SW7061113_HISTORICAL FILE_20070501

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW
DOGTYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
YYYYMMDD

Z7703 AVOLIS ENGINEERING, P.A.
P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
April 26, 2007/
Mr. Bill Moore
Environmental Engineer
Washington Regional Office
NCDENR - Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
RE: Stormwater Permit SW 7061 113
Ready Mix Concrete Plat
New Ditch Road, Pamlico County, North Carolina
AE Project No. 06142
Dear Bill:
MAY 0 1 Z007
Thanks for the email, enclosed please find two copies of modified project plans Sheet C2 and
C3. I have modified the vegetation plan on the aquatic bench in the stormwater pond to coincide
with the New Bern Building Supply project. Additionally, I provided a schematic of the
washdown pad area. Ready Mix has permitted and constructed similar pads on other Ready Mix
Concrete plants in eastern North Carolina. They have another engineering firm working on the
NPDES permit application which will have detailed construction requirements for the pad.
f this additional information is not considered satisfactory to issue the

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AVOLIS
ENGINEERING,
P.A.
L.J
P.O. Box 15564
• New Bern, North Carolina
28561 • (252)
a-* LM
PAR 0 6 2007
March 5, 2007 ®W.Q-WARO
Mr. Bill Moore
Environmental Engineer
Washington Regional Office
NCDENR - Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
RE: Stormwater Permit SW7061113
Ready Mix Concrete Plant - Pamlico County
AE Project No. 06142
Dear Bill:
In response to your February 7, 2007 letter requesting additional information for the referenced
project, please find the following:
• Modified Project Plans (Two Copies)
• Detailed Soils Report (Two Copies)
It is the intent of the owner to seek coverage under the NPDES General Permit NCG 140000. A
separate application will be provided to the Raleigh Central Office in the near future.
It is requested that you continue with your review of the Stormwater Permit and if deemed
appropriate, issue the Stormwater Permit.
Should you have any questions relating to this matter or need any additional information or
assistance, please do not hesitate to call.

Michael F. Easley, Governor
Ho
ATT F9
:e.
DPD Properties 11, Inc.
Attn: Mr. Marshall Tatum
PO Box 1639
Winterville, NC 28560
Dear Mr. Tatum:
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
February 7, 2007
Subject: Stormwater Permit SW7061113
Ready Mix Concrete Plant
Pamlico County
Alan W. Klimek P.E. Director
Division of Water Quality
This office received your stormwater application for the subject project on November 14, 2006. A
preliminary review of the plans and specifications has been completed. In order to complete your
application and before a stomrwater permit can be issued, the following items must be addressed:
1) Concrete Plants are regulated through the Federal NPDES Stormwater Program. You can
either submit an individual NPDES permit application, or a Notice of Intent (NOI) to be
covered under stormwater general permit NCG140000 for the Ready Mix Industry.
Applications should be submitted to the Division of Water Quality, Stormwater Group in
our central office. Forms and contact information are available on our web site.
2) Provide a detailed soils report that relates "on -site" soil borings to the NRCS Pamlico County
Soils Map. Soils report should discuss soil types and suitability for placement of
proposed stormwater control measures. Show location of project on county soils map.
3) Provide a written, detailed vegetation plan, prepared by a qualified individual, that indicates a
variety of suitable species, location, spacing, soil preparation, fertilizer requirements„
installation procedures, construction schedule, etc. Cattails are a dominant type species
and should not be included in the vegetation plan.
4) Delineate drainage basins on site plan & show/discuss how drainage is routed to wet pond.
5) Ready Mix Concrete Plants usually provide "truck washout" areas. Show location of all
process/washout facilities. Discuss/explain routing of any process/wastewaters offsite,
or to wet pond system.
The above requested information must be received in this office prior to March 7, 2007, or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all
required items including the application fee. If you need additional time to submit the required information,
please mail or fax your request for time extension to this office at the Letterhead address.
If you have questions, please feel free to contact me at 52) 948-3919
Since/rely" -
William J. Moor
Environmental Engineer
Washington Regional Office
cc: Avolis Engineering
Pamlico County Planning/Inspections
Washington Regional Office
tCard
urah
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet h2o.encstate.ncus 943 Washington Square Mall, Washington, NC 27889 . 1-877-623-6748

J0rn
S

�pF W A TE90 Michael F. Easley, Governor
i �O G William G. Ross Jr., Secretary
rNorth Carolina Department of Environment and Natural Resources
Alan W. Klimek P.E. Director
"•w. Division of Water Quality
February 7, 2007
DPD Properties II, Inc.
Attn: Mr. Marshall Tatum
PO Box 1639
Winterville, NC 28560
Subject: Stormwater Permit SW7061113
Ready Mix Concrete Plant
Pamlico County
Dear Mr. Tatum:
This office received your stormwater application for the subject project on November 14, 2006. A
preliminary review of the plans and specifications has been completed. In order to complete your
application and before a stomrwater permit can be issued, the following items must be addressed:
1) Concrete Plants are regulated through the Federal NPDES Stormwater Program. You can
either submit an individual NPDES permit application, or a Notice of Intent (NOI) to be
covered under stormwater general permit NCG140000 for the Ready Mix Industry.
Applications should be submitted to the Division of Water Quality, Stormwater Group in
our central office. Forms and contact information are available on our web site.
2) Provide a detailed soils report that relates "on -site" soil borings to the NRCS Pamlico County
Soils Map. Soils report should discuss soil types and suitability for placement of
proposed stormwater control measures. Show location of project on county soils map.
3) Provide a written, detailed vegetation plan, prepared by a qualified individual, that indicates a
variety of suitable species, location, spacing, soil preparation, fertilizer requirements,
installation procedures, construction schedule, etc. Cattails are a dominant type species
and should not be included in the vegetation plan.
4) Delineate drainage basins on site plan & show/discuss how drainage is routed to wet pond.
5) Ready Mix Concrete Plants usually provide "truck wash -out' areas. Show location of all
process/wash-out facilities. Discuss/explain routing of any process/wastewaters offsite,
or to wet pond system.
The above requested information must be received in this office prior to March 7, 2007, or your
application will be returned as incomplete. The return of this project will necessitate resubmittal of all
required items including the application fee. If you need additional time to submit the required information,
please mail or fax your request for time extension to this office at the Letterhead address.
If you have questions, please feel free to ;Moor
e at 252) 948-3919.
Siinncerree
William
Environmental Engineer
Washington Regional Office
cc: Avolis Engineering
Pamlico County Planning/Inspections
Washington Regional Office
oc"atCaroura�
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone]- Customer Service
Internet h2o.enr.statanc.us 943 Washington Square Mall, Washington, NC 27889 1-877-623-6748

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s4oYcvf J Y59' is,
SA/DA - 85% TSS REMOVAL WITH 30' VEGETATIVE FILTER
IMPER.%
3.OFT
3.5FT
4.OFT
4.5FT
5. OFT
5.5FT
6. OFT
6.5FT
7. OFT
7.5FT
10%
.9
.8
.7
.6
.5
20%
1.7
1.3
1.2
1.1
1.0
.9
.8
.7
.6
.5
30%
2.5
2.2
1.9
1.8
1.6
1.5
1.3
1.2
1.0
40%
3.4
3.0
2.6,: 2.4
2.1
1.9
1.6
1.4
1.1
.9
1.0
50%
4.2
3.7
3..3'
3.0
2.7
2.4
2.1
1.8
1.5
1.3
60%
5.0
4.5
3.8
3.5
3.2
2.9
2.6
2.3
2.0
1.6
70%
E,`0
5.2
4.5
4.1_
3:7
3.1
2.9
2.5
2.1
1.8
.80%
6.8
6.0
5.2_
4.7
4
3.7
3.2
2.7
2.2
2.0
90%
7.5
6.5
5.8
5.3
-
4.8
4.3
3.8
-3.3
2.8
2.3---
100%
8.2
7.4
6".8
6.2
5.6
5.0
4.4
3.8
3.2
2.6
SA/DA
- > 90% TSS REMOVAL
FOR WET
DETENTION WI
UT
VEGETATIVE FILTER
IMPER.%
3.OFT
3.5FT
4.OFT 4.5FT
5.OFT
5.5FT
6.OFT
6.5FT
7.OFT
7.5FT'
10%
1.3
1.0
.8
.7
.6
.5
.4
.3
.2
.1
20%
2.4
2.0
1.8•
1.7
1.5
1.4
1.2
1.0
.9
.6-
30%
3.5
3.0
2.7
2.5
1.9
1.6
1.3
1.1
4.5
4.0
3.5
3.1
2.5
2.1
1.8
1.4
.8
1.1
.;40%
50%
5.6
5.0
4.3
3.9
3.
3.1
2.7
2.3
1.9
1.5
60%
7.0
6.0
5.3
4.8
3.9
3.4
2.9,
2.4
1.9
70%
8.1
7.0
6_0
5.5
5.0
4.5
3.9
3.4
2.9
2.3
80%
9.4
8.0
7.0
6.4
5.7
5.2
4.6
4.0
3.4
2.8
90%
10.7
9.0
7.9
7.2
6.5
5.9
5.2
4.6
3.9
3.3
100%-
12.0-
10.0
8.8.
8.1
7.3
6.6
5.8
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4.3
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STORMWATER POND CALCULATIONS
COASTAL STORMWATER DESIGN
PROPOSED READY MIX CONCRETE FACILITY
NEW DITCH ROAD
PAMLICO COUNTY, NORTH CAROLINA
AE PROJECT #06142
SIZE POND AND ORIFICE:
SITE DATA
BUILDING AREA =
SIDEWALK AREA =
PARKING/DRIVE AREA =
GRASS AREA/POND AREA =
% BUA =
217798 SF 5.00
/ 11060 SF 0.25
0 SF 0.00
V/ yj7 9 80295 SF 1.84
126443 SF 2.90
DETERMINE POND SURFACE AREA REQUIREMENT AT PERMANENT POOL
RFFFRFNC.F CA/IA TARI F
41.9 %
YES
NO
85%TSS REMOVAL WITH 30' VEGATATIVE FILLER
90% TSS REMOVAL FOR WET DETENTION WITHOUT VEGETATIVE FILTER
X
X
SET PERMANENT POOL DEPTH =
SA/DA LOW (40%)=
SA/DA HIGH (50%) _
• IMPER(ACTUAL%) _
• IMPERVIOUS LOW =
INTERPOLATED SA/DA VALUE _
REQUIRED SURFACE AREA =
APPROXIMATE POND WIDTH =
APPROXIMATE POND DIMENSIONS =
PERM POOL POOCH pllo /!per -'
5 FT
2.8
3.5
41.9 %
40 %
2.94
6,403 SF 44E-�
46 FT
46 FT X 138 FT
%,, F pk,-

` CALCULATE 1" STORM RUNOFF VOLUME
BUILDING AREA INCL.
LOADING DOCK & RAMP=
11060 SF
C=
0.90
SIDEWALKAREA =
R4, •65+.00Z649
0 SF
C=
0.90
PARKING/DRIVE AREA
= le, "
+11s�; f�/ =
80295 SF
C=
0.90
GRASS AREA =
( •A / /J�(�` C�
) ,
118943 SF
C=
0.20
CQ � 8
POND AREA =
7,500 SF
C=
1.00
1-INCH VOLUME = 9,459 FT3 0 / C= 0.5211
SET PERMANENT POOL LEVEL AT: 0' STAGE = v 96 FT ELEVATION
DETERMINE POND STAGE RISE ASSOCIATED WITH V STORM
STAGE FT
SURFACE AREA FTz
NCREMENTAL VOL FT3'
CUMM. VOL(FT3) STORM VOL. FT3
-10
0
ERR
ERR
-9
0
0
ERR
-8
0
0
ERR
-7
0
0
0
-6
0
0
0
-5
3900
0
0
n
-4
4556
4,228
4,228
-3
5244
4,900
9,128
-2
5964
5,604
14,732 Po}r
-1
6716
6,340
21,072
0
7500
7,108
0
1
8736
8,118
36,298
8,118
2
10044
9,390
45,688
17,508
3
11424
10,734
56,422
28,242
4
12876
12,150
68,572
40,392
5
0
0
68,572
40,392
6
0
0
68,572
40,392
7
0
0
68,572
40,392
8
0
0
68,572
40,392
9
0
0
68,572
40,392
10
0
0
68,572
40,392
CALCULATE 1" STORM RISE
BETWEEN: 96 FT & 97 FT
REMAINING VOLUME TO BE STORED
BETWEEN: 97 FT & 98 FT
RISE ABOVE 97.0 FT CONTOUR = 0.140 FT
THEREFORE 1" STORM ELEVATION 0.20 FT
THE STORED RUNOFF =
INCREMENTAL VOLUME _
SAY: 97.2 FT
STOR TAB 1.2 FT
8118 FT3
1,341 FT3
9390 FT3
C�

n
DETERMINE ORIFICE SIZE TO DRAW DOWN THE 1" STORM
AVERAGE AVAILABLE ORIFICE HEAD = 0.6 FT
SIZE ORIFICE FOR 3-DAY DRAWDOWN
AVERAGE Q REQUIRED = 0.036 FT3/S
(3 DAY DRAW DOWN)
FROM P. III -II OF HRM
Q =
DISCHARGE(CFS)
Co =
COEFFICIENT (USE 0.6)
A =
ORIFICE AREA (SF)
g =
GRAVITY (32.2 FT/Sz)
h =
DRIVING HEAD (FT)
SOLVE FOR AREA REQUIRED:
ORIFICE DIAMETE71.-5
TRY A
DISCHARGE TABLE
h(FT)
Q(CFS)
1.1
0.062
1.05
0.061
1
0.059
0.9
0.056
0.8
0.053
0.7
0.049
0.6
0.046
0.5
0.042
0.4
0.037
0.3
0.032
0.2
0.026
0.1
0.019
0.05
0.013
0.04
0.012
0.03
0.010
0.02
0.008
A=Q/(CD'sgrt(2gh)= 0.00978 SF
1116 FT APPROXIMATELY=
DIAMETER ORIFIC =Do
1.34 INCHES
NOTE: h MEASURED TO CENTER OF ORIFICE
Q=(0.6)(P I /4)(Do/ 12)Zsgrt(2"32.2'h )
INITIAL HEAD = 1.20 FT

APPROXIMATE 1" STORM DRAWDOWN USING 6 HOUR INCREMENTS V
REQUIRED VOLUME = 9,459 FT3 POND HAS 1" STORM VOLUME AT t=0 0
TIME ELAPSED HR
h FT
Q CFS
Q/6 HRS
Qcumme
VOL. REMAINING FT3
0
1.20
9,459
6
1.20
0.065
1,398
1,398
8,061
12
1.02
0.060
1.291
2,689
6,770
18
0.86
0.055
1,183
3,872
5,587
24
0.71
0.050
1,075
4,946
4,513
30
0.57
0.045
966
5,912
3,547
36
0.45
0.040
856
6,768
2,691
42
0.34
0.035
746
7,514
1,945
48
0.25
0.029
634
8,148
1,311
54
0.17
0.024
521
8,668
791
60
0.10
0.019
404
9,073
386
66
.05
1
83
9,355
2
0.01
0.007
1
02
(43)
78
0.01
ERR
ERR
ERR
ERR
84
ERR
ERR
ERR
ERR
ERR
90
ERR
ERR
ERR
ERR
ERR
96
ERR
ERR
ERR
ERR
ERR
102
ERR
ERR
ERR
ERR
ERR
108
ERR
ERR
ERR
ERR
ERR
114
ERR
ERR
ERR
ERR
ERR
120
ERR
ERR
ERR
ERR
ERR
"NOTE: (ERR) INDICATES THAT THE STORM WATER HAS DRAINED NEARLY LEVEL WITH THE ORIFICE HEIGHT
WHICH WILL BE THE HEIGHT OF THE PERMANENT POOL.
THERFORE THE 1" STORM WATER HAS DRAINED WITHIN THE TIME PERIOD OF 2 - 5 DAYS, AND THE RUNOFF
CONTROL FOR THE POND IS SATISFACTORY.
y
-7 Z ho1-4-f-s
i t/
'102"

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Hydrograph Summary Report
/b
Page 1
Hyd.
No.
Hydrograph
typo
(origin)
Peak Time
Flow interval
(cfs) (min)
Time to
peak
(min)
Volume
(cult)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cult)
Hydrograph
description
1
SCS Runoff
8.18
1
725
25,791
1
—
Pre Dev. 1 Year St
2
SCS Runoff
9.51
2
724
58,324
10
—
Pre Dev, 10 Yr. St
3
SCS Runoff
12.81
1
725
39,428
1
—
p
POST Dev. 1 Year S II D Fa i
4
SCS Run
28.49
2
724
87,459
10
—
—
—
POST Dev. 10 Yr. S rJ o Qa
5
Reservoir
4.73
1
741
28,937
1
3
7.83
15,918
Post Dev. 1-Yr. St t, I TR P o
6
Reservoir
17.61
2
730
77,463
10
4
98.72
25,206
Post Dev. 10-Yr. S W t4lt PD
Proj. file: 06142_READYMIX.G
OF file: NEW BERN.IDF
Run date: 11-02-2006

1
1
5 - Rese
0
0 5
/ Hyd. 3
-1 Yr-Qp=4.73
10
Time (hrs)
15 20
/ Hyd. 5
Posr �pM
25
v,
S On

1
1
6 - Rese
/ Hyd. 4
- 10 Yr - Qp = 17.61 cfs
10 15 20
Time (hrs)
/ Hyd. 6
25 30
Lip P"r Dg, - ",&t w, ll"v--
n
.Posy-tla f3 t-�

Flydrograph Report
Page 1 13
Hyd. No. 1
Pre Dev. 1 Year Storm
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 1 yrs
= 5.00 ac
= 0.0 %
= TR55
= 3.70 in
= 24 hrs
Hydrograph Discharge Table
English
Peak discharge = 8.18 cfs
Time interval = 1 min
Curve number = 74
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.9 min
Distribution = Type III
Shape factor = 484
Total volume = 25,791 cult
Time -- Outflow
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
10.70
0.08
13.90
0.65
17.10
0.27
20.30
0.17
10.80
0.10
14.00
0.62
17.20
0.27
20.40
0.17
10.90
0.12
14.10
0.60
17.30
0.26
20.50
0.17
11.00
0.15
14.20
0.58
17.40
0.25
20.60
0.16
11.10
0.17
14.30
0.57
17.50
0.25
20.70
0.16
11.20
0.22
14.40
0.56
17.60
0.24
20.80
0.16
11.30
0.27
14.50
0.55
17.70
0.23
20.90
0.16
11.40
0.32
14.60
0.53
17.80
0.23
21.00
0.16
11.50
0.39
14.70
0.52
17.90
0.22
21.10
0.15
11.60
0.56
14.80
0.51
18.00
0.22
21.20
0.15
11.70
1.01
14.90
0.49
18.10
0.21
21.30
0.15
11.80
1.62
15.00
0.48
18.20
0.21
21.40
0.15
11.90
2.43
15.10
0.47
18.30
0.21
21.50
0.15
12.00
5.03
15.20
0.45
18.40
0.20
21.60
0.14
12.10
8.01
15.30
0.44
18.50
0.20
21.70
0.14
12.20
4.77
15.40
0.43
18.60
0.20
21.80
0.14
12.30
3.72
15.50
0.41
18.70
0.20
21.90
0.14
12.40
2.92
15.60
0.40
18.80
0.20
22.00
0.14
12.50
2.03
15.70
0.39
18.90
0.20
22.10
0.22
12.60
1.36
15.80
0.37
19.00
0.19
22.20
0.14
12.70
1.21
15.90
0.36
19.10
0.19
22.30
0.14
12.80
1.12
16.00
0.34
19.20
0.19
22.40
0.14
12.90
1.02
16.10
0.33
19.30
0.19
22.50
0.14
13.00
0.92
16.20
0.33
19.40
0.19
22.60
0.14
13.10
0.85
16.30
0.32
19.50
0.18
22.70
0.14
13.20
0.82
16.40
0.31
19.60
0.18
22.80
0.13
13.30
0.80
16.50
0.31
19.70
0.18
22.90
0.13
13.40
0.77
16.60
0.30
19.80
0.18
23.00
0.13
13.50
0.75
16.70
0.30
19.90
0.18
23.10
0.13
13.60
0.72
16.80
0.29
20.00
0.17
23.20
0.13
13.70
0.70
16.90
0.28
20.10
0.17
23.30
0.13
13.80
0.67
17.00
0.28
20.20
0.17
23.40
0.13
Continues on next page...

Pre Dev. 1 Year Storm
Page 2
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
23.50 0.12
23.60 0.12
23.70 0.12
23.80 0.12
23.90 0.12
... End

TR55 Tc Worksheet
Hyd. No. 1
Pre Dev. 1 Year Storm
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value
Flow length
Two-year 24-hr precip.
Land slope
Travel Time .................
= 0.011
= 200.0 ft
= 3.70 in
= 0.5 %
...................... = 3.4 min
Shallow Concentrated Flow
Flow length
= 100 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 ft/s
Travel Time ........................................
= 1.5 min
Channel Flow
Cross section flow area
= 6.0 sgft
Wetted perimeter
= 12.6 ft
Channel slope
= 0.3 %
Manning's n-value
= 0.030
Velocity
= 1.65 ft/s
Flow length
= 100.0 ft
Travel Time ........................................
= 1.0 min
Total Travel Time, Tc ........................ = 5.9 min
Page 7

Hydrograph Report �ge1 %�o
Hyd. No. 2
Pre Dev. 10 Yr. Storm
Hydrograph type
Storm frequency
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
= SCS Runoff
= 10 yrs
= 4.24 ac
= 0.0 %
= TR55
= 7.00 in
= 24 hrs --
English
Peak discharge = 19.51 cfs
Time interval =
2 min
Curve number =
74
Hydraulic length =
0 ft
Time of conc. (Tc) =
5 min
Distribution =
Type III
Shape factor =
484
Total Volume = 58,324 cuft
Hydrograph Discharge Table
Time -- Outflow Time -- Outflow
(hrs cfs) (hrs cfs)
Time -- Outflow
(hrs cfs)
9.23
0.20
15.63
0.73
22.03
0.36
9.43
0.24
15.83
0.68
22.23
0.26
9.63
0.28
16.03
0.63
22.43
0.25
9.83
0.33
16.23
0.60
22.63
0.25
10.03
0.37
16.43
0.58
22.83
0.24
10.23
0.45
16.63
0.55
23.03
0.24
10.43
0.53
16.83
0.53
23.23
0.23
10.63
0.62
17.03
0.51
23.43
0.22
10.83
0.71
17.23
0.48
23.63
0.22
11.03
0.82
17.43
0.46
23.83
0.21
11.23
1.08
17.63
0.44
11.43
1.39
17.83
0.41
11.63
2.57
18.03
0.39
...End
11.83
5.74
18.23
0.38
12.03
18.04
18.43
0.37
12.23
8.64
18.63
0.37
12.43
5.09
18.83
0.36
12.63 .
2.51
19.03
0.35
12.83
2.12
19.23
0.34
13.03
1.72
19.43
0.34
13.23
1.57
19.63
0.33
13.43
1.47
19.83
0.32
13.63
1.37
20.03
0.32
13.83
1.26
20.23
0.31
14.03
1.16
20.43
0.30
14.23
1.10
20.63
0.29
14.43
1.05
20.83
0.29
14.63
0.99
21.03
0.28
14.83
0.94
21.23
0.27
15.03
0.89
21.43
0.27
15.23
0.84
21.63
0.26
15.43
0.79
21.83
0.25

TR55 Tc Worksheet
Page 1 /
Hyd. No. 2
Pre Dev. 10 Yr. Storm
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 200.0 ft
Two-year 24-hr precip. = 7.00 in
Land slope = 0.5 %
Travel Time ........................................ = 2.5 min
Shallow Concentrated Flow
Flow length
= 100 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 ft/s
Travel Time ........................................
= 1.5 min
Channel Flow
Cross section flow area
= 6.0 sqft
Wetted perimeter
= 12.6 ft
Channel slope
= 0.3 %
Manning's n-value
= 0.030
Velocity
= 1.65 ft/s
Flow length
= 100.0 ft
Travel Time ........................................
= 1.0 min
Total Travel Time, Tc ........................ = 5.0 min

kydrograph Report
Page ,
Hyd. No. 3
POST Dev. 1 Year Storm
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 5.00 ac
Basin Slope
= 0.0 %
Tc method
= TR55
Total precip. = 3.70 in
Storm duration = 24 hrs
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
Time -- Outflow
(hrs cfs)
English
Peak discharge = 12.81 cfs
Time interval = 1 min
Curve number = 84
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.9 min
Distribution = Type III
Shape factor = 484
Time -- Outflow
(hrs cfs)
Total Volume = 39,428 cult
Time -- Outflow
(hrs cfs)
9.27
0.13
12.47
3.21
15.67
0.50
18.87
0.24
9.37
0.14
12.57
2.04
15.77
0.48
18.97
0.24
9.47
0.16
12.67
1.68
15.87
0.46
19.07
0.24
9.57
0.17
12.77
1.55
15.97
0.44
19.17
0.24
9.67
0.19
12.87
1.41
16.07
0.42
19.27
0.23
9.77
0.20
12.97
1.28
16.17
0.41
19.37
0.23
9.87
0.22
13.07
1.15
16.27
0.41
19.47
0.23
9.97
0.23
13.17
1.10
16.37
0.40
19.57
0.23
10.07
0.25
13.27
1.06
16.47
0.39
19.67
0.22
10.17
0.27
13.37
1.03
16.57
0.38
19.77
0.22
10.27
0.30
13.47
0.99
16.67
0.38
19.87
0.22
10.37
0.33
13.57
0.96
16.77
0.37
19.97
0.22
10.47
0.35
13.67
0.92
16.87
0.36
20.07
0.21
10.57
0.38
13.77
0.89
16.97
0.35
20.17
0.21
10.67
0.41
13.87
0.85
17.07
0.34
20.27
0.21
10.77
0.45
13.97
0.82
17.17
0.34
20.37
0.21
10.87
0.48
14.07
0.78
17.27
0.33
20.47
0.21
10.97
0.52
14.17
0.76
17.37
0.32
20.57
0.20
11.07
0.56
14.27
0.74
17.47
0.31
20.67
0.20
11.17
0.64
14.37
0.73
17.57
0.30
20.77
0.20
11.27
0.74
14.47
0.71
17.67
0.30
20.87
0.20
11.37
0.84
14.57
0.69
17.77
0.29
20.97
0.19
11.47
0.96
14.67
0.67
17.87
0.28
21.07
0.19
11.57
1.16
14.77
0.66
17.97
0.27
21.17
0.19
11.67
1.91
14.87
0.64
18.07
0.26
21.27
0.19
11.77
2.93
14.97
0.62
18.17
0.26
21.37
0.18
11.87
4.11
15.07
0.60
18.27
0.26
21.47
0.18
11.97
6.36
15.17
0.59
18.37
0.26
21.57
0.18
12.07
12.75
15.27
0.57
18.47
0.25
21.67
0.18
12.17
8.44
15.37
0.55
18.57
0.25
21.77
0.17
12.27
5.64
15.47
0.53
18.67
0.25
21.87
0.17
12.37
4.46
15.57
0.51
18.77
0.25
21.97
0.17
Continues on next page...
iE

POST Dev. 1 Year Storm
Page 2
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
22.07 0.31
22.17 0.20
22.27 0.18
22.37 0.17
22.47 0.17
22.57 0.17
22.67 0.17
22.77 0.17
22.87 0.16
22.97 0.16
23.07 0.16
23.17 0.16
23.27 0.16
23.37 0.15
23.47 0.15'
23.57 0.15
23.67 0.15
23.77 0.15
23.87 0.15
23.97 0.14
.End

TR55 Tc Worksheet
Page 1 00
Hyd. No. 3
POST Dev. 1 Year Storm
Storm frequency = 1 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 200.0 ft
Two-year 24-hr precip. = 3.70 in
Land slope = 0.5 %
Travel Time ........................................ = 3.4 min
Shallow Concentrated Flow
Flow length
= 100 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 ft/s
Travel Time ........................................
= 1.5 min
Channel Flow
Cross section flow area
= 6.0 sgft
Wetted perimeter
= 12.6 ft
Channel slope
= 0.3 %
Manning's n-value
= 0.030
Velocity
= 1.65 ft/s
Flow length
= 100.0 ft
Travel Time ........................................
= 1.0 min
Total Travel Time, Tc ........................ = 5.9 min

Hydrograph
Report
Pager
English
Hyd. No. 4
POST Dev. 10 Yr.
Storm
Hydrograph type
= SCS Runoff
Peak discharge =
28.49 cfs
Storm frequency
= 10 yrs
Time interval =
2 min
Drainage area
= 5.00 ac
Curve number =
84
Basin Slope
= 0.0 %
Hydraulic length =
0 ft
Tc method
= TR55
Time of conc. (Tc) =
5 min
Total precip.
= 7.00 in
Distribution =
Type III
Storm duration
= 24 hrs
Shape factor =
484
Total volume = 87,459 cuft
Hydrograph Discharge Table
Time -- Outflow
Time -- Outflow
Time -- Outflow
(hrs
cfs)
(hrs
cfs)
(hrs
cfs)
8.10
0.29
14.50
1.36
20.90
0.37
8.30
0.34
14.70
1.29
21.10
0.36
8.50
0.39
14.90
1.22
21.30
0.35
8.70
0.44
15.10
1.15
21.50
0.34
8.90
0.50
15.30
1.08
21.70
0.33
9.10
0.56
15.50
1.01
21.90
0.32
9.30
0.62
15.70
0.94
22.10
0.52
9.50
0.69
15.90
0.87
22.30
0.33
9.70
0.76
16.10
0.80
22.50
0.32
9.90
0.83
16.30
0.77
22.70
0.31
10.10
0.92
16.50
0.74
22.90
0.31
10.30
1.05
16.70
0.71
23.10
0.30
10.50
1.18
16.90
0.68
23.30
0.29
10.70
1,33
17.10
0.65
23.50
0.29
10.90
1.47
17.30
0.62
11.10
1.69
17.50
0.59
11.30
2.16
17.70
0.56
...End
11.50
2.68
17.90
0.52
11.70
5.97
18.10
0.50
11.90
11.03
18.30
0.49
12.10
25.52
18.50
0.48
12.30
10.38
18.70
0.47
12.50
5.20
18.90
0.46
12.70
3.22
19.10
0.45
12.90
2.67
19.30
0.44
13.10
2.20
19.50
0.43
13.30
2.06
19.70
0.42
13.50
1.91
19.90
0.41
13.70
1.77
20.10
0.41
13.90
1.62
20.30
0.40
14.10
1.50
20.50
0.39
14.30
1.43
20.70
0.38

TR55 Tc Worksheet
Page 1 a"-
Hyd. No. 4
POST Dev. 10 Yr. Storm
Storm frequency = 10 yrs
Sheet Flow
Manning's n-value = 0.011
Flow length = 200.0 ft
Two-year 24-hr precip. = 7.00 in
Land slope = 0.5 %
Travel Time ........................................ = 2.5 min
Shallow Concentrated Flow
Flow length
= 100 ft
Watercourse slope
= 0.5 %
Surface description
= Unpaved
Average velocity
= 1.14 fUs
Travel Time ........................................
= 1.5 min
Channel Flow
Cross section flow area
= 6.0 sgft
Wetted perimeter
= 12.6 ft
Channel slope
= 0.3 %
Manning's n-value
= 0.030
Velocity
= 1.65 ft/s
Flow length
= 100.0 ft
Travel Time ........................................ = 1.0 min
Total Travel Time, Tc ........................ = 5.0 min

Hydrograph Report page,
RL
English
Hyd. No. 5
Post Dev. 1-Yr. Storm
Hydrograph type = Reservoir
Peak discharge
= 4.73 cfs
Storm frequency = 1 yrs
Time interval
= 1 min
Inflow hyd. No. = 3
Reservoir name
= READY MIX CONCR
Max. Elevation = 97.83 ft
Max. Storage
= 15,918 cuft
Stowe Mdicedon method used.
Total Volume = 28,937 cuff
Hydrograph Discharge Table
Time
Inflow
Elevation
Clv A
Clv, B Clv C Clv D Wr A Wr B
Wr C Wr D Outflow
(hrs)
cfs
ft
cfs
cfs cfs cfs cfs cfs
cfs cfs cfs
12.10
12.39
97.52
0.07
- - - 1.70 -
-- - 1.70
12.20
6.95
97.77
0.08
- - - 4.04 -
- - 4.04
12.30
5.26
97.83
0.08
- - - 4.67 --
- - 4.67
12.40
4.05
97.82
0.08
- - - 4.65 -
- - 4.65
12.50
2.78
97.78
0.08
- - - 4.21 -
- - 4.21
12.60
1.84
97.72
0.08
- - - 3.55 -
- - 3.55
12.70
1.64
97.66
0.07
- - --- 2.97 -
- - 2.97
12.80
1.50
97.62
0.07
- - - 2.55 -
- - 2.55
12.90
1.37
97.58
0.07
- - - 2.23 -
- - 2.23
13.00
1.23
97.55
0.07
- - - 1.97 -
- - 1.97
13.10
1.13
97.52
0.07
- - - 1.75 -
- - 1.75
13.20
1.09
97.50
0.07
- - - 1.57 -
- - 1.57
13.30
1.05
97.49
0.07
--- - - 1.45 -
-- - 1.45
13.40
1.02
97.47
0.07
- - - 1.35 -
- - 1.35
13.50
0.98
97.46
0.07
- - -- 1.27 ---
- - 1.27
13.60
0.95
97.45
0.07
- - - 1.20 -
- - 1.20
13.70
0.91
97.44
0.07
- - - 1.13 -
- - 1.13
13.80
0.88
97.43
0.07
- - - 1.08 -
- - 1.08
13.90
0.84
97.43
0.07
- - - 1.02 -
- - 1.02
14.00
0.80
97.42
0.07
- - - 0.98 -
- - 0.98
14.10
0.77
97.41
0.07
- - - 0.93 -
- - 0.93
14.20
0.75
97.41
0.07
- - - 0.89 -
- - 0.89
14.30
0.74
97.40
0.07
- - - 0.86 -
- - 0.86
14.40
0.72
97.40
0.07
- - - 0.83 -
- - 0.83
14.50
0.70
97.39
0.07
- - - 0.81 -
- - 0.81
14.60
0.69
97.39
0.07
- - - 0.79 -
- - 0.79
14.70
0.67
97.39
0.07
- - - 0.77 -
- - 0.77
14.80
0.65
97.38
0.07
- - - 0.75 -
- - 0.75
14.90
0.63
97.38
0.07
- - - 0.73 -
- - 0.73
15.00
0.62
97.38
0.07
- - - 0.71 -
- - 0.71
15.10
0.60
97.37
0.07
- - - 0.69 -
- - 0.69
15.20
0.58
97.37
0.07
- - - 0.67 -
- - 0.67
15.30
0.56
97.36
0.07
- - - 0.65 -
- - 0.65
15.40
0.54
97.36
0.07
- - - 0.63 -
- - 0.63
15.50
0.53
97.36
0.07
- - - 0.61 -
- - 0.61
15.60
0.51
97.35
0.07
- - - 0.60 -
- - 0.60
Continues on next page...

Post Dev. 1-Yr. Storm
Page 2 a 4
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs cfs
cfs cfs cfs cfs
cfs cfs cfs
15.70
0.49
97.35
0.07 -
- - 0.58 -
- - 0.58.
15.80
0.47
97.35
0.07 -
- - 0.56 -
- - 0.56
15.90
0.45
97.34
0.07 -
- - 0.54 -
- - 0.54
16.00
0.44
97.34
0.07 -
- - 0.52 -
- - 0.52
16.10
0.42
97.34
0.07 -
- - 0.50 -
- - 0.50
16.20
0.41
97.33
0.07 -
- - 0.49 -
- - 0.49
16.30
0.40
97.33
0.07 -
- - 0.47 -
- - 0.47
16.40
0.40
97.33
0.07 -
- - 0.46 -
- - 0.46
16.50
0.39
97.33
0.07 -
- - 0.45 -
- - 0.45
16.60
0.38
97.33
0.07 -
-- - 0.43 -
- - 0.43
16.70
0.37
97.32
0.07 -
- - 0.42 -
- - 0.42
16.80
0.36
97.32
0.07 -
- - 0.41 -
- - 0.41
16.90
0.36
97.32
0.07 -
- - 0.40 -
- - 0.40
17.00
0.35
97.32
0.07 -
- - 0.39 -
- - 0.39
17.10
0.34
97.32
0.07 -
- - 0.38 -
- - 0.38
17.20
0.33
97.31
0.07 -
--- -- 0.38 --
-- -- 0.38
17.30
0.32
97.31
0.07 -
- - 0.37 -
- - 0.37
17.40
0.32
97.31
0.07 -
- - 0.36 -
- - 0.36
17.50
0.31
97.31
0.07 -
- - 0.35 -
- - 0.35
17.60
0.30
97.31
0.07 -
- - 0.34 -
- - 0.34
17.70
0.29
97.31
0.07 -
- - 0.33 -
- - 0.33
17.80
0.28
97.30
0.07 -
- - 0.32 -
- - 0.32
17.90
0.28
97.30
0.07 -
- - 0.32 -
- - 0.32
18.00
0.27
97.30
0.07 -
- - 0.31 -
- - 0.31
18.10
0.26
97.30
0.07 -
- - 0.30 -
- - 0.30
18.20
0.26
97.30
0.07 -
- - 0.29 -
- - 0.29
18.30
0.26
97.30
0.07 -
- - 0.29 -
- - 0.29
18.40
0.25
97.30
0.07 -
- - 0.29 -
- - 0.29
18.50
0.25
97.30
0.07 -
- - 0.28 -
- - 0.28
18.60
0.25
97.29
0.07 -
- - 0.28 -
- - 0.28
18.70
0.25
97.29
0.07 -
- - 0.28 -
- - 0.28
18.80
0.25
97.29
0.07 -
- - 0.27 -
- - 0.27
18.90
0.24
97.29
0.07 -
- - 0.27 -
- - 0.27
19.00
0.24
97.29
0.07 -
- - 0.27 -
- - 0.27
19.10
0.24
97.29
0.07 -
- - 0.26 -
- - 0.26
19.20
0.24
97.29
0.07 -
- - 0.26 -
- - 0.26
19.30
0.23
97.29
0.07 -
- - 0.26 -
- - 0.26
19.40
0.23
97.29
0.07 -
- - 0.26 -
- - 0.26
19.50
0.23
97.28
0.07 -
- - 0.25 -
- - 0.25
19.60
0.23
97.28
0.07 -
- - 0.25 -
- - 0.25
19.70
0.22
97.28
0.07 -
- - 0.25 -
- - 0.25
19.80
0.22
97.28
0.07 -
- - 0.24 -
- -- 0.24
19.90
0.22
97.28
0.07 -
- - 0.24 -
- - 0.24
20.00
0.22
97.28
0.07 -
- - 0.24 -
- - 0.24
20.10
0.21
97.28
0.07 -
- - 0.24 -
- - 0.24
20.20
0.21
97.28
0.07 -
- - 0.23 -
- - 0.23
20.30
0.21
97.28
0.07 -
- - 0.23 -
-- - 0.23
20.40
0.21
97.28
0.07 -
- - 0.23 -
- - 0.23
20.50
0.20
97.28
0.07 -
- - 0.23 -
- - 0.23
Continues on next page...

Post Dev. 1-Yr. Storm Page 3
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C MID Outflow
(hrs)
cfs
ft
cfs cfs
cfs cfs cfs cfs cfs cfs
cfs
20.60
0.20
97.28
0.07 -
- - 0.22 - - -
0.22
20.70
0.20
97.27
0.07 -
- - 0.22 - - -
0.22
20.80
0.20
97.27
0.07 -
- - 0.22 - - -
0.22
20.90
0.19
97.27
0.06 -
- - 0.22 - - -
0.22
21.00
0.19
97.27
0.06 -
- - 0.21 - - -
0.21
21.10
0.19
97.27
0.06 -
- - 0.21 - - -
0.21
21.20
0.19
97.27
0.06 -
- - 0.21 - - -
0.21
21.30
0.19
97.27
0.06 -
- - 0.21 - - -
0.21
21.40
0.18
97.27
0.06 -
- - 0.20 - - -
0.20
21.50
0.18
97.27
0.06 -
- - 0.20 - - -
0.20
21.60
0.18
97.27
0.06 -
- - 0.20 - - -
0.20
21.70
0.18
97.27
0.06 -
- - 0.20 - - -
0.20
21.80
0.17
97.27
0.06 -
- - 0.19 - - -
0.19
21.90
0.17
97.26
0.06 -
- - 0.19 - - -
0.19
22.00
0.17
97.26
0.06 -
- - 0.19 - - -
0.19
22.10
0.27
97.27
0.06 -
- - 0.20 - - -
0.20
22.20
0.18
97.27
0.06 -
- - 0.20 - - -
0.20
22.30
0.17
97.27
0.06 -
- - 0.20 - - -
0.20
22.40
0.17
97.27
0.06 -
- - 0.19 - - -
0.19
22.50
0.17
97.26
0.06 -
- - 0.19 - - -
0.19
22.60
0.17
97.26
0.06 -
- - 0.19 - - -
0.19
22.70
0.17
97.26
0.06 -
- - 0.19 - - -
0.19
22.80
0.17
97.26
0.06 -
- - 0.18 - - -
0.18
22.90
0.16
97.26
0.06 -
- - 0.18 - - -
0.18
23.00
0.16
97.26
0.06 -
- - 0.18 - - -
0.18
23.10
0.16
97.26
0.06 -
- - 0.18 - - -
0.18
23.20
0.16
97.26
0.06 -
- - 0.18 - - -
0.18
23.30
0.16
97.26
0.06 -
- - 0.17 - - -
0.17
23.40
0.15
97.26
0.06 -
- - 0.17 - - -
0.17
23.50
0.15
97.26
0.06 -
- - 0.17 - - -
0.17
23.60
0.15
97.26
0.06 -
- - 0.17 - - -
0.17
23.70
0.15
97.26
0.06 -
- - 0.17 - - -
0.17
23.80
0.15
97.26
0.06 -
- - 0.16 - - -
0.16
23.90
0.15
97.25
0.06 -
- - 0.16 - - -
0.16
24.00
0.00
97.25
0.06 -
- - 0.16 - - -
0.16
End

Reservoir Report
Page 1
Reservoir No. 1 - READY MIX CONCRETE
Pond Data
Pond storage is based on known contour areas
Stage / Storage Table
Stage
Elevation
Contour area
Incr.Storage
Total storage
ft
ft
sqft
cuft
cult
0.00
96.00
7,500
0
0
1.00
97.00
8,736
8,118
8,118
2.00
98.00
10,044
9,390
17,508
3.00
99.00
11,424
10,734
28,242
4.00
100.00
12,876
12,150
40,392
English
Culvert / Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 1.5
0.0
0.0
0.0
Crest Len ft = 3.1
0.0
0.0
0.0
Span in
= 1.5
0.0
0.0
0.0
Crest El. ft = 97.20
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 3.00
0.00
0.00
0.00
Invert El. ft
= 96.00
0.00
0.00
0.00
Eqn. Exp. = 1.50
0.00
0.00
0.00
Length ft
= 0.1
0.0
0.0
0.0
Multi -Stage = No
No
No
No
Slope %
= 0.50
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multi -Stage
= -
Yes
No
No
Tailwater Elevation =
0.00 ft
NoteAll oudlows have Deen enetyzed under Inlet and outlet mntrul.
Stage I Storage I Discharge Table
Stage Storage Elevation Clv A Clv B Clv C Ctv D Wr A Wr B Wr C Wr D Discharge
ft
cuft
ft
cfs
cfs cfs cfs cfs cfs cfs cfs
cfs
0.00
0
96.00
0.00
- - - 0.00 - - -
0.00
1.00
8,118
97.00
0.06
- - - 0.00 - - -
0.00
2.00
17,508
98.00
0.08
- - - 6.74 - - -
6.74
3.00
28,242
99.00
0.10
- - - 22.75 - - -
22.75
4.00
40,392
100.00
0.12
- - - 44.14 - - -
44.14

Hydrograph Report Pagel o27
Hyd. No. 6
Post Dev. 10-Yr. Storm
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 4
Max. Elevation = 98.72 ft
storage hdiradon method used.
Hydrograph Discharge Table
English
Peak discharge = 17.61 cfs
Time interval = 2 min
Reservoir name = READY MIX CONCR
Max. Storage = 25,206 cuft
Total volume = 77,463 cult
Time
Inflow
Elevation
Clv A
Clv B Clv C Clv D Wr A Wr B Wr C
Wr D Outflow
(hrs)
cfs
ft
cfs
cfs cfs cfs cfs cfs cfs
cfs cfs
11.20
1.92
97.26
0.06
- - - 0.19 - -
- 0.19
11.40
2.42
97.39
0.07
- - - 0.81 - -
- 0.81
11.60
3.74
97.52
0.07
- - - 1.68 - -
- 1.68
11.80
8.41
97.77
0.08
- - - 4.06 - -
- 4.06
12.00
21.31
98.20
0.09
- - - 9.43 - -
- 9.43
12.20
13.27
98.69
0.10
- - - 17.06 - -
- 17.06
12.40
7.82
98.40
0.09
- - - 12.33 - -
- 12.33
12.60
3.54
98.08
0.08
- - - 7.83 - -
- 7.83
12.80
2.94
97.86
0.08
- - - 5.06 - -
- 5.06
13.00
2.39
97.73
0.08
- - - 3.69 - -
- 3.69
13.20
2.13
97.66
0.07
- - - 2.91 - -
- 2.91
13.40
1.98
97.61
0.07
- - - 2.46 - -
- 2.46
13.60
1.84
97.58
0.07
- - - 2.19 - --
- 2.19
13.80
1.70
97.55
0.07
- - - 1.99 - -
- 1.99
14.00
1.55
97.53
0.07
- -- - 1.81 - --
- 1.81
14.20
1.46
97.51
0.07
- - - 1.66 - -
- 1.66
14.40
1.39
97.50
0.07
- - - 1.55 - -
- 1.55
14.60
1.32
97.49
0.07
- - - 1.47 - -
- 1.47
14.80
1.25
97.48
0.07
- - - 1.39 - -
- 1.39
15.00
1.18
97.47
0.07
- - - 1.32 - -
- 1.32
15.20
1.11
97.46
0.07
- - - 1.24 - -
- 1.24
15.40
1.04
97.45
0.07
- - - 1.17 - -
- 1.17
15.60
0.97
97.44
0.07
- - - 1.10 - -
- 1.10
15.80
0.90
97.43
0.07
- - - 1.03 - -
- 1.03
16.00
0.83
97.42
0.07
- - - 0.96 - -
- 0.96
16.20
0.79
97.41
0.07
- - - 0.89 - -
- 0.89
16.40
0.76
97.40
0.07
- - - 0.84 - -
- 0.84
16.60
0.73
97.39
0.07
- - - 0.81 - -
- 0.81
16.80
0.69
97.39
0.07
- - - 0.77 - -
- 0.77
17.00
0.66
97.38
0.07
- - - 0.74 - -
- 0.74
17.20
0.63
97.38
0.07
- - - 0.71 - -
- 0.71
17.40
0.60
97.37
0.07
- - - 0.68 - -
- 0.68
17.60
0.57
97.36
0.07
- - - 0.65 - -
- 0.65
17.80
0.54
97.36
0.07
- - - 0.61 - -
- 0.61
18.00
0.51
97.35
0.07
- - - 0.58 - -
- 0.58
18.20
0.49
97.35
0.07
- - - 0.55 - -
- 0.55
Continues on next page...

Post Dev. 10-Yr. Storm
Page 2 ` ,
Hydrograph Discharge Table
Time Inflow Elevation CIv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hrs)
cfs
ft
cfs cfs cfs
cfs cfs cfs cfs cfs
cfs
18.40
0.48
97.34
0.07 - -
- 0.53 - - -
0.53
18.60
0.47
97.34
0.07 - -
- 0.51 - - -
0.51
18.80
0.47
97.34
0.07 - -
- 0.50 - - -
0.50
19.00
0.46
97.33
0.07 - -
- 0.49 - - -
0.49
19.20
0.45
97.33
0.07 - -
- 0.47 - - -
0.47
19.40
0.44
97.33
0.07 - -
- 0.46 - - -
0.46
19.60
0.43
97.33
0.07 - -
- 0.45 - - -
0.45
19.80
0.42
97.33
0.07 - -
- 0.44 - - -
0.44
20.00
0.41
97.32
0.07 - -
- 0.43 - - -
0.43
20.20
0.40
97.32
0.07 - -
- 0.42 - - -
0.42
20.40
0.39
97.32
0.07 - -
- 0.41 - - -
0.41
20.60
0.38
97.32
0.07 - -
- 0.40 - - -
0.40
20.80
0.37
97.32
0.07 - -
- 0.40 - - -
0.40
21.00
0.36
97.32
0.07 - -
- 0.39 - - -
0.39
21.20
0.35
97.31
0.07 - -
- 0.38 - - -
0.38
21.40
0.34
97.31
0.07 - -
- 0.37 - - -
0.37
21.60
0.34
97.31
0.07 - -
- 0.36 - - -
0.36
21.80
0.33
97.31
0.07 - -
- 0.35 - - -
0.35
22.00
0.32
97.31
0.07 - -
- 0.34 - - -
0.34
22.20
0.33
97.31
0.07 - -
- 0.37 - - -
0.37
22.40
0.33
97.31
0.07 - -
- 0.36 - - -
0.36
22.60
0.32
97.31
0.07 - -
- 0.35 - - -
0.35
22.80
0.31
97.31
0.07 - -
- 0.34 - - -
0.34
23.00
0.30
97.31
0.07 - -
- 0.33 - - -
0.33
23.20
0.30
97.30
0.07 - -
- 0.32 - - -
0.32
23.40
0.29
97.30
0.07 - -
- 0.31 - - -
0.31
23.60
0.28
97.30
0.07 - -
- 0.30 - - -
0.30
23.80
0.28
97.30
0.07 - -
-- 0.30 - - -
0.30
24.00
0.27
97.30
0.07 - -
- 0.29 - - -
0.29
24.20
0.00
97.28
0.07 - -
- 0.25 - - -
0.25
24.40
0.00
97.27
0.06 - -
- 0.20 - - -
0.20
End

Reservoir Report
Page 1
on
Reservoir No. 1 - READY MIX CONCRETE
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
English
Stage
ft
0.00
1.00
2.00
3.00
4.00
Elevation
ft
96.00
97.00
98.00
99.00
100.00
Contour area
sqft
7,500
8,736
10,044
11.424
12,876
Incr. Storage Total storage
cuft cuft
0 0
8,118 8,118
9,390 17,508
10,734 28,242
12,150 40,392
Culvert I Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 1.5
0.0
0.0
0.0
Crest Len ft = 3.1
0.0
0.0
0.0
Span in
= 1.5
0.0
0.0
0.0
Crest El. ft = 97.20
0.00
0.00
0.00
No. Barrels
= 1
0
0
0
Weir Coeff. = 3.00
0.00
0.00
0.00
Invert El. ft
= 96.00
0.00
0.00
0.00
Eqn. Exp. = 1.50
0.00
0.00
0.00
Length ft
= 0.1
0.0
0.0
0.0
Multi -Stage = No
No
No
No
Slope %
= 0.50
0.00
0.00
0.00
N-Value
= .013
.013
.000
.000
Drif. Coeff.
= 0.60
0.60
0.00
0.00
Multistage
= -
Yes
No
No
Tailwatet Elevation =
0.00 ft
NoteAll oudlo s nave been analyzed under
inlet and ou0et control.
Stage I Storage
I Discharge Table
Stage Storage Elevation Clv A
ft
cuft
ft
cfs
0.00
0
96.00
0.00
1.00
8,118
97.00
0.06
2.00
17,508
98.00
0.08
3.00
28,242
99.00
0.10
4.00
40,392
100.00
0.12
Clv B Clv C Clv D Wr A Wr B Wr C Wr D Discharge
cfs cfs cfs cfs cfs cfs cfs cfs
0.00 - - - 0.00
0.00 - - - 0.00
6.74 - - - 6.74
22.75 = - - 22.75
44.14 - - - 44.14

Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A
B
C
D
Land Use/Cover
,
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
poorcondltion
68
79
86
89
iaircondi ion
good condition —
49
39
69
61
79
74
84
80
Meadow
good condition
30
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
66
77
83
Good stand - good cover
25
55
70
77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75 %
61
80
or more of the area
39
fair condition:
grass cover on 50
to 75% of the area
49
69
79
84
Commercial and business
areas (85%impervious)
89
92
94
95
Industrial districts
j72%impervious)
81
88
91
93
Residential I Development completed and vegetation established
Average lot size Average% Impervious
1/8 acre or less 65
77
85
90
92
1/4 acre 38
61
75
83
87
1/3 acre 30
57
72
81
86
12 acre 25
54
70
80
85
1 acre 20
51
68
79
84
2 acre 15
47
66
77
81
Paved parking lots, roofs,
driveways, etc.
98
98
t 98
98
Streets and roads
paved with curbs and
storm sewers
98
98
98
98
gravel
76
85
89
91
dirt
72
82
87
89
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
Lot sizes of 114 acre
88
93
95
97
Lot sizes o112 acre
85
91
94
- 96
Lot sizes of 1 acre
82
90
93
95
Lot saes of 2 acres
81
89
92
94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS
8.03 10
Rev. Ina

4 ..
Worksheet
Worksheet for Triangular Channel
Project Description
Worksheet
TURFCLUB
Flow Element
Triangular Chan
Method
Manning's Forrr
Solve For
Channel Depth
Input Data
Mannings Coeffic
0.030
Slope
003000 ft/ft
Left Side Slope
3.00 H : V
Right Side Slope
3.00 H : V
Discharge
17.61 cfs
Results
Depth
1.61 It
Flow Area
7.8 ft-
Wetted Perim(
10.18 ft
Top Width
9.66 ft
Critical Depth
1.16 ft
Critical Slope
0.016848 ft/ft
Velocity
2.27 ft/s —
Velocity Head
0 ft
Specific Enerc
1.69 ft
Froude Numb(
0.45
Flow Type
Subcritical
Project Engineer: Joseph C. Avolis
clhaestadVn*M06142_readymixfm2 avolia engineering, pa FlowMaster v6.0 [614e)
11/02/06 08:05:56 AM ®Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 7551666 Page 1 of 1

Michael F. F.an•, Go rnor
WtLiam G. Ross Jr, Sevaary
rNorth Cardin Depatixomt of Fmvo®ent end Naha! Rcaaas
p Alan W. Khrat, P.E Director
Division of Water Quality
November 9, 2006
DPD Properties II, Inc.
Mr. Marshall Tatum, Vice President
PO Box 1639
Winterville, NC 28590
SUBJECT: Stormwater Application for Ready Mix Concrete Plant
Dear Mr. Tatum:
This office received a stonnwater permit application for the subject project on November 7,
2000. A preliminary review of your project indicates that the application package is incomplete. The
following items are needed to make the package complete:
$420 check
_ signature by owner on page 4 of application
2 sets of plans
_ narrative
_ supplement (wet detention, infiltration basin, low density, curb outlet system, off -site
system, underground infiltration trench)
signature by owner on supplement form
c_ soils report
We are returning the entire package to you. Once the package is complete you may resubmit.
You should also be aware that the Stormwater Rules require that a permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 2h.1000 and North
Carolina General Statute 143-215.1 and may result in civil penalties of up to S10.000 per day.
If you have any questions, please feel free to contact me at [phone].
Sincerely,
1 r
Al Dodge, R gloi`3Jperv+sor
Surface Water Protection
Washington Regional Office
cc: A I's Engineering, P.A.
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No.-th Carolina Division of Water Quality Internet�Tor,,'�7,/-� 7�
94- Washington Square Mall Phone (252) W-6481 :V o11111 .robin
Washington, NC 27889 Fa [phone] Nn u„ally