SW7070520_HISTORICAL FILE_20210604

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW��
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE-
c12!
YYYYMMDD

ROY COOPER
Governor
DIONNE DELLI-GATTI
Secretary
BRIAN WRENN
Director
NORTH CAROLINA
Environmental Quality
June 4, 2021
Tandemloc, Inc.
Attention: John DiMartino, Jr., President
824 Fontana Boulevard
Havelock, NC 28532
Subject: Stormwater Permit Renewal
Stormwater Management Permit SV 7070520
Tandemloc Facility
Craven County
Dear Mr. DiMartino:
Waco
A Division of Energy, Mineral, and Land Resources file review has determined that
Stormwater Permit SV 7070520 for a stormwater treatment system consisting of a wet
detention basin serving the Tandemloc facility located on Outer Banks Drive, Havelock,
NC expires on August 9, 2021. This is a reminder that permit renewal applications are
due 180 days prior to expiration. We do not have a record of receiving a renewal
application.
Please submit a completed permit renewal application along with a $505.00 fee for
permit renewal. Also, it was noted in the file review that a designer's certification that the
project was constructed in accordance with the approved plans as required by the
permit has not been submitted. Please include this with your application. Permit
application forms for renewal can be found on our website at:
https://deq. nc.gov/about/d ivisions/energy-m inera I-and-land-
resources/stormwater/stormwater-program/post-construction-2. North Carolina General
Statutes and the Coastal Stormwater rules require that this property be covered under a
stormwater permit.
If you have questions, please feel free to contact me at [phone]. 1 will be glad to
discuss this by phone or meet with you. If you would like, I can e-mail you a copy of the
application forms. You can request a copy by e-mailing me at
roger.thorpe(u-)ncdenr.gov.
Sincerely,
Roger K. Thorpe
Environmental Engineer
Not Carolina Department of Environmental Quality I Division of Energy. Mineral and Land Resources
Washington Regional Office 'i 943 Washington Square Mall I Washington, North Carolina 27889
252946.n481 - .

( S rcd2 S;7t. �roy-L
Permit Number SW7070520 - �>'/ 4` -/
Program Category
State SW
Permit Type
State Stormwater
Primary Reviewer
ernest.odei-larbi
Coastal SWRuIe
Coastal Stormwater - 1995
Permitted Flow
Facil
Facility Name
Tandemloc Facility
Location Address
Havelock Industrial Park
Outer Banks Or
Havelock
Owner
Owner Name
John
/5-'?!leM /oC /G
Try/ S -r.�G: /0 C�/-W,
�prYfPfJ-o
NC 28532
S(A70.E S �j' C n d "', / c)
Central Files: APS _ SWP
5/26/2021
Permit Tracking Slip
Status
Project Type
Active
New Project
Version
Permit Classification
1.00
Individual
Permit Contact Affiliation
Major/Minor Region
Minor Washington
County
Craven
Facility Contact Affiliation
Owner Type Z
Individual
Dimartino wner Affiliation
John Dimartino
94 7 -7iss
824 Fontana Blvd
Dates/Events
Havelock
INC 28532
Scheduled
Orig Issue App Received Draft Initiated Issuance
Public Notice Issue EffectiveC8/D9/202l
8/9/2007 5/22/2007
8/9/2007 8/9/2007
Regulated Activities
Requested /Received Events
State Stormwater - HD - Detention Pond
Deed restriction requested
d5�S9U¢/g6 9i0 ;� 74
Deed restriction received
Additional information requested
6/21107
Additional information requested
7/26/07
Additional information received
715107
Additional information received
811/07
Outfall
Waterbod`y�Name
/lJ //JS5/PGj/�',S
04V0 //S
Streamindex Number Current Class Subbasin

AVOLIS ENGINEERING, P.A.
P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
August 2, 2007��'
,/ AUG - 3 2001
Mr. Emest Odei-Larbi. EI
Environmental Engineer DWQ-VVA► O
State of North Carolina Division of Water Quality
934 Washington Square Mall
Washington, NC 27889
Re: Stormwater Review SW7070520, Tandemloc Facility, Craven County
Dear Ernest:
As we discussed by telephone this date, enclosed please find three copies of revised plan
sheet C5 for the above -referenced project relating the orientation of the vegetative shelf.
We appreciate your prompt review of this project. Should you have any questions, please
do not hesitate to give me a call.
Sincerely,

AVOLIS ENGINEERING, P.A.
—�� P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
July 31, 2007
AUG - 1 20007
Mr. Ernest Odei-Larbi, EI Environmental Engineer ®YtlQ VVAiO
Division of Water Quality
943 Washington Square Mall
Washington, NC 27889
Re: Stormwater Review S W7070520, Tandemloc Facility, Craven County
Dear Ernest:
Enclosed please find two sets of revised plans for the above -referenced project in
response to you letter of July 26, 2007.
• I have checked the 1-inch storage elevation and feel that it is correct. Please refer
to page 2 of the calculations, copy attached. The runoff volume from the 1-inch
storm is 5,826 CF. Between the elevation of 16.6' and 17.0' (0.0'— 0.4' stage),
the pond will store 2,659 CF. Please see the Pond Stage Storage Table at the top
of the calculation page. 5,826 CF subtract 2,659 CF leaves 3,167 CF to be stored
above pond elevation 17.0'. Between the elevation of 17.0' and 18.0', the pond
stores 7,466 CF. Please see the Pond Stage Storage Table for "Delta" Volume
Stored. The ratio of the rise between the 17.0' and the 18.0' contours is obtained
by dividing 3,167 by 7,466 to get 0.42. The number 0.42 is a ratio which in this
case applies to the one foot elevation increase. Therefore, 1-inch storm elevation
equals 17.42'. Our method of calculating the pond rise takes into account the
additional storage volume created due to the sloping pond sides.
• We have revised the pond plan and cross-section to clarify the new requirement
for positioning of the vegetated shelf.
• Since the 1-inch storm level is correct, we are not forwarding a new wet basin
supplement.
We appreciate your assistance with this project. Should you have any questions, please
do not hesitate to give me a call.

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Michael F. Easley, Governor
IJ
July 26, 2007
Tandemloc, Inc.
Attn.: John DiMartino
824 Fontana Boulevard
Havelock, NC 28532
Coleen H. Sullins, Director
Division of Water Quality
Subject: Stormwater Review SW7070520
Tandemloc Facility
Craven County
Dear Mr. DiMartino:
This office received a Coastal Stormwater permit application and plans for the subject project on July 05,
2007. A preliminary review of the project indicates that before a State Stormwater permit can be issued the
following additional information is needed.
• Please check your 1-inch storage elevation calculation. Per your calculation, when you divide cubic
feet by cubic feet, that gives you a constant without unit. The volume of the 1" runoff should be
divided by the surface area at the permanent pool or you need to extrapolate the 3644 clt from
stage/storage table between elevation 17 and 18 ft.
Please dimension width of aquatic shelf on plan view and show the top and bottom elevation of
aquatic shelf on plan/section view. Your wet pond plan does not clearly show half the aquatic shelf
above the permanent pool and half below. A minimum of 10 foot wide vegetative shelf shall be
installed around the full perimeter, the inside edge of shelf shall be 6" below the permanent pool
and the outside edge of shelf shall be 6" above the permanent pool. (This requirement is in
accordance to new NCDWQ regulation for wet pond design)
• Please you will need to submit a new wet detention basin supplement.
The above requested information must be received in this office prior to August 26, 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.
You should also be aware that the Stormwater Rules .require that the 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 $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have questions, please
feel free to contact me at [phone].
Sincerely,
Em ei-Larbi, E.1
Environmental Engineer
Washington Regional Office
cc: Joseph C. Avolis, P.E., Avolis Engineering, and P.A
Washington Regional Office Dm
Craven County Planning/Inspection N�C�ttCarolina
,Naturn!!il
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet h2o.enr.state.nc.us 943 Washington Square Mall, Washington, NC 27889 1-877-623.6748
An Equal Opportunity/Affirmative Action Employer— 50% Recycled11046 Post Consumer Paper

b9VX!i:-XVKD
SOIL BORING DATA
Tandemloc Facility .
Outer Banks Drive
Havelock Industrial Park
Havelock, North Carolina
JUL 0 5 2007
DWO-WAR®
The soil boring was conducted by using a hand auger in the proposed stormwater detention pond
location for the new Tandemloc manufacturing facility. The site is currently wooded and is
located on a sloping area adjacent to 404 Wetlands and the riparian buffer area of Shop Branch
(a "blue line"- stream).
The soil was observed to have the following characteristics:
Date: Apfi24�2
07
� + '
..DEPaTH a
0 - 4 Inches
Top Soil
4 Inches - 16 Inches
Sandy Loam
16 Inches - 56 Inches
Sandy Clay
The seasonal high water table level was 42 inches below grade which is at an elevation of 15.5
feet.
The Craven County soil survey classifies the soil type on the site as Lynchburg. Lynchburg is
classified as a Drainage Class C Soil. The soil is described as being a sandy loam in the upper
fourteen inches and a sandy clay loam below that depth. The soil condition at the site closely
matched the description of the Lynchburg soil as shown in the Craven County Soil Survey. The
Craven County Soil Survey describes the Lynchburg soil type as follows:
^��DESCRIPaTION�
:nFOML W .YWr¢C.r.
0 - 14 Inches
Fine Sandy Loam
14 Inches - 65 Inches
Sandy Clay Loam
65 Inches - 74 Inches
Fine Sandy Loam
L
The sandy clay soils are suitable for the construction of the stormwater detention pond. The soil
is stable and will work well for maintaining the pond banks.
�1/0�5 Cr' �Ne2r, /1

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't:
wocRo
Michael F. Easley, Governor
William G. Ross Jr., Secretary
r North Carolina Department of Environment and Natural Resources
Y Alan W. Klimek, P.E. Director
Division of Water Quality
June 21, 2007
Tandemloc, Inc.
Atm.: John DiMartino
824 Fontana Boulevard
Havelock, NC 28532
Subject: Stormwater Review SW7070520
Tandemloc Facility
Craven County
Dear Mr. DiMartino:
This office received a Coastal Stormwater permit application and plans for the subject project on May 22,
2007. A preliminary review of the project indicates that before a State Stormwater permit can be issued the
following additional information is needed.
• Please sign, seal and date the calculation.
• Please check your average drawn down calculation and explain how the 5286cft used in the
calculation was derived.
• Please revise the calculation for the associated level rise for the first inch runoff. Per your pond
stage storage table, the 1-inch storm elevation should be 17.46ft.
• Please the temporary pool volume to report on the wet detention basin supplement is the volume
provided between the permanent pool elevation and the temporary pool elevation.
• Please show access to riser structure on plan view for maintenance.
• Please dimension each line and arc of the permanent pool contour. If it is irregular, provide
approximate dimension and call out the square feet.
• Please show calculation for riprap at the inlet of pipe to forebay and outlet of mainbay of pond.
• Please attach Ref. Table 8.05d and Ref. Fig. 8.06a to calculation.
• Please show north arrow and legend on sheet C5.
• Please specify the type of vegetation to be planted on the side slope (i.e. 3:1) of the pond above the
aquatic shelf and add a note on the plan/section view of the wet detention pond.
• Please revise the pond section/plain view to show half the aquatic shelf above the permanent pool
and half below.
• Please provide seasonal high water table (SHWT) level in your soil report and detail soils report
that relates on -site soil borings to the NRCS Craven County Soils Map. Soil report should discuss
soil types and suitability for placement of proposed stormwater control measure. Show location of
project on county soils map and date when soil boring was done. Please ensure that in your pond
design the permanent pool elevation is above the SHWT.
• Please specify a maximum opening size of 4" on the trash rack. N7ocpt"jr,�,}�Caro��'on
rNaiu z
North Carolina Division of Water Quality Washington Regional Office Phone [phone] FAX [phone] Customer Service
Internet h2o.enr.state.naus 943 Washington Square Mall, Washington, NC 27899 1-877.623-6748
An Equal Opportunity/Afinnative Action Employer— 50% Recycled/10% Post Consumer Paper

The above requested information must be received in this office prior to July 21, 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.
You should also be aware that the Stormwater Rules require that the permit be issued prior to any
development activity. Construction without a permit is a violation of 15A NCAC 21-1.1000 and North Carolina
General Statute 143-215.1 and may result in civil penalties of up to $10,000 per day.
Please reference the Stormwater Project Number above on all correspondence. If you have questions, please
feel free to contact me at [phone].
Sincerely,
Em�-Larbi, E.I
Environmental Engineer
Washington Regional Office
cc: Joseph C. Avolis, P.E., Avolis Engineering, and P.A
Vivashington Regional Office

STORMWATER MANAGEMENT NARRATIVE MAY 2 2 2007
Tandemloc Facility ®WQ-WARO
Outer Banks Drive
Havelock, North Carolina
This project proposes the construction of a new 20,000 square foot manufacturing facility on a
wooded and undeveloped lot. The project also includes the construction of vehicle parking
areas, unloading areas and open grassed areas. The project is geographically separated from a
previous Tandemloc project approved by Permit No. S W7050523. The project disturbed area is
4.5 acres. The western side of the site will not be developed at.this time. At some point in time
if it is developed, it will likely require a second BMP.
The stormwater runoff from the new building and the parking area will be directed to the wet
stormwater detention pond by a combination of a grass swale and a piping system. The pond is
sized to provide 90% TSS removal and will have a permanent pool depth of four feet. A ten foot
wide littoral shelf is incorporated into the pond with plantings. The pond discharge is to.a
shallow Swale before discharge into 404 Wetlands and eventually to an on -site riparian buffer.
This project will comply with the City of Havelock Stormwater Ordinance which also includes
the Neuse River Basin Nutrient Reduction requirements. The project provides runoff attenuation
from the 10-year storm. Grading activities, which are allowable, will take place in Zone 2 of the
Neuse River Riparian Buffer in order to complete the pond slopes. Zone I of the riparian buffer
will not be disturbed.
There are no 404 or Coastal Wetlands disturbed by this project.

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AVOLIS ENGINEERING, P.A.
ZI-%33 P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
dllECEUVED
July 2, 2007
JUL 0 5 2007
Mr. Emest Odei-Larbi, EI ®�� q 11 ��
Environmental Engineer
State of North Carolina Division of Water Quality
934 Washington Square Mall
Washington, NC 27889
Re: Stormwater Review SW7070520, Tandemloc Facility, Craven County
Dear Ernest:
In response to you review comments of June 21, 2007 for the above -referenced project,
enclosed please find two sets of revised plans and calculations. Our response to the
review comments is as follows:
- We have provided a cover with a seal and date on the calculations.
- The 5286 cubic foot value was reversed from 5826. The preliminary orifice size
would change. However, the more accurate routing of the selected 1-1/4" orifice
shows that its drawdown is satisfactory. Therefore, there is no design change.
The calculation has been corrected.
- The correct 1-inch storm stage is 17.42 ft. (0.82 ft. stage).
- The temporary pool volume reported on the wet detention basin supplement is
the volume associated with the one inch storm and occurs above the permanent
pool level.
- We have shown the access route for maintenance of the riser. Access is provided
by walking on the exposed top of the pipe which is above both the temporary and
permanent pools. We have also tapered the contours in the area of the riser in
order to make it easier to access.
- We have added dimensioning of the permanent pool configuration to the
drawings.
- We have added additional rip rap calculations to the stormwater calculations.
- We have added a copy of table 8.05d and figure 8.06a from the Sedimentation and
Erosion Control design manual to the stormwater calculations.
- We have added a north arrow and a legend on sheet C5.
- We have added a specification for the pond side slope vegetation
- We have revised the aquatic shelf to show it one-half above and below the
permanent pool.
- We have added the seasonal high water table (SHWT) information to the soils
report. The pond permanent pool elevation is above the SHWT.

r-•
We have dimensioned the trash rack opening size as four inches.
We appreciate your prompt review of this project. Should you have any questions, please
do not hesitate to give me a call.
Cc: Mr. Pete West, Custom Building Company

AVOLIS ENGINEERING. P.A.
P.O. Box 15564 • New Bern, North Carolina 28561 • [phone]
May 14, 2007
Mr. Bill Moore
Environmental Engineer
NCDENR - Water Quality Section
943 Washington Square Mall
Washington, NC 27889
RE: Tandemloc, Inc. Facility
Outer Banks Drive, Havelock, NC 28532
AE Project No. 06130
Dear Bill:
Enclosed please find the following for the above -referenced project:
• Stormwater Management Permit (Original and One Copy)
• Wet Detention Basin Supplement (Original and One Copy)
• Stormwater Narrative (2 Copies)
• Project Plans (2 Copies)
• Stormwater Calculations (2 Copies)
• $420 Permit Fee
Should you have any questions relating to this matter or need any additional information or
assistance, please do not hesitate to call.
Sincerely,
.los h C volis, P.E.
Pr ide

RECE EIVED
JUL 0 5 2007
DWQ-WAR®
COASTAL STORMWATER CALCULATIONS
Tandemloc Facility
Outer Banks Drive
Havelock Industrial Park
Havelock, North Carolina
Prepared by:
Avolis Engineering, P.A.
P.O. Box 15564
New Bern, NC 28561
[phone] Office
[phone] Fax
July 2, 2007

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Appendices
r..
- 'Labtet1O5dt�„
-
Maximum Permissible
Materials
Maximum Permissible
Velocities for Unprotected
Velocities (fps)
Soils in Existing Channels.
Fine Sand (noncolloidal)
2.5
Sand Loam (noncolloidal)
2.5
Sift Loam (noncolloidal)
3.0
Ordinary Firm Loam
3.5
Fine Gravel
5.0
Stiff Clay (very colloidal)
5.0
Graded, Loam to Cobbles (noncolloida0
5.0
Graded, Silt to Cobbles (colloidal)
5.5
Alluvial Sifts (noncolloidal)
3.5
Alluvial Sifts (colloidal)
5.0
Coarse Gravel (noncolloidal)
6.0
Cobbles and Shingles
5.5
Sample Problem 8.O5a
Design of a
grass -lined channel.
Given:
Design 010 = 16.6 ds
Proposed channel grade = 20%
Proposed vegetation: Tall fescue
Sold: Creedmoor (easily erodible)
- Permissible velocity, Vp = 4.5 ft/s (cable 8.05a)
Retardance class: 'B' uncut, -D' cut (table 8.05c).
Trapezoidal channel dimensions:
designing for low retardance condition (ietardance class D)
design to meet Vp.
Find:
Channel dimensions
Solution:
Make an initial estimate of channel size
A = O(V; 16.6 cls/4.5 ft/sec = 3.69 ftz
Try bottom width = 3.0 it w/side slopes of 3:1
Z=3
A=bd+Zdz
P=b+2d
R=A/P
An iterative solution using Figure 8.05a to relate flow depth to
Manning's n proceeds as follows: Manning's equation is used
to check velocities
'Fr Fig. BnSc, pg. 8.05.7. Rcrardar class d (VR-e5zO54=243)
d in) A (n) R in) • n V (tps) Q (cfs) comments
0.8 4.32 0.54 0.043 3.25 14.0 V<Vp OK,
Q<Q1o.
(too small, try deeper channel)
0.9 5.13 0.59 0.042 3.53 18.10 V<Vp, OK,
Q>Q1o, OK
Now design for high retardance (class B):
For the ease of construction and maintenance Assume and
Try d = 1.5 it and trial velocity, Vt = 3.0 ff/sec
d (tt) A (ft') R (ft) V7 (fps) n V (fps) Q lets) Comments
1.5 1125 0.90 3.0 0.08 2.5 28 reduce Vt
2.0 0.11 1.8 - 20 reduce Vr
1.6 - 0.12 1.6 18
..1.5 0.13 1.5 17 Q>Q10 OK
"These assumptions = actual V (fps.) (duct confined on rext page)
8.05.9
Rev. 12193

Hydrograph Summary Report
Page 1
Hyd.
No.
Hydrograph
type
(origin)
Peak
Flow
(cfs)
Time
Interval
(min)
Time to
peak
(min)
Volume
(cuff)
Return
period
(yrs)
" Inflow
hyd(s)
-
Maximum
elevation
(ft)
Maximum
_ storage
(cult)
Hydrograph
description
1
Rational
6.91
1
20
8,290
10
-
10-YR, 20-MIN
2
Rational
5.67
1
30
10,206
10
-
10-YR, 30-MIN
3
Rational
4.87
1
40
11,697
10
-
10-YR, 40-MIN
4
Rational
4.31
1
50
12,932
10
-
10-YR, 50-MIN
5
Rational
3.89
1
60
13,997
10
-
10-YR, 60-MIN
6
Rational
3.56
1
70
14,938
10
-
10-YR, 70-MIN
7
Rational
3.29
1
80
15,786
10
-
10-YR, 80-MIN
8
Rational
3.07
1
90
16,560
10
-
10-YR, 90-MIN
9
Rational
2.88
1
100
17,274
10
-
10-YR, 100-MIN
10
Rational
2.72
1
110
17,939
10
-
-
10-YR, 110-MIN
11
Rational
2.58
1
120
18,562
10
-
10-YR, 120-MIN
12
Rational
2.46
1
130
19,150
10
-
10-YR, 130-MIN
13
Rational
2.35
1
140
19,706
10
-
10-YR, 140-MIN
14
Rational
2.25
1
150
20,235
10
-
10-YR, 150-MIN
15
Rational
2.16
1
160
20,740
10
-
10-YR, 160-MIN
16
Rational
2.08
1
170
21,223
10
-
10-YR, 170-MIN
17
Reservoir
1.19
1
37
5,403
10
1
17.66
7,605
18
Reservoir
1.79
1
51
7,276
10
2
17.76
8,369
19
Reservoir
1.99
1
64
8,733
10
3
17.81
8,723
20
Reservoir
2.02
1
77
9,938
10
4
17.84
8,919
21
Reservoir
2.04
1
89
10,973
10
5
17.85
9,007
Cgt,Oj,S
22
Reservoir
2.04
1
100
11,886
10
6
17.85
9,025
23
Reservoir
2.03
1
111
12,705
10
7
17.85
8,998
24
Reservoir
2.03
1
121
13,450
10
8
17.84
8,943
25
Reservoir
2.01
1
130
14,135
10
9
17.83
8,871
Proj. file: TANDEMLOC(NEW).
PMDF file: NEW BERN.IDF
Run date: 05-09-2007

Hydrograph Report Page 1
- English
Hyd. No. 21
Hydrograph type
= Reservoir
Peak discharge
= 2.04 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Inflow hyd. No.
= 5
Reservoir name
= TANDEMLOC (NEW)
Max. Elevation
= 17.85 ft
Max. Storage
= 9,007 cuft
smmee Mil on meV uses.
ToW Volume = 10,973 cult
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
0.93
3.63
17.45
1.31
0.05 -
- 0.11
- - - 0.16
0.95
3.69
17.48
1.38
0.05 -
- 0.17
- - - 0.22
0.97
3.76
17.51
1.44
0.05 -
- 0.25
- - - 0.30
0.98
3.82
17.54
1.49
0.05 -
- 0.39
- - - 0.44
1.00
3.89 <<
17.56
1.54
0.05 -
- 0.53
= - - 0.58
1.02
3.82
17.59
1.58
0.05 -
- 0.66
- - - 0.71
1.03
3.76
17.61
1.63
0.05 -
- 0.80
- - - 0.85
1.05
3.69
17.64
1.68
0.05 -
- 0.96
- - - 1.00
1.07
3.63
17.66
1.72
0.04 -
- 1.10
- - - 1.14
1.08
3.56
17.68
1.76
0.04 -
- 1.23
- - - 1.27
1.10
3.50
17.69
1.80
0.04 -
- 1.35
- - - 1.39
1.12
3.43
17.71
1.83
0.04 -
- 1.47
- - - 1.49
1.13
3.37
17.72
1.85
0.04 -
- 1.59
- - - 1.57
1.15
3.30
17.74
1.87
0.04 -
- 1.70
- - - 1.64
1.17
3.24
17.75
1.90
0.04 -
- 1.81
- - - 1.71
1.18
3.18
17.76
1.92
0.04 -
- 1.90
- - - 1.78
1.20
3.11
17.77
1.93
0.03 -
- 1.99
- - - 1.83
1.22
3.05
17.78
1.95
0.03 -
- 2.07
- - - 1.89
1.23
2.98
17.79
1.96
0.03 -
- 2.14
- - - 1.93
1.25
2.92
17.80
1.98
0.03 -
- 2.21
- - - 1.98
1.27
2.85
17.81
1.99
0.03 -
- 2.27
- - - 1.99
1.28
2.79
17.81
1.99
0.03 -
- 2.34
- - - 1.99
1.30
2.72
17.82
2.00
0.03 -
- 2.39
- - - 2.00
1.32
2.66
17.83
2.01
0.02 -
- 2.44
- - - 2.01
1.33
2.59
17.83
2.01
0.02 -
- 2.49
- - - 2.01
1.35
2.53
17.83
2.02
0.02 -
- 2.53
- - - 2.02
1.37
2.46
17.84
2.02
0.02 -
- 2.57
- - - 2.02
1.38
2.40
17.84
2.03
0.02 -
- 2.60
- - - 2.03
1.40
2.33
17.84
2.03
0.02 -
- 2.62
- - - 2.03
1.42
2.27
17.85
2.03
0.02 -
- 2.64
- - - 2.03
1.43
2.20
17.85
2.03
0.02 -
- 2.66
- - - 2.03
1.45
2.14
17.85
2.03
0.02 -
- 2.67
- - - 2.03
1.47
2.07
17.85
2.04
0.02 -
- 2.67
- - - 2.04
1.48
2.01
17.85 <<
2.04
0.02 -
- 2.67
- - - 2.04 <<
1.50
1.94
17.85
2.03
0.02 -
- 2.67
- - - 2.03
1.52
1.88
17.85
2.03
0.02 -
- 2.66
- - - 2.03
Continues on next page

Page 2
Hydrograph Discharge Table
Time - Inflow- Elevation Clv A Civ 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_
1.53
1.81
17.85
2.03
0.02 -
- 2.64 - - -
2.03
1.55
1.75
17.85
2.03
0.02 -
- 2.63 - - -
2.03
1.57
1.68
17.84
2.03
0.02 -
- 2.60 - - _ -
2.03
1.58
1.62
17.84
.2.02
0.02 -
- 2.57 - - -
2.02
1.60
1.56
17.94
2.02
0.02 -
- 2.54 - - - -
2.02
1.62
1.49
17.83
2.01
0.02 -
- 2.51 - - -
2.01
1.63
1.43
17.83
2.01
0.02 -
- 2.46 - - -
2.01
1.65
1.36
17.82
2.00
0.02 -
- 2.42 - - -
2.00
1.67
1.30
17.82
2.00
0.03 -
- 2.37 - - -
2.00
1.68
1.23
17.81
1.99
0.03 -
- 2.31 - - -
1.99
1.70
1.17
17.81
1.98
0.03 -
- 2.26 - - -
1.98
1.72
1.10
17.80
1.97
0.03 -
- 2.19 - - -
1.97
1.73
1.04
17.79
1.96
0.03 -
- 2.14 - - -
1.93
1.75
0.97
17.78
1.95
0.03 -
- 2.08 - - -
1.89
1.77
0.91
17.78
1.94
0.03 -
- 2.02 - - -
1.85
1.78
0.84
17.77
1.93
0.03 -
- 1.96 - - -
1.81
1.80
0.78
17.76
1.91
0.04 -
- 1.89 - - -
1.77
1.82
0.71
17.75
1.90
0.04 -
- 1.83 - - -
1.72
1.83
0.65
17.74
1.89
0.04 -
- 1.76 - - -
1.68
1.85
0.58
17.74
1.87
0.04 -
- 1.69 - - -
1.63
1.87
0.52
17.73
1.86
0.04 -
- 1.62 - - -
1.59
1.88
0.45
17.72
1.84
0.04 -
- 1.55 - - -
1.54
1.90
0.39
17.71
1.83
0.04 -
- 1.48 - - -
1.49
1.92
0.32
17.70
1.81
0.04 -
- 1.41 - - -
1.45
1.93
0.26
17.69
1.80
0.04 -
- 1.35 - - -
1.39
1.95
0.19
17.68
1.78
0.04 -
- 1.28 - - -
1.33
1.97
0.13
17.67
1.76
0.04 -
- 1.22 - - -
1.27
1.98
0.06
17.67
1.74
0.04 -
- 1.16 - - -
1.20
2.00
0.00
17.66
1.72
0.04 -
- 1.10 - - -
1.14
2.02
0.00
17.65
1.70
0.05 -
- 1.04 - - -
1.08
2.03
0.00
17.64
1.68
0.05 -
- 0.98 - - -
1.03
2.05
0.00
17.63
1.67'
0.05 -
- 0.93 - - -
0.97
2.07
0.00
17.62
1.65
0.05 -
- 0.87 - - -
0.92
2.08
0.00
17.62
1.64
0.05 -
- 0.83 - - -
0.87
2.10
0.00
17.61
1.62
0.05 -
- 0.78 - - -
0.83
2.12
0.00
17.60
1.61
0.05 -
- 0.74 - - -
0.78
2.13
0.00
17.60
1.60
0.05 -
- 0.70 - - -
0.75
2.15
0.00
17.59
1.59
0.05 -
- 0.67 - - -
0.72
2.17
0.00
17.58
1.58
0.05 -
- 0.64 - - -
0.69
2.18
0.00
17.58
1.57
0.05 -
- 0.61 - - -
0.66
2.20
0.00
17.57
1.56
0.05- -
- 0.59 - - -
0.64
2.22
0.00
17.57
1.55
0.05 -
- 0.56 - - -
0.61
2.23
0.00
17.56
1.54
0.05 -
- 0.54 - - -
0.59
2.25
0.00
17.56
1.53
0.05 -
- 0.51 - - -
0.56
2.27
0.00
17.56
1.53
0.05 -
- 0.49 - - -
0.54
2.28
0.00
17.55
1.52
0.05 -
- 0.47 - - -
0.52
2.30
0.00
17.55
1.51
0.05 -
- 0.45 - - -
0.50
2.32
0.00
17.54
1.50
0.05 -
- 0.43 - - -
0.48
2.33
0.00
17.54
1.50
0.05 -
- 0.41 - - -
0.46
Continues on next page...

Page 3
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
2.35
0.00 -
17:54
1.49
0.05 -
- 0.39 - - -
0.44 .
2.37 -
0.00
17.53
1.48
0.05 -
- 0.38 - - -
0.42
2.38
0.00
17.53
1.48
0.05 -
- 0.36 - - -
0.41
2.40
0.00
17.53
1.47
0.05 -
- 0.34 -. - -
0.39
2.42
0.00
17.52
1.47
0.05 -
- 0.33 - - -
0.38
2.43
0.00
17.52
1.46
0.05 -
- 0.31 - - -
0.36
2.45
0.00
17.52
1.46
0.05 -
- 0.30 - - -
0.35
2.47
0.00
17.51
1.45
0.05 --
- 0.28 - - -
0.33
2.48
0.00
17.51
1.45
0.05 -
- 0.27 - - -
0.32
2.50
0.00
17.51
1.44
0.05 -
- 0.26 - - -
0.31
2.52
0.00
17.51
1.44
0.05 -
- 0.25 - - -
0.29
2.53
0.00
17.50
1.44
0.05 -
- 0.23 - - -
0.28
2.55
0.00
17.50
1.43
0.05 -
- 0.22 - - -
0.27
2.57
0.00
17.50
1.43
0.05 -
- 0.21 - - -
0.26
2.58
0.00
17.50
1.42
0.05 -
- 0.21 - - -
0.26
2.60
0.00
17.50
1.42
0.05 -
- 0.20 - - -
0.25
2.62
0.00
17.49
1.41
0.05 -
- 0.20 - - -
0.25
2.63
0.00
17.49 -
1.41
0.05 -
- 0.20 - - -
0.24
2.65
0.00
17.49
1.40
0.05 -
- 0.19 - - -
0.24
2.67
0.00
17.49
1.40
0.05 -
- 0.19 - - -
0.24
2.68
0.00
17.49
1.39
0.05 -
- 0.18 - - -
0.23
2.70
0.00
17.48
1.39
0.05 -
- 0.18 - - -
0.23
2.72
0.00
17.48
1.38
0.05 -
- 0.18 - - -
0.22
2.73
0.00
17.48
1.38
0.05 -
- 0.17 - - -
0.22
2.75
0.00
17.48
1.37
0.05 -
- 0.17 - - -
0.22
2.77
0.00
17.48
1.37
0.05 -
- 0.16 - - -
0.21
2.78
0.00
17.48
1.37
0.05 -
- 0.16 - - -
0.21
2.80
0.00
17.47
1.36
0.05 -
- 0.16 - - -
0.20
2.82
0.00
17.47
1.36
0.05 -
- 0.15 - - -
0.20
2.83
0.00
17.47
1.35
0.05 -
- 0.15 - - -
0.20
2.85
0.00
17.47
1.35
0.05 -
- 0.15 - - -
0.19
2.87
0.00
17.47
1.35
0.05 -
- 0.14 - - -
0.19
2.88
0.00
17.47
1.34
0.05 -
- 0.14 - - -
0.19
2.90
0.00
17.46
1.34
0.05 -
- 0.14 - - -
0.18
2.92
0.00
17.46
1.33
0.05 -
- 0.13 - - -
0.18
2.93
0.00
17.46
1.33
0.05 -
- 0.13 - - -
0.18
2.95
0.00
17.46
1.33
0.05 -
- 0.13 - - -
0.17
2.97
0.00
17.46
1.32
0.05 -
- 0.12 - - -
0.17
2.98
0.00
17.46
1.32
0.05 -
- 0.12 - - -
0.17
3.00
0.00
17.46
1.32
0.05 -
- 0.12 - --. -
0.17
3.02
0.00
17.45
1.31
0.05 -
- 0.12 - - -
0.16
3.03
0.00
17.45
1.31
0.05 -
- 0.11 - - -
0.16
3.05
0.00
17.45
1.31
0.05 -
- 0.11 - - -
0.16
3.07
0.00
17.45
1.30
0.05 -
- 0.11 - - -
0.15
3.08
0.00
17.45
1.30
0.05 -
- 0.11 - - -
0.15
3.10
0.00
17.45
1.30
0.05 -
- 0.10 - - -
0.15
3.12
0.00
17.45
1.29
0.05 -
- 0.10 - - -
0.15
3.13
0.00
17.45
1.29
0.05 -
- 0.10 - - -
0.14
3.15
0.00
17.44
1.29
0.05 -
- 0.10 - - -
0.14
Continues on next page...

Page 4
Hydrograph Discharge Table -
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(his)
Cfs
ft
Cfs
Cfs eft
Cft Cfs Cft Cfs Cfs
Cft
3.17
0.00
-17.44
1.29
0.05 ._ -
- 0.09 - - -
0.14
3.18
0.00
17.44
1.28
0.05 -
- 0.09 - - -
0.14
3.20
0.00
17.44
1.28
0.05 -
- 0.09 - - -
0.13
3.22
0.00
17.44
1.28
0.05 -
- 0.09 - -
0.13
3.23
0.00
17.44
1.28
0.05 -
- 0.08 - - -
0.13
3.25
0.00
17.44
1.27
0.05 -
- 0.08 - - -
0.13
3.27
0.00
17.44
1.27
0.05 -
- 0.08 - - -
0.13
3.28
0.00
'17.44
1.27
0.05 -
- 0.08 - - --
0.12
3.30
0.00
17.44
1.26
0.05 -
- 0.07 - - -
0.12
3.32
0.00
17.43
1.26
0.05. -
- 0.07 - - -
0.12
3.33
0.00
17.43
1.26
0.05 -
- 0.07 - - -
0.12
3.35
0.00
17.43
1.26
0.05 -
- 0.07 - - -
0.12
3.37
0.00
17.43
1.26
0.05 -
- 0.07 - - -
0.11
3.38
0.00
17.43
1.25
0.05 -
- 0.07 - - -
0.11
3.40
0.00
17.43
1.25
0.05 -
- 0.06 - - -
0.11
3.42
0.00
17.43
1.25
0.05 -
- 0.06 - - -
0.11
3.43
0.00
17.43
1.25
0.05 -
- 0.06 - - -
0.11
3.45
0.00
17.43
1.24
0.05 -
- 0.06 - - -
0.10
3.47
0.00
17.43
1.24
0.05 -
- 0.06 - - -
0.10
End

ikeservoir Report Page ,
English
Reservoir No. 1 - TANDEMLOC (NEW)
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage
Elevation
Contour area
Incr. Storage
Total storage
ft
ft
sgft
cuft
cult
0.00
16.60
6,421
0
0
0.40
17.00
6,875
2,659
2,659
1.40
18.00
8,057
7,466
10,125
2.40
19.00
9,309
8,683
18,808
Culvert/ Orifice Structures
Weir Structures
[A]
[B]
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 18.0
1.5
0.0
0.0
Crest Len It
= 3.1
0.0
0.0
0.0
Span in
= 18.0
1.5
0.0
0.0
Crest El. ft
= 17.42
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.00
0.00
0.00
0.00
Invert El. ft
= 16.60
16.60
0.00
0.00
Eqn. Exp.
= 1.50
0.00
0.00
0.00
Length ft
= 50.0
0.1
0.0
0.0
Multistage
= Yes
No
No
No
Slope %
= 0.20
0.10
0.00
0.00
N-Value
= .024
.013
.000
.000
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multistage
= -
Yes
No
No
Tailwater Elevation =
16.80 ft
Nora: Al oudj a have Doan analyzea ,mar inlet aM outlet eon Vol.
Stage I Storage I Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
CIv C Clv 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
16.60
0.00
0.00
- - 0.00 - -
- 0.00
0.04
266
16.64
0.00
0.00
_
- - 0.00 - -
- 0.00
0.08
532
16.68
0.00
0.00
- - 0.00 - -
- 0.00
0.12
798
16.72
0.00
0.00
- - 0.00 - -
- 0.00
0.16
1,064
16.76
0.00
0.00
- - 0.00 - -
- 0.00
0.20
1,330
16.80
0.00
0.00
- - 0.00 - -
- 0.00
0.24
1,596
16.84
0.08
0.01
- - 0.00 - -
- 0.01
0.28
1,861
16.88
0.17
0.02
- - 0.00 - -
- 0.02
0.32
2,127
16.92
0.25
0.02
- - 0.00 - -
- 0.02
0.36
2,393
16.96
0.33
0.02
- - 0.00 - -
- 0.02
0.40
2,659
17.00
0.37
0.03
- - 0.00 - -
- 0.03
Continues on next page

TANDEMLOC (NEW)
Stage / Storage / Discharge Table
Page 2
Stage
Storage
Elevation
Clv A
Clv B Clv C
Clv D Wr A Wr B Wr C Wr D
Discharge -
ft
cult
ft
cfs
cfs cfs
cfs cfs cfs - cfs cfs
cfs
0.50
3,406
17.10
0.57
0.03 -
- 0.00 - - -
0.03
0.60
4,152
W.20
0.74
0.04 -
- 0.00 - - -
0.04 -
0.70
4,899
17.30-
0.98
0.04 -
- 0.00 - - -
0.04
0.80
5,646
17.40
1.18
0.05 -
- 0.00 - - -
0.05
0.90
6,392
17.50
1.43
0.05- -
- 0.21 - - -
0.26
1.00_
7,139
17.60
1.60
0.05 -
- 0.72 - - --
0.77
1.10
7,885
17.70
1.81
0.04 -
- 1.40 - - -
1.44
1.20
8,632
17.80
1.98
0.03 -
- 2.21 - - -
1.98
1.30
9,379
17.90
2.09
0.00 -
- 3.13 - - -
2.09
1.40
10,125
18.00
2.18
0.00 -
- 4.16 - - -
2.18
1.50
10,994
18.10
2.10
0.00 ' -
- 5.28 - - -
2.10
1.60
11,862
18.20
2.96
0.00 -
- 6.49 - - -
2.96
1.70
12,730
18.30
3.63
0.00 -
- 7.78 - - -
3.63
1.80
13,598
18.40
4.19
0.00 -
- 9.14 - - -
4,19
1.90
14,467
18.50
4.69
0.00 -
- 10.57 - - - -
4.69
2.00
15,335
18.60
5.13
0.00 -
- 12.07 - - -
5.13
2.10
16,203
18.70
5.55
0.00 -
- 13.64 - - -
5.55
2.20
17,072
18.80
5.93
0.00 -
- 15.27 - - -
5.93
2.30
17,940
18.90
6.29
0.00 -
- 16.96 - - -
6.29
2.40
18,808
19.00
6.63
0.00 -
- 18.71 - - -
6.63
End

21 - Reservoir - 10 Yr - Qp = 2.04 cfs
3-
2-
CY
0,
0 5 10 15 io 25
Time (hrs)
Hyd. 5 / Hyd. 21

EROSION AND SEDIMENTATION CONTROL PLAN
TANDEMLOC FACILITY
OUTER BANKS DRIVE
HAVELOCK INDUSTRIAL PARK
HAVELOCK, NORTH CAROLINA
Prepared for:
Mr. John DiMartino, President
Tandemloc, Inc.. .
824 Fontana Boulevard
Havelock, NC 28563
Prepared by:
Avolis Engineering, P.A.
P.O. Box 15564
New Bern, NC 28561
[phone] Office
[phone] Fax
May 11, 2007
p IECCIEr.,
MAY 2 3 2007 '1
1 '
LAND QUALITY SEC'@Oi
WASHINGTON REGIONAL OFFICE

TABLE OF CONTENTS
1.0 Project Description...............................................................................................................1-
2.0- Site Description...................................................................................................................1
3.0 Adjacent Property...............................................................................................................1
4.0 Soils..........................................................................................................»..........................2
5.0 Planned Erosion and Sedimentation Control Practices.....................................................2
6.0 Schedule of Erosion and Sedimentation Control Activities............................................3
7.0 Maintenance Plan................................................................................................................4
8.0 Vegetative Seeding..............................................................................................................5
Appendices
Appendix A - Calculations
n

1.0 PROJECT DESCRIPTION
This project consists of the construction of a new building in the Havelock Industrial Park in
Havelock, Craven County, North Carolina. The building will consist of drive connections,
parking and a stormwater detention pond: The project site covers a total area of 4.5 acres. The
project disturbed area will be 4.5 acres. The area to be vegetatively stabilized will be
approximately 3.0 acres and will consist of grassing and the stormwater detention pond area.
The project area is currently wooded and undeveloped. The proposed impermeable surfaces
consist of 65,904 square feet.
A 50 foot wide Neuse Riparian buffer exists in the wooded area on the eastern side of the site.
Some pond side slope grading will take place in Zone 2 only and is an allowable activity. Zone
1 will remain wooded and undisturbed. -
Section 404 Wetlands exist on the property but area located outside of the work area and will not
be disturbed.
A total of 4.5 acres of land will be disturbed in order to make the necessary improvements and to
clear the area not to otherwise be developed. A permit fee in the amount of $250.00 is included
with this permit application.
2.0 SITE DESCRIPTION
The Tandemloc facility will be a separate building and site from their other nearby
manufacturing plant. The building addition, associated parking and drive and the stormwater
detention pond will consist of a separate project area. The project area will require clearing to
construct the site improvements. The site is relatively flat with the exception of a sloping area at
the western side of the site adjacent to Shop Branch. The 50 foot Neuse Riparian buffer and the
404 Wetlands on the site will remain undisturbed with the exception of allowable grading within
Zone 2 of the buffer to construct the detention pond back slope.
3.0 ADJACENT PROPERTY
The site is located in an industrial setting. The subject property is bordered to the north by City
of Havelock recreational fields.. The site is bordered on the east by undeveloped woodsland.
The site is bordered along the east across Shop Branch by City of Havelock Public Works
offices. South of the site across Outer Banks Drive is another undeveloped industrial park. The
proposed construction activities will not adversely effect any of the adjacent properties nor cause
sediment to be transported off -site.

4.0 SOILS
The Craven County Soils Survey indicates Lynchburg soil type to be present on the site.
Lynchburg is described as a fine sandy loam to a depth of fourteen_ inches and is described as a
sandy clay loam below that depth.
5.0 PLANNED EROSION AND SEDIMENTATION CONTROL PRACTICES
Erosion and Sedimentation Control practices to be utilized on the project include: Land
Grading, Gravel Control Entrance, Grassing, Surface Preparation, Surface Stabilization, Dust
Control, Inlet Protection, Silt Fencing, Outlet Protection and a Stormwater Detention Pond.
Construction details and specifications for each planned erosion control device are included on
the project plans and are described in this Erosion Control Plan. This Erosion Control Plan will
become a part of the construction documents.
5.1 Land Grading
Land Grading will be required on the total project area of 4.5 acres to make the necessary
site improvements.
Any material needed to reach the required grades will be obtained from a mining facility
which is properly permitted through the North Carolina Department of Environment and
Natural Resources's Land Quality Section.
All exposed slopes will be graded 2:1 or flatter and will be fine graded immediately after
rough grading. Exposed soil surfaces will be disced, vegetated and mulched according to
the vegetation plan in order to produce stabilized surfaces.
Material excavated from the stormwater detention pond will be utilized on site as fill.
5.2 Gravel Control Entrance
Gravel control entrances will be constructed on the project site as indicated. During wet
weather, it may be necessary to wash vehicle tires at these locations to prevent the
transport of soil onto the adjacent areas. A detail of the gravel control entrances is
included on the project drawings. Any soil material transported onto the adjacent public
roads will be removed immediately.
5.3 Grassing
The areas disturbed by this project will be stabilized with grass as specified on the project
vegetation plan. = _

_ 5.4 Surface Preparation
All cut and fill slope surfaces will be lightly roughened by discing prior to vegetating.
The surfaces of the slopes will be left in a loose condition -and grooved on the contour:
5.5 Surface Stabilization
Surface stabilization will be accomplished with seeding and mulching.
5.6 Dust Control
Dust will be controlled on the site by sprinkling should excessive dust be generated
during the course of construction.
5.7 Inlet Protection
Inlet protection will be provided around the catch basins proposed for the project. Detail
of the inlet protection is included on the project plans.
5.8 Silt Fencing
Silt fencing will be utilized on the project to prevent any transport of sediment off of the
project site during construction.
5.9 Outlet Protection
Rip rap outlet protection devices will be provided at the inlet to the stormwater pond and
at the pond discharge.
5.10 Stormwater Detention Pond
A stormwater management pond will be excavated on the site to meet the Coastal
Stormwater requirements and the nitrogen treatment requirements of the Neuse Riparian
Buffer Rules. The pond will also be used as a protective measure during construction to
remove sediment. The pond will be cleaned of any accumulated sediment at the
conclusion of construction activities.
6.0 SCHEDULE OF EROSION AND SEDIMENTATION CONTROL ACTIVITIES
I. Obtain Project Erosion and Sedimentation Control Plan approval.
2. Review erosion and sedimentation control requirements at the site.
_ 3

3. Erect silt fencing.
4. Perform land clearing.
5. Construct gravel control entrance.
6. Construct stormwater detention pond to be used as a temporary sediment basin.
7. Provide fill for building pad and driveway areas.
8. Construct drainage structures and piping and provide inlet protection devices.
9. Rough grade remainder of the site.
10. Fine grade and stabilize site.
11. Seed and mulch the site. Water and replace as necessary.
12. Finish site improvements.
13. Remove temporary erosion and sedimentation control devices.
14. Remove silt fence baffles and accumulated sediment from the stormwater detention pond.
7.0 MAINTENANCE PLAN
Erosion and sedimentation control devices shall be checked for stability and for need of cleaning
out after every runoff producing rainfall event and at least weekly. Maintenance and repairs
shall be performed as needed.
1. Gravel control entrances shall be reshaped where rutted or soft.
2. Sediment shall be removed from behind inlet protection devices when it accumulates to a -
depth of six inches. Stakes and fabric shall be straightened and repaired as necessary.
3. Sediment shall be removed from the stormwater detention pond and piping at the
conclusion of construction operations and shall be returned to its design grades.
4. Reseeding shall occur where necessary.
2

8.0 VEGETATIVE SEEDING
All grassing on this project shall provide a stabilized surface and neat finished appearance. The
slopes on this project are relatively flat and no other special measures are required to resist
erosion.
Groundcover on exposed slopes shall be established within 15 working days or 30 calendar days
(whichever is shorter), following completion of any phase of grading. Permanent groundcover
shall be established for all disturbed areas within 15 working days or 30 calendar days
(whichever is shorter) following completion of construction or development.
Fertilizer (8-8-24) shall be placed on prepared soil at a rate of 1,000 lbs/acre.
Ground agricultural limestone shall be applied at a rate of 3,000 Ibs/acre.
Apply landscaping area mulch (pine straw) at a rate of 4,000 lb/acre. Where not anchored by
surrounding shrubbery, tack straw with asphalt to resist blowing or washing.
Rye Grain 50 lbs per Acre
Tall Fescue 100 Ibs per Acre
May through August
Centipede 5 Ibs per Acre

oa _
APPENDIX A

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Hydrograph Summary Report _ Page t
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
Interval
(min)
Time to
peak.
(min)
Volume
(cuft)
Return
period
(yrs)
Inflow
hyd(s)
Maximum
elevation
(ft)
Maximum
storage
(cuft)
Hydrograph
description_
1 -
Rational
6.91
1
20
8,290
10
-
10-YR, 20-MIN -
2
Rational
5.67
- 1
30
10,206
10
-
10-YR, 30-MIN
3
Rational
4.87
1
40
11,697
10
-
10-YR, 40-MIN
4.
Rational
4.31
1
50
12,932
10
-
10-YR, 50-MIN
5
Rational
3.89
1
60
13,997
10
-
10-YR, 60-MIN
6
Rational
3.56 -
1
70
14,938
10
-
10-YR, 70-MIN
7
Rational
3.29
1
80
15.786
10
-
10-YR, 80-MIN
8
Rational
3.07
1
90
16,560
10
-
-.
10-YR, 90-MIN
9
Rational
2.88
1 I
100
17,274
10
-
10-YR, 100-MIN
10
Rational
2.72
1
110
'17,939
10
-
10-YR, 110-MIN
11
Rational
2.58
1
120
18,562
10
-
10-YR, 120-MIN
12
Rational -
2.46
1
130
19,150
10
-
10-YR, 130-MIN
13
Rational
2.35
1
140
19,706
10
-
-10-YR, 140-MIN
14
Rational
2.25
1
150
20,235
10
-
10-YR, 150-MIN
15
Rational
2.16
1
160
20,740
10
-
10-YR, 160-MIN
16
Rational
2.08
1
170
21,223
10
-
10-YR, 170-MIN
17
Reservoir-
1.19
1
37
5,403
10
1
17.66
7,605
18
Reservoir
1.79
1
51
7,276
10
2
17.76
8,369
19 -
Reservoir
1.99
1
64
8,733
10
3
17.81
8,723
_
20
Reservoir
2.02
1
77
9,938
10
4
17.84
8,919
-
21
Reservoir
2.04
1
89
10,973
10
5
17.85
9,007
CgtO(,S
22
Reservoir
2.04
1
100
11,886
10
6
17.85
9,025
23
Reservoir
2.03
1
111
12,705
10
7
17.85
8,998
24
Reservoir
2.03
1
121
13,450
10
a
17.64
8,943
25
Reservoir
2.01
1
130
14,135
10
9
17.83
8,871
Proj. file:-TANDEMLOC(NEW).
KIDF file: NEW BERN.IDF
Run date: 05-09-2007

Hydrograph Report Page 1
English
Hyd. No. 21
Hydrograph type
= Reservoir
Peak discharge
= 2.04 cfs
Storm frequency
= 10 yrs
- Time interval
= 1 min
Inflow hyd. No.
= 5
Reservoir name
= TANDEMLOC (NEW)
Max. Elevation
= 17.85 ft
Max. Storage
= 9,007 cuft
Slomg. tr im an mal u3W,
Total Volume=10,973 cult
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 cis Cfs Cfs Cfs Cfs Cfs Cfs Cfs
0.93
3.63
17.45
1.31
0.05 -
- 0.11
- 0.16
0.95
3.69
17.48
1.38
0.05 -
- 0.17 -
- - 0.22
0.97
3.76
17.51
1.44
0.05 -
- 0.25 -
- - 0.30
0.98
3.82
17.54
1.49
0.05 -
- 0.39 -
- - 0.44
1.00
3.89 <<
17.56
1.54
0.05 -
- 0.53 -
- - 0.58
1.02
3.82
17.59
1.58
0.05 -
- 0.66 -
- - 0.71
1.03
3.76
17.61
1.63
0.05 -
- 0.80 -
- - 0.85
1.05
3.69
17.64
1.68
0.05 -
- 0.96 -
- - 1.00
1.07
3.63
17.66
1.72
0.04 -
- 1.10 -
- - 1.14
1.08
3.56
17.68
1.76
0.04 -
- 1.23 -
- - 1.27
1.10
3.50
17.69
1.80
0.04 -
- 1.35 -
- - 1.39
1.12
3.43
17.71
1.83
0.04 -
- 1.47 -
- - 1.49
1.13
3.37
17.72
1.85
0.04 -
- 1.59 -
- - 1.57
1.15
3.30
17.74
1.87
0.04 -
- 1.70 -
- - 1.64
1.17
3.24
17.75
1.90
0.04 -
-- 1.81 -
- - 1.71
1.18
3.18
17.76
1.92
0.04 -
- 1.90 -
- - 1.78
1.20
3.11
17.77
1.93
0.03 -
- 1.99 -
- - 1.83
1.22
3.05
17.78
1.95
0.03 -
- 2.07 -
- - 1.89
1.23
2.98
17.79
1.96
0.03 -
- 2.14 -
- - 1.93
1.25
2.92
17.80
1.98
0.03 -
- 2.21 -
- - 1.98
1.27
2.85
17.81
1.99
0.03 -
- 2.27 -
- - 1.99
1.28
2.79
17.81
1.99
0.03 -
- 2.34 -
- - 1.99
1.30
2.72
17.82
2.00
0.03 -
- 2.39 -
- - 2.00
1.32
2.66
17.83
2.01
0.02 -
- 2.44 -
- - 2.01
1.33
2.59
17.83
2.01
0.02 -
- 2.49 -
- - 2.01
1.35
2.53
17.83
2.02
0.02 -
- 2.53 -
- - 2.02
1.37
2.46
17.84
2.02
0.02 -
- 2.57 -
- - 2.02
1.38
2.40
17.84
2.03
0.02 -
- 2.60 -
- - 2.03
1.40
2.33
17.84
2.03
0.02 -
- 2.62 -
- - 2.03
1.42
2.27
17.85
2.03
0.02 -
- 2.64 -
- - 2.03
1.43
2.20
17.85
2.03
0.02 -
- 2.66 -
- - 2.03
1.45
2.14
17.85
2.03
0.02 -
- 2.67 -
- 2.03
1.47
2.07
17.85
2.04
0.02
- 2.67 _
- - 2.04
1.48
2.01
17.85 <<
2.04
.- 0.02 -
- 2.67 -
- - 2.04 <<
1.50
1.94
17.85-
2.03
0.02 -
- 2.67 -
- - 2.03
1.52
1.88
17.85
2.03
0.02
2.66 -
- - - 2.03
Continues on next page...

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
1.53
1.81.
17.85
2.03
0.02 -
- 2.64 -
- - 2.03
1.55
1.75
17.85
2.03
0.02 -
- 2.63 -
- - 2.03
1.57
1.68
17.84
2.03
0.02 -
- 2.60 -
- - 2.03
1.58
1.62
17.84
2.02
0.02 -
- 2.57 -
- 2.02
1.60
1.56
17.84
2.02
0.02 -
- 2.54 -
- - 2.02
1.62
1.49
17.83
2.01
0.02 -
- 2.51 -
- - 2.01
1.63
1.43
17.83
2.01
0.02 -
- 2.46 -
- - 2.01
1.6.5
1.36
17.82
2.00
0.02 -
- 2.42
- - 2.00
1.67
1.30
17.82
2.00
0.03 -
- 2.37 -
- - 2.00
1.68
1.23
17.81
1.99
0.03 -
- 2.31 -
- - 1.99
1.70
1.17
17.81
1.98
0.03
- 2.26 -
- - 1.98
1.72
1.10
17.80
1.97
0.03 -
= 2.19 -
- - 1.97
1.73
1.04
17.79
1.96
0.03 -
- 2.14 -
- - 1.93
1.75
0.97
17.78
1.95
0.03 -
- 2.08 --
- - 1.89
1.77
0.91
17.78
1.94
0.03 -
- 2.02 -
- - 1.85
1.78
0.84
17.77
1.93
0.03 -
- 1.96 -
- - 1.81
1.80
0.78
17.76
1.91
0.04 -
- 1.89 -
- - 1.77
1.82
0.71
17.75
1.90
0.04 -
- 1.83 -
- - 1.72
1.83
0.65
17.74
1.89
0.04 -
- 1.76 -
- - 1.68
1.85
0.58
17.74
1.87
0.04 -
- 1.69 -
- - 1.63
1.87
0.52
17.73
1.86
0.04 -
- 1.62 -
- - 1.59
1.88
0.45
17.72
1.84
0.04 -
- 1.55 -
- - 1.54
1.90
0.39
17.71
1.83
0.04 -
1.48 -
- - 1.49
1.92
0.32
17.70
1.81
0.04 -
- 1.41 -
- - 1.45
1.93
0.26
17.69
1.80
0.04 -
- 1.35 -
- - 1.39
1.95
0.19
17.68
1.78
0.04 -
- 1.28 -
- - 1.33
1.97
0.13
17.67
1.76
0.04 -
- 1.22 -
- - 1.27
1.98
0.06
17.67
1.74
0.04 -
- 1.16 -
- - 1.20
2.00
0.00
17.66
1.72
0.04 -
- 1.10 -
- - 1.14
2.02
0.00
17.65
1.70
0.05 -
- 1.04 -
- - 1.08
2.03
0.00
17.64.
1.68
0.05 -
- 0.98 -
- - 1.03
2.05
0.00
17.63
1.67
0.05 -
- 0.93 -
- - 0.97
2.07
0.00
17.62
1.65
0.05 -
- 0.87 -
- - 0.92
2.08 .
0.00
17.62
1.64
0.05 -
- 0.83 -
- - 0.87
2.10
0.00
17.61
1.62
0.05 -
- 0.78 -
- - 0.83
2.12
0.00
17.60
1.61
0.05 -
- 0.74 -
- - 0.78
2.13
0.00
17.60
1.60
0.05 -
- 0.70' -
- - 0.75
2.15
0.00
17.59
1.59
0.05 -
- 0.67 -
- - 0.72
2.17
0.00
17.58
1.58
0.05 -
- 0.64 -
- - 0.69
2.18
0.00
17.58
1.57
0.05 -
- 0.61 -
- - 0.66
2.20
0.00
17.57
1.56
0.05 -
- 0.59 -
_ - 0.64
2.22
0.00
17.57
1.55
0.05 -
- 0.56 -
- - 0.61
2.23
0.00
17.56
1.54
0.05 -
- 0.54 -
- - 0.59
2.25
0.00
17.56
1.53
0.05 -
- 0.51 -
- - 0.56
2.27
0.00
17.56
1.53
0.05 -
- 0.49 -
- - 0.54
2.28
0.00
17.55
1.52
0.05
- 0.47 -
- - 0.52
2.30
0.00
17.55
1.51
0.05 -
- 0.45.. - -_
- - 0.50
2.32
0.00
17.54
1.50
-0.05
- 0.43 -
- - 0.48
2.33
0.00
17.54
1.50
_
0.05 -
- 0.41- -
- - 0.46'
Continues on next page...-

- - page 9
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C Clv D Wr A Wr B Wr C Wr D Outflow
(hm) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.35-
0.00
17.54
1.49
0.05 -
- 0.39 -
- - 0.44
2.37
0.00
- 17.53
1.48
0.05 -
- 0.38 -
- - 0.42
2.38
0.00
17.53
1.48
0.05 -
- 0.36 -
- - 0.41
2.40
0.00
17.53
-1.47
0.05 -
- 0.34 -
- - 0.39'
2.42
0.00
17.52
1.47
0.05
- 0.33 -
- - 0.38
2.43
0.00
17.52
1.46
0.05 -
- 0.31 -
- - 0.36
2.45
0.00
17.52
1.46
0.05 -
- 0.30 -
- - 0.35
2.47
0.00
17.51
1.45
0.05 -
- 0.28 --
- - 0.33
2.48 -
0.00
17.51
1.45
0.05 -
- 0.27 -
- - 0.32
2.50
0.00
17.51
1.44
0.05 -
- 0.26 --
- - 0.31
2.52
0.00 _
17.51
1.44
0.05 -
- 0.25 -
- - 0.29
2.53
0.00
17.50
1.44
0.05 -
- 0.23 -
- - 0.28
2.55
0.00
17.50
1.43
0.05 -
- 0.22 -
- - 0.27
2.57
0.00
17.50
1.43
0.05 -
- 0.21 -
- - 0.26
2.58
0.00
17.50
1.42
0.05 -
- 0.21 -
- - 0.26
2.60
0.00
17.50
1.42
0.05 -
- 0.20 -
- - 0.25
2.62
0.00
17.49
1.41
0.05 -
- 0.20 -
- - 0.25
2.63
0.00
17.49
1.41
0.05 -
- 0.20 -
- - 0.24
2.65
0.00
17.49
1.40
0.05 -
- 0.19 -
- - 0.24
2.67
0.00
17.49
1.40
0.05 -
- 0.19 -
- - 0.24
2.68
0.00
17.49
1.39
0.05 -
- 0.18 -
- - 0.23
2.70
0.00
17.48
1.39
0.05 -
- 0.18 -
- - 0.23
2.72
0.00
17.48
1.38
0.05 -
- 0.18 -
- - 0.22
2.73
0.00
17.48
1.38
0.05 -
- 0.17 -
- - 0.22
2.75
0.00
17.48
1.37
0.05 -
- 0.17 -
- - 0.22
2.77
0.00
17.48
1.37
0.05 -
- 0.16 -
- - 0.21
2.78
0.00
17.48
1.37
0.05 -
- 0.16 -
- - 0.21
2.80
0.00
17.47
1.36
0.05 -
- 0.16 -
- - 0.20
2.82
0.00
17.47
1.36
0.05 -
- 0.15
- - 0.20
2.83
0.00
17.47
1.35
0.05 -
- 0.15 -
- - 0.20
2.85
0.00
17.47
1.35
0.05 -
- 0.15 -
- - 0.19
2.87
0.00
17.47
1.35
0.05 -
- 0.14 -
- - 0.19
2.88
0.00
17.47
1.34
0.05 -
- 0.14 -
- - 0.19
2.90
0.00
17.46
1.34
0.05 -
- 0.14 -
- - 0.18
2.92
0.00
17.46
1.33
0.05 -
- 0.13 -
- - 0.18
2.93
0.00
17.46
1.33
0.05 -
- 0.13 -
- _ - 0.18
2.95
0.00
17.46
1.33
0.05 -
- 0.13 -
- - 0.17
2.97
0.00
17.46
1.32
0.05 -
- 0.12 -
- - 0.17
2.98
0.00
17.46
1.32
0.05 -
- 0.12 -
- - 0.17
3.00
0.00
17.46
1.32
_0.05 -
- 0.12 -
- - 0.17
3.02
0.00
17.45
1.31
0.05 -
- 0.12 -
- - 0.16
3.03
0.00
17.45
1.31
0.05 -
- 0.11 -
- - 0.16
3.05
0.00
17.45
1.31
0.05 -
- 0.11 -
- - 0.16
3.07
0.00
17.45 _
1.30
0.05 -
- 0.11 -
- _ 0.15
3.08
0.00
17.45
1.30
0.05 -
- 0.11 -
- - 0.15
3.10
0.00
17.45
1.30
0.05
- - 0.10 -
- - 0.15
3.12
0.00
17.45
1.29
0.05 -
- 0.10 =
- - 0.15
3.13
0.00
17.45
1.29
_ 0.05 - -
- - 0.10 -
- - 0.14
3.15
0.00
17.44
1.29
0.05 -
- 0.10 -
- - 0.14
Continues on next page...

Page 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 efs
cfs cfs cfs cfs cfs
cfs
3.17
0.00
17.44
1.29
0.05 -
_ - 0.09 - - -
0.14
3.18
0.00
17.44
1.28
0.05 -
- 0.09 - - -
0.14
3.20
0.00
17.44
1.28
0.05 -
- 0.09 - - -
0.13
3.22
0.00
17.44
1.28
0.05 -
- 0.09 - - -
0.13
3.23
0.00
17.44
1.28
0.05 -
- 0.08 - - -
0.13
3.25
0.00
17.44
1.27
0.05 -
- 0.08 - - -
0.13
3.27
0.00
17.44
1.27
0.05 -
- 0.08 - - -
0.13
_ 328
0.00
17.44
1.27
0.05 -
- 0.08 - - -
0.12
3.30
0.00
17.44
1.26
0.05 -
- 0.07 - - -
0.12
3.32
0.00
17.43
1.26
0.05 -
- 0.07 - = -
0.12
3.33
0.00
17.43
1.26
0.05 -
- 0.07 - - -
0.12
3.35
0.00
17.43
1.26
0.05 -
- 0.07 - - -
0.12
3.37
0.00
17.43
1.26
0.05 -
- 0.07 - - -
0.11
3.38
0.00
17.43
1.25
0.05 -
- 0.07 - - -
0.11
3.40
0.00
17.43
1.25
0.05 -
- 0.06 - - -
0.11
3.42
0.00
17.43
1.25
0.05 -
- 0.06 - - -
0.11
3.43
0.00
17.43
1.25
0.05 -
- 0.06 - - -
0.11
3.45
0.00
17.43
1.24
0.05 -
- _ 0.06 - - -
0.10
3.47
0.00
17.43
1.24
0.05. -
- 0.06 - - -
0.10
r�i

Reservoir Report _ Pa , _
English
Reservoir No. 1 - TANDEMLOC (NEW)
Pond Data
Pond storage is based on known contour areas
Stage I Storage Table
Stage
Elevation
Contour area
Incr. Storage
Total storage
It
ft
sgft
cuft
cuft
0.00
16.60
6,421
0
0
0.40
17.00
6,875
2.659
2,659
1.40
18.00
8,057
7,466
10,125
_
2.40
19.00
9,309
8,683
18,808 _
Culvert / Orifice Structures
Weir Structures
[A]
[Bl
[C]
[D]
[A]
[B]
[C]
[D]
Rise in
= 18.0
1.5
0.0
0.0
Crest Len ft
= 3.1
0.0
0.0
0.0
Span in
= 18.0
1.5
0.0
0.0
Crest El. ft
= 17.42
0.00
0.00
0.00
No. Barrels
= 1
1
0
0
Weir Coeff.
= 3.00
0.00
0.00
0.00
Invert El. ft
= 16.60
16.60
0.00
0.00
Eqn. Exp.
= 1.50
0.00
0.00
0.00
Length ft
= 50.0
0.1
0.0
0.0
Multistage
= Yes
No
No
No
Slope %
= 0.20
0.10
0.00
0.00
N-Value
= .024
.013
.000
.000
-
Orif. Coeff.
= 0.60
0.60
0.00
0.00
Multistage
= -
Yes
No
No
Tailwater Elevation =
16.80 ft
Note: M outllovn have Been analymd u inlet end outlet wnhol.
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Civ A
CIv B
Clv, C Clv 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
16.60
0.00
0.00
- - 0.00 -
- - 0.00
0.04
266
16.64
0.00
0.00
- - 0.00 -
- - 0.00
0.08
532
16.68 -
0.00
0.00
- - 0.00 -
- - 0.00
0.12
798
16.72
0.00
0.00
- - 0.00 -
- - 0.00
0.16
1,064
16.76
0.00
0.00
- - 0.00 -
- - 0.00
0.20
1,330
16.80
0.00
0.00
- - 0.00 -
- - 0.00
0.24
1,596
16.84
0.08
0.01
- - 0.00 -
- - 0.01
0.28
1,861
16.88
0.17
0.02
- - 0.00 -
- - 0.02
0.32
2,127
16.92
0.25
0.02
- - 0.00 -
- - 0.02
0.36
2,393
16.96
0.33
0.02
- - 0.00 -
- - 0.02
0.40
2,659
17.00
0.37
0.03
- - 0.00 -
- - 0.03
Continues on next page

TANDEMLOC (NEVI
- -"
Page 2
Stage
/ Storage / Discharge Table
Stage
Storage
Elevation
Clv A
Clv B
Clv C Clv D Wr A Wr B Wr C
Wr D Discharge
ft
cuft
ft
cfs
cfs
cfs cis cfs cfs cfs
cfs cfs
0.50
3,406
17.10
0.57
0.03
- - 0.00 - -
- 0.03
0.60
4,152
_
17.20
0.74
0.04
- - 0.00- - -
- 0.04
0.70
4,899
17.30
0.98
0.04
- - 0.00 - --
- 0.04
0.90
5,646
17.40
1.18
-0.05
- - 0.00 - -
- 0.05
0.90
6,392
17.50
1.43
0.05
- - 0.21 - -
- 0.26
1.00
7,139
17.60
1.60
0.05
- - 0.72 - -
- 0.77
1.10
7,885
17.70
1.81
0.04
- - 1.40 - -
- 1.44
1.20
8,632
17.80
1.98
0.03
- - 2.21 - -
- 1.98
1.30
9,379
17.90-
2.09
0.00
- - 3.13 - -
- 2.09
1.40
10,125
18.00
2.18
0.00
- - 4.16 - -
- 2.18
1.50 -
10,994
18.10
2.10
0.00
- - 5.28 - -
- 2.10
1.60
11,862
18.20
2.96
0.00
- - 6.49 - -
- 2.96
1.70
12,730
18.30
3.63
0.00
- - 7.78 - -
- - 3.63
1.80
13,598
18.40
4.19
0.00
- - 9.14 - -
- 4.19
1.90
14,467
18.50
4.69
0.00
- - 10.57 - -
- 4.69
2.00
15,335
18.60
5.13
0.00
- - 12.07 - -
- 5.13
2.10
16,203
18.70
5.55
0.00
- - 13.64 - -
- 5.55
2.20
17,072
18.80
5.93
0.00
- - 15.27 - -
- 5.93
2.30
17,940
18.90
6.29
0.00
- - 16.96 - -
- 6.29
2.40
18,808
19.00
6.63
0.00
- - - 18.71 - -
- 6.63
...End

-jAA)Vr�1 w C F::A c,z(,f I
21 - Reservoir -10 Yr - Qp = 2.04 cfs
4
W
w-
2
d
1
0.
0 5 10 15 20 25
Time (hrs)
/ Hyd. 5 O Hyd. 21