----- -- - --
- ---
0.06
390 1.18
207.19
0.71
0.08
-----
----- ----- ---- -----
----- -----
0.08
405 1.29
207.23
0.71
0.10
-----
- -- ----- -
---- -
0.10
420 1,39
207.26
0.71
0.13
-
----- ----- - -----
----- -----
0.13
435 1.50
207.30
0.71
0.15
----
----- ----- ----- -----
_--- -----
0.15
450 1.61
207.33
0.71
0.17
-----
- ----- ----
0.17
465 1.71
207.38
0.71
0.19
-----
---- ----- ----- -----
- -- ----
0.19
480 1.82
207,42
0.71
0.21
-----
----- - ----- -
- -
0.21
495 2.01
207.46
0.71
0.23
-
--- ----- ---- -----
--- -----
0.23
510 2.31
207.52
0.71
0.25
-----
----- ---- ---- -----
----- ----
0.25
525 2.63
207.58
0.71
0.27
-----
--- ----- ---- ----
----- -
0.27
540 2.96
207.65
0.71
0.29
-----
----_ ---- ----- ----
----- -----
0.29
555 3.19
207.72
0.71
0.31
----
- - - -
----- -
0.31
570 3.29
207.80
0.71
0.34
-
-- - - ---
---- ---
0.34
585 3.58
207.89
0.71
0.36
-----
----- ----_ _____ _____
____- ____
0.36
600 4.11
207.98
0.71
0.38
--
-- ----- - -----
---- ---
0.38
615 4.77
208.09
0.71
0.40
0,04
----- ----- ----- -----
----- -----
0.44
630 5.58
208.21
0.72
0.43
0.19
----- - ----- --
-- -----
0.62
645 6.66
208.34
0.97
0.46
0.49
---- -- - ----
----- -
0.94
660 8.05
208.50
1.43
0.47
0.96
- --- -----
---- ----
1.43
675 10.31
208.68
2.10
0.46
1.63
----- ----- ---- ----_
_---- ----
2.09
690 13.68
208.93
2.94
0.45
2.48
----- --- -- --
----- -
2.93
705 52.76
209.47
4.15
0.43
3.72
-- ----- --- ----
----- _---
4.14
720 178.08 << 211.60
29.85
0.06
0.56
----- 29,20 0.00 -----
----- ---
29.82
735 28.52
212.12
32.26
0.05
0.44
----- 31.74 28.62 -----
---- ----
60.85
750 17.76
211,73
30.45
0.06
0.52
---- 29.82 0.89 ----
----- --
31.30
765 12.26
211.41
28.89
0.07
0.62
----- 28.16 ---- ----
----- -----
28.85
780 10.29
211.06
27.04
0.09
0.79
----- 26.15 ----- -
---- -----
27.02
795 8.75
210.70
24.83
0.12
1.09
----- 23.62 - -----
- -
24.83
810 7.70
210.36
22.06
0.19
1.69
-- 20.18 ----- -----
----- ----
22.05
825 6.78
210.08
16.13
0.35
3.19
--- 12.59 ----- -----
--- -----
16.13
840 6.03
209.93
10.44
0.44
3.96
----- 6.04 ---- ----_
--- ----
10.44
Continues on next page...

25-100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Civ A
CIv B
Clv C
Civ D Wr A
Wr B Wr C Wr D Exfil Outflow
(min)
cfs
ft
cfs
cfs
Cfs
cfs cfs
Cfs Cfs cfs cfs Cfs
855
5.50
209.85
7.92
0.46
4.12
--- 3.35
- - --- ----- 7.92
870
5.23
209.81
6.62
0.46
4.16
---- 2.00
-- ----- ----- ----- 6.62
885
4.97
209.78
6.02
0.46
4.16
---- 1.39
----- ----- ----- ----- 6.02
900
4.71
209.76
5.61
0.46
4.15
--- 1.00
--- --- --_-- --_-- 5.61
915
4.44
209.74
5.26
0.46
4.14
----- 0.66
----- ----- ----- ---- 5.26
930
4.18
209.72
4.93
0.46
4.13
----- 0.34
- ----- -- ---- 4.93
945
3.91
209.70
4.63
0.46
4.12
----- 0.05
-- ---- ----- ---- 4.63
960
3.65
209.68
4.55
0.45
4.09
----- 0.00
----- ----- ----- --- 4.55
975
3.46
209.66
4.50
0.45
4.05
-- 0.00
----- ---- ---- ----- 4.50
990
3.37
209.64
4.46
0.45
4.01
----- 0.00
----- ----- ----- ---- 4.46
1005
3.27
209.61
4.41
0.44
3.97
--- 0.00
----- ----_ --- ----- 4.41
1020
3.18
209.58
4.36
0.44
3.92
--- -----
- --- ----- ---_ 4.35
1035
3.08
209.55
4.30
0.43
3.87
----- ----
--- - --- ----- ----- 4.30
1050
2.99
209.52
4.24
0.42
3.82
----- ----
---- ----- ----- -- 4.24
1065
2.90
209.49
4.19
0.42
3.76
-- - ---
----- -- --- ----- 4.19
1080
2.80
209.46
4.14
0.43
3.71
----- ----
----- ----- ----- --- 4.13
1095
2.71
209.43
4.09
0.44
3.64
-- -
----- -- - ---- 4.08
1110
2.61
209.40
4.03
0.44
3.58
----- -----
- ----- ---- ----- 4.03
1125
2.52
209.36
3.96
0.45
3.51
- --
-- - - --- ----_ 3.96
1140
2.42
209.33
3.89
0.45
3.44
--- -----
- ----- ----- - -- 3.89
1155
2.33
209.29
3.82
0.45
3.37
---- -
- ----_ - - ----- 3.82
1170
2.23
209.26
3.75
0.45
3.29
---- -----
-- ----- ----- _--- 3.74
1185
2.14
209.22
3.67
0.45
3.21
----- ----
---- ----- ----- ---- 3.66
1200
2.04
209.19
3.59
0.45
3.13
- -
----- - ----- ---- 3.58
1215
1.98
209.15
3.51
0.45
3.04
----- -----
---- -- - --- -- 3.49
1230
1.96
209.11
3.43
0.45
2.96
- -
----- ---- - ----- 3.41
1245
1.94
209.08
3.35
0.45
2.88
----- -----
- ----- ---- ----- 3.32
1260
1.92
209.05
3.27
0.45
2.80
----- --_--
----- ----- ----_ ----- 3.24
1275
1.90
209.02
3.19
0.45
2.72
----- --
---- ----_ - ----- 3.16
1290
1.89
208.99
3.11
0.45
2.64
- -----
--- --- ----- ----- 3.09
1305
1.87
208.96
3.03
0.45
2.56
----- -
-- ----- -- -- 3.01
1320
1.85
208.93
2.95
0.45
2.49
- -
----- - -- ----- 2.94
1335
1.83
208.90
2.87
0.45
2.42
---- -----
-- --_-- ----- ----- 2.87
1350
1.81
208.88
2.78
0.45
2.33
----- -_
_____ ___- _-_ __-- 2.78
1365
1.79
208.85
2.70
0.45
2.24
- ---
----- - --- ----- 2.69
1380
1.77
208.83
2.62
0.45
2.16
---- ----
- ----- ---- ---_- 2.61
1395
1.75
208.81
2.55
0.45
2.09
----- _---
----- ----- -- - 2.54
1410
1.73
208.79
2.48
0.45
2.02
---- -
----- - - ---- 2.47
1425
1.72
208.77
2.42
0.45
1.95
---- -----
-- -- - ----- ----- 2.40
1440
1.70
208.75
2.35
0.45
1.89
---- ----
----- --- ---- ---_- 2.34
1455
0.09
208.72
2.23
0.46
1.76
- -----
- ----- ---- ----- 2.22
1470
0.00
208.67
2.03
0.46
1.56
----- -----
----- ----_ ----- ---_- 2.01
1485
0.00
208.62
1.85
0.46
1.37
---- -
----- -- - --- 1.83
1500
0.00
208.57
1.69
0.46
1.21
- -----
-- - ----- ----- 1.67
r 1515
0.00
208.53
1.55
0.47
1.07
----- -----
----- ----- ----- ----- 1.53
1530
0.00
208.49
1.42
0.47
0.94
---- --
----- --- -- --- 1.41
1545
0.00
208.46
1.32
0.47
0.83
- ---
- ----- ----_ ----- 1.30
1560
0.00
208.43
1.22
0.47
0.73
----- -----
----- ----- ----- ----- 1.20
1575
0.00
208.40
1.14
0.47
0.64
- -
----- - - -- 1.11
1590
0.00
208.37
1.06
0.46
0.56
--- ---
- --- ---- ----- 1.03
1605
0.00
208.35
0.98
0.46
0.50
----- -----
----- ----- ----- __--- 0.95
Continues on next page...

25-100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B
Clv C Civ D Wr A
Wr B Wr C Wr D Exfil Outflow
(min)
cfs
ft
ds
Cfs
Cfs Cfs Cfs
Cfs Cfs Cfs Cfs cfs
1620
0.00
208.32
0.91
0.45
0.43 ----- -- --
----- ----- ----- -- 0.88
1635
0.00
208.30
0.84
0.45
0.37 - -
----- - -- -- 0.82
1650
0.00
208.28
0.82
0.44
0.33 ----- -----
--- --- ----- ----- 0.78
1665
0.00
208.26
0.79
0.44
0.30 -- ---
----- ----- ---- ---- 0.73
1680
0.00
208.24
0.76
0.44
0.26 -- ---
--- ---- ---- ----- 0.70
1695
0.00
208.23
0.74
0.43
0.23
0.66
1710
0.00
208.21
0.72
0.43
0.19 ----- -----
-- -- ----- -- 0.62
1725
0.00
208.19
0.71
0.43
0.17 - -
----- ----- -- -- - 0.59
1740
0.00
208.18
0.71
0.42
0.15
0.57
1755
0.00
208.16
0.71
0.42
0.13 ----- -----
-- ----- ----- --- 0.55
1770
0.00
208.15
0.71
0.42
0.11 ----- -----
---- ----- ----- -- 0.53
1785
0.00
208.14
0.71
0.41
0.09 -- -
----- --- -_ ----- 0.51
1800
0.00
208.12
0.71
0.41
0.08 ----- -----
---- ----- ----- - 0.49
1815
0.00
208.11
0.71
0.41
0.06 ----- ---
----- ----- - ---- 0.47
1830
0.00
208.10
0.71
0.41
0.04 --- ----
- -_-- ----- ----- 0.45
1845
0.00
208.09
0.71
0.40
0.04 ---- ----
----- ----- ----- ---- 0.44
1860
0.00
208.08
0.71
0.40
0.03 - ----
- - ----- ---- 0.44
1875
0.00
208.07
0.71
0.40
0.03 ----- -----
----- ----- ----- ---- 0.43
1890
0.00
208.06
0.71
0.40
0.02 - -- -
----- --- - ---- 0.42
1905
0.00
208.05
0.71
0.39
0.02 - -----
-- -- ----- ----- 0.41
1920
0.00
208.03
0.71
0.39
0.02 ----- -----
---- ----- ----- ---- 0.41
1935
0.00
208.02
0.71
0.39
0.01 - --
-- - ----- ---- 0.40
1950
0.00
208.01
0.71
0.39
0.01 ----- ----
---- ----- ----- - - 0.39
1965
0.00
208.00
0.71
0.38
0.00 ----- ---
----- ----- -- ----- 0.39
1980
0.00
207.99
0.71
0.38
-- - ----
- -- ----- ---- 0.38
1995
0.00
207.98
0.71
0.38
---- -- -----
---- ---- ----- - 0.38
2010
0.00
207.97
0.71
0.38
--- ----- --
---- ---- - ----- 0.38
2025
0.00
207.96
0.71
0.37
- ----- -----
----- ----- ----- ----- 0.37
2040
0.00
207.95
0.71
0.37
----- ----- -----
----- ----- --- -- 0.37
2055
0.00
207.94
0.71
0.37
----- ---- -
----- - ----_ --- 0.37
2070
0.00
207.93
0.71
0.37
---- ----- -----
----- ----- ---- - 0.37
2085
0.00
207.92
0.71
0.37
---_ ---- -
----- - - ----- 0.37
2100
0.00
207.91
0.71
0.36
--- -- -----
- --_-- ----- ----- 0.36
2115
0.00
207.90
0.71
0.36
----- ----- -
----- ----- --- ---- 0.36
2130
0.00
207.89
0.71
0.36
----- --- -----
----- --- --- ----- 0.36
2145
0.00
207.88
0.71
0.36
---- ---- -----
-- ----- ----- ----- 0.36
2160
0.00
207.87
0.71
0.35
---- ----- -
----- --- - --- --- 0.35
2175
0.00
207.86
0.71
0.35
----- -- ---_-
----- -- -_- ----- 0.35
2190
0.00
207.85
0.71
0.35
--- ---- -----
----- ----- ----- ---_ 0.35
2205
0.00
207.84
0.71
0.35
- - ----- - -
----- ----- ---- --- 0.35
2220
0.00
207.83
0.71
0.34
----- --- ---
----- -- --- ----- 0.34
2235
0.00
207.83
0.71
0.34
----- - -----
-- ----- ----- ----- 0.34
2250
0.00
207.82
0.71
0.34
----- ----- -
---- ---- - ---- 0.34
2265
0.00
207.81
0.71
0.34
----- - -----
-- -- ----- ----- 0.34
2280
0.00
207.80
0.71
0.33
- ----- -----
---_ ----- ----- ----- 0.33
2295
0.00
207.79
0.71
0.33
----- ----- --
----- -- --- ----- 0.33
2310
0.00
207.78
0.71
0.33
----- -- -----
-- --- ----- ----- 0.33
2325
0.00
207.77
0.71
0.33
---- ----_ ----
- --_ _-_ _-_ _ 0.33
2340
0.00
207.76
0.71
0.32
---- ----- ----
----- --- ----_ --- 0.32
2355
0.00
207.75
0.71
0.32
----- --- -
----- ----- - ----- 0.32
2370
0.00
207.74
0.71
0.32
-- ----- -----
--- -- ----- ----- 0.32
Continues on next page...

25-100 YR ROUTING
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv B Clv C Clv D Wr A
Wr B Wr C Wr D E>fil Outflow
(min)
cfs
ft
Cfs
Cfs Cfs Cfs cfs
Cfs Cis Cfs Cfs Cfs
2385
0.00
207.73
0.71
0.32 - _____ -___
- --- - - 0.32
2400
0.00
207.73
0.71
0.31 ----- ---- ---
----- ----- --- ----- 0.31
2415
0.00
207.72
0.71
0.31 --- -- -
---- --- - - ----- 0.31
2430
0.00
207.71
0.71
0.31 ---- ---__ -----
- ---- -- ----- 0.31
2445
0.00
207.70
0.71
0.31 ----- ----- -----
----- ----_ --- ----- 0.31
2460
0.00
207.69
0.71
0.30 - - -
---- ---- ----- --- 0.30
2475
0.00
207.68
0.71
0.30 - ----- -----
-- - ----- --- 0.30
2490
0.00
207.68
0.71
0.30 - ----- -----
----- ----- - ----- 0.30
2505
0.00
207.67
0.71
0.30 ----- -- --
----- ----_ _____ ____ 0.30
2520
0.00
207.66
0.71
0.29 ----- ----- ---
----- ----- ----- ----- 0.29
2535
0.00
207.65
0.71
0.29 - - ----
----- -- ----- ---- 0.29
2550
0.00
207.84
0.71
0.29 ----- ----- --
- ---- - ----- 0.29
2565
0.00
207.64
0.71
0.29 --- - --
----- - ----- - 0.29
2580
0.00
207.63
0.71
0.28 - ----- -----
- ---- -- -- 0.28
2595
0.00
207.62
0.71
0.28
0.28
2610
0.00
207.61
0.71
0.28 ----- ---- ---
----- ----- ----- ---- 0.28
2625
0.00
207.60
0.71
0.28 -- ----- -----
-_ ____ _- 0.28
2640
0.00
207.60
0.71
0.28 ----- -__ _____
_____ _-_ _ _. _____ 0.28
2655
0.00
207.59
0.71
0.27 -- - ---
- -- ----- -- 0.27
2670
0.00
207.58
0.71
0.27 -- ----- -----
- ---- - ---- 0.27
2685
0.00
207.57
0.71
0.27 --- ----- -
----- _---_ ----- ----- 0.27
2700
0.00
207.57
0.71
0.27 ---- -- ----
- --- ----- -- 0.27
2715
0.00
207.56
0.71
0.26 --- ----_ -_
._ _____ ____ 0.26
2730
0.00
207.55
0.71
0.26 - ----- -
--- ----- ----- ----- 0.26
2745
0.00
207.55
0.71
0.26 ---- ---- -----
----- ----- - ----- 0.26
2760
0.00
207.54
0.71
0.26 ----- ----- -
----- ----- - ----- 0.26
2775
0.00
207.53
0.71
0.25 -- -- -----
- - --- - 0.25
2790
0.00
207.52
0.71
0.25 ----- ----- -----
_- -_-_ _- 0.25
2805
0.00
207.52
0.71
0.25 ---- ----- -
----- --- --- ----- 0.25
2820
0.00
207.51
0.71
0.25 -- - -----
- ----- - - 0.25
2835
0.00
207.50
0.71
0.24 --__ - -
- ----- ----- ----- 0.24
2850
0.00
207.50
0.71
0.24 ----- --- ----
----- - ----- -- 0.24
2865
0.00
207.49
0.71
0.24 - ----- -__-
-- ----- -- ---- 0.24
2880
0.00
207.48
0.71
0.24 ----- ----- --
----_ ---- ----- ----- 0.24
...End
M

Hydrograph Plot
W
Hydrartow Hydrograph. by Intelisoive
Monday, Jan 29 2007, 10:26 AM
Hyd. No. 2
25-100 YR ROUTING
Hydrograph type = Reservoir
Peak discharge = 91.13 cfs
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 1
Max. Elevation = 212.38 ft
Reservoir name = WQPD-A
Max. Storage = 206,771 cuft
Storage Indication method used. Hydrograph Volume = 445,554 cult
25-100 YR ROUTING
Q WS) Hyd. No. 2 -- 100 Yr Q (cfs)
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 3 5 8 11 13 16 19 21 24 27 29
Hyd No. 2 Hyd No. 1 Time (hrs)

rLS��U l:/ L5
"WWAT-ER
'eftnds d, Stowmmminr el....n4
PLT CONCRETE SERVICES
NASH COUNTY PLANT
MIDDLESEX, NC
SEDIMENT BASIN
DESIGN CALCULATIONS
JANUARY 29, 2007
PREPARED BY: HERRING-SUTTON A ASSOCIATES, PA
2201 NASH STREET NORTHWEST
WILSON, NORTH CAROLINA
MAIF,vi
RO ED

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HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
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2201 NASH ST. NW
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2201 NASH ST. NW
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[phone]
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HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
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RATIONAL FORMULA:
GIVEN DATA:
COMPUTATIONS:
ENERGY DISSIPATOR # 1
PROJECT:PLT CONCRETE NASH COUNTY.
Q=CIA
C= 0.6
1 (IRMR.) (10YR.)= 5.7
A (ACRES)` 3
Q (10)(CFS) = 10.188
Q (10)(CFS)= 10.188
S (%) = 0.77
RCP(DIA.)(iN.) = 15
n (P,pE)= 0.023
Q (FALL) (CFS)=
3.213
V (FULL) (FPS)=
2,618
Q (10) /Q (FULL)=
3.17
C=
HELP
V o (FPS) =
#VALUE+
ZONE =
3
APRON LENGTH =
10 FT.
APRON WIDTH =
3.75 FT.
STONE TYPE =
CLASS 1
STONE DEPTH =
21 1N.
SEE TABLE 8
SEE FIGURE 8.03
SEE TABLE 10.1
SEE FIGURE 5
SEE FIGURE 20
C*V(FULL)
SEE FIGURE 1
SEE FIGURE 2
SEE FIGURE 2
SEE FIGURE 3

sofls
Practice Standards and Specifications
SKIMMER ORIFICE DIAMETER
In order to streamline the orifice sizing procedure, Figure 6.64b, may be
used. This design chart assumes the designer knows or has determined the
sedimentation basin's water storage volume in cubic feet and the desired
dewatering time (in days) for the basin under consideration. The skimmer
orifice size (in inches) can be.read by entering Figure 6.64b from the x-axis
with the basin's water storage volume (in cubic feet), moving vertically to the
line that represents the basin's desired dewatering time (in days), then moving
to the left to the y-axis.
�U
Figure 6.64b Skimmer
orifice diameter as a function
of the basin volume and
basin dewatering time.
0.25
lot .5
2
3
5
7
10
0.1
�Ww<mnIll� mssff/lff imw gulf
mmmmlliil�- ��11_101; 11111
ME NUN���%rl��aii� �1��11111
MONIffl�fl���1����iill�l
I�.Al�.� .R� PAN
»rr��rrr_ �r�� ��.�i rris������������wnwt.�■
AW, a NA
Pli
Irk %�l•s!3■!S 11111101i���■■It■■��l•■■■■■■!
WAIN I1 _ 0.5 day A I ■. III
■oll Ill
days f
,-�ays 10 days
1000 10000 100000 1000000
DESIGN EXAMPLE
Example: The design professional in charge of designing the sedimentation
basin for a 10-acre construction site desires to use a skimmer to control
dewatering of a sedimentation basin. The sedimentation basin for a I0-acre
disturbed area requires a water storage volume of 18,000 cubic feet. The
desired dewatering time is 1-3 days.
Solution: Using the water storage volume of 18,000 cubic feet and the 1-3
day dewatering time on Figure 6.64b, a 2-inch orifice diameter is required.
(Adapted from Proper Sizing of the Control Orifice for the Faircloth Skimmer:'
Pennsylvania State University Department of Agricultural and Biological
Engineering Fact Sheet ##252.)
Rey-. 6106 6.64.3

HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
JOB 7k7 CJ� C V F*, +�.S Pic
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HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
SHEET NO. 1 D OF
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2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
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HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
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HERRING-SUTTON & ASSOCIATES, P.A.
2201 NASH ST. NW
WILSON, NORTH CAROLINA 27896
[phone]
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RATIONAL FORMULA:
GIVEN DATA:
COMPUTATIONS:
ENERGY DISSIPATOR # 2
PROJECT:PLT CONCRETE NASH COUNTY
Q=CIA
C=
0.6 SEE TABLE 8
I (IN./HR.) (10YR.) =
5.7 SEE FIGURE 8.03
A (ACRES)—
0.75
Q (10)(CFS) -
2.547
Q (10)(CFS)= 2.547
S(%)= 0.83
RCP(DIA)(IN.) = 12
In (PIPE)= 0.023 SEE TABLE 10.1
Q (FULL) (CFS)=
1.840
SEE FIGURE 5
V (FULL) (FPS)=
. 2.342
Q (10) /Q (FULL)=
1.38
C=
HELP
SEE FIGURE 20
V o (FPS) =
#VALUE!
C`V(FULL)
ZONE =
2
SEE FIGURE 1
APRON LENGTH =
6 FT.
SEE FIGURE 2
APRON WIDTH =
3 FT,
STONE TYPE =
CLASS B
SEE FIGURE 2
STONE DEPTH =
22 IN,
SEE FIGURE 3

Practice Standards and Specifications
Figure 6.64b Skimmer
orifice diameter as a function
of the basin volume and
basin dewatering time.
0.25
`t, .5
1
2
3
5
10
SKIMMER ORIFICE DIAMETER
In order to streamline the orifice sizing procedure, Figure 6.64b, may be
used. This design chart assumes the designer knows or has determined the
sedimentation basin's water storage volume in cubic feet and the desired
dewatering time (in days) for the basin under consideration. The skimmer
orifice size (in inches) can be read by entering Figure 6.64b from the x-axis
with the basin's water storage volume (in cubic feet), moving vertically to the
line that represents the basin's desired dewatering time (in days), then moving
to the left to the y-axis.
�■■■■■11��.■���11:r���'i■�Ill
_■■�PiI i0o . P4!0.R10!101d il� %�l�lail� �!■■11111
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r PWAAF-AS
��� %lii���iE�■�����iE■��■��=MEMOIR
�%�0■1 - _ fll
�■■■� ire
days 10 days
DESIGN EXAMPLE
Example: The design professional in charge of designing the sedimentation
basin for a 10-acre construction site desires to use a skimmer to control
dewatering of a sedimentation basin. The sedimentation basin for a 10-acre
disturbed area requires a water storage volume of 18,000 cubic feet. The
desired dewatering time is 1-3 days.
Solution: Using the water storage volume of 18,000 cubic feet and the 1-3
day dewatering time on Figure 6.64b, a 2-inch orifice diameter is required.
(Adapted from Proper Sizing of the Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department of Agricultural and Biological
Engineering Fact Sheet ##252.)
Rev. 6/06 6.64.3

Practice Standards and Specifications
Figure 6.64b Skimmer
orifice diameter as a function
of the basin volume and
basin dewatering time.
0.25
.5
01
SKIMMER ORIFICE DIAMETER
In order to streamline the orifice sizing procedure, Figure 6.64b, may be
used. This design chart assumes the designer knows or has determined the
sedimentation basin's water storage volume in cubic feet and the desired
dewatering time (in days) for the basin under consideration. The skimmer
orifice size (in inches) can be read by entering Figure 6.64b from the x-axis
with the basin's water storage volume (in cubic feet), moving vertically to the
tine that represents the basin's desired dewatering time (in days), then moving
to the left to the y-axis.
Pin
VERB-, ii���!■■II�II
0.��a'ii110'M5Mpg
���IIS�■111111
��l��.OWN�
-���. Wes► Jl��-�����■������■rr.r
pr
1•ea►aIi1�■ME■■■111�■■■■■■11
���9!■t...----■■■..,t_==t■■911
��■Il2 days 3 ..ys 0 7 days
fly
days i days
1000 10000
DESIGN EXAMPLE
100000
1000000
Example: The design professional in charge of designing the sedimentation
basin for a 10-acre construction site desires to use a skimmer to control
dewatering of a sedimentation basin. The sedimentation basin for a 10-acre
disturbed area requires a water storage volume of 18,000 cubic feet. The
desired dewatering time is 1-3 days.
Solution: Using the water storage volume of 18,000 cubic feet and the 1-3
day dewatering time on Figure 6.64b, a 2-inch orifice diameter is required.
(Adapted from Proper Sizing of the Control Orifice for the Faircloth Skimmer.
Pennsylvania State University Department of Agricultural and Biological
Engineering Fact Sheet ##252.)
Rev. 6/06 6.64.3

m� , L u•�
o
PLT CONCRETE SERVIC S
NASH COUNTY PLANT
MIDDLESEX, NC
DRUM WASH BASIN
DESIGN CALCULATIONS
�fp -Its �� Cv/�Lo f c°� ke art, p[, t✓
JANUARY 31, 2007
PREPARED BY: HERRING-SUTTON & ASSOCIATES, PA
2201 NASH STREET NORTHWEST
W6LSON, NORTH CAROLING
RI AMON
d
D.um wasp ^490
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HERRING-SUTTON & ASSOCIATES, P.A.
2101-A Nash Street North
WILSON, NORTH CAROLINA 27896
[phone]
JOB ��� Ir.' `• �, L/
SHEET NO. OF
CALCULATED BY C DATE
CHECKED BY DATE
SCALE
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HERRING-SUTTON & ASSOCIATES, P.A.
2101-A Nash Street North
WILSON, NORTH CAROLINA 27896
[phone]
JOB --p —1 CrC-c— . 1r \�<J�
SHEET NO. OF r
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CHECKED BY DATE
SCALE
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J
03
43.00' Y
x
TW 230.0
0
TW 230.0 Sri
TC 224.5
15.0' 1-A'XO.5' J
o 3
SCREEN
WINDOW - Y
1-0 F
THK WALL 1
TC 228.33
4--- — N � 1.0' X0, 5'
1.0'X0.5' SCREEN
W NDOW
SCREEN
o WINDOW
a
n 30.0,
1.0'
1.O'X0.5'
LTHK WALL SCREEN
TC 224,5 WINDOW
1.O'X0.5'
SCREEN
w WINDOW
a
o �
J '
28.0' J
a
03
Y
TC 229.5
TC 228,33
TW 230.0 •
TW 230.0
75.0'
PLAN VIEW
2-1.0'X0.5' 4-1,0'X0.5'
SCREEN WINDOW SCREEN WINDOW
INV 2128.33�� INV 228.33 2�'
zag-4
Z
TC 230.0 LEL 228.33
- ----- ---- --- - - ----
3�-1
TC 229.5
TC 224,5
SIDE VIEW
NOTE:
ALL WALLS 1.0' RE-INFORCED
CONC.
W/ WATER STOP
E 20J\,4` i� \,4 #L L�'� •` `ilvg\r51 3kU4' �A._!f 31 �lN-d,g 2%; /� G? r: �1. F �;t9 £�
SHEET 3 OF 8
DRUM WASH BASIN
Scale: 1"=
20'
Date: JANUARY 2007
Herring —Sutton & Associates,
P.A.
Engineers — Surveyors —Planners
2201 Nash
Street NW
Tel. [phone]
Wilson. NC
27896
Fax [phone]

Hydrograph ra h
Plot
Hydraflow Hydrographs by lntelWve
Thursday. Feb 1 2007, 3:49 PM
Hyd. No. 1
DRUM WASH BASIN
Hydrograph type
= SCS Runoff
Peak discharge
= 1.86 cfs
Storm frequency
= 25 yrs
Time interval
= 1 min
Drainage area
= 0.180 ac
Curve number
= 98
Basin Slope
= 1.0 %
Hydraulic length
= 100 ft
Tc method
= LAG
Time of conc. (Tc) = 2.39 min
Total precip.
= 6.80 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (efs)
2.00
1.00
DRUM WASH BASIN
Hyd. No. 1 -- 25 Yr
Hydrograph Volume = 4,019 tuft
Q (cfs)
2.00
1.00
0.00 0.00
0.0 1.8 3.7 5.5 7.3 9.2 11.0 12.8 14.7 16.5 18.3 20.2
Time (hrs)
Hyd No. 1

Hydrograph Report
�5'16 �-& . 5
Hydraflow Hydrographs by Intelisolve
Hyd. No. I
DRUM WASH BASIN
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 25 yrs
= 0.18 ac
= 1.0 %
= LAG
= 6.80 in
= 24 hrs.
Thursday, Feb 1 2007, 3:49 PM
Peak discharge = 1.86 cfs
Time interval
= 1 min
Curve number
= 98
Hydraulic length
= 100 ft
Time of conc. (Tc)
= 2.4 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 4,019 cult
Hydrograph Discharge Table ("'md ya'uft - I% of Op. Nnt `"ts" I = 5)
Time -- Outflow Time -- Outflow Time -- Outflow Time -- Outflow
(min cfs) (min cfs) (min cfs) (min cfs)
351
0.02
521
0.03
691
0.14
861
0.04
356
0.02
526
0.03
696
0.33
866
0.04
361
0.02
531
0.03
701
0.55
871
0.04
366
0.02
536
0.03
706
0.79
876
0.04
371
0.02
541
0.04
711
1.35
881
0.04
376
0.02
546
0.04
716
1.82
886
0.04
381
0.02
551
0.04
721
0.50
891
0.04
386
0.02
556
0.04
726
0.21
896
0.04
391
0.02
561
0.04
731
0.19
901
0.03
396
0.02
566
0.04
736
0.17
906
0.03
401
0.02
571
0.04
741
0.15
911
0.03
406
0.02
576
0.04
746
0.13
916
0.03
411
0.02
581
0.04
751
0.10
921
0.03
416
0.02
586
0.04
756
0.10
926
0.03
421
0.02
591
0.04
761
0.09
931
0.03
426
0.02
596
0.04
766
0.09
936
0.03
431
0.02
601
0.05
771
0.08
941
0.03
436
0.02
606
0.05
776
0.08
946
0.03
441
0.02
611
0.05
781
0.07
951
0.03
446
0.02
616
0.05
786
0.07
956
0.03
451
0.02
621
0.05
791
0.07
961
0.03
456
0.02
626
0.06
796
0.06
966
0.03
461
0.02
631
0.06
801
0.06
971
0.03
466
0.02
636
0.06
806
0.06
976
0.03
471
0.02
641
0.07
811
0.05
981
0.03
476
0.02
646
0.07
816
0.05
986
0.03
481
0.02
651
0.07
821
0.05
991
0.03
486
0.03
656
0.08
826
0.05
996
0.02
491
0.03
661
0.08
831
0.05
1001
0.02
496
0,03
666
0.09
836
0.05
1006
0.02
501
0.03
671
0.10
841
0.04
1011
0.02
506 '
0.03
675
0.11
846
0.04
1016
0.02
511
0.03
681
0.12
851
0.04
1021
0.02
516
0.03
686
0.13
856
0.04
1026
0.02
Continues on next page...

6 V7-1Y 6
DRUM WASH BASIN
Hydrograph Discharge Table
Time -- Outflow
(min cfs)
1031 0.02
1036 0.02
1041 0.02
1046 0.02
1051 0.02
1056 0.02
1061 0.02
1066 0.02
1071 0.02
1076 0.02
1081 0.02
1086 0.02
1091 0.02
1096 0.02
1101 0.02
1106 0.02
1111 0.02
1116 0.02
1121 0.02
1126 0.02
... End