SW8090903_Historical File_20100903

NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
September 3, 2010
Raiford G. Trask, Jr., Manager and Trustee
BC & RT, LLC
1202 Eastwood Road
Wilmington, NC 28403
Subject: State Stormwater Management Permit No. SW8 090903
South Bridge Subdivision — Phase 1
High Density Subdivision Project
Onslow County
Dear Mr. Trask:
The Wilmington Regional Office received a complete State Stormwater Management Permit
Application for South Bridge Subdivision — Phase 1 on September 1, 2010. Staff review of the
plans and specifications has determined that the project, as proposed, will comply with the
Stormwater Regulations set forth in Session Law 2008-211, effective October 1, 2008 and Title
15A NCAC 2H.1000. We are forwarding Permit No. SW8 090903 dated September 3, 2010 for
the construction, operation, and maintenance of the subject project.
This permit shall be effective from the date of issuance until September 3, 2020, and shall be
subject to th% conditions and limitations as specified therein. Please pay special attention to the
Operation and Maintenance requirements in this permit. Failure to establish an adequate
system for operation and maintenance of the stormwater management system will result in
future compliance problems.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the
right to request an adjudicatory hearing upon written request within thirty (30) days following
receipt of this permit. This request must be in the form of a written petition, conforming to
Chapter 150B of the North Carolina General Statutes, and filed with the Office of Administrative
Hearings, P.O. Drawer 27447, Raleigh, NC 27611 -7447_ Unless such demands are made this
permit shall be final and binding.
If you have any questions, or need additional information concerning this matter, please contact
Steve Pusey, or me at [phone].
Sincerely,
Georgette Scott
Stormwater Supervisor
Division of Water Quality
GDS/sgp: S:IWQSISTORMWATERIPERMIT1090903.sep10
cc: John S. Tunstall, PE - NKT
Onslow County Inspections
Division of Coastal Management
Steve Pusey
Wilmington Regional Office
Central Files
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX: [phone] Customer Service:1-877-623-6748 NorthCarolina
Internet: www.ncwaterquality.org
An Equal Opportunity( Affirmative Action Employer Admil i&

State Stormwater Management Systems
Permit No. SW8
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF WATER QUALITY
STATE STORMWATER MANAGEMENT PERMIT
HIGH DENSITY SUBDIVISION DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of
North Carolina as amended, and other applicable Laws, Rules, and Regulations
PERMISSION IS HEREBY GRANTED TO
BC & RT, LLC and Raiford G. Trask, Jr.
South Bridge Subdivision — Phase 1
NC 172, Sneads Ferry, Onslow County
FOR THE
construction, operation and maintenance of three (3) wet detention ponds, two (2)
secondary infiltration basins, and seven (7) sand filters in compliance with the
provisions of Session Law 2008-211, effective October 1, 2008 and 15A NCAC 2H
.1000 (hereafter separately and collectively referred to as the "stormwater rules`) and
the approved stormwater management plans and specifications and other supporting
data as attached and on file with and approved by the Division of Water Quality and
considered a part of this permit.
This permit shall be effective from the date of issuance until September 3, 2020 and
shall be subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
1. This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater
runoff as described in Sections 1.8 —1.10 on pages 3 - 5 of this permit. The
subdivision is permitted for 34 lots, each limited to a maximum amount of built -
upon area as indicated in Section 11.20 (f) of this permit.
3. The runoff from all built -upon area within the permitted drainage areas of this
project must be directed into the permitted stormwater control systems. The wet
ponds, designated as #7-12, #13A/B, and #14, have been designed to treat the
runoff from the following square feet of Built -Upon Area, respectively: 617,461,
499,117, and 548,957. The sand filters, designated as 1, 2, 3, 4, 5, 6A, & 613,
have been designed to treat the runoff from the following square feet of Built -
Upon Area, respectively: 43,911, 19,600, 84,049, 43,300, 28,669, 47,454, and
52,561.
Page 2 of 13

State Stormwater Management Systems
Permit No. SW8 090903
4. A 50' wide vegetative buffer must be provided adjacent surface waters,
measured horizontally from the normal pool of impounded structures, the banks
of streams and rivers and the mean high water line of tidal waters. The wet
detention pond(s) may not be located within the buffer and no built -upon area is
allowed within the buffer.
5. Stormwater runoff in excess of the design storm must flow overland through a
vegetative filter strip with a minimum length of 50', measured from mean high
water of Class SA waters. The filter strip and level spreader shall be designed
per NCAC 2H.1008 (f) to pass the 10 year storm in a non -erosive manner.
6. The discharge from a wet detention pond shall not be considered a direct
discharge to SA waters if a secondary stormwater BMP is provided to treat the
discharge from the wet detention pond. The secondary BMP proposed for wet
detention ponds #7-12 and #13A/B are described in Section 1.9 below.
7. Each lot within the commercial subdivision whose ownership is not retained by
the permittee, must submit a separate Offsite Stormwater Management Permit
application package to the Division of Water Quality and receive a permit prior to
any construction on the lot.
8. The following design elements have been permitted for the wet detention pond
stormwater facilities, and must be provided and maintained at design condition:
Design Criteria
Pond #742
Pond #13A/B
Pond #14
a.
Drainage Area, acres:
19.48
14.32
18.51
Onsite, :
848,684
623,896
806,367
Offsite, :
0
0
0
b.
Total Impervious Surfaces, :
617,461
499;117
548,957
Buildings / Lot BUA, :
0
0
0
Roads / Parkin
45,500
0
47,647
Sidewalks, :
0
0
0
Future, :
571,961
499,117
501,310
c.
Average Pond Design Depth, feet:
5
6
5.5
d.
TSS removal efficiency:
90
90
90
e.
Design Storm, inches:
3.67
3.67
1.5
f.
Permanent Pool Elevation, fmsl:
19
18
34
g.
Permanent Pool Surface Area, :
44,410
29,276
35,776
h.
Permitted Storage Volume, ft :
173,247
139,174
74,093
i.
Temporary Storage Elevation, fmsl:
22.25
21.75
35.75
j.
Permitted Forebay Volume, f?:
44,766
34,863
40,710
k.
Controlling Orifice, inches:
4
4
4
I.
Average Orifice Flow Rate, cfs
0.43
0.46
0.31
m.
Pre-dev.1 yr - 24hr discharge rate, cfs:
0.75
0.55
0.71
n.
Maximum Fountain horsepower h)
1/2
1
1
o.
Receiving Stream:
UT Everett Creek
p.
River Basin:
New River
19-32
q.
Stream Index Number:
r.
Classification of Water Body:
SA; HQW —
/z mile
SA: HQW —
/ mile
SA: HQW
Page 3 of 13

State Stormwater Management Systems
Permit No. SW8 090903
9. The following design elements have been permitted for secondary infiltration
basins #7-12 and #13A/13, and must be provided and maintained at design
condition:
Design Criteria
Units
Secondary Infiltration
Basin #7-12
Secondary Infiltration
Basin #13A/B
14.32
623,896
0
Drainage Area
Onsite
Offsite
Acres
ft2
ft
19.48
848,684
0
Total Impervious Surfaces
Buildings
Roads/Parking
Sidewalks
Future
ft2
617,461
0
45,500
0
571,961
499,117
0
0
0
499,117
Design Storm
in.
3.67
3.67
Basin Depth
ft.
2.5
4
Bottom Elevation
FMSL
12.5
11
Bypass Weir Elevation
FMSL
14.75
14.75
Bottom Surface Area
W
7,082
9,058
Required Storage Volume
ft
42,863
14,688
Permitted Storage Volume
ft
42,863 *
19,654
Stora a Elevation
FMSL
14.75
14.75
Expected Infiltration Rate
in/hr
1.98
1.98
Time to Draw Down
Days
4.17
3.4
SHWT
FMSL
10.8
10.8
Type of Soil
Mary n
Leon
Receiving Stream _
UT Everett Creek
River Basin
New River
Stream Index Number
19-32
Classification of Water
Body
SA; HQW
Infiltration basins 7-12 and 13A/B are interconnected via pipe, therefore the total permitted
storage volume is the sum of these amounts, or 62,517 ft?. Individual amounts are allocated
according to their respective required volumes.
10. The following design elements have been permitted for the sand filter stormwater
facilities, and must be provided and maintained at design condition:
Design Criteria
SF 1 -
SF 2
SF 3
SF 4
SF 5
SF 6A
SF 613
a. Drainage Area, ac.
1.79
1.3
3.62
2.91
1.61
2.40
2.46
On -site, ft2
77,772
56,662
157510
126,932
70,022
104,362
107,065
Off -site, ft2
0
0
0
0
0
0
0
b. Total Impervious
Surfaces, ft2
43,911
19,600
84,049
43,300
28,669
47,453
52,561
Buildings, fe
19,600
19,600
45,179
28,975
28,669
39,623
41,711
Roads / Parking
24,311
0
38,870
14,325
0
ii' 7,830
10,050
Sidewalks, ft2
0
0
0
I 0
0
Existing, ft2
0
0
0
0
0
0
0
Offsite, ft2
0
0
0
0
0
0
0
c. Design Storm,
inches
3.67
3.67
3.67
3.67
3.67
3.67
3.67
d. Sediment chamber
depth, ft
2.67
2.67
2.67
2.67
2.67
2.67
2.67
e. Sand chamber
2
2
2
2
2
2
2
depth, ft
Page 4 of 13

State Stormwater Management Systems
Permit No. SW8 090903
f. Sediment chamber
bottom elevation, fmsl
4
6
6
8
6
9
9
g. Sand chamber
bottom elevation, fmsl
4.67
6.67
6.67
8.67
6.67
9.67
9.67
h. Sediment chamber
surface area, ft2
1,201
521
_
1,081
1,650
1,070
760
1,071
1,260
i. Sand chamber
surface area, ftz
5,006
4,200
2,177
2,200
2,422
2,824
j. Weir elevation, fmsl
7
9
9
11
9
12
12
k. Maximum head on
2
3
3
3
2
3
3
filter, ft
I. Permitted storage
volume, fl
14,701
7,685
21,959
15,402
9,500
14,141
17,303
m. Orifice diameter, in.
4
4
4
4
4
4
4
n. Drawdown time, hrs.
12.42
25.67
28.33
28.16
18.45
27.73
26.35
o. SHWT, fmsl
4.83
6
10
6
6.33
7
6.5
p. Permeability - sand
ft./da
3.5
3.5
3.5
3.5
3.5
3.5
3.5
q. Impermeable liner
Yes
Yes
Yes
No
Yes
No
No
q. Receiving Stream
UT Everett Creek
r. River Basin
New River
s. Stream
Index Number
19-32
t. Classification of
Water Body
SA; HQW
II. SCHEDULE OF COMPLIANCE
1. No homeowner/lot owner/developer shall fill in, alter, or pipe any drainage feature
(such as swales) shown on the approved plans as part of the stormwater
management system without submitting a revision to the permit and receiving
approval from the Division.
2. The permittee is responsible for verifying that the proposed built -upon area for
the entire project and for each lot does not exceed the maximum allowed by this
permit. Once the lot transfer is complete, the lot owner may not increase the
built -upon area above the permitted maximum for that lot without approval from
both the permittee and the Division of Water Quality.
3. If an Architectural Review Board or Committee is set up by the permittee to
review new and modified lot plans for compliance with the BUA limit, the plans
reviewed must include all proposed built -upon area. Any approvals given by the
Board or Committee on behalf of the permittee do not relieve the lot owner of the
responsibility to maintain compliance with the BUA limit for that lot established by
the permit and in the recorded deed restrictions.
4. The permittee must maintain compliance with the overall BUA limit for the project
established by this permit and the supporting documentation. If any lot is found to
have exceeded the permitted BUA limit for that lot, the permittee shall notify the
lot owner in writing and require resolution.
5. The Director may notify the permittee when the permitted site does not meet one
or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the
Director for modifying the site to meet minimum requirements. The permittee
shall provide copies of revised plans and certification in. writing to the Director
that the changes have been made.
Page 5 of 13

State Stormwater Management Systems
Permit No. SW8 090903
6. The stormwater management system shall be constructed in its entirety,
vegetated and operational for its intended use prior to the construction of any
built -upon surface.
7. The permittee shall submit to the Director and shall have received approval for
revised plans, specifications, and calculations prior to construction; for any
modification to the approved plans, including, but not limited to, those listed
below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
C. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further development, subdivision, acquisition, or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
f. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
8. The permittee shall submit for approval, final site layout and grading plans for
any permitted future development areas shown on the approved plans, prior to
construction.
9. All stormwater collection and treatment systems must be located in either
dedicated common areas or recorded easements. The final plats for the project
will be recorded showing all such required easements, in accordance with the
approved plans:
10. During construction, erosion shall be kept to a minimum and any eroded areas of
the system will be repaired immediately.
11. Upon completion of construction, prior to issuance of a Certificate of Occupancy,
and prior to operation of this permitted facility, a certification must be received
from an appropriate designer for the system installed certifying that the permitted
facility has been installed in accordance with this permit, the approved plans and
specifications, and other supporting documentation. Any deviations from the
approved plans and specifications must be noted on the Certification.
12. If the stormwater system was used as an Erosion Control device, it must be
restored to design condition prior to operation as a stormwater treatment device,
and prior to occupancy of the facility.
13. The permittee shall at all times provide the operation and maintenance
necessary to assure that all components of the permitted stormwater system
function at optimum efficiency. The approved Operation and Maintenance Plan
must be followed in its entirety and maintenance must occur at the scheduled
intervals including, but not limited to:
a. Semiannual scheduled inspections (every 6 months).
b. Sediment removal.
c. Mowing and re -vegetation of side slopes.
U. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans.
f. Debris removal and unclogging of structures, orifice, catch basins and
piping.
g. Access to all components of the system must be available at all times.
Page 6 of 13

State Stormwater Management Systems
Permit No. SW8 090903
14. After a wet detention pond is established, it should be inspected once per month
and within 24 hours after every storm event greater than 1.5 inches depth.
15. Records of operation and maintenance should be kept in a known set location
and must be available upon request. The records will indicate the date, activity,
name of person performing the work and what actions were taken. Records
must be submitted quarterly to the Regional DWQ Stormwater Supervisor,
including pictures to demonstrate findings and compliance. Inspection activities
shall be performed in accordance with the Operation and Maintenance (O&M)
Agreement. Any problems that are found shall be repaired immediately and
reported to DWQ within 24 hours in accordance with the O&M Agreement.
16. This permit shall become void unless the facilities are constructed in accordance
with the conditions of this permit, the approved plans and specifications, and
other supporting data.
17. Prior to transfer of the permit, the stormwater facilities will be inspected by DWQ
personnel. The project and the stormwater facility must be in compliance with all
permit conditions. Any items not in compliance must be repaired, replaced or
restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
18. Decorative spray fountains will be allowed in the stormwater treatment system,
subject to the following criteria:
a. The fountain must draw its water from less than 2' below•the permanent
pool surface.
b. Separated units, where the nozzle, pump and intake are connected by
tubing, may be used only if they draw water from the surface in the deepest
part of the pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for the fountain's pump is based on the
permanent pool volume. The maximum pump power for fountains in this
project are as follows: % hp for pond #13A/B, and 1 hp for pond #s 7-12
and #14.
19. If permeable pavement credit is desired, the permittee must submit a request to
modify the permit to incorporate such language as required by the Division of
Water Quality. The request to modify must include a soils report identifying the
type of soil, the Seasonal High Water Table elevation and the infiltration rate.
Upon the successful completion of a permit modification, the individual lot owners
that request to utilize permeable pavements shall submit the necessary forms
and documentation to the permittee, or a designated agent, and receive approval
prior to construction of the permeable pavement.
20. Prior to the sale of any lot, the following deed restrictions must be recorded:
a. The following covenants are intended to ensure ongoing compliance with
State Stormwater Management Permit Number SW8 090903, as issued
by the Division of Water Quality under NCAC 2H.1000.
b. The State of North Carolina is made a beneficiary of these covenants to
the extent necessary to maintain compliance with the Stormwater
Management Permit.
C. These covenants are to run with the land and be binding on all persons
and parties claiming under them.
d. The covenants pertaining to Stormwater may not be altered or rescinded
without the express written consent of the State of North Carolina, Division
of Water Quality.
Page 7 of 13

State Stormwater Management Systems
Permit No. SW8 090903
e. Alteration of the drainage as shown on the approved plans may not take
place without the concurrence of the Division of Water Quality.
f. The maximum built -upon area per lot is shown in the table below:
a
h.
South Bridge Subdivision Lot Allotments
February 23, 2010
Lot #
Lot BUA (sf)
Lot #
Lot BUA (sf)
1
2,582
35
3,555
2
2,835
36
2,620
3
2,932
37
3,032
4
2,994
38
3,280
5
3,086
39
3,630
6
2,835
40
3,533
7
2,932
41
3,280
8
2,582
42
3,280
9
3,086
43
4,139
10
2,835
44
4,077
11
3,023
45
3,807
12
3,115
46
4,157
13
2,611
47
4,219
14
2,865
48
4,311
15
2,962
49
4,157
16
3,024
50
3,727
17
2,582
51
3,980
18
3,086
52
6,135.82
19
2,994
53
3,692
20
2,932
54
3,630
21
2,835
55
_ _ 3,533
22
2,582
56
3,280
23
2,582
57
3,784
24
2,932
58
3,702.61
25
2,994
59
2,970
26
3,086 •
60
2,873
27
3,652
61
2,622.73
28
3,302
62
2,800
29
2,582
63
2,800
30
3,593.5
64
2,800
31
3,690
65
2,800
32
3,798
66
2,800
33
3,752
67
2,800
34
4,248
68
2,800
This allotted amount includes any built -upon area constructed within the
lot property boundaries, and that portion- of the right-of-way between the
front lot line and the edge of the pavement. Built upon area includes, but is
not limited to, structures, asphalt, concrete, gravel, brick, stone, slate,
coquina and parking areas, but does not include raised, open wood
decking, or the water surface of swimming pools.
For those lots within CAMA's Area of Environmental Concern, where DCM
calculates a different maximum lot built -upon area, the governing lot BUA
shall be the most restrictive of the two numbers.
All runoff on the lot must drain into the permitted system. This may be
accomplished through providing roof drain gutters, which drain to the
street, grading the lot to drain toward the street, or grading perimeter
swales and directing them into the pond or street. Lots that will naturally
drain into the system are not required to provide these measures.
Page 8 of 13

State Stormwater Management Systems
Permit No. SW8 090903
i. Built -upon area in excess of the permitted amount will require a permit
modification.
j. Each lot within a commercial subdivision whose ownership is not retained
by the permittee, must submit a separate Offsite Stormwater Management
Permit application package to the Division of Water Quality and receive a
permit prior to any construction on the lot.
k. If permeable pavement credit is requested, the property owner must
submit a request, with supporting documentation, to the permittee and
receive approval prior to construction of BUA.
21. A copy of the recorded deed restrictions must be submitted to the Division within
30 days of the date of recording the plat, and prior to selling lots. The recorded
copy must contain all of the statements above, the signature of the Permittee, the
deed book number and page, and the stamp/signature of the Register of Deeds.
III. GENERAL CONDITIONS
1. This permit is not transferable except after notice to and approval by the Director.
In the event of a change of ownership, or a name change, the permittee must
submit a completed Name/Ownership Change form signed by both parties, to the
Division of Water Quality, accompanied by the supporting documentation as
listed on page 2 of the form. The approval of this request will be considered on its
merits and may or may not be approved. The permittee is responsible for
compliance with all permit conditions until such time as the Division approves a
request to transfer the permit.
2. Failure to abide by the conditions and limitations contained in this permit may
subject the Permittee to enforcement action by the Division of Water Quality, in
accordance with North Carolina General Statute 143-215.6A to 143-215.6C.
3. The issuance of this permit does not preclude the Permittee from complying with
any and all statutes, rules, regulations, or ordinances, which may be imposed by
other government agencies (local, state, and federal) having jurisdiction.
4. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Permittee shall take immediate corrective action,
including those as may be required by this Division, such as the construction of
additional or replacement stormwater management systems. Riprap aprons are
covered by the requirements of this condition. Should the riprap aprons fail to
reduce the velocity into the wetlands to 2 fps or less, or should erosion,
channelizing, or scouring of the wetlands occur, the Permittee shall repair the
damage, restore the wetlands, and submit alternate velocity reduction measures
to the Division for approval.
5. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
6. The permit issued shall continue in force and effect until revoked or terminated.
The permit may be modified, revoked and reissued or terminated for cause. The
filing of a request for a permit modification, revocation and re -issuance or
termination does not stay any permit condition.
7. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
8. Approved plans and specifications for this project are incorporated by reference
and are enforceable parts of the permit.
Page 9 of 13

State Stormwater Management Systems
Permit No. SW8 090903
9. The issuance of this permit does not prohibit the Director from reopening and
modifying the permit, revoking and reissuing the permit, or terminating the permit
as allowed by the laws, rules and regulations contained in Session Law 2006-
246, Title 15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
10. The permittee shall notify the Division in writing of any name, ownership or
mailing address changes at least 30 days prior to making such changes.
11. The permittee shall submit a permit renewal application at least 180 days prior to
the expiration date of this permit. The renewal request must include the
appropriate documentation and the processing fee.
Permit issued this the 3rd day of September, 2010.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Water Quality
By Authority of the Environmental Management Commission
Permit Number SW8 090903
Page 10 of 13

Permit Number: S W 8 010403
(to be prav'ded by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
NICT 4 090113
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.CZ
�!
This system (check one): ti
❑ does ® does not incorporate a vegetated filter at the outlet. "7
Zir
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
-- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash/ debris is present.
Remove the trash debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
gro'ond covey and water until it is
established. Provide lime and a
one-time fertilizer application.
Vegetation is too short or too
I
Maintain vegetation at a height of
long.
a roximatel six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

BMP element:
The inlet device: pipe or
Swale
The forebay
The vegetated shelf
The main treatment area
Permit Number: SW $ O Q 6 9 0 3
(to be provided by DWQ)
Drainage Area Number: /'/
Potential problem:
The pipe is clogged.
The pipe is cracked or
otherwise damaged.
Erosion is occurring in the
swale.
Sediment has accumulated to
a depth greater than the
original design depth for
sediment storage.
Erosion has occurred.
Weeds are present.
Best professional practices
show that pruning is needed
to maintain optimal plant
health.
Plants are dead, diseased or
dying.
Weeds are present.
Sediment has accumulated to
a depth greater than the
original design sediment
storage depth.
Algal growth covers over
50% of the area.
Cattails, phragmites or other
invasive plants cover 50% of
the basin surface.
How I will remediate the probl
Unclog the pipe. Dispose of the
sediment off -site.
Replace the pipe.
Regrade the swale if necessary to
smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Prune according to best professional
practices
Determine the source of the
problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application to establish the
ground cover if a soil test indicates
it is necessary.
Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Consult a professional to remove
and control the algal growth.
Remove the plants by wiping them
with pesticide (do not spray).
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4

Permit Number: SW $ MOD&
(to be provided by DWQ)
Drainage Area Number: I H
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is damaged
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 14 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 6 feet in the forebay, the sediment shall
be removed.
Sediment Removal
Bottom
28 j
FOREBAY
BASIN DIAGRAM
fIl in the blanks)
Oft Min,
Sediment
Storage
Permanent Pool Elevation 34
Pool
Sediment Removal Elevation 20 Volume
Bottom Elevation 18
MAIN POND
Form SW401-Wet Detention Basin O&M-RevA Page 3 of 4
1-ft
Storage

Permit Number: SW S 090?0 3
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible parry.
Project name:South Bridge Subdivision - Phase I
BMP drainage area number:14
Print name:Raiford G. Trask, Jr.
Title:Mana.aer of BC & RT, LLC and Trustee
Address:1202 Eastwood Road Wilmington NC 28403
Date: l � — (L — '--u o �
Note: The Iegally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of do hereby certify that
personally appeared before me this A-�
day of U Y q� , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
th'i s • NO,Q'�'�
\4oTA Ry
�. S.
� VEIL\ 2
r � �
I'll; IOVER a+`
n•rrnu��a+++
SEAL
n�
My commission expires bs—bL 14
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

DWQ USE ONLY
Date Received Fee Paid I Permit Number
Applicable Rules: ' ❑ Coastal SW —1995 Acoastal SW — R8 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WO Mznt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality "
STORMWATER MANAGEMENT PERMIT APPLICATION FOI 0
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on ans,
specifications, letters, operation and maintenance agreements, etc.):
South Bridge Subdivision - Phase I
2. Location of Project (street address):
City:Sneads Ferry County:Onslow Zip:28460
3. Directions to project (from nearest major intersection):
Take US 17 (Market St.) towards Jacksonville for approximately 29 miles Turn right at NC 172 Go
approximately 5.4 miles The site is on the left beside Yopp's Tire & Garage
4. Latitude:34° 33' 43" N Longitude:770 24' 14" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New ❑Modification
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known) . and the status of
construction: ❑Not Started ❑Partially Completed* ❑ Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
0- ac of Disturbed Area
❑NPDES Industrial Stormwater
NSedimentation/Erosion Control: 2,015 AC (07-24-08) & 32 AC (07-02-
❑404/401 Permit: Proposed. Impacts
b. Tf any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:South Bridge Subdivision - Phase I & II I ONSLO-2009-002 (07-24-08)
& ONSLO-2009-002 Mod. (07-02-09)Erosion Control Permit

ICI. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:BC & RT. LLC and Raiford G. Trask, Jr Trustee
Signing Official & Title:Raiford G. Trask, Jr. Manager and Raiford G Trask Jr Trustee
b. Contact information for person listed in item 1a above:
Street Address:1202 Eastwood Road
City:Wiluting on State:NC Zip:28403
Mailing Address (if applicable):Same as Above
City: State: Zip:
Phone: (910 ) 313-0795 Fax: (910 ) 313-0797
Email:N/A
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
® Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:BC & RT. LLC and Raiford G Trask, Jr Trustee
Signing Official & Title:Raiford G. Trask, Jr. Manager and Raiford G Trask Jr Trustee
b. Contact information for person listed in item 2a above:
Street Address:1202 Eastwood Road
City:Wilmington State:NC Zip:28403
Mailing Address (if applicable):Same as above
City: State: Zip:
Phone: (910 ) 313-0795 Fax: (910 ) 313-0797
Email:N/A
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:Norris. Kuske & Tunstall Consulting Engineers Inc
Signing Official & Title:Tohn S. Tunstall, P.E.
b. Contact information for person listed in item 3a above:
Mailing Address:902 Market Street
City:Wilmington State:NC Zip:28401
Phone: (910 ) 343-9653 Fax: (910 ) 343-9604
Email•[e-mail]
4. Local jurisdiction for building permits: Onslow County Planning
Point of Contact:Angie Manning Phone #: (910 ) 455-3661

PROJECT INFORMATION
1. In the space provided below, bri—fly summarize how the stormwater runoff will be treated.
A combination of sand filters and wet detention ponds
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other:
Date:
b.Identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW —1995 ® Ph II — Post Construction
3. Stormwater runoff from this project drains to the White Oak River basin.
4. Total Property Area: 97.95 acres 5. Total Coastal Wetlands Area: 4.63 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) — Total Coastal Wetlands Area (5) — Total Surface Water Area (6) = Total Project
Area+:93.32 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BLIA). Non -coastal wetlands Iandward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 = 49.01 %
9. How many drainage areas does the project have?16 (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basin Information
Drains Area _
Drainage Area _
Drainage Area _
Drainage Area
Receiving Stream Name
See Attached
_
Stream Class *
Spreadsheet
Stream Index Number *
for All
Total Drainage Area (sf)
On -site Drainage Area (sf)
Off -site Drainage Area (sf)
Proposed Impervious Area** (sf)
% Impervious Area- (total)
Impervious' * Surface Area
Dr I amage Area _
Drainage Area _
Drainage Area _
Drainage Area
On -site Buildings/Lots (sf)
On -site Streets (sf)
On -site Parking (sf)
On -site Sidewalks (sf)
: Vo
Other on -site (sf)
Future (sf)
-`
Off -site (sef)
Existing BUA*** (sf)
Total (sf):
arredm Ciuss and. index Number can ne aeterminea at: http://hzo.enr.state.nc.us/bhff /re orts/reportsWB html
'F* Im ervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Report only that amount of existing BUA that will remain after development. Do not report any existing BLIA that
is to be removed and which will be replaced by new BUA.

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11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Projects in Union County: Contact DWQ Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhttp://h2o.enr.state.nc.us/su/bmp forms.htm.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available from htip://h2o.enr.state.nc.us/su/bmp forms.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http://h2o.enr.state.nc.us/su/msi maps htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from hft://h2o.enr.state.nc.us/su/bm forms.htm.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed. signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
hM2://www.envl-telp.org/pages/onestopexpress.html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1h mile of the site boundary, include the viz
mile radius on the map.
7. Sealed, signed and dated calculations.
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).

9: Copy of any applicable soils report with the associated SHWT elevations (Please identify _
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xl l" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit r DWQ to verify the JHWT prior
to submittal, [phone].) 1 LL(
10. A copy of the most current property deed. Deed book. il Page No:
11. For corporations and limited liability corporations (LLC): rovide documentation' i"roLn the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
hft://www.secretiU.state.nc.us/Con2orations/CSearch.aagx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from
http://h2o.enr.state.nc.us/su/bmp forms.htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC: DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer John S. Tunstall, P.E.
Consulting Firm: Norris, Kuske & Tunstall Consulting Engineers, Inc.
Mailing Address:902 Market Street
City:Wilmington State:NC Zip:28401
Phone: (910 ) 343-9653 Fax: (910 ) 343-9604
Email:jtunstall®nkteng.com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) Raiford G. Trask, Jr., Manager and Raiford G. Trask,
Jr., Trustee , certify that I own the property identified in this permit
application, and thus give permission to (print or type name of person listed in Contact Information, item 1a) RaifLord G.
Trask, Jr., Manager and Raiford G. Trask, fr., Trustee with (print or type name of organization listed in
Contact Information, item 1b) BC & RT, LLC and Raiford G. Trask, fr., Trustee to develop the
project as currently proposed. A copy of the lease agreement or pending property sales contract has been
provided with the submittal, which indicates the party responsible for the operation and maintenance of the
stormwater system.

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater permit reverts back to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately and submit a
completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater treatment
facility without a valid permit. I understand that the operation of a stormwater treatment facility without a valid
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action including
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Date: U q-
Stateof.%UA County of
before me this 10
L day of
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact In)ormation, item 2) Raiford G. Trask, Jr., Manager and Raiford G. Trask,
fr., Trustee
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000, SL 2006-246 (Ph. H - Post Construction) or SL 2008-211.
Date: 4-01-2,

Permit No. 5 t" Tg Cr 9,0 9 t73
(to be provided by DINGI)
ARA
MCDENR
Y"'V
W AT�RQG
o
6G3
This form must be filled o VT
�� ut pririled and submitted.
The Required Items Checkfist (Part 111) must be printed, filled out and submitted along with all of the required information.
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
I. PROJECT INFORMATION.
Project name
Contact person
Phone number 910-343-9653
Date 2-Feb-10
Drainage area number #7-12
11. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post -development
% impervious
Design rainfall depth
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1yr24hrstorm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
is there additional volume stored above the state -required temp. pool?
Elevation of the top of the additional volume
848,684 fe
617,461 f?
72.76 %
1.5 in
fe
fe
74,769 ft3
12,978 fO
182,934 fP
169,956 ft3
173,247 f?
Y (Y or N)
TT in
0.20 (unitiess)
0.73 (unitless)
3.96 in/hr OK
15.58 fe/sec
56.32 felsec
40.74 felsec
22.25 fmsl
19.00 fmsl
18.00 fmsl
19.50 fmsl
18.50 fmsl
8.00 fmsl
6.00 fmsl
2.00 It
N (Y or N)
fmsl
South Bridge Subdivision - Phase I
John S. Tunstall, P.E.
FEB 0 5 2010
BY:
Data not needed for calculation option #1, but OK if provided.
Data not needed for calculation option #1, but OK if provided.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts 1. & H. Design Summary, Page 1 of 2

Permit No..SW g 69090
3
(to be provided by DWQ)
11. DESIGN INFORINATION
Surface Areas
Area, temporary pool 60,157 fe
Area REQUIRED, permanent pool 44,216 f?
SAIDA ratio 5.21 (unrdess)
Area PROVIDED, permanent pool, Ap,_,, 44,410 if OK
Area, bottom of 1 Oft vegetated shelf, Air w�ff 23,680 W
Area, sediment cleanout, top elevation (bottom of pond), Ab. „d 7,989 ft`
Volumes
Volume, temporary pool 173,247 ft3 OK
Volume, permanent pool, V,,._pw 223,697 f13
Volume, forebay (sum of forebays if more than one forebay) 44,766 fe
Forebay % of permanent pool volume 20.0% % OK
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, Vim„„ w
Area provided, permanent pool, Ap rm,, d
Average depth calculated
Average depth used in SAIDA, d. (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap m,,�d
Area, bottom of 1 Oft vegetated shelf, Ay�l_a df
90 %
Y (Y or N)
N (Y or N)
5.21 (unitiess)
Y (Y or N)
223,697 if
44,410 fe
5.04 ft OK
5.0 it OK
N (Y or N)
44,410 fe
23,680 fe
Area, sediment cleanout, top elevation (bottom of pond), AbO-p,„ d 7,989 fe
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment) 10.50 ft
Average depth calculated It
Average depth used in SAIDA, d. (Round to nearest 0.5ft) It
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (CD)
Driving head (H.)
Drawdown through weir?
Weir type
Coefficient of discharge (CW)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
(Y or N)
4.00 in
in'
0.60 (unitless)
1.08 It
(Y or N)
_ (unitless)
(unitless)
—ft
ft
15.58 ft'Isec
56.32 felsec
0.44 fe/sec
4.51 days
"�C�tv
Fes 06
OK, draws down in 2-5 days.
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
3.0 :1
OK
Y
(Y or N)
OK
1.8 ft
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Pump Out
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 2 of 2

Permit No..5-W 8 O g 0 g o 3
(to be provided by DWQ)
IIII. REQUIRED ITEMS GHEC,KLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
I Is Sheet No.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
Pretreatment system,
High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM,
Overflow device, and
Boundaries of drainage easement.
2. Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and
Filter strip.
Section view of the wet detention basin (1" 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures
If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7.The supporting calculations.
8 A copy of the signed and notarized operation and maintenance (0&M) agreement
f ��r P. A copy of the deed restrictions (if required).
'_ 10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. Countv
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1

Permit No. -5Wg 04090'Z
(to be provided by DWQJ
ATA�qfr
O
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WDENR 401 CERTIFICATION APPLICATION FORM p
INFILTRATION BASIN SUPPLEMENT WJ� b�
This form must be idled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along wdh all of the required information.
Project Name South Bridge Subdivision - Phase I
Contact Person John S. Tunstall, P.E.
Phone Number 910-343M53
Date 7-Jul-10
Drainage Area Number #7 - #12
Il DESM INFORMATION
Site Characteristics
Drainage area
848,684 00 fe
Impervious area
617,461.00 fe
Percent impervious
0.73 %
Design rainfall depth
1.50 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Soils Report Summary
Sal type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
3.70 in
3.96
in/hr
15.58
0sec
56.32
felsec
40.74
ft /sec
nla fe
n/a fe
-48i�34:g6.. fta
yZrQb3 �r &9 ff3
fe
marvyn
1.98 in/hr
n/a �fmsl
OK for non -SA waters
,Y2,8b3 f+3 ,509
4.17
days OK
3.00
:1 OK
IZ50
fmsl
14.75
fmsl
15.00
hsl
85.00 ft
66.00 ft
7,082.00 f?
Secnnda+-r +rea men`
�RSea( on o�Isctjar5C
rcx-k df POl^d -
#VALUB
RECEIVED
JUL 4 8 2010
BY: --
Form SW401-Infiltration Basin-RevA Parts 1. & It. Design Summery, Page 1 of 2

Permit No. s W 8 D 9 0 9 t) 3
(to be provided by DWQ)
Additional Information
Maximum runoff to each inlet to the basin?
nla
ac-in
Maximum of 2 acre -inches allowed
Length of vegetative filter for overflow
50.00
ft
OK
Distance to structure
15.00
ft
OK
Distance from surface waters
1,282.00
ft
OK
Distance from water supply well(s)
100+
ft
OK
Separation from impervious soil layer
nla
It
OK
Naturally occuring soil above shwt
n/a
ft
OK
Bottom covered with 44n of clean sand?
n
(Y or N)
OK
Proposed drainage easement provided?
y (Y or N)
OK
Capures all runoff at ultimate build -out?
y
(Y or N)
OK
Bypass provided for larger storms?
y
(Y or N)
OK
Pretreatment device provided
wet detention pond
CEIVED
JUN 2 7 2010
BY: -.--
Form SW401-Infitration Basin-RevA Parts 1. & II. Design Summary, Page 2 of 2

Permit No. SVJ9 0' (0 q p 3
(to be provided by DWG)
10. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Sheet No.
DA, C5, C18 1. Plans (1" - 50' or larger) of the entire site showing:
C1 - Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
- Pretreatment system,
- High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
C18 2. Partial plan (1" = 3V or larger) and details for the infiltration basin showing:
- Bypass structure,
- Maintenance access,
Basin bottom dimensions,
Basin cross-section with benchmark for sediment cleanout,
Flow distribution detail for inflow,
Vegetated filter, and
Pretreatment device.
C18 3. Section view of the infiltration basin (1" 20' or larger) showing:
Pretreatment and treatment areas, and
- Inlet and outlet structures.
Calcs 4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
N/A 5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
inyesti9a ion re uest form. Cqun oil maps are not an acce le urce of soils information.
US D YG� t5 ll�sed Se-0 ride, i i o.
N/A 6. A construction sequence that sho how the infitiratio asin ill be protected from sediment until e
entire drainage area is stabilized.
Calcs 7. The supportingcalculations.
S
0&M 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
Submitted 9. A copy of the deed restrictions (if required).
77 I
N q 9
D
Form SW401-Infiltration Basin-Rev.4 Page 1 of 1 Part III. Required Items Checklist, Page 1 of 1

Permit No. SW9 090903
(to be provided by DWG)
����4#/� 17)
q�oF W a r,F,9p�
NCDENR r
o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
I. PROJECT INFORMATION
Project name South Bridge Subdivision - Phase I
Contact person John S. Tunstall, P.E.
Phone number 910 343 9557
Date 2-Feb-10
Drainage area number 13A & 13B
IL DESIGN INFORMATION
Site Characteristics
Drainage area
623,896 fe
Impervious area, post -development
499,117 le
% impervious
80.00 %
Design rainfall depth
1.5 in
Storage Volume: Non -SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr stone peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24-hrstorm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the peen. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment deanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the staLe-required temp. pool?
Elevation of the top of the additional volume
fe
ft3
60,050 ft
9,541 fe
146,921 fe
137,380 fe
139,174 fO
Y (Y or N)
3.7 in
0.20 (unitiess)
0.79 (unitiess)
3.96 inlhr OK
11.46 ec
44.81 ielsec
33.35 g9/sec
21.75 fmsl
18.00 fmsl
18.00 fmsl
18.50 fmsl
17.50 fmsl
4.00 fmsl
2.00 fmsl
2.00 ft
N (Y or N)
fmsl
�eE
ay FFe ° 5201�
Data not needed for calculation option #1, but OK If provided.
Data not needed for calculation option #1, but OK if provided.
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Parts I. & II. Design Summary, Page 1 of 2

Permit No._5 W 8 n!j 0 go 3
(to be provided by DWQ)
II: DESIGN INFORMATION
Surface Areas
Area, temporary pool 43,274 f?
Area REQUIRED, permanent pool 28,699 ft?
SAIDA ratio 4
Area PROVIDED, permanent pool, Awm_pw
Area, bottom of 1 Oft vegetated shelf, A� ,han
Area, sediment cleanout, top elevation (bottom of pond), Ay,,_p,„ d
Volumes
Volume, temporary pool
Volume, permanent pool, Vwm_pw
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, VPm,,d
Area provided, permanent pool, A,,,,yw
Average depth calculated
Average depth used in SAIDA, de,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap „_,d
Area, bottom of 1Oft vegetated shelf, Aw helr
Area, sediment cleanout, top elevation (bottom of pond), kIj�nd
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d. (Round to nearest 0.510)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if -non -circular)
Coefficient of discharge (CD)
Driving head (Hj
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of ilowpath to width ratio
Length to width ratio
Trash rack for overflow, & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies is:
.60 (unitiess)
29,276 ft OK
16,854 ft1
1,661 ft
139,174 fO OK
168,943 f0
34,863 ft"
20.6% % OK
90 %
Y (Y or N)
N (Y or N)
4.60 (unitiess)
Y (Y or N)
168,943 fe
29,276 ft`
5.77 It OK
6.0 It OK
N (Y or N)
29,276 e
16,854 f?
1,661 fe
13.50 ft
Tt
It
Y (Y or N)
4.00 in
in
0.60 (unitiess)
1.25 It
N (Y or N)
(unitiess)
(unitiess)
ft
It
11.46 fe/sec
44.81 fP/sec
0.47 felsec
3.40 days OK, draws down in 2-5 days.
3 :1
OK
10 :1
OK
10.0 It
OK
3 :1
OK
3.0 :1
OK
Y
(Y or N)
OK
2.3 It
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Pump Out
Forth SW401-Wet Detention Basin-Rev.e-9/17/09 Parts I. & If. Design Summary, Page 2 of 2

Permit No._ SW 8 6q0l d?
(to be provided by DWQ)
Ill. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been inet. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
M—
W
LE
Pagel Plan
he No.
Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
- Delineated drainaae basins (inrludP Rational C coefficient per basin),
- Basin dimensions,
Pretreatment system,
High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
Partial plan (1" = 30' or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
- Permanent pool dimensions,
- Forebay and main pond with hardened emergency spillway,
- Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
3. Section view of the wet detention basin (1" - 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
7. The supporting calculations.
A copy of the signed and notarized operation and maintenance (0&M) agreement.
�t A copy of the deed restrictions (if required).
r1U�f t . A soils report that is based uporr an actual field investigation, soil borings, and infiltration tests.
soil maps are not an acceptable source of soils information.
County
Form SW401-Wet Detention Basin-Rev.8-9/17/09 Part III. Required Items Checklist, Page 1 of 1

Permit No. SW? b c10903
(fo be provided by DWQ)
��F W n TF9 a
O
STORMWATER MANAGEMENT PERMIT APPLICATION FORM o
NCDENR 401 CERTIFICATION APPLICATION FORM
INFILTRATION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project Name
South Bridge Subdivision - Phase I
Contact Person
Jahn S. Tunstall, P.E.
Phone Number
910-343-9653
Date
18Jun-10
Drainage Area Number
13A & 138
n. IDEMN INFORMATION
Site Characteristics
Drainage area
623,896.00 f?
Impervious area
499,117.00 fe
Percent impervious
0.80 %
Design rainfall depth
1.50 in
Peak Flow Calculations
1-yr, 24-hr rainfall depth
1-yr, 24-hr intensity
Pre -development 1-yr, 24-hr discharge
Post -development 1-yr, 24-hr discharge
Pre/Post 1-yr, 24-hr peak flow control
Storage Volume: Non -SA Waters
Minimum design volume required
Design volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre -development 1-yr, 24-hr runoff volume
Post -development 1-yr, 24-hr runoff volume
Minimum required volume
Volume provided
Solis Report Summary
Soil type
Infiltration rate
SHWT elevation
Basin Design Parameters
Drawdown time
Basin side slopes
Basin bottom elevation
Storage elevation
Storage Surface Area
Top elevation
Basin Bottom Dimensions
Basin length
Basin width
Bottom Surface Area
3.70
in
3.96
in/hr
11.46
fe/sec
44.81
ft3/sec
33.35
fe/sec
n/a 1?
nla fe
^69669a ft3
--9,544 0 fe
fe
/�f, t'rv88 fe
—;4;688:8E}— ft
leon
1.98 in/hr
nla fmsl
3.40 days
3.00 :1
11.00 fmsl
14.75 fmsl
. 43,"6.60- fe
15.00 fmsl
141.00 ft
55.00 ft
9,058.00 fe
OK for non -SA waters
19, W4 4'1 -,*' ' a
N@W to previde additional volume Dnd��
OK
OK
#VALUE
RECEIVED
JUN 2 2 2010
BY.
Forth SW401-Infiltration Basin-Rev.4 Parts I. & H. Design Summary, Page 1 of 2

Permit No. 'e-W O 0909,03
Additional Information
(to be provided by DWQ)
Maximum runoff to each inlet to the basin?
n/a
ac-in
Maximum of 2 acre -inches allowed
Length of vegetative filter for overflow
WA
ft
OK
Distance to structure
15.00
ft
OK
Distance from surface waters
1,400.00
ft
OK
Distance from water supply well(s)
100+
ft
OK
Separation from impervious soil layer
n/a
ft
OK
Naturally occuring soil above shwt
n/a
ft
OK
Bottom covered with 4-in of dean sand?
n
(Y or N)
OK
Proposed drainage easement provided?
y
(Y or N)
OK
Capures all runoff at ultimate build -out?
y
(Y or N)
OK
Bypass provided for larger storms?
y
(Y or-N)
OK
Pretreatment device provided
wet detention pond
RECEIVED
JUN 2 2 2010
BY.
Form SW401-InfilVation Basin-Rev.4 Parts I. & II. Design Summary, Page 2 of 2

Permit No..5-14 $ Q a Q g Q z
(to be provided by DWQ)
Ili. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Ini ' Is Sheet No.
�50,
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
- Basin dimensions,
Pretreatment system,
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
Partial plan 0" = 3V or larger) and details for the infiltration basin showing:
- Bypass structure,
Maintenance access,
Basin bottom dimensions,
- Basin cross-section with benchmark for sediment cleanout,
- Flow distribution detail for inflow,
- Vegetated filter, and
- Pretreatment device.
3. Section view of the infiltration basin (1" 20' or larger) showing:
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. A table of elevations, areas, incremental volumes & accumulated volumes to verify the volume provided.
5. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. The
results of the soils report must be verified in the field by DWQ, by completing & submitting the soils
inve1s'ti�ti n reque form. County, soil aps are not arrk� acceptable soils information.
l� VCL11k s Its 11 SEt.A1`�G1G,1'I, i h '� ; OY1
6. A construction sequence that shows oiv e I
tlration basira�will be'Trotected from sediment until the
entire drainage area is stabilized. ntWt
1 A S�J1�J S�, ((,Q �,� �51 (�y�. Uy�W
7. The supporting calculations. J 1�n
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
DECEIVED
JUN 2 2 2010
BY:
Form 5W401-Infiltration Basin-Rev.4 Page 1 of 1 Part III. Required Items Checklist, Page 1 of 1

Permit No. _5w 10 6( b T 0 3
(to be provided by DW(,1)
WT #o%3
��� o��F W ATFgQG
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
It ., , : . ..
Project name
South Bridge Subdivision - Phase I
Contact person
John S. Tunstall, P.E.
Phone number
910-343-9653
Date
9/1/2009 (Revised 11-10-09)
Drainage area number
14
1L RESIGN INIFOlil ATt I
Site Characteristics
Drainage area
806,367 fe
Impervious area, post -development
548,957 fe
% impervious
68.08 %
Design rainfall depth
1.5 in
Storage Volume: Non4A Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre -development 1-yr, 24-hr runoff
Post -development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the prelpost control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre -development
Rational C, post -development
Rainfall intensity: 1 -yr, 24-hr storm
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the pens. pool elevation)
Top of 1Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cieanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state -required temp. pool"
Elevation of the top of the additional volume
67,805 fe
74,093 fO
ft
f?
fe
0 if
f?
OK
OK, volume provided is equal to or in excess of volume required.
Y (Y or N)
3.7 in
0.20 (unitless)
0.69 (unitless)
3.96 in/hr OK
14.95 felsec
50.92 If/sec
35.97 fe/sec
35.75 fmsl
34.00 fmsl
34.00 fmsl
34.50 fmsl
33.50 fmsl
20.00 fmsl
18.00 fmsl
2.00 ft
N (Y or N)
fmsl
Data not needed for calculation option #1, but OK if provided.
Data not needed for calculation option #1, but OK if provided.
Form SW401-Wet Detention Basin-Rev.74W3/09 Parts I. & II. Design Summary, Page 1 of 2

Permit No.
(to be provided by DVIRy
li. DESWINFORMATION
Surface Areas
Area, temporary pool 46,927 if
Area REQUIRED, permanent pool 35,319 fe
SAIDA ratio 4.38 (unifless)
Area PROVIDED, permanent pool, Ar,,,,,, 35,776 a OK
Area, bottom of 1Oft vegetated shelf, AboL hw 20,248 tY
Area, sediment cleanout, top elevation (bottom of pond), Ab,il„d 116 99 fti
volumes
Volume, temporary pool 74,093 if
Volume, permanent pool, Vp,,,,_pw 199,394 fe
Volume, forebay (sum of forebays if more than one forebay) 40,710 ft
Forebay % of permanent pool volume 20.4% %
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, VP„„ w
Area provided, permanent pool, Ap,,_,d
Average depth calculated
Average depth used in SAIDA, d,,,, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap,,_p01
Area. bottom of 1 Oft vegetated shelf, Ab,t_sh m
Area, sediment cleanout, top elevation (bottom of pond), Ab.Lp w
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d,,, (Round to nearest 0.51t)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-iroular)
Coefficient of discharge (CD)
Driving head (H,)
Drawdown through weir?
Weir type
Coefficient of discharge (C„)
Length of weir (L)
Driving head (H)
Pre -development 1-yr, 24-hr peak flow
Post -development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build -out?
Drain mechanism for maintenance or emergencies
90 %
Y (Y or N)
N (Y or N)
4.38 (unifless)
Y (Y or N)
199,394 fe
35,776 ft`
5.57 ft
5.5 ft
N (Y or N)
ft
fe
ft
ft
ft
ft
Y (Y or N)
4.00 in
in'
0.60 (unifless)
0.58 It
N (Y or N)
(unifless)
(unifless)
ft
ft
14.95 fe/sec
50.92 fe/sec
0.33 fe/sec
2.42 days
OK
OK
OK
OK
Check calculation. Need 3 ft min.
Insufficient. Check calculation.
OK
OK
OK, draws down in 2-5 days.
OK, drawdown time is correct.
3 :1
OK
10 :1
OK
10.0 ft
OK
3 :1
OK
3.0 :1
OK
Y
(Y or N)
OK
3.3 ft
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
Y
(Y or N)
OK
pump out
Forth SW401-Wet Detention Basin-Rev.7-8H3/09
Parts 1. & H. Design Summary, Page 2 of 2

Permit No.
(to be provided by DIMQ)
HI. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the foiiowing design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Page/ Plan
Initials Sheet No.
-M_ 1. Plans 0" - 50' or larger) of the entire site showing:
Design at ultimate build -out,
Off -site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
Basin dimensions,
- Pretreatment system,
High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROM,
- Overflow device, and
- Boundaries of drainage easement.
2. Partial plan (1" = 3V or larger) and details for the wet detention basin showing:
- Outlet structure with trash rack or similar,
- Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
- Vegetation specification for planting shelf, and
- Filter strip.
_ 3. Section view of the wet detention basin (1" 20' or larger) showing:
- Side slopes, 3:1 or lower,
- Pretreatment and treatment areas, and
- Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
_ 5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
^ to verify volume provided.
0 6. A construction sequence that shows how the wet detention basin will be protected from sediment until the
entire drainage area is stabilized.
_CAW 7. The supporting calculations.
✓ 8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
_ 10. A soils report that is based upon an actual field investigation, sal borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.7-8/13/09 Part III. Required Items Checklist, Page 1 of 1

Hiah Density Residential Subdivisions
Deed Restrictions & Protective Covenances
NKT #07063
In accordance with Title 15 NCAC 21-1.1000 and S.L. 2006-246, the Stormwater Management Regulations,
deed restrictions and protective covenants are required for High Density ResidentiafSubdivisions where
lots will be subdivided and sold and runoff will be treated in an engineered stormwater control facility. Deed
restrictions and protective covenants are necessary to ensure that the development maintains a "built -upon"
area consistent with the design criteria used to size the stormwater control facility.
I, Raiford G. Trask Jr., acknowledge, affirm and agree by my signature below, that I will cause the following
deed restrictions and covenants td be recorded prior to the sale of any lot:
1.
2.
3.
4.
5.
6.
7.
The following covenants are intended to ensure ongoing compliance with State Stormwater
Management Permit Number SW6 090903 as issued by the Division of Water Quality under the
Stormwater Management Regu a roes.
The State of North Carolina is made a beneficiary of these covenants to the extent necessary to
maintain compliance with the stormwater management permit.
These covenants are to run with the land and be binding on all persons and parties claiming under
them.
The covenants pertaining to stormwater may not be altered or rescinded without the express written
consent of the State of North Carolina, Division of Water Quality.
Alteration of the drainage as shown on the approved plan may not take place without the concurrence
of the Division of Water Quality.
The maximum built -upon area per lot, in square feet, is as listed below. • See Attached Chart
Lot # BUA Lot # BUA Lot # BUA Lot # BUA
This allotted amount includes any built -upon area constructed within the lot properly boundaries, and
that portion of the right-of-way between the front lot line and the edge of the pavement. Built upon area
includes, but is not united to, structures, asphalt, concrete, gravel, brick, stone, slate, coquina and
parking areas, but does not include raised, open wood decking, or the water surface of swimming
pools.
Each lot will maintain a 30** foot wide vegetated buffer between all impervious areas and surface
waters.
**50 foot for projects located in the 20 coastal counties.
a. All runoff from the built -upon areas on the lot must drain into the permitted system. This may be
accomplished through a variety of means including roof drain gutters which drain to the street, grading
the lot to drain toward the street, or grading perimeter swales to collect the lot runoff and directing them
into a component of the stormwater collection system. Lots that will naturally drain into the system are
not required to provide these additional measures.
ii I ll►.�►�►1��'�i��►
- • 1tll 1 14
Coun of
before me this the O 3 J day of
the due a ecution of the foregoing instrument. Witness
Signature
My Commission expires
Form DRPC-3 Rev.2 05Nov2009 Page 1 of 1
Notary Public in the
my
o
0
o �� i.l B OCJ
m�
•..v...•••°'GO
NovE� o�.�*`•
s,,slol1ll11AlA6114=
appeared
and acknowledge
-5 �

South Bridge Subdivision Lot Allotments
February 23, 2010
NKT Project No. 07063
Lot #
Lot BUA (SF)
Lot #
Lot BUA (SF)
1
2,582
35
3,555
2
2,835
36
2,620
3
2,932
37
3,032
4
2,994
38
3,280
5
3,086
39
3,630
6
2,835
40
3,533
7
2,932
41
3,280
8
2,582
42
3,280
9
3,086
43
4,139
10
2,835
44
4,077
11
3,023
45
3,807
12
3,115
46
4,157
13
2,611
47
4,219
14
2,865
48
4,311
15
2,962
49
4,157
16
3,024
50
3,727
17
2,582
51
3,980
18
3,086
52
6,135.82
19
2,994
53
3,692
20
2,932
54
3,630
21
2,835
55
3,533
22
2,582
56
3,280
23
2,582
57
3,784
24
2,932
58
3,702.61
25
2,994
59
2,970
26
3,086
60
2,873
27
3,652
61
2,622.73
28
3,302
62
2,800
29
2,582
63
2,800
30
3,593.50
64
2,800
31
3,690
65
2,800
32
3,798
66
2,800
33
3,752
67
2,800
34 1
4,248
68
2,800
JST/jkb/asn
07063 02-23-10-s-sw-lot bua-deed restriction attachment

Pusey, Steven
From:
Pusey, Steven
Sent:
Friday, September 03, 2010 11:00 AM
To:
'Jody Bland'
Cc:
'John Tunstall'; [e-mail]
Subject:
RE: Sand filters - South Bridge
Jody,
Thanks for the explanation. We will use your Hydrocad values for the sand filter storage volume in the permit.
Regards,
Steye�user,
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Friday, September 03, 2010 10:15 AM
To: Pusey, Steven
Cc: 'John Tunstall'; [e-mail]
Subject: RE: Sand filters - South Bridge
It's basically a function of the additional volume gained from having a basin instead of a "box type" filter. We are picking
up additional volume from the area of the side slopes on a 3:1.
Also the additional volume prevents overtopping during a catastrophic event (hurricane) and allows flow out of the
emergency spillway in a controlled manner. Its cheaper to slightly upsize the sand filters now than to go repair/replace
them if they blowout and it limits/ eliminates any impacts associated with failure to the wetlands below. During design we
have been very mindful about all the wetlands throughout the property and have attempted to protect them at all costs.
John and I had ran the sand filters at a smaller size but modeling them in larger storm events identified some potential
problems and the decision was made to adjust the sizing accordingly to remove the failure from the models. Everything is
bypassing through the bypass box but with larger storms there is a lag/ backup in the models so the filters were sized
accordingly to account for the lag' and prevent the failure mentioned above.
Let me know if you need anything else.
Thanks,
Jody Bland
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148

It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven [mailto:[e-mail]]
Sent: Friday, September 03, 2010 9:33 AM
To: Jody Bland
Cc: John Tunstall
Subject: Sand filters - South Bridge
Importance: High
One more thing. There is some confusion over the storage volume in the sand filters. The supplements list the following
adjusted WQV for the sand filters:
SF 1: 12,414
SF2: 4,046
SF3: 17,351
SF4: 8,939
SF5: 5,918
SF6A: 9,796
SF6B: 10,850
The adjusted WQV is defined as the volume that must be contained between the sediment chamber and the sand filter
(above the sand).
The storage volumes stated in your Hydrocad calculations are as follows:
SF 1: 14,701
SF2: 7,685
SF3: 21,959
SF4: 15,402
SF5: 9,500
S F6A: 14,141
SF613: 17,303
Are these values supposed to be equal (or close) to the adjusted WQV? Why are they so much higher than the
supplement values? Please explain.
Thanks,
Steve_Puse�
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

Pusey, Steven
From:
Jody Bland [e-mail]]
Sent:
Friday, September 03, 2010 8:08 AM
To:
Pusey, Steven
Cc:
'John Tunstall'
Subject:
RE: South Bridge Subdivision
Yes,
The total provided V @ elev 14.75' = 62517CF
We've been through this thing on effective infiltration. Whatwas agreed upon was for us to provide the 50' VFS outside of
the wetlands for all areas of effective infiltration and you guys would concur that this was effectively infiltrating. Remember
you guys had to go to Raleigh to get an answer. Since there were questions of what was considered "effective infiltration"
and questions regarding the vegetated buffer and what could and couldn't be counted inside the wetland areas because
of the statement in the new rules regarding buffers that; they may contain in whole or part wetlands etc.........
Finally, each filter is to be grassed (value identified for Manning's Equation) and the slopes (ft/ft) are all identified in the
calcs in the vegetated filter strip worksheet
Thanks,
Jody Bland
N'0RRiS. KusKE,,,TUNSTALL
C:cr:suci+r:� Svc+rv��r�,. Inc.
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven [mailto:[e-mail]]
Sent: Thursday, September 02, 2010 3:23 PM
To: Jody Bland
Cc: John Tunstall; Johnson, Kelly
Subject: South Bridge Subdivision
Importance: High
Jody,
in the final review, it was noticed that you may have provided the required volume instead of the provided volume on
the supplement. I have the volumes as follows:
Infiltration basins
7-12: Req. volume = 42,863 cf
13A/B: Req. volume=14,688 cf
Total Req. volume = 57,551 cf

I have allocated the provided volume as follows, based on overflow from infil. Basin 7-12 flowing to Basin 13A/B:
7-12: 42,863 = req. volume
13A/B: 19,654 = remaining volume
Total volume = 62,517 cf
Please confirm these amounts are correct.
Furthermore, I need a statement regarding effective infiltration for the vegetated filters. For this project, the filters have
to meet the following criteria in the BMP Manual:
1. Soil type for infiltration
2. Vegetated cover
3. Slope of the vegetated buffer
Regards,
Steye�use�
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.

tI,,"e,le- 5&"-1-
South Bridge Subdivision Lot Allotments
23-Feb-10
Lot #
Lot BUA
s
Lot #
Lot BUA
sf
1
2,582
35
3,555
2
2,835
36
2,620
3
2,932
37
3,032
4
2,994
38
3,280
5
3,086
39
3,630
6
2,835
40
3,533
7
2,932
41
3,280
8
2,582
42
3,280
9
3,086
43
4,139
10
2,835
44
4,077
11
3,023
45
3,807
12
3,115
46
4,157
13
2,611
47
4,219
14
2,865
48
4,311
15
2,962
49
4,157
16
3,024
50
3,727
17
2,582
51
3,980
18
3,086
52
6,135.82
19
2,994
53
3,692
20
2,932
54
3,630
21
2,835
55
3,533
22
2,582
56
3,280
23
2,582
57
3,784
24
2,932
58
3,702.61
25
2,994
59
2,970
26
3,086
60
2,873
27
3,652
61
2,622.73
28
3,302
62
2,800
29
2,582
63
2,800
30
3,593.50
64
2,800
31
3,690
65
2,800
32
3,798
66
2,800
33
3,752
67
2,800
34
4,248
68
2,800
103,522 118,607 222,129 Total BUA

Pusey, Steven
From:
Pusey, Steven
Sent:
Wednesday, September 01, 2010 5:13 PM
To:
'Jody Bland'
Cc:
'John Tunstall'
Subject:
RE: South Bridge - BUA Allotment
OK. It does give the lots a safety factor. If someone needs to add some square footage later, they would just have to
modify the deed restrictions and send us a copy so that we can verify that it still falls under the permit limits.
Ster�e�useaf
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey aOncdenr.gov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Wednesday. September 01, 2010 4:24 PM
To: Pusey, Steven
Cc: 'John Tunstall'
Subject: RE: South Bridge BUA Allotment
Steve
I think that it will be fine
The deed restriction values total to 1228 less than the design values which equates to 18sf/ lot difference. At this point I
say let it ride and that is just a conservative measure to help prevent the builders from exceeding their impervious
allotments for the homesites
Thanks,
Jody Bland
NORRIS, KUS#E &1 UN'STAL
�.flri�t.4.ttyCe t=w�!N��Fya, itil,'.
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven[mallto:[e-mail]]
Sent: Wednesday, September 01, 2010 4:05 PM
To: Jody Bland

Subject: South Bridge - BUA Allotment
Importance: High
Jody,
It appears that the Total BUA for the buildings (homesite allotment) is 223,357 sf according to the DA / BUA Summary
for DA 1— 66. However, the deed restriction allotments add up to a total of 222,129 sf.
Please advise if this is correct or if I need to make some changes.
Thanks,
Ster�e�user,
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. PusevCOncdenr.eov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

NORRIS, KUSKE & TUNSTALL REC'D SEP 1 2010J. Phillip Norris, P.E.
John S. Tunstall, P.E. John A. Kuske, lll, P.E.
CONSULTING ENGINEERS, INC. James T. Pyrtle, P.E. J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 • Phone [phone] • Fax [phone]
E-Mail: [e-mail]
LETTER OF TRANSMITTAL
To: Steve Pusey
Date: September 1, 2010 I Job No. 07063
NC DENR - Wilmington
subject: South Bridge Subdivision
Sneads Ferry, NC
State SW No. SW8 090903
WE ARE SENDING YOU VIA HAND DELIVER
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ® PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have any difficulty
receiving this message.
COPIES
DATE
NO.
DESCRIPTION
2
08-31-10
REV
C2 - Grading & Drainage Plan
2
08-25-10
REV
C17 - Sand Filter Details
2
08-25-10
REV
C18 - Sand Filter Details
2
08-25-10
REV
C19 - Sand Filter Details
1
08-31-10
Additional Calculations
1
08-31-10
Revised Sand Filter Supplements (#1-#5, #6A & #613)
❑ AS REQUESTED
❑ FOR YOUR USE
❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
❑ FORBIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: Per your comments. Please feel free to contact us if you need any additional information. Thank you.
CC:
SIGNED John S. Tunstall, P.E. f asn
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby .notified that any dissemination,
distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately notify the sender and
return to the address above.

Date
Design
KUSKE&TUNSTALL Wilmington, NC
CONSULTING ENGINEERS, INC. Brunswick County, NC
=SheetNORRIS,
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Pusey, Steven
From:
Pusey, Steven
Sent:
Tuesday, August 31, 2610 11:50 AM
To:
'Jody Bland'
Cc:
'John Tunstall'
Subject:
RE: Southbridge SW permit
Importance: High
Jody,
The BMP manual states that a closed sand filter must have a 1' space between the bottom of sand and the SHWT.
Therefore, you will need to submit anti -flotation calculations for ponds that exceed a positive SHWT difference of 6"
We are giving you a -6" tolerance adjustment. Per my calculations, the following sand filters are affected:
SF # 1: SHWT = 0.17' above bottom
SF # 3: SHWT = 3.33' above bottom
SF # 5: SHWT = 0.34' below bottom (needs to be at least 0.5' below bottom)
* There is some confusion on this one as the drawing shows 7.16' bottom elevation, but the Hydrocad
calculations show the bottom at 6.67'. 1 used the 6.67' value. Please advise.
��rG s 2R�v'(• .
Other issues that need to be resolved are as follows:
Sand filter supplements need to be revised as necessary. In particular, the separation from SHWT values have
changed. Please use the bottom of the sand when calculating separation distance.
/2. On SF #3, Hmax on drawing = 2'. Data shows 3' on Supplement.
�3. On SF #6A, baffle wall elevation on drawing = 12.75'. Hydrocad data shows 14.1' elevation.
r/4. Please add a note to the plans that the impervious liner material for the closed sand filters must have a certified
hydraulic conductivity less than 1 x 10-6 cm/s.
Please don't hesitate to call if you have any questions.
Regards,
StetleIPuser,
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. PuseyaOncdenr.gov
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.
From: Jody Bland [maiito:[e-mail]]
Sent: Tuesday, August 31, 2010 10:00 AM
To: Pusey, Steven
Cc: 'John Tunstall'
Subject: RE: Southbridge SW permit
Steve,

We have had several discussions regarding the SHWT and the sand filters. Based on those conversations we raised
several filters and the few that couldn't be raised had a liner installed. Those with the liners create a closed basin. This
was all handled very early on in this process.
Thanks,
Jody Bland
rvoi��rs, tcue�e �ruNs�A�>,
C+�hE�LFLT7NG �11GIN��R5, I/aG.
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven[mailto:[e-mail]]
Sent: Tuesday, August 31, 2010 9:49 AM
To: John Tunstall; Jody Bland
Subject: RE: Southbridge SW permit
John,
I have run into a snag with the depth of the sand filters vs. the SHWT. I think we had discussed this before but don't
have any notes on it. Wasn't this resolved a long time ago? Have the design changed since we discussed it?
Please advise.
.Steve-rrlserf
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey(&ncdenr.gov
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.
From: John Tunstall [mailto:[e-mail]]
Sent: Tuesday, August 31, 2010 9:25 AM
To: Pusey, Steven
Cc: 'Amy Norris'
Subject: Southbridge SW permit
Steve
Please let me know the status of the stormwater permit for the reference project.
Thanks
John S. Tunstall, P.E.
Norris, Kuske & Tunstall Consulting Engineers, Inc.

N R ! AUG 2 6 20�8 = . .
NORIMS, KUSKE & TUNSTALL J. Phillip Norris, P.E.
John S. Tunstall, P.E. CONSULTING ENGINEERS, INC. James T. Pyrte, P.E. John J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 a Phone [phone] a Fax [phone]
E-Mail: [e-mail]
LFTTFR OF TI2AN MITTAI
To: Steve Pusey
Date: August 26, 2010
Job No. 07063
NC DENR - Wilmington
subject: South Bridge Subdivision
Sneads Ferry, NC
State SW No. SW8 090903
WE ARE SENDING YOU VIA HAND DELIVER
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ® PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 If you have any difficulty
receiving this message.
COPIES
DATE
NO.
DESCRIPTION
2
08-25-10
REV
C1 - Grading & Drainage Plan
2
08-25-10
REV
C2 - Grading & Drainage Plan
2
08-25-10
REV
C17 - Sand Filter Details
2
08-25-10
REV
C18 - Sand Filter Details
2
08-25-10
REV
C19 - Sand Filter Details
2
08-25-10
REV
C20 - Sand Filter Details
1
10-25-10
Revised Calculations
❑ AS REQUESTED
❑ FOR YOUR USE
❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
❑ FORBIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: Per your e-mail comments of August 19, 2010. Please feel free to contact us if you need any additional
information. Thank you.
CC: SIGNED. John S. Tunstall, P.E. / asn
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately notify the sender and
return to the address above.

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIVISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
Revised August 2010
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

Pusey, Steven
From: Pusey, Steven
Sent: Tuesday, August 24, 2010 10:04 AM
To: 'Jody Bland'
Subject: Vegetated filter strip - velocity limitation
Jody,
Please use 4 ft/s as the max. velocity for the vegetated filter strip areas. In other words, the level spreader must slow
the velocity down to 4 ft/s going into the filter strip with a maximum slope of 5%. This is assuming that your filter strip is
established grass. Reference Section 13.3.5 and 13.3.7 from old BMP manual filter strip chapter.
Please let me know if you have any problem areas.
Regards,
Stetle_Ir-Wey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection-Stormwater
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

Pusey, Steven
From.
Pusey, Steven
Sent:
Friday, August 20, 2010 9:32 AM
To:
'Jody Bland'
Cc:
'John Tunstall'
Subject:
RE: South Bridge
I will check on the rule for the 13 If/cfs and get back with you. The <2 ft/s applies to flow into wetlands. This would
definitely be non -erosive for an engineered vegetative filter. How much effect does the perforated pipe have on slowing
down the velocity?
Steve _PU_"_T
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey(&ncdenr.gov
E-mail correspondence to and from this address may be subject to the NC Public Records Low and may be disclosed to third parties.
From: Jody Bland [mailto:j bland@ nkteng.com]
Sent: Friday. Auaust 20. 2010 9:22 AM
To: Pusey, Steven
Cc: 'John Tunstall'
Subject: RE: South Bridge
Good morning
I am currently looking into this
So although I am showing that the flows through the VFS are <2fUs they would still be required to meet the 131f/cfs to
meet effective infiltration
I see what you mentioned on SF# 5 & I will be correcting this for the 1 yr storm
Thanks,
Jody Bland
a NORRIS. KUSKE. 7,TUNSTALL
C'S7^1:xLa.P t« vr, '4- ;. INC
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven[mailto:[e-mail]]
Sent: Friday, August 20, 2010 9:11 AM
To: Jody Bland

Cc: 'John Tunstall'
Subject: RE: South Bridge
Thanks for the info. If you need to make the vegetated filters wider because of the 13 If/cfs rule, this would require a
change to the drawings only. However, we will need a vegetated filter strip supplement for each one.
Regards,
.5441elftrser,
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: [e-mail]_v.
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Thursday, August 19, 2010 5:42 PM
To: Pusey, Steven
Cc: 'John Tunstall'
Subject: RE: South Bridge
Nothing has changed on SF#s 2,4,5, & 6A. We merely separated out the flows from the under drains and the bypass
structure into 2 separate VFS. The under drain flows all remain outside of the wetlands for effective infiltration purposes
and the bypass structures use the scour holes. This required no change in the HydroCadd talcs for this to be
accomplished. The flow master VFS worksheet was solved for the under drains only. The scour holes were designed per
the BMP guidance verifying that we indeed meet the cfs requirement for the specified pipe size.
An adjustment to the bypass pipe size was made (as mentioned below) for SF#s 1, 3, & 61B thus requiring that the
HydroCadd model to be updated for those basins.
OK I will take a look @ the 13 If/cfs requirement.
Thanks,
Jody Bland
'L'ORAIS. KUSK€ k.11UNSTALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven [mailto:[e-mail]]
Sent: Thursday, August 19, 2010 5:30 PM
To: Jody Bland
Cc: 'John Tunstall'
Subject: RE: South Bridge

From the review, it appears that sand filters 2, 4, 5, & 6A still have the same calculations in Hydrocad. I was wondering
why those did not change, whereas sand filters 1, 3, and 613 did change.
Concerning the sand filter underdrain vegetated filter strips, remember that they should be designed for 13 ft. / cfs flow
rate for effective infiltration.
Please advise.
Regards,
Ster�e�iste�
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey(a)ncdenr.gov
E-mail correspondence to and from this address maybe subject to the NC Public Records Low and maybe disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Thursday, August 19, 2010 4:27 PM
To: Pusey, Steven
Cc: 'John Tunstall'
Subject: RE: South Bridge
Hi Steve,
All of the sand filter vegetated filter strip caics were revised to reflect the removal of the by-pass flow from the VFS. The
discharge volume for the VFS is only what is identified as being received from the underdrains themselves. A couple of
the bypass pipes were sized as 24" pipes but this is not allowable per the old BMP guidance for scour holes... max 18"
pipe... therefore a couple of the pipes sizes were reduced to 2-15" pipes. I have permitted several scour holes like that in
the past. The discharge is below 6 cfs for each pipe.
wasn't aware that SF#5 is discharging as you say. I will look into this one.
Thanks,
Jody Bland
ht RRIS. KL'SKE.&TUNSTALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.

From: Pusey, Steven[mailto:[e-mail]]
Sent: Thursday, August 19, 2010 4:10 PM
To: Bland, Jody
Cc: Tunstall, John
Subject: South Bridge
Jody,
I have some questions about the revised calculations on the South Bridge project. Why have some calculations been
revised but others not?
Also, sand filter #5 appears to be discharging through the emergency overflow and bypass scour hole during a 1-yr, 24-hr
storm event. This doesn't seem right. Do you need to recalculate that?
Please advise or give me a call to discuss.
Thanks,
Si 1, _Ir_userJ-
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. PuspLK ncdenr.eov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

NORRIS, KUSKE
TU NSTALL
CONSULTING ENGINEERS, INC.
August 11, 2010
Mr. Steve G. Pusey, Environmental Engineer
NC DENR / Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: South Bridge Subdivision — Phase 1
State Stormwater Permit No. SW8 090903
Sneads Ferry, NC
NKT Project No. 07063
Dear Mr. Pusey:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S. Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
RECT AEQP. 13 201,
Enclosed are two (2) sets of revised plans and one (1) set of revised calculations based on
comments and discussions between John Tunstall, P.E., Jody Bland, Linda Lewis and
yourself. These revisions reflect the requested removal of a combined vegetated filter for the
underdrains and bypass culverts. As discussed, we have split the aforementioned discharges
in two (2) separate filters. The calculations have been revised to reflect the split and the plans
have been revised to indicate an underdrain vegetated filter strip and a preformed scour hole
for the bypass discharge. A specific 50' area has not been specified as a VFS for the bypass
scour hole but, all scour hole locations reside outside of the wetlands and are a minimum of
50' from MHW.
We appreciate your time and clarification on this matter and look forward to the issuance of
the stormwater permit.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
� , IM" 0� 7AUG
EOJo n S. Tunstall, P.E. 1 3 2010
JST/jkb/asn
07063 08-11 -1 0-s-sw response-Itr
902 Market Street • Wilmington, NC 28401-4733 • Phone: [phone] • Fax: [phone]

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIViSlON (PHASE I)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
9,e9trBBDUDB
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SEA
7.
C'?51
p�P�8o0t9a�e►aasia
RECEIVED
AUG 13 2010
Revised August 2010 B .
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSUTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

07063 Pre -Post 8-11-10 Type 1724-hr 07063 1yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 C 2005 HvdroCAD Software Solutions LLC 8 / 11 /2010
Pond SF# 1: Filter # 1
Inflow Area =
1.790 ac,
Inflow Depth = 2.42"
for 07063 lyr -24hr event
Inflow =
6.54 cfs @
12.01 hrs,
Volume=
0.362 of
Outflow =
1.03 cfs @
12.33 hrs,
Volume=
0.420 af, Atten= 84%, Lag= 19.1 min
Discarded =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Primary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Secondary =
1.03 cfs @
12.33 hrs,
Volume=
0.420 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 11,212 sf Storage= 2,526 cf
Peak Elev= 7.55' @ 12.33 hrs Surf.Area= 11,843 sf Storage= 6,123 cf (3,597 cf above start)
Flood Elev= 10.00' Surf.Area= 13,501 sf Storage= 17,227 cf (14,701 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= (not calculated: outflow precedes inflow)
Volume Invert
Avail.Storage Storage Description
# 1 4.67'
2,500 cf Custom Stage Data (Prismatic) Listed below (Recalc)
10,025 cf Overall - 26 cf Embedded = 9,999 cf x 25.0% Voids
#2 4.67'
26 cf 4.0"D x 50.00% Horizontal Cylinder S= 0.0050 '/' x 6 Insidei.
#3 7.00'
14,701 cf Custom Stage Data (Prismatic) Listed below (Recalc)
17,227 cf Total Available Storage
Elevation Surf
Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
4.67
3,599
0 0
7.00
5,006
10,025 10,025
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
7.00
6,206
0 0
9.00
8,495
14,701 14,701
Device Routing
Invert
Outlet Devices
# 1 Primary
6.25'
18.0" x 130.0' long Culvert
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 6.00' S= 0.0019 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
8.35'
3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
4.67'
4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary
4.67'
1.750 in/hr Infiltration through Filter Media over Surface area above i
Excluded Surface area = 3,599 sf
#5 Discarded
8.50'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

07063 Pre -Post 8-11-10 Type 1724-hr 07063 Iyr -24hr Rainfall=3.67"
Prepared by Norris, Kuske & Turistall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Discarded OutFlov Max=0.00 cfs @ 0.00 firs HW=7.00' (Free Discharge)
LS=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max--0.00 cfs @ 0.00 firs HW=7.00' (Free Discharge)
t—I=Culvert (Passes 0.00 cfs of 1.66 cfs potential flow)
=Baffle Wall ( Controls 0.00 cfs)
Secondary OutFlow Max=1.03 cfs @ 12.33 firs HW=7.55' (Free Discharge)
::Infiltration
Discharge Orfice from Underdrain (Orifice Controls 0.69 cfs @ 7.9 fps) through Filter Media (Exfiltration Controls 0.33 cfs)
Pond SF# 1: Filter # 1
Hydrogr;3ph
7
6.54 cfs ,
6.
Inflow area=1.790 ac
P6A Mew=7.55'
4
c
,
__ _
f'
,
2 _
i
1. 33 cfs ,
1 .
0.00
0 i
. ,.
0 2 4 6 8 10 1214 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)

07063 Pre -Post 8-11-10 Type II24-hr 07063 Iyr -24hr Rainfall=3.67'
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
m
Pond SF# 1: Filter # 1
Stage -Discharge
Discharge (cfs)
— Total
Discarded
--= Primary
Secondary

07063 Pre -Post 8-11-10 Type 1I24-hr 07063 1 yr -24hr Rainfall=3.67
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
Stage -Area -Storage for Pond SF# 1: Filter # 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
4.67
3,599
0
4.77
3,659
92
4.87
3,720
187
4.97
3,780
287
5.07
3,841
388
5.17
3,901
488
5.27
3,961
587
5.37
4,022
686
5.47
4,082
788
5.57
4,142
891
5.67
4,203
995
5.77
4,263
1,101
5.87
4,324
1,208
5.97
4,384
1,317
6.07
4,444
1,427
6.17
4,505
1,539
6.27
4,565
1,652
6.37
4,626
1,767
6.47
4,686
1,884
6.57
4,746
2,002
6.67
4,807
2,121
6.77
4,867
2,242
6.87
4,927
2,364
6.97
4,988
2,488
7.07
11,292
2,963
7.17
11,407
3,597
7.27
11,521
4,243
7.37
11,635
4,900
7.47
11,750
5,569
7.57
11,864
6,249
7.67
11,979
6,941
7.77
12,093
7,644
7.87
12,208
8,358
7.97
12,322
9,084
8.07
12,437
9,821
8.17
12,551
10,570
8.27
12,666
11,330
8.37
12,780
12,102
8.47
12,894
12,885
8.57
13,009
13,680
8.67
13,123
14,486
8.77
13,238
15,303
8.87
13,352
16,132
8.97
13,467
16,973
9.07
13,501
17,227
9.17
13,501
17,227
9.27
13,501
17,227
9.37
13,501
17,227
9.47
13,501
17,227
9.57
13,501
17,227
9.67
13,501
17,227
9.77
13,501
17,227
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.87
13,501
17,227
9.97
13,501
17,227

07063 Pre -Post 8-11-10 Type IT 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Pond SF# 1: Filter # 1
Inflow Area =
1.790 ac,
Inflow Depth = 5.48"
for 07063 10yr -24hr event
Inflow =
14.15 cfs @
12.01 hrs,
Volume=
0.817 of
Outflow =
4.46 cfs @
12.18 hrs,
Volume=
0.876 af, Atten= 68%, Lag= 10.4 min
Discarded =
2.10 cfs @
12.18 hrs,
Volume=
0.035 of
Primary =
1.16 cfs @
12.18 hrs,
Volume=
0.044 of
Secondary =
1.20 cfs @
12.18 hrs,
Volume=
0.797 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 11,212 sf Storage= 2,526 cf
Peak Elev= 8.62' @ 12.18 hrs Surf.Area= 13,061 sf Storage= 14,044 cf (11,518 cf above start)
Flood Elev= 10.00' Surf.Area= 13,501 sf Storage= 17,227 cf (14,701 cf above start)
Plug -Flow detention time= 89.1 min calculated for 0.817 of (100% of inflow)
Center -of -Mass det. time= 34.7 min (822.0 - 787.3)
Volume Invert
Avail.Storage Storage Description
# 1 4.67'
2,500 cf Custom Stage Data (Prismatic) Listed below (Recalc)
10,025 cf Overall - 26 cf Embedded = 9,999 cf x 25.0% Voids
#2 4.67'
26 cf 4.0"D x 50.00% Horizontal Cylinder S= 0.0050 '/' x 6 Inside;
#3 7.00'
14,701 cf Custom Stage Data (Prismatic) Listed below (Recalc)
17,227 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
4.67
3,599
0 0
7.00
5,006
10,025 10,025
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
7.00
6,206
0 0
9.00
8,495
14,701 14,701
Device Routing
Invert
Outlet Devices
# 1 Primary
6.25'
18.0" x 130.0' long Culvert
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 6.00' S= 0.0019 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
8.35'
3.0' long x 0.5' brssdth Baffle Fall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
4.67'
4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary
4.67'
1.750 in/hr Infiltration through Filter Media over Surface area above i
Excluded Surface area = 3,599 sf
#5 Discarded
8.50'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet.) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

07063 Pre -Post 8-11-10 Type II24-hr 07063 1Oyr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
><scarded OutFlow Max=2.08 cfs @ 12.18 hrs HW=8.61' (Free Discharge)
=Emergency Spillway (Weir Controls 2.08 cfs @ 0.9 fps)
Primary OutFlow Max=1.16 cfs @ 12.18 hrs HW=8.61' (Free Discharge)
t1=Culvert (Passes 1.16 cfs of 8.37 cfs potential flow)
L2=Baffle Wall (Weir Controls 1.16 cfs @ 1.5 fps)
necondary OutFlow Max=1.20 cfs @ 12.18 hrs HW=8.61' (Free Discharge)
3=Discharge Orfice from iinderdrain (Orifice Controls 0.82 cfs @ 9.4 fps)
=Infiltration through Filter Media (Exfiltration Controls 0.38 cfs)
w
3
0
E
Pond SF# 1: Filter # 1
Hydrograph
15
14.15 cfs
14
13 Inf, OW.: rea=1-.790 a
u
12 1 _
:
:ea eV
10 ;.. �
Stor�ge�4-04 cf
8
6
5 4.46 cFs
3
2.10 ofs--------------
:..
1.20 cfs
0, ,.
0 2 4 6 8 10 12 14 16 18 2022 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 B0 62 64 56 68 A 7:
Time (hours)
Inflow
— outflow
— Discarded
Primary
Secondary

07063 Pre -Post 8-11-10 Type 1T 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Pond SF# 1: Filter # 1
Stage -Discharge
— Total
Discarded
Primary
— Secondary
u1scnarge (crs)

07063 Pre -Post 8-11-10 Type .U24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
Stage -Area -Storage for Pond SF# 1: Filter # 1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
4.67
3,599
0
4.77
3,659
92
4.87
3,720
187
4.97
3,780
287
5.07
3,841
388
5.17
3,901
488
5.27
3,961
587
5.37
4,022
686
5.47
4,082
788
5.57
4,142
891
5.67
4,203
995
5.77
4,263
1,101
5.87
4,324
1,208
5.97
4,384
1,317
6.07
4,444
1,427
6.17
4,505
1,539
6.27
4,565
1,652
6.37
4,626
1,767
6.47
4,686
1,884
6.57
4,746
2,002
6.67
4,807
2,121
6.77
4,867
2,242
6.87
4,927
2,364
6.97
4,988
2,488
7.07
11,292
2,963
7.17
11,407
3,597
7.27
11,521
4,243
7.37
11,635
4,900
7.47
11,750
5,569
7.57
11,864
6,249
7.67
11,979
6,941
7.77
12,093
7,644
7.87
12,208
8,358
7.97
12,322
9,084
8.07
12,437
9,821
8.17
12,551
10,570
8.27
12,666
11,330
8.37
12,780
12,102
8.47
12,894
12,885
8.57
13,009
13,680
8.67
13,123
14,486
8.77
13,238
15,303
8.87
13,352
16,132
8.97
13,467
16,973
9.07
13,501
17,227
9.17
13,501
17,227
9.27
13,501
17,227
9.37
13,501
17,227
9.47
13,501
17,227
9.57
13,501
17,227
9.67
13,501
17,227
9.77
13,501
1.7,227
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.87
13,501
17,227
9.97
13,501
17,227

SF DA #1 - Veg Filter - 10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:\projects\2007\07063 south bridge\calcs\07063 ve.fm2
Worksheet
SF DA#1 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.060000 ft/ft
Bottom Width
10.00 ft
Discharge
1.20 cfs
Results
Depth
0.06
ft
Flow Area
0.63
ftz
Wetted Perimeter
10.13
ft
Top Width
10.00
ft
Critical Depth
0.08
ft
Critical Slope
0.031527 ft/ft
Velocity
1.90
ft/s
Velocity Head
0.06
ft
Specific Energy
0.12
ft
Froude Number
1.34
Flow is supercritical.
08/25/10 FlowMaster v5.13
12:07:39 Phil Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

H:IPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 02-22-10 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sh 000479 ® 2005 HvdroCAD Software Solutions LLC 2/22/2010
Pond SF#2: Filter #2
Inflow Area = 1.300 ac, Inflow Depth > 2.08" for 070631yr -24hr event
Inflow = 4.15 cfs @ 12.02 hrs, Volume= 0.225 of
Outflow = 0.90 cfs @ 12.25 hrs, Volume= 0.226 af, Atten= 78%, Lag=14.2 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.90 cfs @ 12.25 hrs, Volume= 0.226 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 575 sf Storage= 50 cf
Peak EIev=10.25' @ 12.25 hrs Surf.Area= 3,485 sf Storage= 2,979 cf (2,929 cf above start)
Flood EIev=12.00' Surf.Area= 4,602 sf Storage= 8,150 cf (8,100 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time=17.8 min ( 840.3 - 822.5 )
Volume Invert Avail.Storage Storage Description
#1 6.67 456 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,833 cf Overall -10 cf Embedded =1,822 cf x 25.0% Voids
#2 6.67' 10 cf 4.0"D x 30.00'L Horizontal Cylinder S= 0.0060 7 x 4 Inside #1
#3 9.00, 7,685 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,150 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sg-ft) (cubic -feet) (cubic -feet)
6.87 492 0 0
9.00 1,081 1,833 1,833
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.00 1,602 0 0
12.00 3,521 7,685 7,685
Device Routing Invert Outlet Devices
#1 Primary 7.00' 16.0" x 20.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 6.50' S= 0.0250 ? Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 1u. 7 0' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.80 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 6.67' 4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary 6.67' 1.760 In/hr Infiitralon through Filter Media over Surface area above invert
Excluded Surface area = 492 sf
#5 Discarded 11.00' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coat. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 070631 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 2122i2010
iscarded Outflow Max--0.00 cfs @ 0.00 hrs HW=7.00' (Free Discharge)
Emergency Spillway ( Controls 0.00 cfs)
rimary OutFlow Max--0.00 cfs @ OAO hrs HW=7.00' (Free Discharge)
Culvert ( Controls 0.00 cfs)
2 Baffle Wall (Controls 0.00 cfs)
econ dary Outflow Max=0.90 cfs @ 12.25 hrs HW=10.25' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0,78 cfs @ 8.9 fps)
11nfiltraion through Filter Media (EAltration Controls 0.12 cfs)
Pond SF#2: Filter #2
Hydrograph
M
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

HAPROJECTS12007107063 SOUTH BRiDGEICaIcslHydroCadl
07063 Pre -Past 02-22-10 Type // 24-hr 07063 1 yr -24hr Rainfall=3 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 8 2005 HydroCAD Software Solutions LLC 2/2212010
12
11
Pond SF#2: Filter #2
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 90 e5
Discharge (efs)
Total
�g Dissar.'ied
32 Primary
0 Secondary

RTROJECTS12007107063 SOUTH BRIDGE1CaIcs\HydroCadl
07063 Pre -Post 02-22-10 Type 11 24-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD(M 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/22/2010
Stage -Area -Storage for Pond SF#2: Filter #2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
492
0
6.77
517
13
6.87
543
29-
6.97
568
45
7.07
593
62
7.17
618
77
7.27
644
93
7.37
669
109
7.47
694
126
7.57
720
144
7.67
745
162
7.77
770
181
7.87
795
201
7.97
821
221
8.07
846
242
8.17
871
263
8.27
896
286
8.37
922
308
8.47
947
332
8.57
972
356
8.67
998
380
8.77
1,023
406
8.87
1,048
431
8.97
1,073
458
9.07
2,728
580
9.17
2,792
748
9.27
2,856
922
9.37
2,920
1,103
9.47
2,984
1,290
9.57
3,048
1,483
9.67
3,112
1,683
9.77
3,176
1,889
9.87
3,240
2,102
9.97
3,303
2,321
10.07
3,367
2,546
10.17
3,431
2,778
1R0.2}7
3,495
3,016
10.3!
J,JJ0
3,2V 1
10.47
3,623
3,512
10.57
3,687
3,769
10.67
3,751
4,033
10.77
3,815
4,304
10.87
3,879
4,580
10.97
3,943
4,863
11.07
4,007
5,153
11.17
4,071
5,448
11.27
4,135
5,751
11.37
4,199
6,059
11.47
4,263
6,374
11.57
4,327
6,696
11.67
4,391
7,023
Elevation
Surface
Storage
(feet)
(s2-ft)
(cubic -feet)
11.77
4,455
7,358
11.87
4,519
7,698
11.97
4,583
8,046

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type // 24-hr 07063 10yr -24hr RaintaIN6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 2/22/2010
Pond SF#2m Filter #2
Inflow Area = 1.300 ac, Inflow Depth > 5.02" for 0706310yr -24hr event
Inflow =
9.67 cfs @
12.01 hrs,
Volume=
0.543 of
Outflow =
8.65 cfs @
12.06 hrs,
Volume=
0.544 af, Atten=10%, Lag= 2.9 min
Discarded =
4.53 cfs C
12.061irs,
Volume=
0.044 of
Primary =
3.10 cfs @
12.06 hrs,
Volume=
0.072 of
Secondary =
1.02 cfs @
12.06 hrs,
Volume=
0.427 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs 15
Starting Elev= 7.00' Surf.Area= 575 sf Storage= 50 cf
Peak Elev= 11.19' @ 12.06 hrs Surf.Area= 4,085 sf Storage= 5,516 cf (5,465 cf above start)
Flood Elev=12.00' Surf.Area= 4,602 sf Storage= 8,150 cf (8,100 cf above start)
Plug -Flow detention time= 26.0 min calculated for 0.543 of (100% of inflow)
Center -of -Mass det. time= 23.6 min ( 821.2 - 797.7 )
Volume Invert
Avail.Storage Storage Description
#1 6.6T
456 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,833 cf Overall - 10 cf Embedded =1,822 cf x 25.0% Voids
#2 6.67'
10 cf 4.0"D x 30.001 Horizontal Cylinder S= 0.00607 x 4 Inside #1
#3 9.00'
7,685 of Custom Stage Data (Prismatic) Listed below (Recaic)
8,150 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(cubic -feet)
6.67
492
0 0
9.00
1,081__
_-. 1833. _.____ 1;833
Elevation. Surf.Area
Inc.Store Cum.Store
(feet)
(sa-ft)
(cubic -feet) (cubic -feet)
9.00
1,602
0 0
12.00
3,521
7,685 7,685
Device Routing
Invert
Outlet Devices
#1 Primary
7.00'
15.0" x 20.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert-- 6.50' S= 0.0250 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
10.70'
3.0' long x ON breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
6.67'
4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary
6.67'
1.750 in/hr Infiltraion through Filter Media over Surface area above invert
Excluded Surface area = 492 sf
#5 Discarded
11.00'
20.0' long x 16.0' breadth Emergency. Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1Ca1cslHydroCaM
07063 Pre -Post 02-22-10 Type // 24-hr 07063 90yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADS 7.10 skt 000479 0 2005 HydroCAD Software Solutions LLC 2/22/2010
iscarded OutFlow Max=4.51 cfs @ 12.06 hrs HW=11.19' (Free Discharge)
Emergency Spillway (Weir Controls 4.51 cfs @ 1.2 fps)
Primary OutFlow Max=3.10 cfs @ 12.06 hrs HW=11.19' (Free Discharge)
Culvert (Passes 3.10 cfs of 11.16 cfs potential flow)
2=Baff1e Wall (Weir Controls 3.10 cfs @ 2.1 fps)
ondary OutFlow Max=1.02 cfs @ 12.06 hrs HW=11.19' (Free Discharge)
13=131scharge Orfice from Underdrain (Orifice Controls 0.88 cfs @ 10.0 fps)
=lnfiltraion through Filter Media (E ltration Controls 0.15 cfs)
Pond SF#2: Filter #2
Hydrograph
C Inflow
Outflow
C Discarded
Primary
Secondary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1Ca1cslHydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr07063 90yr-24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 2/22/2010
a
1
Ci
LU
Pond SF#2: Filter #2
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Discharge (cfs)
.:s Total
■ Discarded
0 Primary
© Secondary

HAPROJECTS12007107063 SOUTH l3RIDGE1CaIcs\HydroCad%
07063 Pre -Post 02-22-10 Type 1124-hr 07063 10yr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/22/2010
Stage -Area -Storage for Pond SF#2: Filter #2
Elevation
Surface
Storage
(feet)
(SS-ft)
(cubic -feet)
6.67
492
0
6.77
517
13
6.87
543
29
6.97
568
45
7.07
593
62
7.17
618
77
7.27
644
93
7.37
669
109
7.47
894
126
7.57
720
144
7.67
745
162
7.77
770
181
7.87
795
201
7.97
821
221
8.07
846
242
8.17
871
263
8.27
896
286
8.37
922
308
8.47
947
332
8.57
972
356
8.67
998
380
8.77
1,023
406
8.87
1,048
431
8.97
1,073
458
9.07
2,728
580
9.17
2,792
748
9.27
2,856
922
9.37
2.920
1,103
9.47
2,984
1,290
9.57
3,048
1,483
9.67
3,112
1,683
9.77
3,176
1.889
9.87
3,240
2,102
9.97
3,303
2,321
10.07
3,367
2,546
10.17
3,431
2,778
10.27
3,495
3,016
10.37
3,559
3,261
10.47
3,623
3,512
10.57
3,687
3,769
10.67
3,751
4,033
10.77
3,815
4,304
10.87
3,879
4,580
10.97
3,943
4,863
11.07
4,007
5,153
11.17
4,071
5,448
11.27
4,135
5,751
11.37
4,199
6,059
11.47
4,263
6,374
11.57
4,327
6,698
11.67
4,391
7,023
Elevation
Surface
Storage
(feet)
(sa-ft)
(cubic -feet)
11.77
4,455
7,358
11.87
4,519
7,698
11.97
4,583
8,045.

SF DA #2 - Veg Filter -10 yr stm
Worksheet for Rectangular Channel
Fog UN-Oi52-D2A/&J Dls,cHAtZ46 oNt-y
Project Description
Project File
h:lprojects12007107063 south bridgelcalcs107063 ve.fm2
Worksheet
SF DA#2 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.005000 ft/ft
Bottom Width
10.00 ft
Discharge
1.02 cfs
Results
Depth
0.12
ft
Flow Area
1.21
ftz
Wetted Perimeter
10.24
ft
Top Width
10.00
ft
Critical Depth
0.07
ft
Critical Slope
0.032618
ft/ft
Velocity
0.84
ft/s
Velocity Head
0.01
ft
Specific Energy
0.13
ft
Froude Number
0.43
Flow is subcritical.
08/25/10 FlowMaster v5.13
12:08:01 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, c"r 06708 [phone] Page 1 of 1

07063 Pre -Post 06-15-10 Type 1T 24-hr 07063 1 yr -24hr Rainfall=3. 67'
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
Pond SF#3: Filter#3
Inflow Area =
3.620 ac,
Inflow Depth = 2.42"
for 07063 lyr -24hr event
Inflow =
13.23 cfs @
12.01 hrs,
Volume=
0.731 of
Outflow =
1.19 cfs @
12.59 hrs,
Volume=
0.785 af, Atten= 91%, Lag= 34.6 min
Discarded =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Primary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Secondary =
1.19 cfs @
12.59 hrs,
Volume=
0.785 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 9,992 sf Storage= 2,324 cf
Peak Elev= 10.79' @ 12.59 hrs Surf.Area= 11,744 sf Storage= 14,350 cf (12,026 cf above start)
Flood Elev= 12.00' Surf.Area= 12,931 sf Storage= 24,283 cf (21,959 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 54.5 min ( 864.6 - 810.2 )
Volume Invert
Avail.Storage Storage Description
#1 6.67'
2,010 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,354 cf Overall - 314 cf Embedded = 8,040 cf x 25.0% Voids
#2 6.67'
314 cf 4.0"D x 60.00% Horizontal Cylinder S= 0.0050 '/' x 60 Inside
#3 9.00'
21,959 cf Custom Stage Data (Prismatic) Listed below (Recalc)
24,283 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
6.67
3,029
0 0
9.00
4,142
8,354 8,354
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
9.00
5.850
0 0
12.00
8,789
21,959 21,959
Device Routing
Invert
Outlet Devices
# 1 Primary
7.50'
15.0" x 20.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 7.00' S= 0.0250 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device_. 1
11.15'
3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
6.67'
4.0" Vert. Discahrge Orfice from Underdrain C= 0.600
#4 Secondary
6.67'
1.750 in/hr Infiltration through Filter Media over Surface area above 1
Excluded Surface area = 3,029 sf
#5 Discarded
11.50'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

07063 Pre -Post 06-15-10 Type 1I24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADS 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
♦--5=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
L1=Cu1vert (Passes 0.00 cfs of 11.05 cfs potential flow)
Z 2=Baffle Wall ( Controls 0.00 cfs)
Secondary OutFlow Max=1.19 cfs @ 12.59 hrs HW=10.79' (Free Discharge)
1:3=Discaarge Orifice from Underdrain (Orifice Controls 0.84 cfs @ 9.6 fps)
4=Infiltration through Filter Media (Exfiltration Controls 0.35 cfs)
Pond SF#3: Filter#3
Hydrograph
, r r
13.23 cfs
r r ,
r r -
13 ...................
12 Inf. 0w- r.-e.a=3..620.
11 ea:k' Elegy=10.79''
10
StQra a=14 3
8
r r „
, r
r ,
r r r r •
r r
r
r r ,
6
, r , r
-
r r r , r
r r r r
2
1.19 cfs
00 0 2 4 6 8 1012 1416 18 2022 2426 2830 3234 36 38 404244
.4. ;..
42 44 46 450 52 54 66 58 60 62 6466 68 70 72
Time (hours)
Inflow
Outflow
Discarded
Primary
Secondary

07063 Pre -Post 06-15-10 Type 1724-hr 07063 1 yr -24hr Rainfall=3.67'
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Pond SF#3: Filter#3
Stage -Discharge
Total
— Discarded
Primary
Secondary
1
10
m
r'
o .
9
w
8
�L1h
7
D�scanr— Urfice hem Underr&mn + Infdtrailon through fqw, Av"
0 2 4 6 8 70 12 14 16 18 20 22 24 26 28
Discharge (cfs)

07063 Pre -Post 06-15-10 Type If 24-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 m 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
Stage -Area -Storage for Pond SF#3: Filter#3
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
3,029
0
6.77
3,077
84
6.87
3,125
196
6.97
3,172
338
7.07
3,220
488
7.17
3,268
613
7.27
3,316
711
7.37
3,363
795
7.47
3,411
880
7.57
3,459
966
7.67
3,507
1,053
7.77
3,554
1,141
7.87
3,602
1,230
7.97
3,650
1,321
8.07
3,698
1,413
8.17
3,746
1,506
8.27
3,793
1,600
8.37
3,841
1,696
8.47
3,889
1,792
8.57
3,937
1,890
8.67
3,984
1,989
8.77
4,032
2,089
8.87
4,080
2,191
8.97
4,128
2,293
9.07
10,061
2,736
9.17
10,159
3,333
9.27
10,257
3,939
9.37
10,354
4,556
9.47
10,452
5,182
9.57
10,550
5,818
9.67
10,648
6,464
9.77
10,746
7,119
9.87
10,844
7,784
9.97
10,942
8,460
10.07
11,040
9,144
10.17
11,138
9,839
10.27
11,236
10,544
10.37
11,334
11,258
10.47
11,432
11,982
10.57
11,530
12,716
10.67
11,628
13,460
10.77
11,726
14,213
10.87
11,824
14,977
10.97
11,922
15,750
11.07
12,020
16,533
11.17
12,118
17,325
11.27
12,216
18,128
11.37
12,314
18,940
11.47
12,412
19,762
11.57
12,510
20,594
11.67
12,608
21,436
11.77
12,706
22,287
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
11.87
12,804
23,148
11.97
12,902
24,019

07063 Pre -Post 06-15-10 Type IT 24-hr 07063 1 Oyr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Pond SF#3: Filter#3
Inflow Area =
3.620 ac,
Inflow Depth = 5.48" for 07063 10yr -24hr event
Inflow =
28.62 cfs @
12.01 hrs, Volume= 1.652 of
Outflow =
21.48 cfs @
12.09 hrs, Volume= 1.706 af, Atten= 25%, Lag= 4.5 min
Discarded =
13.78 cfs @
12.09 hrs, Volume= 0.206 of
Primary =
6.36 cfs @
12.09 hrs, Volume= 0.249 of
Secondary =
1.34 cfs @
12.09 hrs, Volume= 1.251 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 9,992 sf Storage= 2,324 cf
Peak Elev= 11.90' @ 12.09 hrs Surf.Area= 12,835 sf Storage= 23,429 cf (21,105 cf above start)
Flood Elev= 12.00' Surf.Area= 12,931 sf Storage= 24,283 cf (21,959 cf above start)
Plug -Flow detention time= 105.1 min calculated for 1.652 of (100% of inflow)
Center -of -Mass det. time= 78.9 min ( 866.3 - 787.3 )
Volume Invert
Avail.Storage Storage Description
#1 6.67'
2,010 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,354 cf Overall - 314 cf Embedded = 8,040 cf x 25.0% Voids
#2 6.67'
314 cf 4.0"D x 60.00% Horizontal Cylinder S= 0.0050 '/' x 60 Inside
#3 9.00,
21,959 cf Custom Stage Data (Prismatic) Listed below (Recalc)
24,283 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
6.67
3,029
0 0
9.00
4,142
8,354 8,354
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
9.00
5,850
_ _
0 0
12.00
8,789
21,959 21,959
Device Routing
Invert
Outlet Devices
# 1 Primary
7.50'
15.0" x 20.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 7.00' S= 0.0250 ' /' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
11.15'
3.0' long x 0.5' breadth Baffle !fall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
6.67'
4.0" alert. Discahrge Orffice from Underdrain C= 0.600
#4 Secondary
6.67'
1.750 in/hr Infiltration through Filter Media over Surface area above i
Excluded Surface area = 3,029 sf
#5 Discarded
11.50'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

07063 Pre -Post 06-15-10 Type if 24-hr 07063 I Oyr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Discarded OutFlow Max=13.62 cfs @ 12.09 hrs HW=11.90' (Free Discharge)
tS=Emergency Spillway (Weir Controls 13.62 cfs @ 1.7 fps)
tary OutFlow Max=6.31 cfs @ 12.09 hrs HW=11.90' (Free Discharge) 63l�-�-
=Culvert (Passes 6.31 cfs of 22.96 cfs potential flow) . ' 3.1955u
t-2=Baffle Wall (Weir Controls 6.31 cfs @ 2.8 fps) 2 f (` "c,, `LvgW) CbtiE
Secondary OutFlow Max=1.34 cfs @ 12.09 hrs HW=11.90' (Free Discharge)
t:3=Discahrge Orfiee from Underdrain (Orifice Controls 0.95 cfs @ 10.8 fps)
=Infiltration through Filter Media (Exfiltration Controls 0.40 cfs)
Pond SF#3: Filter#3
32 Hydrograph
30 28.62 cfs '.
26 tnflow_'Ar+
22 Tl::;1.Peak;
77
zo ;
:
,..
rr
v
3 16 �_.-..,_.... �_.. ._ ...1.. -
0 13.78 cfs i
r � r r
:
u. 1
12 .L.
10.
r
.1_
8 6.36 cfs
: r
r � :
:
1.34 cfs r
r ,
2
Inflow
outflow
— Discarded
ia-3.62.0-`aC;- - — Primary
— Secondary
Etev=l1.90�:
torage:F23 429 f
rr
r:rrr.: rr
j_
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44.46 48 50 52 54 56 58 60 62 64 66 68 70
Time (hours)

07063 Pre -Post 06-15-10 Type 1724-hr 07063 1Oyr -24hr Rainfall=6.88"
Prepared by Norris, .Kuske & 1unstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HYdroCAD Software Solutions LLC 8 / 11 /2010
Pond SF#3: Filter#3
12 Stage -Discharge
Total
Discarded
Primary
11 i -
...... ... _ Secondary
10
0
m ,
9
ro _.. ...
iY
8
Discarree Orflce Faun LkWerdra r + inj%mRcr `,cr Media
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Discharge (cfs)

07063 Pre -Post 06-15-10 Type If 24-hr 07063 1Oyr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Stage -Area -Storage for Pond SF#3: Filter#3
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
3,029
0
6.77
3,077
84
6.87
3,125
196
6.97
3,172
338
7.07
3,220
488
7.17
3,268
613
7.27
3,316
711
7.37
3,363
795
7.47
3,411
880
7.57
3,459
966
7.67
3,507
1,053
7.77
3,554
1,141
7.87
3,602
1,230
7.97
3,650
1,321
8.07
3,698
1,413
8.17
3,746
1,506
8.27
3,793
1,600
8.37
3,841
1,696
8.47
3,889
1,792
8.57
3,937
1,890
8.67
3,984
1,989
8.77
4,032
2,089
8.87
4,080
2,191
8.97
4,128
2,293
9.07
10,061
2,736
9.17
10,159
3,333
9.27
10,257
3,939
9.37
10,354
4,556
9.47
10,452
5,182
9.57
10,550
5,818
9.67
10,648
6,464
9.77
10,746
7,119
9.87
10,844
7,784
9.97
10,942
8,460
10.07
11,040
9,144
10.17
11,138
9,839
10.27
11,236
10,544
10.37
11,334
11,258
10.47
11,432
11,982
10.57
11,530
12,716
10.67
11,628
13,460
10.77
11,726
14,213
10.87
11,824
14,977
10.97
11,922
15,750
11.07
12,020
16,533
11.17
12,118
17,325
11.27
12,216
18,128
11.37
12,314
18,940
11.47
12,412
19,762
11.57
12,510
20,594
11.67
12,608
21,436
11.77
12,706
22,287
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
11.87
12,804
23,148
11.97
12,902
24,019

SF DA#3 - Veg Filter - 10 yr stm
Worksheet for Rectangular Channel
UND157RD(LA14 Di -SC 0- aNL.!/
Project Description
Project File
h:\projects\2007\07063 south bridge\calcsk07063 veJm2
Worksheet
SF DA#3 - Veq Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.020000 ft/ft
Bottom Width
12.00 ft
Discharge
1.34 cfs
Results
Depth
0.08
ft
Flow Area
1.01
ftz
Wetted Perimeter
12.17
ft
Top Width
12.00
ft
Critical Depth
0.07
ft
Critical Slope
0.031902 ft/ft
Velocity
1.33
ft/s
Velocity Head
0.03
ft
Specific Energy
0.11
ft
Froude Number
0.81
Flow is subcriticai.
08/25/10 FlowMaster v5.13
12,08:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, --T 08708 [phone] Page 1 of 1

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 02-22-10 Type 1/24-hr07063 Syr-24hr Rainfall=3.67°
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/23/2010
Fond SF#4: Filter #4
Inflow Area = 2.910 ac, Inflow Depth > 2.00" for 070631yr -24hr event
Inflow = 8.95 cfs @ 12.02 hrs, Volume= 0.484 of
Outflow = 1.09 cfs @ 12.47 hrs, Volume= 0.485 A Atten= 88%, Lag= 27.0 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 1.09 cfs @ 12.47 hrs, Volume= 0.485 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 317 sf Storage= 29 cf
Peak Eiev=12.74' @ 12.47 hrs Surf.Area= 6,509 sf Storage= 7,948 cf (7,918 cf above start)
Flood Eiev=14.00' Surf.Area= 8,092 sf Storage= 15,783cf (15,754 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 55.7 min ( 881.4 - 825.7 )
Volume Invert Avail.Storage Storaae Description
#1 8.67' 363 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,471 cf Overall -18 cf Embedded =1,453 cf x 25.0% Voids
#2 8.67' 18 cf 4.0"D x 52.00'L Horizontal Cylinder S= 0.00507 x 4 Inside #1
#3 11.00, 15,402 cf Custom Stage Data (Prismatic) Listed below (Recalc)
15,783 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.67 193 0 d
11.00 1,070 1,471 1,471
Elevation Surf.Area Inc.Store . Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
11.00 3,246 0 0
14.00 7,022 15,402 15,402
Device Routing Invert Outlet Devices
#1 Primary 9.00' 18.0" x 50.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert-- 8.00' S= 0.0200 Y Cc= 0.900
n= 0.011 Concrete p1W straight & clean
#2 Device 1 12.85' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 8.67' 4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary 8.67' 1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area =193 sf
#5 Discarded 13.00' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS\2007\07063 SOUTH BRIDGE\CalcslHydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr 070631 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HVdroCADM 7.10 s/n 000479 ® 2005 HvdroCAD Software Solutions LLC 2/23I2010
iscarded OutFiow Max=0,00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
Emergency Spillway ( Controls 0.00 cfs)
Primary Outflow Max--0.00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
t-Culvert ( Controls 0.00 cfs)
2--Baffle Wall ( Controls 0.00 cfs)
1ecorldary Outflow Max=1.09 cfs @ 12.47 hrs HW=12.74' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.83 cfs @ 9.5 fps)
-Infiltration through Filter Media (Exfiitration Controls 0.26 cfs)
Pond SF#4: Filter #4
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

HAPROJECTS12007\07063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 Syr-24hr Rainfall=3.67'
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479_0 2005 HydroCAD Software Solutions LLC 2/23/2010
iJ
Pond SF#4: Filter #4
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Discharge (cfs)
s Total
Discarded
■ Primary
p Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 070631 yr -24hr Rainfall=3. 67
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/23/2010
Stage -Area -Storage for Ponca SF#4: Filter #4
Elevation
Surface
Storage
(feet)
(sg-ft)
(cubic -feet)
8.67
193
0
8.77
231
6
8.87
268
14
8.97
306
26
9.07
344
38
9.17
381
49
9.27
419
60
9.37
456
70
9.47
494
82
9.57
532
95
9.67
569
109
9.77
607
124
9.87
645
139
9.97
682
156
10.07
720
173
10.17
758
192
10.27
795
211
10.37
833
232
10.47
871
253
10.57
908
275
10.67
946
298
10.77
983
322
10.87
1,021
347
10.97
1,059
373
11.07
4,404
612
11:17
4,530
951
11.27
4,656
1.304
11.37
4,782
1,869
11.47"
4,908
2,046
11.57
5,033
2,436
11.67
5,159
2,839
11.77
5.285
3,254
11.87
5,411
3,682
11.97
5,537
4,122
12.07
5,663
4,575
12.17
5,789
5,041
12.27
5,915
5,519
12.37
66'0A0
6,010
12.47
6,166
6,513
12.57
6,292
7,029
12.67
6,418
7,557
12.77
6,544
8,099
12.87
6,670
8,652
12.97
6,798
9,218
13.07
6,921
9,797
13.17
7,047
10,389
13.27
7,173
10,993
13.37
7,299
11,609
13.47
7,425
12,239
13.57
7,551
12,880
13.67
7,677
13,535
Elevation
Surface
Storage
(feet)
(sQ-ft)
(cubic -feet)
13.77
7,803
14,202
13.87
7,928
14,881
13.97
8,054
15,573

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type If 24hr 0 7063 1 Oyr -24hr Rainfall= 6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.1.0 sh 000479 © 2005 HydroCAD Software Solutions LLC 2/23/2010
Pond SF#4: Filter #4
f nflow Area = 2.910 ac, Inflow Depth > 4.90" for 070631 Oyr -24hr event
Inflow =
21.26 cfs @
12.01 hrs,
Volume=
1.189 of
Outflow =
19.42 cfs @
12.05 hrs,
Volume=
1,189 af, Atten= 9°%, Lag= 2.5 min
Discarded =
14.36 cfs @
12.05 hrs,
Volume=
0.248 of
Primary =
3.87 cfs @
12.05 hrs,
Volume=
0.118 of
Secondary =
1.19 cfs @
12.05 hrs,
Volume=
0.824 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs 15
Starting Elev= 9.00' Surf.Area= 317 sf Storage= 29 cf
Peak Elev= 13.41' @ 12.05 hrs Surf.Area= 7,354 sf Storage= 11,882cf (11,853 cf above start)
Flood Elev=14.00' Surf.Area= 8,092 sf Storage=15,783 cf (15,754 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 46.9 min ( 847.2 - 800.3 )
Volume Invert
Avail.Storage Storage Description
#1 8.67'
363 cf Custom Stage Data (Prismatic) Listed Flow (Recalc)
1,471 cf Overall -18 cf Embedded = 1,453 cf x 25.0% Voids
#2 8.67'
18 cf 4.0"D x 52.001 Horizontal Cylinder S= 0.0050 T x 4 Inside #1
#3 11.00,
15,402 cf Custom Stage Data (Prismatic) Listed below (Recalc)
15,783 of Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
8.67
193
0 0
11.00
1,070
1,471 1,471
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
11.00
3,246
0 0
14.00
7,022
15,402 15,402
Device Routing
Invert
Outlet Devices
#1 Primary
9.00'
18.0" x 50.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 8.00' S= 0.0200 T Cc= 0.900
n= 0.011 Concrete pipe, straight & ciean
#2 Device 1
12.85'
3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
8.67'
4.0" Verb Discharge Orfice from Underdrain C= 0.600
#4 Secondary
8.67'
1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area =193 sf
#5 Discarded
13.00'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 02-22-10 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sln 000479 ® 2005 HydroCAD Software Solutions LLC 2/23/2010
iscarded OutFlow Max=14.26 cfs @ 12.05 hrs HW=13.41' (Free Discharge).
L—S=Emergency Spillway (Weir Controls 14.26 cfs @ 1.7 fps)
�nmary OutFlow Max=3.85 cfs @ 12.05 hrs HW=13.41' (Free Discharge)
tCulvert (Passes 3.85 cfs of 32.56 cfs potential flow)
2 13affle Wall (Weir Controls 3.85 cfs @ 2.3 fps)
if
ndary OutFlow Max=1.19 cfs @ 12.05 hrs HW=13.41' (Free Discharge)
Discharge Orfice from Underdrain (Orifice Controls 0.90 cfs @ 10.3 fps)
Infiltration through Filter Media (Exfiltration Controls 0.29 cfs)
Pond SF#4: Filter #4
Hydrograph
Inflow
. outflow
F. Discarded
Primary
Secondary
0 1 2 3 4. 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 10yr -24hr Rainfal1=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s!n 000479 C 2005 HydroCAD Software Solutions LLC 2/23/2010
14
13
12
C
O
y 11
m
to
10
Pond SF#4: Filter #4
Stage -Discharge
D 5 10 15 20 25 30 35 40 45 50 55 60 65
Discharge (ds)
t 1 Total
L. Discarded
4 Primary
© Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 0706310yr -24hr Rainfall-6.88"
Prepared by Dorris, Kuske, & Tunstall Consulting Engineers, Inc.
HYdroCADO 7.10 s/n 000479 ® 2005 HvdroCAD Software Solutions LLC 2/23/2010
Stage -Area -Storage for Pond SF#4: Filter #4
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.67
193
0
8.77
231
6
8.87
268
14
8.97
306
26
9.07
344
38
9.17
381
49
9.27
419
60
9.37
456
70
9.47
494
82
9.57
532
95
9.67
569
109
9.77
607
124
9.87
645
139
9.97
682
158
10.07
720
173
10.17
758
192
10.27
795
211
10.37
833
232
10.47
871
253
10.57
908
275
10.67
946
298
10.77
983
322
10.87
1,021
347
10.97
1, 059
373
11.07
4,404
612
11.17
4,530
951
11.27
4,656
1,304
11.37
4,782
1,669
11.47
4,908
2,046
11.57
5,033
2,436
11.67
5,159
2,839
11.77
5,285
3,254
11.87
5,411
3,682
11.97
5,537
4,122
12.07
5,663
4,575
12.17
5,789
5,041
12.27
5,915
5,519
12.37
6,040
6,010
12.47
6,166
6,513
12.57
6,292
7,029
12.67
6,418
7,557
12.77
6,544
8,099
12.87
6,670
8,652
12.97
6,796
9,218
13.07
6,921
9,797
13.17
7,047
10,389
13.27
7,173
10,993
13.37
7,299
11,609
13.47
7,425
12,239
13.57
7,551
12,880
13.67
7,677
13,535
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
13.77
7,803
14,202
13.87
7,928
14,881
13.97
8,054
15,573

SF #4 - Veg. Filter - 10 yr stm
Worksheet for Rectangular Channel
ForC wJD6-JtzAifI DISCN. 6N1-Y
Project Description
Project File
h:\projects\2007\07063 south bridge\calcs\07063 ve.fm2
Worksheet
SF DA#4 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Bottom Width
10.00 ft
Discharge
1.19 cfs
Results
Depth
0.11
ft
Flow Area
1.08
ftZ
Wetted Perimeter
10.22
ft
Top Width
10.00
ft
Critical Depth
0.08
ft
Critical Slope
0.031582 ft/ft
Velocity
1.11
ft/s
Velocity Head
0.02
ft
Specific Energy
0.13
ft
Froude Number
0.59
Flow is subcritical.
08/25/10 FlowMaster v5.13
12:08:37 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

H:1PROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 8-20-10 Type ll 24-hr 07063 1 yr -24hr Rainfal1=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/23/2010
Pond SF#5: Filter #5
Inflow Area = 1.610 ac, Inflow Depth = 2.17" for 07063 1yr -24hr event
Inflow =
5.33 cfs @
12.02 hrs,
Volume=
0.290 of
Outflow =
0.99 cfs @
12.29 hrs,
Volume=
0.292 af, Atten= 81 %, Lag= 16.2 min
Discarded =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Primary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Secondary =
0.99 cfs @
12.29 hrs,
Volume=
0.292 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 731 sf Storage= 53 cf
Peak Elev= 9.85' @ 12.29 hrs Surf.Area= 6,984 sf Storage= 4,151 cf (4,099 cf above start)
Flood Elev= 11.00' Surf.Area= 8,674 sf Storage= 10,351 cf (10,299 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 26.3 min ( 847.1 - 820.7 )
Volume Invert Avail.Storage Storage Description
#1 6.67' 845 cf Custom Stage Data (Prismatic) Listed below (Recalc)
3,385 cf Overall - 7 cf Embedded = 3,379 cf x 25.0% Voids
#2 6.67' 7 cf 4.0"D x 25.00'L Horizontal Cylinder S= 0.0050 'P x 3 Inside #1
#3 9.00, 9,500 cf Custom Stage Data (Prismatic) Listed below (Recalc)
10,351 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
6.67 445 0 0
9.00 2,461 3,385 3,385
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.00 3,287 0 0
11.00 6,213 9,500 9,500
Device Routing Invert Outlet Devices
#1 Primary 7.10' 18.0" x 30.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 6.50' S= 0.0200 7' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 'i 0.00' 3.0' iong x ON breadth Baffle WalI
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 6.67' 4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary 6.67' 1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 445 sf
#5 Discarded 10.71' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 8-20-10 Type // 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/23/2010
? scarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.00' (Free Discharge)
5=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.00' (Free Discharge)
L1=Cuivert ( Controls 0.00 cfs)
t2=13affle Wall ( Controls 0.00 cfs)
Secondary OutFlow Max=0.99 cfs @ 12.29 hrs HW=9.84' (Free Discharge)
t-3=Discharge Orfice from Underdrain (Orifice Controls 0.73 cfs @ 8.4 fps)
=Infiltration through Filter Media (Exfiltration Controls 0.26 cfs)
Pond SF#5: Filter #5
Hydrograph
5.33 cfs
5 InflowArea=1:6't0 A'c`
Pe k EI ' V`9.85'
4 } Sto' 69e=4 '� 51 `. cf
w
3 3
0
LL
i
0.99 cfs
0.00 cfs
0 0 2...4..6 8 10 12 14 16 18 20 22 24 26 .2.... . ........... .... 6, ,;, ..., ..... ,...,...,..., ...,......... .....,..
8 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
M

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 8-20-10 Type 11 24-hr 07063 Tyr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/23/2010
Pond SF#5: Filter #5
Stage -Discharge
11
-- Total
!� Discarded
Primary
� —Secondary
10
w
c 9
W '
7 ;
Discharge Oriice front, Underdran infWation through Filter Media
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19
Discharge (cfs)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 8-20-10 Type // 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/23/2010
Stage -Area -Storage for Pont! SF#5: Filter #5
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
445
0
6.72
488
6
6.77
532
13
6.82
575
20
6.87
618
28
6.92
661
37
6.97
705
47
7.02
748
57
7.07
791
67
7.12
834
77
7.17
878
88
7.22
921
99
7.27
964
111
7.32
1,007
123
7.37
1,051
136
7.42
1,094
149
7.47
1,137
163
7.52
1,180
178
7.57
1,224
193
7.62
1,267
208
7.67
1,310
224
7.72
1,353
241
7.77
1,397
258
7.82
1,440
276
7.87
1,483
294
7.92
1,527
313
7.97
1,570
332
8.02
1,613
352
8.07
1,656
373
8.12
1,700
394
8.17
1,743
415
8.22
1,786
437
8.27
1,829
460
8.32
1,873
483
8.37
1,916
507
8.42
1,959
531
8.47
2,002
556
8.52
2,046
581
8.57
2,089
607
8.62
2,132
633
8.67
2,175
660
8.72
2,219
687
8.77
2,262
715
8.82
2,305
744
8.87
2,349
773
8.92
2,392
803
8.97
2,435
833
9.02
5,777
917
9.07
5,850
1,085
9.12
5,924
1,256
9.17
5,997
1,431
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.22
6,070
1,610
9.27
6,143
1,792
9.32
6,216
1,978
9.37
6,289
2,168
9.42
6,362
2,361
9.47
6,436
2,558
9.52
6,509
2,758
9.57
6,582
2,963
9.62
6,655
3,170
9.67
6,728
3,382
9.72
6,801
3,597
9.77
6,875
3,816
9.82
6,948
4,038
9.87
7,021
4,265
9.92
7,094
4,494
9.97
7,167
4,728
10.02
7,240
4,965
10.07
7,313
5,206
10.12
7,387
5,450
10.17
7,460
5,698
10.22
7,533
5,950
10.27
7,606
6,206
10.32
7,679
6,465
10.37
7,752
6,727
10.42
7,825
6,994
10.47
7,899
7,264
10.52
7,972
7,538
10.57
8,045
7,815
10.62
8,118
8,096
10.67
8,191
8,381
10.72
8,264
8,669
10.77
8,338
8,961
10.82
8,411
9,257
10.87
8,484
9,556
10.92
8,557
9,859
10.97
8,630
10,166

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 8-20-10 Type 1124-hr 07063 1Oyr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/23/2010
Pond SFOM Filter #6
Inflow Area = 1.610 ac, Inflow Depth = 5.14" for 07063 10yr -24hr event
Inflow =
12.17 cfs @
12.01 hrs,
Volume=
0.689 of
Outflow =
6.83 cfs @
12.12 hrs,
Volume=
0.691 af, Atten= 44%, Lag= 6.4 min
Discarded =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Primary =
5.69 cfs @
12.12 hrs,
Volume=
0.164 of
Secondary =
1.14 cfs @
12.12 hrs,
Volume=
0.527 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 731 sf Storage= 53 cf
Peak Elev= 10.71' @ 12.12 hrs Surf.Area= 8,244 sf Storage= 8,586 cf (8,534 cf above start)
Flood Elev= 11.00' Surf.Area= 8,674 sf Storage= 10,351 cf (10,299 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 29.8 min ( 826.1 - 796.2 )
Volume Invert
Avail.Storage Storage Description
#1 6.67'
845 cf Custom Stage Data (Prismatic) Listed below (Recalc)
3,385 cf Overall - 7 cf Embedded = 3,379 cf x 25.0% Voids
#2 6.67'
7 cf 4.0"D x 25.00'L Horizontal Cylinder S= 0.0050 'P x 3 Inside #1
#3 9.00,
9,500 cf Custom Stage Data (Prismatic) Listed below (Recalc)
10,351
cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
6.67
445
0 0
9.00
2,461
3,385 3,385
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
9.00
3,287
0 0
11.00
6,213
9,500 9,500
Device Routing
Invert
Outlet Devices
#1 Primary
7.10'
18.0" x 30.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 6.50' S= 0.0200 'P Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
10.00'
3.0` long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
6.67'
4.0" Vert. Discharge Orfice from tlnderdrain C= 0.600
#4 Secondary
6.67'
1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surace area = 445 sf
#5 Discarded
10.71'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 8-20-10 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/23/2010
Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.00' (Free Discharge)
't-5=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=5.68 cfs @ 12.12 hrs HW=10.71' (Free Discharge)
L1=Culvert (Passes 5.68 cfs of 14.38 cfs potential flow)
L2=Baffle Wall (Weir Controls 5.68 cfs @ 2.7 fps)
Secondary OutFlow Max=1.14 cfs @ 12.12 hrs HW=10.71' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.83 cfs @ 9.5 fps)
=Infiltration through Filter Media (Exfiltration Controls 0.32 cfs)
Pond SF#5: Filter #5
Hydrograph
13 :
12.17
12
„ Inflow 'Area=1.610 ac
:
:
Peak EIev-10:71'
9-
'St111I age=%5 6 cf
8 '
_
6.83 cfs
7
a 6 5.69 cfs
:
4-
3
2 1.14 cfs
0.00 cfs
0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 2830 3234 36 3876774 46 48 50 52 54 56 58 60 62 64
66 68 70 72
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 8-20-10 Type //24-hr 07063 10yr -24hr Rainfal1=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 H droCAD Software Solutions LLC 8/23/2010
Pond SF#5: Filter #5
Stage -Discharge
11
--Total
Discarded
Primary
Secondary
10
w
e g _ .
C
w
8-
7-
Discharge Orfice from Underdraw + Infiltration throucif: Filter Media
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19
Discharge (cfs)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 6-20-10 Type // 24-hr 07063 1Oyr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/23/2010
Stage -Area -Storage for pond SF#5: Filter #5
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
445
0
6.72
488
6
6.77
532
13
6.82
575
20
6.87
618
28
6.92
661
37
6.97
705
47
7.02
748
57
7.07
791
67
7.12
834
77
7.17
878
88
7.22
921
99
7.27
964
111
7.32
1,007
123
7.37
1,051
136
7.42
1,094
149
7.47
1,137
163
7.52
1,180
178
7.57
1,224
193
7.62
1,267
208
7.67
1,310
224
7.72
1,353
241
7.77
1,397
258
7.82
1,440
276
7.87
1,483
294
7.92
1,527
313
7.97
1,570
332
8.02
1,613
352
8.07
1,656
373
8.12
1,700
394
8.17
1,743
415
8.22
1,786
437
8.27
1,829
460
8.32
1,873
483
8.37
1,916
507
8.42
1,959
531
8.47
2,002
556
8.52
2,046
581
8.57
2,089
607
8.62
2,132
633
8.67
2,175
660
8.72
2,219
687
8.77
2,262
715
8.82
2,305
744
8.87
2,349
773
8.92
2,392
803
8.97
2,435
833
9.02
5,777
917
9.07
5,850
1,085
9.12
5,924
1,256
9.17
5,997
1,431
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.22
6,070
1,610
9.27
6,143
1,792
9.32
6,216
1,978
9.37
6,289
2,168
9.42
6,362
2,361
9.47
6,436
2,558
9.52
6,509
2,758
9.57
6,582
2,963
9.62
6,655
3,170
9.67
6,728
3,382
9.72
6,801
3,597
9.77
6,875
3,816
9.82
6,948
4,038
9.87
7,021
4,265
9.92
7,094
4,494
9.97
7,167
4,728
10.02
7,240
4,965
10.07
7,313
5,206
10.12
7,387
5,450
10.17
7,460
5,698
10.22
7,533
5,950
10.27
7,606
6,206
10.32
7,679
6,465
10.37
7,752
6,727
10.42
7,825
6,994
10.47
7,899
7,264
10.52
7,972
7,538
10.57
8,045
7,815
10.62
8,118
8,096
10.67
8,191
8,381
10.72
8,264
8,669
10.77
8,338
8,961
10.82
8,411
9,257
10.87
8,484
9,556
10.92
8,557
9,859
10.97
8,630
10,166

SF #5 - Veg. Filter - 10 yr stm
Worksheet for Rectangular Channel
pot L4 4D j;;"&A vJ DL5e tj &IVL /
Project Description
Project File
h:lprojects12007107063 south bridgelcalcs107063 ve.fm2
Worksheet
SF DA#5 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Bottom Width
10.00 ft
Discharge
1.14 cfs
Results
Depth
0.10
ft
Flow Area
1.05
ftz
Wetted Perimeter
10.21
ft
Top Width
10.00
ft
Critical Depth
0.07
ft
Critical Slope
0.031866 ft/ft
Velocity
1.09
ft/s
Velocity Head
0.02
ft
Specific Energy
0.12
ft
Froude Number
0.59
Flow is subcritical.
08/25/10 FlowMaster v5.13
12:08:52 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

H:IPROJECTS\2007107063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type I/ 24-hr 07063 1 yr -24hr Rainfall=3. 67'
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s!n 000479 ® 2005 HvdroCAD Software Solutions LLC 2/22/2010
Pond SF#6A: Filter 6A
Inflow Area = 2.400 ac, Inflow Depth > 2.24" for 070631 yr -24hr event
Inflow = 8.22 cfs @ 12.02 hrs, Volume= 0.449 of
Outflow - 1.04 cfs @ 12.43 hrs, Volume= 0.475 af, Atten= 87%, Lag= 25.0 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 1.04 cfs @ 12.43 hrs, Volume= 0.475 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev=12.00' Surf.Area= 5,909 sf Storage= 1,195 cf
Peak Elev= 13.57'@ 12.43 hrs Surf.Area= 7,191 sf Storage= 7,668 cf (6,474 cf above start)
Flood Elev= 15.00' Surf.Area= 8,362 sf Storage= 15,335 cf (14,141 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 9.6 min ( 825.5 - 815.9 )
Volume Invert Avail.Storage Storage Description
#1 9.67' 1,179 cf Custom Stage Data (Prismatic) Listed below (Recalc)
4,731 of Overall -16 cf Embedded = 4,715 cf x 25.0% Voids
#2 9.67' 16 cf 4.0"D x 30.00% Horizontal Cylinder S= 0.00607 x 6 Inside #1
#3 12.00' 14,141 cf Custom Stage Data (Prismatic) Listed below (Recalc)
15,335 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubicfeet (cubic -feet)
9.67 1,639 0 0
12.00 2,422 4,731 4,731
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
12.00 3,487 0 0
15.00 5,940 14,141 14,141
Device Routing Invert Outlet Devices
#1 Primary 10.00' 24.0" x 60.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 9.00' S= 0.01677 Cc= 0.900
n= 0.01 i Concrete pipe, straight & clean
#2 Device 1 14.10' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 9.67' 4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondany 9.6T 1.760 in/hr InfiltremiQn through Filter Media over Surface area above invert
Excluded Surface area = 1,639 sf
#5 Discarded 14.50' 20.W Long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 02-22-10 Type // 24-hr 07063 Syr -24hr Rainfa#=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 sh 000479 0 2005 HydroCAD Software Solutions LLC 2/22/2010
iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge)
=Emergency Spillway ( Controls 0.00 cfs)
rimary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge)
Culvert (Passes 0.00 cfs of 30.25 cfs potential flow)
2=Baffle Wall ( Controls 0.00 cfs)
ecQndary OutFlow Max=1.04 cfs @ 12.43 hrs HW=13.57' (Free Discharge)
�3=Discharge Orrice from Underdrain (Orifice Controls 0.81 cfs @ 9.3 fps)
-Infiltraion through Filter Media (Exfiltration Controls 0.22 cfs)
F
u
9 0
LL
Pond SFAA: Filter 6A
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
01 Inflow
° Outran
0 Discarded
O Primary
rl Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcs\HydroGadl
07063 Pre -Post 02-22-10 Type 1124-hr07063 Syr-24hr Rainfall=3.67
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sln 000479 © 2005 HydroCAD Software Solutions LLC 2/2212010
i)
14
13
d
e
0
0 12
d
w
Pond SFAA: Filter 6A
Stage -Discharge
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Discharge (cfs)
Total
-� Discarded
Primary
Secondary

H:IPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Post 02-22-10 Type i124-hr07063 Syr-24hr Rainfall-3.67'
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 2/22/2010
Stage -Area -Storage for Pond SF#6A: Filter Spa
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.67
1,639
0
9.77
1,673
42
9.87
1,706
88
9.97
1,740
135
10.07
1,773
182
10.17
1,807
227
10.27
1,841
273
10.37
1,874
319
10.47
1,908
366
10.57
1,941
415
10.67
1,975
464
10.77
2,009
513
10.87
2,042
564
10.97
2,076
615
11.07
2,109
668
11.17
2,143
721
11.27
2,177
11.37
2,210
830
11.47
21244
885
11.57
2,277
942
11.67
2,311
999
11.77
2,345
1,058
11.87
2,378
1,117
11.97
2,412
1.176
12.07
5,966
1,441
12.17
6,048
1,799
12.27
6,130
2,166
12.37
6,212
2,541
12.47
6,293
2,924
12.57
6,375
3,315
12.67
6,457
3,714
12.77
6,539
4,122
12.87
6,620
4,538
12.97
6,702
4,962
13.07
6,784
5,394
13.17
6,868
5,834
13.27
6,947
6,282
13.37
7,029
6,739
13.47
7,111
7,204
13.57
7,193
7,677
13.67
7,275
8,158
13.77
7,356
81647
13.87
7,438
9,145
13.97
7,520
9,651
14.07
7,602
10,164
14.17
7,683
10,688
14.27
7,765
11,217
14.37
7,847
11,755
14.47
7,929
12,302
14.57
8,010
12,856
14.67
8,092
13,419
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
14.77
8,174
13,990
14.87
8,256
14,570
14.97
8,337
15,157

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 0706310yr-24hr Rainfall=6:88"
Prepared by Morris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 sh 000479 _© 2005 HydroCAD Software Solutions LLC 2122/2010
Pond SFAA: Filter 6A
Inflow Area = 2.400 ac, Inflow Deoth > 5.24" for 0706310yr -24hr event
Inflow - 18.43 cfs @ 12.01 hrs, Volume= 1.048 of
Outflow = 13.79 cis @ 12.09 hrs, Volume= 1.073 af, Atten= 25%, Lag= 4.5 min
Discarded = 7.43 cfs a@ 12.09 hrs, Volume= 0.083 of
Primary - 5,16 cfs @ 12.09 hrs, Volume= 0.165 of
Secondary = 1.20 cfs @ 12.09 hrs, Volume= 0.825 of
.Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev=12.00' Surf.Area= 5, 909 sf Storage=1,195 cf
Peak Elev= 14.77' @ 12.09 hrs Surf.Area= 8,172 sf Storage= 13,976 cf (12,781 cf above start)
Flood Elev= 15.00' Surf.Area= 8,362 sf Storage= 15,335 cf (14,141 cf above start)
Plug -Flow detention time= 66.2 min calculated for 1.044 of (100% of inflow)
Center -of -Mass det. time= 42.9 min ( 834.9 - 792.1 )
Volume Invert Avail.Storage Storage Description
#1 9.67' 1,179 cf Custom Stage Data (Prismatic) Listed below (Recalc)
4,731 cf Overall -16 cf Embedded = 4,715 cf x 25.0% Voids
#2 9.67' 16 cf 4.0"D x 30.00'L Horizontal Cylinder S= 0.0050 T x 6 Inside #1
#3 12.00' 14,141 cf Custom Stage Data (Prismatic) Listed below (Recalc)
15,335 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.67 1,639 0 0
12.00 2,422 4,731 4,731
Elevation Surf.Area inc.Store Cum.Store
(feet) (sq-ft) {cubic -feet) (cubic -feet)
12.00 3,487 0 0
15.00 5,940 14,141 14,141
Device Routing Invert Outlet Devices
#1 Primary 10.00' 24.0" x 60.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 9.00' S= 0.0167'f Cc= 0.900
n= 0.011 Concrete pipe, straight &clean
#2 Device 1 14.10' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.2.0 0.40 0.60 0.80 1.00
Coef.. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 9.67' 4.0" Vert. Discharge Orrice from Underdrain C= 0.600
#4 Secondary 9.67' 1.760 inlhr Infiltraion through Filter Media over Surface area above invert
Excluded Surface area = 1,639 sf
#5 Discarded 14.50' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef.. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr 07063 10yr-24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
iscarded OutFlow Max=7.27 cfs @ 12.09 hrs HW=14.76' (Free Discharge)
Emergency Spillway (Weir Controls 7.27 cfs @ 1.4 fps)
rtlmary OutFlow Max=5.11 cfs @ 1.2.09 hrs HW=14.76' (Free Discharge)
Culvert (Passes 5.11 cfs of 58.69 cfs potential flow)
2=13affle Wall (Weir Controls 5.11 cfs @ 2.6 fps)
econdary OutFlow Max=1.20 cfs @ 12.09 hrs HW=14.76' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.93 cfs @ 10.7 fps)
-lnfiltralon through Filter Media (EAltration Controls 0.26 cfs)
Pond SF#6A: Filter 6A
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr 07063 1Oyr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 sln 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
Pond SF#6A: Filter 6A
Stage -Discharge
•0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Discharge (cfs)

HAPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type 11 24-hr07063 10yr-24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HvdroCAD Software Solutions LLC 2/22/2010
Stage -Area -Storage for Pond SF##6A: Filter 6A
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.67
1,639
0
9.77
1,673
42
9.87
1,706
88
9.97
1,740
135
10.07
1,773
182
10.17
1,807
227
10.27
1,841
273
10.37
1,874
319
10.47
1,908
366
10.57
1,941
415
10.67
1,975
464
10.77
2,009
513
10.87
2,042
564
10.97
2,076
615
11.07
2,109
668
11.17
2,143
721
11.27
2,177
775
11.37
2,210
830
11.47
2,244
$85
11.57
2,277
942
11.67
2,311
999
11.77
2,345
1,058
11.87
2,378
1,117
11.97
2;412
1,176
12.07
5,966
1,441
12.17
6,048
1,799
12.27
8,130
2,166
12.37
6,212
2,541
12.47
6,293
2,924
12.57
6,375
3,315
12.67
6,457
3,714
12.77
6,539
4,122
12.87
6,620
4,538
12.97
6,702
4,962
13.07
6,784
5,394
13.17
6,866
5,834
13.27
6,947
6,282
13.37
7,029
6,739
13.47
7,111
7,204
13.57
7,193
7,677
13.67
7,275
8,158
13.77
7,356
8,847
13.87
7,438
9jtan
13.97
7,520
9,651
14.07
7,602
10,164
14.17
7,683
10,686
14.27
7,765
11,217
14.37
7,847
11,755
14.47
7,929
12,302
14.57
8,010
12,856
14.67
8,092
13,419
Elevation
Surface
Storage
(feet)
(sq-it)
(cubic -feet)
14.77
8,174
13,990
14.87
8,256
14,570
14.97
8,337
15,157

SF #6A - Veg. Filter -10 yr stm
Worksheet for Rectangular Channel
Fort Ul�l4F.2JRA1JU ONLY
Project Description
Project File
h:\projects\2007\07063 south bridge\calcs\07063 ve.fm2
Worksheet
SF DA#6A - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.060000 ft/ft
Bottom Width 10.00 ft
Discharge
Results
Depth
0.06
ft
Flow Area
0.63
ft2
Wetted Perimeter
10.13
ft
Top Width
10.00
ft
Critical Depth
0.08
ft
Critical Slope
0.031527 ft/ft
Velocity
1.90
ft/s
Velocity Head
0.06
ft
Specific Energy
0.12
ft
Froude Number
1.34
Flow is supercritical.
08/25/10 FlowMaster v5.13
12:09:07 PM Haestad iMethods, Inc. 37 8rookside Road Waterbury, % i 06708 [phone] Page 1 of 1

07063 Pre -Poet 06-15-10 Type II24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Pond SF#6B: Filter 6B
Inflow Area =
2.460 ac,
Inflow Depth = 2.34"
for 07063 lyr -24hr event
Inflow =
8.71 cfs @
12.01 hrs,
Volume=
0.479 of
Outflow =
1.07 cfs @
12.44 hrs,
Volume=
0.510 af, Atten= 88%, Lag= 25.4 min
Discarded =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Primary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Secondary =
1.07 cfs @
12.44 hrs,
Volume=
0.510 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 12.00' Surf.Area= 6,908 sf Storage= 1,310 cf
Peak Elev= 13.42' @ 12.44 hrs Surf.Area= 8,502 sf Storage= 8,243 cf (6,933 cf above start)
Flood Elev= 15.00' Surf.Area= 10,275 sf Storage= 18,612 cf (17,303 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 13.2 min ( 827.0 - 813.8 )
Volume Invert
Avail -Storage Storage Description
#1 9.67'
1,289 cf Custom Stage Data (Prismatic) Listed below (Recalc)
5,176 cf Overall - 21 cf Embedded = 5,155 cf x 25.0% Voids
#2 9.67'
21 cf 4.0"D x 40.00% Horizontal Cylinder S= 0.0050 '/' x 6 Inside;
#3 12.00'
17,303 cf Custom Stagte Data (Prismatic) Listed below (Recalc)
18,612 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
9.67
1,619
0 0
12.00
2,824
5,176 5,176
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
12.00
4,084
0 0
15.00
7,451
17,303 17,303
Device Routing
Invert
Outlet Devices
# 1 Primary
12.00'
15.0" x 30.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 11.75' S= 0.0083 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
13.90'
3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
9.67'
4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary
9.67'
1.750 in/hr Infiltration through Filter Media over Surface area above i
Excluded Surface area = 1,619 sf
#5 Discarded
14.00'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
CoeL (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

07063 Pre -Post 06-15-10 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67'
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge)
L5=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge)
t1=Culvert ( Controls 0.00 cfs)
Z-2=Baffle Wall ( Controls 0.00 cfs)
Secondary OutFlow Max=1.07 cfs @ 12.44 hrs HW=13.42' (Free Discharge)
t:
=Discharge Orfice from Underdrain (Orifice Controls 0.80 cfs @ 9.1 fps)
=Inriltration through Filter Media (Exfiltration Controls 0.28 cfs)
Pond SF#6B: Filter 6B
Hydrograph
8.71
8 cfs —
Inflow
OutFlow
— Discarded
8 I n#I ow Aroa=2.460 Eic -Primary
Secondary
7 Peak Elev=13.42�`
6 torage�=O 243- cf
LL
4 _L L
3 -
2
1.07 cfs
:
1 _ ..........................
:
0.0 s
0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 2830 i ; 0 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 7072
Time (hours)

07063 Pre -Post 06-15-10 Type II24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 m 2005 HydroCAD Software Solutions LLC 8/11/2010
Pond SF#6B: Filter 6B
Stage -Discharge
Total
Discarded
Primary
Secondary
Discharge WS)

07063 Pre -Post 06-15-10 Type II24-hr 07063 1 yr -24hr Rainfall=3.67
Prepared by Norris, Kuske & T unstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Stage -Area -Storage for Pond SF#6B: Filter 6B
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.67
1,619
0
9.77
1,671
42
9.87
1,722
88
9.97
1,774
137
10.07
1,826
186
10.17
1,878
234
10.27
1,929
282
10.37
1,981
331
10.47
2,033
381
10.57
2,084
432
10.67
2,136
485
10.77
2,188
539
10.87
2,240
594
10.97
2,291
651
11.07
2,343
709
11.17
2,395
768
11.27
2,446
829
11.37
2,498
891
11.47
2,550
954
11.57
2,602
1,018
11.67
2,653
1,084
11.77
2,705
1,151
11.87
2,757
1,219
11.97
2,808
1,289
12.07
6,987
1,598
12.17
7,099
2,020
12.27
7,211
2,453
12.37
7,323
2,898
12.47
7,435
3,353
12.57
7,548
3,820
12.67
7,660
4,298
12.77
7,772
4,787
12.87
7,884
5,288
12.97
7,997
5,799
13.07
8,109
6,322
13.17
8,221
6,856
13.27
8,333
7,402
13.37
8,446
7,958
13.47
8,558
8,526
13.57
8,670
9,105
13.67
8,782
9,695
13.77
8,895
10,296
13.87
9,007
10,909
13.97
9,119
11,533
14.07
9,231
12,168
14.17
9,343
12,814
14.27
9,456
13,472
14.37
9,568
14,141
14.47
9,680
14,821
14.57
9,792
15,512
14.67
9,905
16,215
14.77
10,017
16,928
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
14.87
10,129
17,653
14.97
10,241
18,389

07063 Pre -Post 06-15-10 Type II24-hr 07063 1Oyr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
Pond SF#6B: Filter 6B
Inflow Area =
2.460 ac,
Inflow Depth = 5.36" for 07063 10yr -24hr event
Inflow =
19.18 cfs @
12.01 hrs, Volume= 1.099 of
Outflow =
15.11 cfs @
12.08 hrs, Volume= 1.130 af, Atten= 21%, Lag-- 4.1 min
Discarded =
11.20 cfs @
12.08 hrs, Volume= 0.184 of
Primary =
2.69 cfs @
12.08 hrs, Volume= 0.070 of
Secondary =
1.21 cfs @
12.08 hrs, Volume= 0.875 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 12.00' Surf.Area= 6,908 sf Storage= 1,310 cf
Peak Elev= 14.35' @ 12.08 hrs Surf.Area= 9,547 sf Storage= 14,012 cf (12,703 cf above start)
Flood Elev= 15.00' Surf.Area= 10,275 sf Storage= 18,612 cf (17,303 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 45.6 min (836.0 - 790.4)
Volume Invert
Avail.Storage Storage Description
#1 9.67'
1,289 cf Custom Stage Data (Prismatic) Listed below (Recalc)
5,176 cf Overall - 21 cf Embedded = 5,155 cf x 25.0% Voids
#2 9.67'
21 cf 4.0"D x 40.00'L Horizontal Cylinder S= 0.0050 '/' x 6 Inside
#3 12.00'
17,303 cf Custom Stage Data (Prismatic) Listed below (Recalc)
18,612 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
9.67
1,619
0 0
12.00
2,824
5,176 5,176
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
12.00
4,084
0 0
15.00
7,451
17,303 17,303
Device Routing
Invert
Outlet Devices
# 1 Primary
12.00'
15.0" x 30.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 11.75' S= 0.0083 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
13.90'
3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
9.67'
4.0" Vert. Discharge Orrice from Underdrain C= 0.600
#4 Secondary
9.67'
1.750 in/hr Infiltration through Filter Media over Surface area above i
Excluded Surface area = 1,619 sf
#5 Discarded
14.00'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

07063 Pre -Post 06-15-10 Type II24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD(T 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Discarded OutFlow Max=11.19 cfs @ 12.08 hrs HW=14.35' (Free Discharge)
t -5=Emergency Spillway (Weir Controls 11.19 cfs @ 1.6 fps)
Primary OutFlow Max=2.69 cfs @ 12.08 hrs HW=14.35' (Free Discharge)
L1=Cu1vert (Passes 2.69 cfs of 15.52 cfs potential flow)
L2=Baffle Wall (Weir Controls 2.69 cfs @ 2.0 fps)
necondary OutFlow Max=1.21 cfs @ 12.08 hrs HW=14.35' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.89 cfs @ 10.2 fps)
=Infiltration through Filter Media (Exfiltration Controls 0.32 cfs)
0
2
Pond SF#6B: Filter 6B
Hydrograph
21 ---
20 --119.18 cfs18
_;; -
19
Inflow .Area-2.°460 ac
16 15.11 cfs �, C
J
_..�:
:
:
15 V---
,
I-
:
: - - - . ' .era, e - ;
14 ,
:
I
13 ;.....;... -
12 11.20 cfs '
L.
I
ii
I :
10
:
9
:
: r :
:
4 2.69 cfs *-. F..;...:. -
3
:
2 ....:..,...: 1.21cfs ,
, I ,
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 57674 54 56 58 6062 6466 6870 7',
Time (hours)
® Inflow
Lflowardedaryondary

07063 Pre -Post 06-15-10 Type 1I24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCADOB 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8 / 11 /2010
Pond SF#6B: Filter 6B
Stage -Discharge
Total
Discarded
-ram
Primary
14 r Secondary
13
0
12
,
i
W
101
a+sei�a[ge O_ rfirce_frorri UnderdrainTlnfit_tratio_n ifiroFiitrrAdeC�a]
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Discharge (cfs)

07063 Pre -Post 06-15-10 Type 17 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 8/ 11 /2010
Stage -Area -Storage for Pond SF#6B: Filter 6B
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.67
1,619
0
9.77
1,671
42
9.87
1,722
88
9.97
1,774
137
10.07
1,826
186
10.17
1,878
234
10.27
1,929
282
10.37
1,981
331
10.47
2,033
381
10.57
2,084
432
10.67
2,136
485
10.77
2,188
539
10.87
2,240
594
10.97
2,291
651
11.07
2,343
709
11.17
2,395
768
11.27
2,446
829
11.37
2,498
891
11.47
2,550
954
11.57
2,602
1,018
11.67
2,653
1,084
11.77
2,705
1,151
11.87
2,757
1,219
11.97
2,808
1,289
12.07
6,987
1,598
12.17
7,099
2,020
12.27
7,211
2,453
12.37
7,323
2,898
12.47
7,435
3,353
12.57
7,548
3,820
12.67
7,660
4,298
12.77
7,772
4,787
12.87
7,884
5,288
12.97
7,997
5,799
13.07
8,109
6,322
13.17
8,221
6,856
13.27
8,333
7,402
13.37
8,446
7,958
13.47
8,558
8,526
13.57
8,670
9,105
13.67
8,782
9,695
13.77
8,895
10,296
13.87
9,007
10,909
13.97
9,119
11,533
14.07
9,231
12,168
14.17
9,343
12,814
14.27
9,456
13,472
14.37
9,568
14,141
14.47
9,680
14,821
14.57
9,792
15,512
14.67
9,905
16,215
14.77
10,017
16,928
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
14.87
10,129
17,653
14.97
10,241
18,389

SF #613 - Veg. Filter - 10 yr stm
Worksheet for Rectangular Channel
FbA JAVDj�2p1LA/1V DISCN. OA/t_y
Project Description
Project File
h:lprojects12007107063 south bridge\calcsk07O63 ve.fm2
Worksheet
SF DA#6B - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Bottom Width
10.00 ft
Discharge
1.21 cfs
Results
Depth
0.11
ft
Flow Area
1.09
ft=
Wetted Perimeter
10.22
ft
Top Width
10.00
ft
C riticHl Denth
01118
ft
Critical Slope
0.031472 ft/ft
Velocity.
1.11
`4ls
Velocity Head
0.02
ft
Specific Energy
0.13
f €
Froude Number
0.59
Flow is subcritical.
08/25i10 RowMaster v5.13
12:09:21 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Date
Design
Wilmington, NC
NORRIS, KUSKE &TUNSTALL g
Sheet
CONSULTING ENGINEERS, INC. Brunswick County, NC
Ct
Check
Job
For
Job No.
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1.2

Date
Design
A,
NORRIS, KUSKE&TUNSTALL Wilmington, NC
Sheet
4/6
CONSULTING ENGINEERS, INC. Brunswick County, NC
Ot
Check
Job
For
Job No.
A
smxl-�'
cn�v
pal 14 C4:�5
315 u5e i
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�31 t3 pe�e-P

Pusey, Steven
From: Amy [[e-mail]]
Sent: Monday, August 09, 2010 11:24 AM
To: Lewis,Linda; Pusey, Steven
Subject: South Bridge Subdivision (NKT #07063)
Attachments: Amy S Norris.vcf
Expires: Wednesday, September 08, 2010 12:00 AM
Linda & Steve,
Thank you for the clarification on the above subject project (SW8 090903). We will evaluate sand filters #1-66 for both
Options 1 & 2 and apply the appropriate solution for each filter. We anticipate having the revised plans back to you by
mid week.
Thanks again for all your help,
Amy for John S. Tunstall, P.E.
Amy S. Horrb
Adnrusirative #swt,ant
Noma, Kuske STunstaH
ConsUting B1gineers, Inc.
902 Market Street
'A*nington, NC 28401
1910) 343-9653 Yrnne
,916) 343-96
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.

Pusey, Steven
From:
Lewis,Linda
Sent:
Wednesday, August 04, 2010 9:09 AM
To:
Pusey, Steven; Bland, Jody; Tunstall, John
Cc:
Johnson, Kelly
Subject:
RE: South Bridge - Sand filter level spreader
Just a bit of clarification.
Option 1 is a "split" system where the discharged underdrain design storm runoff from the sand filter is going
through the required "effective infiltration" area which happens to be a VFS, to meet the "no discharge to SA
waters" part of the rule. The bypass flow, i.e., the flow in excess of the design storm, is required to go through
a vegetated filter. Per the rules, this vegetated filter can contain, in whole or in part, non -coastal wetlands. Any
flow directed into wetlands must be non -erosive, i.e., 2 fps or less. The scour hole (level spreader) should be
located outside of the wetlands in order promote the non -erosive flow into the wetlands.
Option 2 uses the same area (a VFS) to accomplish both the required effective infiltration of the design storm
runoff AND the required VFS for the bypassed excess design storm. If this option is chosen, a more substantial
level spreader is needed to handle the increased flows.
We are also recommending that the level spreader be oriented to receive flow from the underdrain and/or the
bypass pipe/swale in a manner that doesn't involve making the runoff turn 90 degrees to get into the level
spreader. Good LS design has the runoff entering the LS in -line with the pipe or swale delivering it to the LS.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Pusey, Steven
Sent: Wednesday, August 04, 2010 8:44 AM
To: Bland, Jody; Tunstall, John
Cc Lewis,unda; Johnson, Kelly
Subject: South Bridge - Sand filter level spreader
Gentlemen:
I confirmed with Linda Lewis that you have two (2) options in this case. Because this project was started before the new
regulations went into place eliminating scour holes, we will allow them in this case. However, since the subject
vegetated filter must effectively infiltrate, we ask that you provide a concrete level spreader if you are sending both
design flow and bypass flow to the same vegetated filter strip. The options are described in detail below.
Option 1 is to use the current design with sand filter underdrain flow to a level spreader, except modify the bypass
structure to route the overflow 10-year storm to a scour hole with non -erosive flow to the wetlands. Option 2 is to send

both sand filter underdrain flow and bypss flow from 10-year storm through a properly designed concrete level spreader
—vegetated filter strip.
Please reference the sketch attached. Let me know if you have any questions.
Regards,
Steve j 141?-
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. PuseyOncdenr.eov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

i
OPTION 'Z ..__._
Aft Ift
-�/--- `- - MHW ` TATIVE
-PROVIDE 25 LF MIN. 4" ,.•, S.D► p
PERFORATED DRAIN LINE. ` i y,, ES
/T � �.��• .ram- ��� R
CONNECT TO UNDERDRAIN r N ----' . ' d* :� I� �.� �2y- FES
4.5
AT ELEV. 4.50 OR AT TOE ' "L� •
OF SLOPE. ; S W� W/CLASS 1
/ /� \ i - • , ' /�S ENERGY DIS:
�� B OW O , 1' - - _ 11. \ 20'Lx15'Wx1'I
24 RC
SILT F� c
SAND F[L1
�� 1 \\ • i} �,! I SEE SHEE
6 - 4" UNDERDRAIN Z \\ a, ! ��g
l LINES X 501 f _
i1/ i h DOUBT �191 f �j'
SILT F
1 1�
It t
y
--EMERC CYSPI
` 1 l rDl� �' `✓p.
1=8.5 \ 18" FE5
�\ 1W/CLASS 1 RIP RAP , ,
, ENERGY DISSIPATOR 1
115'LxtO'Wx1'D
1 �
OTli OWOF 24 / T=9.20 1
My E g I 1-5.65
DING! t! ¢�
T CE,1
AL
180 ES
ft AL
rr
f
1� SINGLE ROW F r j + 1 j p 1� I=9.9i
SILT FENCE ! I f 1 I1=6.05
92 1
o
I. I '.12 oc. \ v t
DRAINAGI \ •� , `��`
DOUB ROW OF ' / ! ; EASEMENT,
S! `': ? I I 1 �.

Pusey, Steven
From:
Pusey, Steven
Sent:
Monday, July 26, 2010 9:21 AM
To:
'Jody Bland'
Cc:
'John Tunstall'; Johnson, Kelly; Lewis,Linda
s!�bject:
RE: South Bridge Subdivision
Please reference Session Law 2008-211, Sec. 2.(b)(1)b.4 which states that stormwater runoff from the development that
is in excess of the design volume must flow overland through a vegetative filter designed in accordance with 15A NCAC
02H.1008 with a minimum length of 50 feet measured from mean high water of Class SA waters.
Also please reference Session Law 2008-211, Sec. 2.(b)(1)b.5 which states that vegetative filters required by this section
may be met concurrently and may contain, in whole or in part, coastal, isolated, or 404 jurisdictional wetlands that are
located landward of the normal waterline. This statement allows you to use the wetlands as your vegetated filter for
the "excess of the design volume" mentioned above. Keep in mind that the flow of stormwater must be at a non -
erosive velocity, which is 2 fps for wetlands. This velocity can be achieved by using a level spreader to diffuse the flow.
You may also reference item 6 of the major design elements for sand filters in the BMP manual which mentions that
vegetated filters for overflows, bypass flows, or discharges are required within % miles of and draining to SA waters.
I hope this clarifies the issue. Please let me know if you have any questions.
Regards,
.SJle fuser,
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Monday; July 26, 2010 8:24 AM
To: Pusey, Steven
Cc: 'John Tunstall'
Subject: RE: South Bridge Subdivision
Hi Steve,
Sorry I haven't gotten back until now. I was out of the office a bit last week on vacation and I have to be out today for
some personal reasons but I wanted to at least get a response back to you.
We talked about this sometime ago and this was a non -issue at that time since if you look at the calculations for the sand
filters. There is no discharge for the one year storm other than that which is already routed through the under drain system
which discharges to a level spreader/ pipe diffusion system. If I recall correctly from memory don't the rules state that the
bypass discharge from the "design storm". So in our case we are already mitigating the entire design storm and any
bypass that would occur above the 1 yr storm which is the regulated storm by NCDENR. We talked about this regarding
the VFS supplement sheet because one of the comments there it explicitly tells you that any bypass flow should be routed
to an energy dissipater prior to entering wetlands.

This is what I can recall from memory. I don't have my BMP manual in front of me at this time. If you need further
discussion I anticipate being back in the office sometime tomorrow.
Thanks,
Jody Bland
A' NORRIS, KUSXE& UI .STAI-t,
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-51.2-81.48
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven [mailto:[e-mail]]
Sent: Wednesday, July 14, 2010 2:48 PM
To: Jody Bland
Cc: John Tunstall; Johnson, Kelly; Lewis,Linda
Subject: South Bridge Subdivision
Importance: High
Jody,
After reviewing the file and drawings for the subject project, I discovered one additional requirement that needs to be
met. It is concerning the sand filter overflow.
In accordance with Session Law and the BMP manual, since this project drains within % mile of SA waters, it is necessary
to route the overflow from the sand filters to a vegetated filter with level spreader. Your vegetated filter can be the
wetlands in this case since the overflow does not have to be infiltrated. Therefore, you will need to provide an
additional connection on your splitter box or add another splitter box to direct the overflow from the sand filter to a
separate level spreader located at the edge (outside) of the wetlands. The vegetated filter area can be shown in the
wetlands.
This level spreader should be sized for the flow of a 10 year, 24 hr storm through the overflow pipe. You may use the
old criteria in the BMP manual to select the length requirement (i.e.-13 ft./cfs) or the new criteria referenced in Table 8-
1 of the BMP manual. Please also reference pages 8-9 thru 8-13 of the BMP manual for other requirements regarding
the additional level spreader / filter strip.
We request your revised and/or additional drawings, supplements, and calculations no later than July 29, 2010. Please
don't hesitate to call if you have any questions, or need additional time.
Regards,
.Stele
Environmental Engineer
NC DENR - Division of Water Quality

NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC.
July 7, 2010
Mr. Steve G. Pusey, Environmental Engineer
NC DENR / Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: South Bridge Subdivision — Phase I
State Stormwater Permit No. SW8 090903
Sneads Ferry, NC
NKT Project No. 07063
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S.Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
Dear Mr. Pusey:
This is the summary of how the final infiltration calculations were conducted per your guidance.
1. Infiltration rate converted to FT/S.
2. Infiltration rate applied to the specified bottom area to obtain Qi„fi, in CFS.
3. AQ = We are required to provide storage for the difference between the pond orifice
discharge and the infiltration area bottom flow rate = CFS
4. Required storage volume obtained by multiplying the AQ by the drawdown time from the
pond = FT3. Drawdown time is from the pond spreadsheet.
5. Volume is verified to determine if ample storage is provided in each basin.
* Note infiltration area 7-12 requires more storage area. A 12" PVC pipe will be bored beneath the
wetlands to utilize the additional storage provided in infiltration area 13. Since both infiltration area
storage elevations are set at 14.75', then equalization will take place. Both pond outlets utilitize a
4" orifice from the pond. Therefore, the 12" connective PVC piping will be sufficient for equalization
purposes. A HydroCad model was provided to illustrate that this is indeed the case. This is the
exact calculation method that was discussed and was requested by NC DENR. This was the last
remaining issue regarding the approval of our stormwater permit.
Attached is the revised Infiltration Basin Supplement (Page 1) for Ponds #7-12 and the clarified
calculation sheet for your continued review and approval. Thank you for your assistance on this
project
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
Joseph K. Bla
JKB/ast/asn 07063 07-07-10-s-sw response-Itr
902 Market Street -Wilmington, NC 28401-4733 - Phone: [phone] - Fax: [phone]

NORRIS, KUSKE & TUNSTALL J. Phillip Norris, P.E.
CONSULTING ENGINEERS, INC. John s.. Pyrtal+, P.E. John A. Kuske, I, P.E.
James T. Pyrtle, P.E. J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 • Phone [phone] • Fax [phone]
E Mail: office@nkteng_com
LETTER OF TRANSMITTAL
To: Steve Pusey
Date: June 21, 2010
Job No. 07063
NC DENR - Wilmington
subject: South Bridge Subdivision
Sneads Ferry, NC
State SW No. SW8 090903
WE ARE SENDING YOU VIA HAND DELIVER
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ® PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have any difficulty
receiving this message.
COPIES
DATE
NO.
DESCRIPTION
2
Phase I Cover Sheet
2
03-05-10
---
DA - Drainage Area Plan Phase I
2
06-15-10
REV
C1 - Grading & Drainage Plan
C2 - Grading & Drainage Plan
2
06-15-10
REV
2
06-15-10
REV
C3 - Grading & Drainage Plan 2 2 2010
2
05-06-10
R2
C4 - Grading & Drainage Plan BY:
2
04-29-10
R2
C5 - Grading & Drainage Plan
2
06-15-10
REV
Cfi - Layout Plan
2
06-15-10
REV
C7 - Layout Plan
2
06-15-10
REV
C8 - Layout Plan
❑ AS REQUESTED
❑ FOR YOUR USE
❑ FOR REVIEW AND COMMENT El FOR APPROVAL
❑ FOR BIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: Per your various e-mail comments with John Tunstali, P.E. and Jody Bland. Please feel free to contact
us if you need any additional information. Thank you.
CC:
Page 1 or 3
SIGNED John S. Tunstall, P.E. / asn
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately notify the sender and
return to the address above.

NORRIS, KUSKE & TUNSTALL J. Phillip Norris, P.E.
CONSULTING ENGINEERS INC. John S. Tunstall, P.E. John A. Kuske, li+, P.E.
James T. Pyrtle, P.E. J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 • Phone [phone] • Fax [phone]
E Mak office@nldeng_com
LETTER OF TRANSMTTTAI
eve Pusey
Date: June 21, 2010
Job No. 07063
DENR - Wilmington
subject: South Bridge Subdivision
FWEAREE
Sneads Ferry, NC
State SW No. SW8 090903
SENDING YOU VIA HAND DELIVER
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ® PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have any difficulty
receiving this message..
COPIES
DATE
NO.
DESCRIPTION
2
06-15-10
REV
C9 - Layout Plan
2
06-16-10
R2
C14 - Pond #13 Details
2
03-05-10
---
C15 - Pond #14 Details
2
06-16-10
R2
C16 - Pond #7-12 Details
2
03-16-10
A2
C17 -Sand Filter Details
2
03-16-10
A2
C18 - Sand Filter Details
2
03-16-10
A2
C19 - Sand Filter Details
2
03-16-10
A2
C20 - Sand Filter Details
2
03-05-10
----
C21 - Sand Filter Details
2
06-16-10
R4
C22 - Grading and Drainage Notes and Details
❑ AS REQUESTED
❑ FOR YOUR USE
❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
❑ FOR BIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: Per your various e-mail comments with John Tunstall, P.E. and Jody Bland. Please feel free to contact
us if you need any additional information. Thank you.
Page 2 or 3
CC: SIGNED John S. Tunstall, P.E. / asn
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited. if you have. received- this document in error please immediately notify the sender and
return to the address above.

NORRIS, KUSKE & TUNSTALL J. Phillip Norris, P.E.
CONSULTING ENGINEERS INC. Johns.. Tunstall, P.E. .tohrrA. Kuske, 11+, P.E.
� James T. Pyrtle, P.E. J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 • Phone [phone] • Fax [phone]
E MaiL. ofke@nkteng_com
LETTER OF TRANSMITTAL
To: Steve Pusey
Date: June 21, 2010 11
Job No. 07063
NC DENR - Wilmington
subject: South Bridge Subdivision
Sneads Ferry, NC
State SW No. SW8 090903
WE ARE SENDING YOU VIA HAND DELIVER
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ® PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have any difficulty
receiving this message.
COPIES
DATE
NO.
DESCRIPTION
2
03-05-10
----
C23 - Grading and Drainage Notes and Details
2
03-05-10
----
C24 - Erosion Control Details
1
06-21-10
Revised NC DENR Infiltration Basin Supplement (DA #7-12)
1
06-18-10
Revised NC DENR Infiltration Basin Supplement (DA #13A & 13B)
1
06-21-10
Revised Calculations
❑ AS REQUESTED
❑ FOR YOUR USE
❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
❑ FOR BIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: Per your various e-mail comments with John Tunstall, P.E. and Jody Bland. Please feel free to contact
us if you need any additional information. Thank you.
Page 3 or 3
CC: SIGNED John S. Tunstall, P.E. / asn
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited-. it you have received- this document in error ptease immediately notify the sender and
return to the address above.

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIVISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
�aassa���a/r
�• ... .�
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SEAL''
19851
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S 71JAeS e��e
Revised June 2010 I JUN 2 2 2010
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 281401
[phone]
[phone] (Fax)
NKT Project No. 07063

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Date Design Sheel
NORRIS, KUSKE&TUNSTALL Wilmington, NC
Brunswick County CONSULTING ENN GIEERS, INC. , NC
f
Check Job For Job N-F
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Nate Design Sheet
s°�'� NORRIS, KUSKE &TUNSTALL Wilmington, NC
y;s y r� CONSULTING ENGINEERS, INC. Brunswick County, NC Ot
Check Job For Job No.
S7-
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H:%PROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 06-15-10 Type 1l 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 6/16/2010
Pond 7 -12 INFIL: Infiltration
Inflow Area = 19.477 ac, Inflow Depth > 1.91" for 070631yr -24hr event
Inflow = 0.65 cfs @ 24.12 hrs, Volume= 3.096 of
Outflow = 0.64 cfs @ 18.19 hrs, Volume= 2.743 af, Men= 1 %, Lag= 0.0 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.42 cfs @ 68.19 hrs, Volume= 2.033 of
Secondary = 0.30 cfs @ 18.19 hrs, Volume= 0.710 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 14.39'@ 68.19 hrs Surf.Area= 9,230 sf Storage=15,418 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 56.5 min (2,446.6 - 2,390.1 )
Volume Invert Avail.Storage Storage Description
#1 12.50' 21,256 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(fleet) (sq-ft) (cubic -feet) (cubic -feet)
12.50 7,082 0 0
15.00 9,923 21,256 21,256
Device Routing Invert Outlet Devices
#1 Primary 0.00' 1.980 in/hr Exfiltration over Surface area
#2 Secondary 12.50' 12.0" x 90.0' long Culvert RCP, mitered to conform to fill, Ke= 0.700
Outlet Invert-- 11.00' S= 0.0167'f Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#3 Discarded 10.10' 15.0" x 40.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 10.00' S= 0.00257 Cc= 0.900
n= 0.012 Concrete pipe, finished
#4 Device 3 14.75' 2.00' x 2.00' Horia. Orifice/Grate Limited to weir flow C= 0.600
iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.50' (Free Discharge)
Culvert (Passes 0.00 cfs of 7.27 cfs potential flow)
�_Orif lce/Gratee ( Controls 0.00 cfs)
nmary OutFlow Max=0.42 cfs @ 68.19 hrs HW=14.39' (Free Discharge)
1=Exfiltration (Exfiltration Controls 0.42 cfs)
Secondary OutFlow Max=0.30 cfs @ 18.19 hrs HW=12.79' TW=12.19' (Dynamic Tailwater)
2--Culvert (Inlet Controls 0.30 cfs @ 1.6 fps)

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 06-15-10 Type ll 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 6/16/2010
it
m 14
e
0
d
w
13
Pond 7 -12 INFIL: Infiltration
Hydrograph
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 7 -12 INFIL: Infiltration
Stage -Discharge
�e Culvert M Y
0 1 2 3 4 5 6 7 8
Discharge (cis)
— Inflow
— Outflow
— Discarded
— Primary
— Secondary
-- Total
A Discarded
Primary
Secondary

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Caics\HydroCad\
07063 Pre -Post 06-15-10 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 6/16/2010
Stage -Area -Storage for Pond 7 - 12 INFIL: Infiltration
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
12.50
7,082
0
12.55
7,139
356
12.60
7,196
714
12.65
7,252
1,075
12.70
7,309
1,439
12.75
7,366
1,806
12.80
7,423
2,176
12.85
7,480
2,548
12.90
7,537
2,924
12.95
7,593
3,302
13.00
7,650
3,683
1105
7,707
4,067
13.10
7,764
4,454
13.15
7,821
4,843
13.20
7,877
5,236
13.25
7,934
5,631
13.30
7,991
6,029
13.35
8,048
6,430
13.40
8,105
6,834
13.45
8,162
7,241
13.50
8,218
7,650
13.55
8,275
8,063
13.60
8,332
8,478
13.65
8,389
82896
13.70
8,446
9,317
13.75
8,503
9,740
13.80
8,559
10,167
13.85
8,616
10,596
13.90
8,673
11,028
13.95
8,730
11,464
14.00
8,787
11,901
14.05
8,843
12,342
14.10
8,900
12,786
14.15
8,957
13,232
14.20
9,014
13,681
14.25
9,071
14,134
14.30
9,128
14,589
14.35
9,184
15,046
14.40
9,241
15,507
14.45
9,298
15,970
14.50
9,355
16,437
14.55
9,412
16,906
14.60
9,468
17,378
14.65
9,525
17,853
14.70
9,582
18,330
14.75
9,639
18,811
14.80
9,696
19,294
14.85
9,753
19,781
14.90
9,809
20,270
14.95
9,866
20,762
15.00
9,923
21,256

H:1PROJECTS12007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 06-15-10 Type // 24-hr 07063 9 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 6/16/2010
Pond 13-Infil: Infiltration
Inflow Area = 14.323 ac, Inflow Depth > 3.26" for 07063 1 yr -24hr event
Inflow =
0.99 cfs @
18.19 hrs,
Volume=
3.887 of
Outflow =
0.63 cfs @
68.19 hrs,
Volume=
3.002 af, Atten= 37%, Lag= 2,999.9 min
Primary =
0.63 cfs @
68.19 hrs,
Volume=
3.002 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 14.39'@ 68.19 hrs Surf.Area=13,752 sf Storage= 38,651 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 212.1 min ( 2,532.8 - 2,320.7 )
Volume Invert Avail.Storage Storage Description
#1 11.00, 47,312 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
11.00 9,058 0 0
15.00 14,598 47,312 47,312
Device Routing Invert Outlet Devices
#1 Primary 0.00' 1.980 in/hr Exfiltration over Surface area
#2 Secondary 10.75' 15.0" x 40.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 5.00' S= 0.1437 T Cc= 0.900
n= 0.012 Concrete pipe, finished
#3 Device 2 14.75' 4.00' W x 4.00' H Vert. Orifice/Grate C= 0.600
Primary OutFlow Max=0.63 cfs @ 68.19 hrs HW=14.39' (Free Discharge)
't-1=Exfiltration (Exfiltration Controls 0.63 cfs)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=11.00' (Free Discharge)
Culvert (Passes 0.00 cfs of 0.30 cfs potential flow)
3=Orifice/Grate ( Controls 0.00 cfs)

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 06-15-10 Type 1124-hr 07063 1 yr -24hr Rainfall a V"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 6/16/2010
Pond 13-Infil: Infiltration
Hydrograph
1
OX
0
0.99 oft
Inflow Area=14.323 ac
Peak Elev=14.39'
e=38,651' cf
0.63 cfs
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72
Time (hours)
Pond 13-Infil: Infiltration
Stage -Discharge
4 6 a 1n 112 1d 1R
Discharge (cfs)
- Inflow
— Outflow
— Primary
Secondary
Total
Primary
Secondary

HAPROJECTS\2007107063 SOUTH BRIDGE\Calcs\HydraCadl
07063 Pre -Post 06-15-10 Type 11 24-hr 07063 i yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 6/16/2010
Stage -Area -Storage for Pond 13-Infil: Infiltration
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
11.00
9,058
0
11.10
9,197
913
11.20
9,335
1,839
11.30
9,474
2,780
11.40
9,612
3,734
11.50
9,751
4,702
11.60
9,889
5,684
11.70
10,027
6,680
11.80
10,166
7,690
11.90
10,305
8,713
12.00
10,443
9,751
12.10
10,582
10,802
12.20
10,720
11,867
12.30
10,859
12,946
12.40
10,997
14,039
12.50
11,136
15,145
12.60
11,274
16,266
12.70
11,413
17,400
12.80
11,551
18,548
12.90
11,690
19,710
13.00
11,828
20,886
13.10
11,967
22,076
13.20
12,105
23,279
13.30
12,244
24,497
13.40
12,382
25,728
13.50
12,521
26,973
13.60
12,659
28,232
13.70
12,798
29,505
13.80
12,936
30,792
13.90
13,075
32,092
14.00
13,213
33,407
14.10
13,352
34,735
14.20
13,490
36,077
14.30
13,629
37,433
14.40
13,767
38,803
14.50
13,906
40,186
14.60
14,044
41,584
14.70
14,183
42.995
14.80
14,321
44,420
14.90
14,460
45,859
15.00
14,598
47,312
1
14,598
, 12
15.30
14, 598
47, 312
15.40
14,598
47,312
15.50
47,312
15.60
47,312
15.70
14,598
_ 47,312
15.80
14,598
47,312
1 §09de#
14,598
12
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
1 20
14,598
47,3
16. 0
14,598
47 12
16.
14,598
4 ,312
16.50
14,598
17,312
16.60
14,598
47,312
16.70
14,598
47,312
16.80
14,598
47,312
16.90
14,598
47,312
17.00
14,598
47,312
17.10
4,598
47,312
17.20
,59
47,312
17.30
1
47,312
17.40
14 8
47,312
17.50
1 ,5
47,312
17.60
,59
47,312
17.70
14,598
47,312
17.80
14,598
47,312
17.90
14,598
47,312
18.00
14,598
47,312
18.10
14,598
47,312
18.20
14,598
47,312
18.3
14,598
7,312
18.
14,598
312
1 0
14,598
4 , 12
.60
14,598
47,
14:15 = 45-706

Pusey, Steven
From: Pusey, Steven
Sent: Tuesday, June 08, 2010 11:29 AM
To: 'John Tunstall'
Cc: 'Jody Bland'; Lewis,Linda; Johnson, Kelly; 'Amy'
Subject: RE: South Bridge permit
John,
We have discussed this issue with management in Raleigh and they have advised that you may proceed under the
following guidelines.
We concur that you can use SCS runoff method in order to produce complete inflow hydrographs.
We do not believe that the infiltration rate would increase overtime, therefore, please revise your infiltration
basin design using an exfiltraton flow curve that is horizontal, based on a constant infiltration rate.
We will need your revised calculations, supplements, and plans submitted within 15 days from this date, or by latest
June 23, 2010. Please advise if you need additional time or if you have any questions.
Best regards,
54e91e_u11,/,,
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Stev-!n.Pusevr. rcci:c:nr.c.ov
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.
From: John Tunstaii fmailto:[e-mail]]
Sent: Monday, June 07, 2010 4:25 PM
To: Pusey, Steven
Cc: 'Jody Bland'; Lewis,Linda; Johnson, Kelly; 'Amy'
Subject: RE: South Bridge permit
Steve
In response to your questions below, please find the following:
1) The rational method is riot recommended for the design and analysis of storm water detention facilities. The
hydrographs produced by using the rational method do not reflect the total storm runoff volume or the intensity
variation of the storm over time. Therefore it is recommended to use SCS runoff mpthnd in nrripr to nrndi irA
complete inflow hydrographs as required for accurate routing of the system. The rational method is intended to
determine peak runoff and is totally dependent upon the correct "C" value and Intensity assigned. Your
subsequent email ( listed below the original) references the standard orifice equation and the simple method to
determine the volume required. Our discharge from the pond to the infiltration basin uses the circular orifice
equation and The simple method is used to calculate volume in the stormwater pond. In regards to the volume
required in the infiltration basin, the rules and regulations state the secondary device must treat discharge of
design storm from the wet pond. Our model proves that the basin adequately stores and infiltrates the
discharge of the design storm. We contend our storage volume of the basin meets the peak required storage
and is adequate to meet the intent of the regulation.

2) The Hydrocad hydrograph does reflects the infiltration rate increasing with time. Infiltration into soils is complex
because the hydraulic gradient varies over time as ponding depth varies and as the suction is altered by adding
water. The model reflects infiltration only through the bottom of the basin and not the sides of the basin.
I hope this answers your concerns. Please feel free to call if you have any other questions.
Thanks
John
From: Pusey, Steven [mailto:[e-mail]]
Sent: Friday, May 14, 2010 4:39 PM
To: Tunstall, John
Cc: Jody Bland; Lewis,Linda; Johnson, Kelly
Subject: South Bridge permit
Dear Mr. Tunstall:
In the absence of specific design guidance in the 2008 Rules for secondary BMP's after a wet pond within % miles of SA
waters, we are considering your Hydrocad graph and calculations. We have the following concerns:
1. The orifice peak inflow rate stated in your calculations and graph, 0.64 cfs, seems low compared to the peak
flow we calculated, 0.74 cfs. Our calculation uses the Rational method. Please try to explain this difference.
The Hydrocad graph shows increasing exfiltration flow rate vs. increasing time. We do not believe that
increasing head above the infiltration basin bottom would cause an increase in the exfiltration flow rate since
the equation for this is simply infiltration rate (ft/s) x area (sf). The only thing that makes sense is that the area
increases over time but we cannot allow for increasing area in the calculation. Therefore, in order to make this
Hydrocad graph work, the exfiltration flow curve should be changed to a horizontal line based on a constant
exfiltration flow rate.
If you feel that we are in error, please submit your response to this e-mail with your concepts, and list any questions that
you have about this project. If we mutually agree that a meeting is necessary, we will schedule this as soon as possible.
Best regards,
.54e11e f userl
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven.F'usncdenr.cjqv_
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.
John:
I want to make a slight correction and clarification to my previous e-mail about item #1, peak flow from the orifice. This
is based on the standard orifice equation. The rational method is used for peak flow of the storm. Our storage volume
is based on the Simple method. This is the volume that must draw down through the orifice.

Pusey, Steven
From: Bennett, Bradley
Sent: Tuesday, June 08, 2010 10:51 AM
To: Pusey, Steven
Cc: Lewis,Linda; Vinson, Scott; Dumpor, Samir; Patterson, Robert
Subject: RE: South Bridge Subdivision
Steve,
I don't have a problem with what you are proposing. I will admit that I haven't looked at this issue really closely and
Robert is out of the office until next Tuesday. I would say that for now you should ask for the revision as you have stated
and that we should look at this issue as a group for further discussion. I have copied Scott and Samir on this also so they
can be considering this as well.
M.
Bradley Bennett
Stormwater Permitting Unit
NC Division of Water Quality
1617 Mail Service Center
Raleigh, NC 27699-1617
Phone: [phone]
Fax: [phone]
Email: bradlev�hPnnettancd1enr..go_v (New Email Address)
Web: WI h2o, ni..state.nc us(su ind . l tm
Email correspondence to and from this address may be subject to the North Carolina Public Records Law and may be disclosed to third parties
From: Pusey, Steven
Sent: Tuesday, June 08, 2010 10:46 AM
To: Patterson, Robert; Bennett, Bradley
Cc: Lewis,Linda
Subject: South Bridge Subdivision
Importance: High
Gentlemen:
You should have received an email from Linda Lewis yesterday about the South Bridge project. We need your response
immediately as this project has been lingering on for a long time.
The big question is how we calculate the volume required for the secondary infiltration basin. The engineer stated that
their Hydrocad hydrograph reflects the infiltration rate increasing with time. They say this is because the hydraulic
gradient varies over time as pond depth varies and as the suction is altered by adding water. From previous discussion
with the engineer, I believe he is referring to the effect on the orifice pipe inlet to the infiltration basin. Head on top of
the inlet pipe changes the flow characteristics through the orifice.
From some research, I don't believe the infiltration rate would increase due to additional head on top of the infiltration
basin unless the head is greater than 4' (not typical). Also concerning increasing infiltration rate with time, I don't know
how we could ever calculate that. There is too much uncertainty and it would be complex. Therefore, I don't think we
should consider increasing infiltration rate with time. However, the flow rate through the orifice does change with time
so I think we should consider that. The bottom line is that they could use their inflow curve but their infiltration curve

should be flat instead of increasing. This makes the required volume slightly lar than what they have provided. So,
my opinion is that they need to revise their plans.
Please advise your guidance on this matter as soon as possible.
Thanks,
SteUe J R-11ef-
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

Pusey, Steven
From: John Tunstall [e-mail]]
Sent: Friday, May 21, 2010 7:25 AM
To: Pusey, Steven
Cc: 'Jody Bland'
Subject: RE: South Bridge permit
Thanks Steve. I will reply the first of next week to you email.
John
From: Pusey, Steven [mailto:[e-mail]]
Sent: Friday, May 14, 2010 4:51 PM
To: Tunstall, John
Cc: Jody Bland
Subject: South Bridge permit
John
I want to make a slight correction and clarification to my previous e-mail about item #1, peak flow from the orifice. This
is based on the standard orifice equation. The rational method is used for peak flow of the storm. Our storage volume
is based on the Simple method. This is the volume that must draw down through the orifice.
I think your calculations matched ours except for the orifice. Please let me know if you have further questions.
Regards,
Steve_11�trfetl
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Stev_en.Pusey ncdenr,g_nv
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.

Pusey, Steven
From: Lewis,Linda
Sent: Friday, May 14, 2010 9:54 AM
To: Pusey, Steven; Johnson, Kelly
Subject: FW: Secondary BMP design guidance
Steve & Kelly,
These are my remaining concerns with the secondary BMP at the Southbridge project. If you set up a meeting
with NKT, please make sure these issues are discussed.
Thanks,
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: Patterson, Robert
Sent: Thursday, May 13, 2010 7:17 AM
To: Lewis,Linda; Bennett, Bradley; Vinson, Scott
Cc: Scott, Georgette
Subject: RE: Secondary BMP design guidance
I think this sounds acceptable.
Robert D. Patterson, PE
Environmental Engineer
NCDENR I DWQ I Stormwater Permitting
1617 Mail Service Center, Raleigh, NC 27699-1617 (Mail)
512 N. Salisbury St, Raleigh, NC 27604 1 9th Floor (Location & Parcels)
[phone] Phone [phone] Fax
Email: rrobert.pattersonOncdenneov
Website: htW://nortal.ncdenr.or /g web/wq/ws/su
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From: Lewis,Linda
Sent: Wednesday, May 12, 2010 12:45 PM
To: Bennett, Bradley; Patterson, Robert; Vinson, Scott
Cc: Scott, Georgette
Subject: Secondary BMP design guidance

In the absence of specific design guidance in the 2008 rules for secondary BMP's after a wet pond within 1/2
mile of SA waters, we are thinking about offering the following one-time proposal to NKT Engineering in order
to issue the Southbridge permit that Steve Pusey has been working on.
The consultants have submitted a design wherein the orifice inflow (discharge from the wet pond) and the
infiltration outflow are modeled and routed through the infiltration basin.
1. For some reason, the orifice peak flowrate used as inflow in the HydroCAD report from the consultant is
less than the calculated orifice peak flow under full head from our spreadsheet, which uses the Simple
Method volume and the standard orifice equation. I intend to ask them to show a peak inflow in the
HydroCAD report that equals the peak orifice flow as calculated via our spreadsheet.
2. The HydroCAD report also shows a curved output line depicting an increasing flowrate via infiltration as
time goes by. The consultant believes that the rate at which the standing water infiltrates will increase
as the standing water gets deeper. Our experience is that the infiltration rate is determined using a
standard infiltrometer ring test with a standard beginning water depth, and the flowrate does not
increase with the depth of the water column. I intend to ask them to recalculate the infiltration outflow
curve on the hydrograph such that it is a straight line set at the corresponding outflow rate based on the
available bottom surface area (sq. ft) and the infiltration rate in units of distance over time.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to.third parties.

Pusey, Steven
From: Patterson, Robert
Sent: Monday, May 10, 2010 9:58 AM
To: Pusey, Steven
Subject: RE: South Bridge project - 2nd BMP
I think that makes sense.
Robert D. Patterson, PE
Environmental Engineer
NCDENR ! DWQ I Stormwater Permitting
1617 Mail Service Center, Raleigh, NC 27699-1617 (Mail)
512 N. Salisbury St, Raleigh, NC 27604 (Location & Parcels)
[phone] Phone [phone] Fax
Email: robert.patterson(lancdenr.eov
Website: http://Portal.ncdenr.org/web/wq/ws/su
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Law and may be disclosed to third parties.
From: Pusey, Steven
Sent: Thursday, May 06, 2010 3:58 PM
To: Patterson, Robert
Subject: RE: South Bridge project - 2nd BMP
Yes, WIRO reviews infiltration basins based on the bottom area.
Concerning wet ponds, we use the average flow rate normally.
I think we should base the inflow to the secondary basin on the average flow rate through the pond
orifice over the calculated drawdown time, then subtract the total outflow over a maximum 5-day
period (via exfiltration from the secondary basin). The difference, if positive, would be the
required storage volume in the secondary basin.
Does this make sense to you?
Steve Pusey
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: [e-mail]<mailto:Jeff.Manning ncdenr.eov>
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may
be disclosed to third parties.
From: Patterson, Robert
Sent: Thursday, May 06, 2010 2:26 PM
To: Pusey, Steven
Subject: RE: South Bridge project - 2nd BMP
1

Steve,
We should review it consistent with other infiltration basins ... using the bottom SA, and not the
sides. Isn't this how WiRO reviews normal inf. basins?
Can you refresh me as to the inflow we discussed before? I don't think we want to use the
Hydrocad data since we don't usually accept that for the drawdown calcs. Would you use the
average or peak flow from the pond?
Robert D. Patterson, PE
Environmental Engineer
NCDENR I DWQ I Stormwater Permitting
1617 Mail Service Center, Raleigh, NC 27699-1617 (Mail)
512 N. Salisbury St, Raleigh, NC 27604 1 9th Floor (Location & Parcels)
[phone] Phone [phone] Fax
Email: robert.patterson(@ncdenr.Rov
Website: http://portal.ncdenr.org/web/wq/ws/su
P Before printing this email, please consider your budget and the environment.
If you must print, please print only what you need and save ink with the free Eco-
Font<http://www.ecofont.eu/downloads en.html>.
E-mail correspondence to and from this address may be subject to the North Carolina Public Records
Law and may be disclosed to third parties.
From: Pusey, Steven -
Sent: Thursday, May 06, 2010 1:39 PM
To: Patterson, Robert
Subject: South Bridge project - 2nd BMP
Robert,
I hope you are doing well. I have some more questions on the same project we discussed a couple
weeks ago.
I am going over the final review on the subject project. The engineer is proposing to use the
overall surface area under the water surface for calculating infiltration of the secondary BMP
infiltration basin. This reduces the required storage volume. Can we consider this or does it
conflict with our method of reviewing all infiltration basins? As a review process, I was
thinking that we could use the average surface area between the storage volume and the bottom of
the basin to calculate the surface area to be used for infiltration. This would approximate what
they are trying to do.
Also, concerning the inflow to the infiltration basin, should we use the average inflow for the
drawdown period of the primary detention pond as discussed before, or can we use the total time
according to their time of concentration using Hydrocad? It's in SA waters so they have to use
the 1-yr, 24-hour storm. I would think that we have to use the initial method discussed.
Look forward to hearing back from you as soon as possible.
Thanks,
Steve Pusey
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: [e-mail]<mailto:leff.Mannine()ancdenr.Rov>
z

E-mail correspondence to and from this address may be subject to the NC Public Records Law and may
be disclosed to third parties.

NORRIS, KUSKE & TUNSTALL J. Phillip Norris, P.E.
John S. Tunstall, P.E. CQNSULTING ENGINEERS, INC. James T. Pyrte, P.E. John J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 • Phone [phone] • Fax [phone]
E-Mail: [e-mail]
LETTER OIL TRANSMITTAI
To: Steve Pusey
Date: April 29, 2010
Job No. 07063
NC DENR - Wilmington
subject: South Bridge Subdivision
Sneads Ferry, NC
State SW No. SW8 090903
WE ARE SENDING YOU VIA HAND DELIVER
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ISI PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have any difficulty
receiving this message.
COPIES
DATE
NO.
DESCRIPTION
1
Revised Infiltration Basin Supplement for DA #7412
1
Revised Infiltration Basin Supplement for DA #13A-#13B
1
04-10
Copy of Revised Stormwater Calculations
2
04-29-10
R1
C5 - Grading & Drainage Plan
2
04-29-10
R1
C14 - Pond #13 Details
2
04-29-10
R1
C16 - Pond #7-12 Details
❑ AS REQUESTED
❑ FOR YOUR USE
❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
❑ FOR BIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: Per your e-mail comments with Jody Bland. Please fee! free to contact us if you need any additional
information. Thank you.
CC: SIGNED John S. Tunstall, P.E. / asn
�9.
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. if you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately notify the sender and
return to the address above.

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIVISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
,u4�;'r�r3•
4�
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10
�'r1�37g1t1� 1'�•A `
ti
Revised April 2010
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

Date Design A Sheet
,A- & NORRIS, KUSKE TUNSTALL Wilmington, NC
14/te) Aet'-t- CONSULTING ENGINEERS, INC. Brunswick County, NC Ot
For
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H:IPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 04-28-10 Type 11 24-hr 070631 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 4/28/2010
Pond 7 -12: Infiltration Area
Inflow Area = 19.477 ac, Inflow Depth > 1.51" for 070631yr -24hr event
Inflow = 0.64 cfs @ 20.21 hrs, Volume= 2.453 of
Outflow = 0.37 cfs @ 61.82 hrs, Volume= 1.651 af, Atten= 43%, Lag= 2,496.5 min
Primary = 0.37 cfs @ 61.82 hrs, Volume= 1.651 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 19.16'@ 61.82 hrs Surf.Area= 7,971 sf Storage= 35,327 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 402.6 min ( 2,621.5 - 2,218.9 )
Volume Invert Avail.Storace Storage Description
#1 12.00' 42,344 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
12.00 1,900 0 0
20.00 8,686 42,344 42,344
Device Routing Invert Outlet Devices
#1 Primary 0.00' 1.980 in/hr EAltration over Surface area
#2 Secondary 15.81' 15.0" x 60.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert=15.00' S= 0.0135 7 Cc= 0.900
n= 0.012 Concrete pipe, finished
#3 Device 2 19.75' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
Primary OutFlow Max=0.37 cfs @ 61.82 hrs HW=19.16' (Free Discharge)
L1=EAltration (Exfiltration Controls 0.37 cfs)
jecondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge)
2=Culvert ( Controls 0.00 cfs)
3=Orifice/Grate ( Controls 0.00 cfs)

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 04-28-10 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 4/28/2010
Pond 7 -12: Infiltration Area
Hydrograph
0.7
0.64 d A — Inflow
0.65Outflow
_ — Primary
0.6 �nflow Area= .477 aq _Secondary
0.5 -Peak: El 409. 61
0.45 _Stora.ge=35.327_Of _
u 0.4 0.3T Cfs S
c 0.35
a 0.3
0.25
0.2
-jt,,4
0.15
- _
000 cis
0
0 2 4 A. 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 466 68 70 72
Time (hours)
Pond 7 -12: Infiltration Area
Stage -Discharge
— Total
Primary
Secondary
0 1 2 3
Discharge (cfs)

HAPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 04-28-10 Type/1 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 4/28/2010
Stage -Area -Storage for Pond 7 -12: Infiltration Area
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
12.00
1,900
0
12.10
1,985
194
12.20
2,070
397
12.30
2,154
608
12.40
2,239
828
12.50
2,324
1,056
12.60
2,409
1,293
12.70
2,494
1,538
12.80
2,579
1,791
12.90
2,663
2,054
13.00
2,748
2,324
13.10
2,833
2,603
13.20
2,918
2,891
13.30
3,003
3,187
13.40
3,088
3,491
13.50
3,172
3,804
13.60
3,257
4,126
13.70
3,342
4,456
13.80
3,427
4,794
13.90
3,512
5,141
14.00
3,597
5,497
14.10
3,681
5,860
14.20
3,766
6,233
14.30
3,851
6,614
14.40
3,936
7,003
14.50
4,021
7,401
14.60
4,105
7,807
14.70
4,190
8,222
14.80
4,275
8,645
14.90
4,360
9,077
15.00
4,445
9,517
15.10
4,530
9,966
15.20
4,614
10,423
15.30
4,699
10,889
15.40
4,784
11,363
15.50
4,869
11,846
15.60
4,054
12,337
15.70
5,039
12,836
15.80
5,123
13,344
­MM- -
-5;208--
13;Wl-
16.00
5,293
14,386
16.10
5,378
14,920
16.20
5,463
15,462
16.30
5,547
16,012
16.40
5,632
16,571
16.50
5,717
17,139
16.60
5,802
17,714
16.70
5,887
18,299
16.80
5,972
18,892
16.90
6,056
19,493
17.00
6,141
20,103
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
17.10
6,226
20,721
17.20
6,311
21,348
17.30
6,396
21,984
17.40
6,481
22,627
17.50
6,565
23,280
17.60
6,650
23,941
17.70
6,735
24,610
17.80
6,820
25,288
17.90
6,905
25,974
18.00
6,990
26,669
18.10
7,074
27,372
18.20
7,159
28,083
18.30
7,244
28,804
18.40
7,329
29,532
18.50
7,414
30,269
18.60
7,498
31,015
18.70
7,583
31,769
18.80
7,668
32,532
18.90
7,753
33,303
19.00
7,838
34,082
19.10
7,923
34,870
19.20
8,007
35,667
19.30
8,092
36,472
19.40
8,177
37,285
19.50
8,262
38,107
19.60
8,347
38,937
19.70
8,432
39,776
19.80
8,516
40,624
19.90
8,601
41,480
20.00
8,686
42,344

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 04-28-10 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HYdroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 4/28/2010
Pond 13-Infil: Secondary Infiltration
Inflow Area = 14.323 ac, Inflow Depth > 2.61" for 070631yr -24hr event
Inflow = 0.70 cfs @ 19.99 hrs, Volume= 3.121 of
Outflow = 0.50 cfs @ 65.75 hrs, Volume= 2.370 af, Atien= 28%, Lag= 2,745.5 min
Primary = 0.50 cfs @ 65.75 hrs, Volume= 2.370 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 14.72'@ 85.75 hrs Surf.Area=10,973 sf Storage= 32,898 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 227.3 min ( 2,544.7 - 2,317.4 )
Volume Invert Avail.Storage Storage Description
#1 11.00, 35,976 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
11.00 6,698 0 0
15.00 11,290 35,976 35,976
Device Routing Invert Outlet Devices
#1 Primary 0.00' 1.980 in/hr Wiiltration over Surface area
#2 Secondary 10.75' 16.0" x 40.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 5.00' S= 0.1437'f Cc= 0.900
n= 0.012 Concrete pipe, finished
#3 Device 2 14.75' 4.00' W x 4.00' H Vert. Orifice/Grate C= 0.600
nmary OutFlow Max=0.50 cfs @ 65.75 hrs HW=14.72' (Free Discharge)
=Exfiltration (Exfiltration Controls 0.50 cfs)
tecondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=11.00' (Free Discharge)
tCulvert (Passes 0.00 cfs of 0.30 cfs potential flow)
3=Orifice/Grate ( Controls 0.00 cfs)

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Post 04-28-10 Type 1124-hr 070631 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 4/28/2010
Pond 13-Infil: Secondary Infiltration
Hydrograph
0.75
0.70 sfs — Inflow
0.7 - — Outflow
— Primary
BS inflow Area=14323 a� -Secondary
0.6
A-Ele:VO4.72r
Ms
Pond 13-Infil: Secondary Infiltration
Stage -Discharge
Total
Primary
Secondary
Discharge (cfs) -

HAPROJECTS12007107063 SOUTH BRiDGE1CalcslHydroCadl
07063 Pre -Post 04-28-10 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 4/28/2010
Stage -Area -Storage for Pond 13-Infil: Secondary Infiltration
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
11.00
6,698
0
11.10
6,813
676
11.20
6,928
1,363
11.30
7,042
2,061
11.40
7,157
2,771
11.50
7,272
3,493
11.60
7,387
4,225
11.70
7,502
4,970
11.80
7,616
5,726
11.90
7,731
6,493
12.00
7,846
7,272
12.10
7,961
8,062
12.20
8,076
8,864
12.30
8,190
9,677
12.40
8,305
10,502
12.50
8,420
11,339
12.60
8,535
12,186
12.70
8,650
13,045
12.80
8,764
13,916
12.90
8,879
14,798
13.00
8,994
15,692
13.10
9,109
18,597
13.20
9,224
17,514
13.30
9,338
18,442
13.40
9,453
19,381
13.50
9,568
20,333
13.60
9,683
21,295
13.70
9,798
22,269
13.80
9,912
23,255
13.90
10,027
24,252
14.00
10,142
25,260
14.10
10,257
26,280
14.20
10,372
27,311
14.30
10,486
28,354
14.40
10,601
29,409
14.50
10,716
30,475
14.60
i0,831
31,552
14.70
10,946
32,641
14.80
11,060
33,741
._.- --
14.90
-�i75- - -
---34,8�3 -
15.00
11,290
35,976
15.10
11,290
35,976
15.20
11,290
35,976
15.30
11,290
35,976
15.40
11,290
35,976
15.50
11,290
35,976
15.60
11,290
35,976
15.70
11,290
35,976
15.80
11,290
35,976
15.90
11,290
35,976
16.00
11,290
35,976
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
16.10
11,290
35,976
16.20
11,290
35,976
16.30
11,290
35,976
16.40
11,290
35,976
16.50
11,290
35,976
16.60
11,290
35,976
16.70
11,290
35,976
16.80
11,290
35,976
16.90
11,290
35,976
17.00
11,290
35,976
17.10
11,290
35,976
17.20
11,290
35,976
17.30
11,290
35,976
17.40
11,290
35,976
17.50
11,290
35,976
17.60
11,290
35,976
17.70
11,290
35,976
17.80
11,290
35,976
17.90
11,290
35,976
18.00
11,290
35,976
18.10
11,290
35,976
18.20
11,290
35,976
18.30
11,290
35,976
18.40
11,290
35,976
18.50
11,290
35,976
18.60
11,290
35,976
18.70
11,290
35,976

Pusey, Steven
From:
Pusey, Steven
Sent:
Friday, April 09, 2010 2:03 PM
To:
'Jody Bland'
Cc:
Tunstall, John
Subject:
South Bridge project
I am still waiting to hear from you about your Hydrocad calculations on the subject project. However, in the meantime,
we do have a confirmed way to review the calculations regarding the secondary BMP. After reviewing with this method,
it appears that you do not have enough storage volume in basin #7-12 or #13. The required storage volume will depend
on the geometry of the pond, the average orifice flow rate, the drawdown time of the pond, and the infiltration rate of
the soil.
Basically, the required storage volume for the secondary BMP (infiltration basin), is equal to the required wet pond
storage volume minus the volume infiltrated through the secondary basin during the pond drawdown period.
Please give me a call to discuss details.
Thanks,
Steve f'MIT
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. [e-mail]
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.

Pusey, Steven
From: Patterson, Robert
Sent: Friday, April 09, 2010 12:08 PM
To: Pusey, Steven
Subject: RE: Secondary BMP after detention pond
Steve,
I think this approach looks good. It makes sense not to have storage for the entire design store, when it gets attenuated
in a wetpond first.
From: Pusey, Steven
Sent: Friday, April 09, 2010 11:42 AM
To: Patterson, Robert
Subject: RE: Secondary BMP after detention pond
Here is the Excel spreadsheet for the basins.
The permittee will need to provide more volume in the basins according to these calculations. They had previously sized
the basins using Hydrocad but it is unclear what some of their assumptions were in this program. I don't think Hydrocad
is the right tool for sizing the secondary BMP.
Sterle-r-ufer,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusev@)ncdenr.00v
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties
From: Patterson, Robert
Sent: Friday, April 09, 2010 11:19 AM
To: Pusey, Steven
Subject: RE: Secondary BMP after detention pond
sure
From: Pusey, Steven
Sent: Friday, April 09, 2010 11:18 AM
To: Patterson, Robert; Bennett, Bradley
Cc: Lewis,Linda; Scott, Georgette
Subject: RE: Secondary BMP after detention pond
Would you like for me to send my Excel spreadsheet for this project?
.Stone fuser,
Steve Pusey

Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey(cbncdenr.aoV
E-mail correspondence to and from this address may be subject to the NC Public Records Low and may be disclosed to third parties.
From: Patterson, Robert
Sent: Friday, April 09, 2010 11:17 AM
To: Pusey, Steven; Bennett, Bradley
Cc: Lewis,Linda; Scott, Georgette
Subject: RE: Secondary BMP after detention pond
Nothing was attached?
Robert D. Patterson, PE
Environmental Engineer
NCDENR I DWQ I Stormwater Permitting
1617 Mail Service Center, Raleigh, NC 27699-1617 (Mail)
512 N. Salisbury St, Raleigh, NC 27604 1 9th Floor (Location &.Parcels)
[phone] Phone [phone] Fax
Email: robert.laa.ttersonliu.ncdenr.eov
Website: http://1)ortal.ncdenr.org/weblw ws su
'.ABefore printing this email, please consider your budget and the environment.
If you must print, please print only what you need and save ink with the free Eco-Font.
E-mail correspondence to and from this address may be subject to the North.Carolina Public Records Law and may be disclosed to third parties.
From: Pusey, Steven
Sent: Friday, April 09, 2010 9:56 AM
To: Patterson, Robert; Bennett, Bradley
Cc: Lewis,Linda; Scott, Georgette
Subject: Secondary BMP after detention pond
importance: High
I am trying to finalize a permit for a project called Southbridge Subdivision in Onslow County adjacent to SA waters. The
main issue has been how to analyze the design storm for the secondary BMP, which is an infiltration basin.
After discussing this issue with Linda Lewis, I have come up with a spreadsheet that calculates the volume required for
the secondary BMP, an infiltration basin. The volume calculation is based on the flow rate from the orifice for the
drawdown period of the primary wet detention pond minus the volume infiltrated in the secondary basin. A more
simple way to put this is that it's the temporary storage volume of the wet detention pond minus the volume infiltrated
in the basin. The volume infiltrated in the basin is equal to the bottom surface area of the basin multiplied times the
infiltration rate multiplied by the drawdown period of the pond. Basically, the drawdown period of the pond dictates
how much water enters the secondary basin and how much water infiltrates from the basin, thus determining the
required storage volume of the basin.
I hope this makes sense to you. Please advise whether you agree to this concept of review so that we can wrap the
project up. The 90 day statutory review time is fast approaching. I hope we can make this the standard for reviewing
these types of projects. However, if not for all projects, at least for this one.
I look forward to your earliest response.

Regards,
Ster�e�user,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection - Stormwater
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey ncdenr.Rov
E-mail correspondence to and from this address may be subject to the NC Public Records Low and may be disclosed to third parties.

Pusey, Steven
From:
Pusey, Steven
Sent:
Thursday, March 11, 2010 3:52 PM
To:
'Jody Bland'
Cc:
'John Tunstall'
Subject:
RE: Southbridge 7-12 Infil Area
It looks like you may have a solution to the problem on infiltration area 7-12. 1 will be reviewing this information. In the
meantime, I am also waiting on policy from Raleigh regarding the design storm to be used in evaluating the secondary
infiltration areas ("Secondary BMP Design"). I expect to have this information by the first week of April.
In the absence of policy, we can give you the following options: 1) Use the entire design storm to size the infiltration
basin; 2) Use another BMP; or 3) Put the application on hold pending the approval and implementation of a "Secondary
BMP Design".
I recommend using item 3, putting the application on hold pending the approval of "secondary BMP design" policy. I
think there is a good chance that your design volume, or something similar, will be approved.
Please advise ASAP.
Regards,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey(c ncdenr gov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Wednesday, March 10, 2010 10:22 AM
To: Pusey, Steven
Cc: 'John Tunstall'
Subject: Southbridge 7-12 Infil Area
Good Morning Steve,
Tunstall and 1 looked into your concerns regarding the SHVV7 issue with infiltration area 7-12. Bore B3 falls within the 7-12
Infiltration area and is identified @ 62". This bore was verified by Vincent Lewis from NCDENR. There should be a copy of
his report in your file. Also included is a copy of the SHWT chart that was requested some time ago; @ bore B3 the
elevation was found to be 16 and the SHWT was identified @ 10.833'. In review of this information the secondary
infiltration area for 7-12 is above the currently identified SHWT. The original attached map is from an old design but the
bore locations are correct.
Finally, Mr. Tunstall and I discussed the issue regarding storage volume. VVe have discussed lowering the basin bottom to
elevation 14; adding 2ff of additional storage. I have included extended hydrographs for both the 1 yr & 10 yr storms for
this scenario. The basin operates and contains both the 1 yr & 10 yr storms without over topping the basin. The storm
peaks are identified and the extended time graphically identifies that the outflow (infiltration) exceeds the inflow (from
Pond 7-12) around 60 hrs.

Please review and comment. Our clients are ready to begin construction and are currently awaiting the issuance of this
permit to begin. We need to resolve this matter and get this permit issued ASAP. I appreciate your help in this matter. If
this solution is acceptable we will update any supplements/ plans ASAP and have them delivered to you.
Thanks,
Jody Bland
NORMS. KUSKE &TUNSTALL,
-" CONSULTING ENG1N1EE*S. INC.
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.

H:IPROJECTS12407107063 SOUTH BRIDGE1CaIcs\Hydro.Cad1.
07063 'Pre -Peat 03-02-10 Type 1! 24hr 0706310yr -24hr ReinfaW.88-
Prepared by Morris, Kuske, & Tunstall Consulting Engineers, Inc. Page
HydroCADO' 7.10 sin 000479 0 2005 HydroCAD Software -Solutions LLC 3/10/2010
Pond 7.12; Infiltration Area
Inflow Area = 19.477 ac, Inflow Depth > 1.35" for 0706310yr-24hrevent
Inflow = 0.65 cfs @ 12.33 hrs, Volume- 2.195 of
Outflow 0'34 cfs Q 56.86 hrs, Volume= 1.555 +af; Atten= 49%0, L.ag= 2,671.7 rain
Primary = 0134 ats i 56.88 hrs, Volume= 1.555 of
Routing by Dyn-Stor--Ind method, Time Span= 0.00-72:00 hrs, dt= 0..02 hrs / 5
Peak Elev= 19.93' @ 56.86 hrs Surr.Area= 7,323 sf Storage= 28,578 cf
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass diet. time= 376.8 min ( 2,885.6 - 2,208.8 )
Volume Invert Avall.Storage . Storage Description
#1 14M' 29,118 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
tfeet) (sg-ft) (cubic -feet) cubic -feet)
14.00 2,321 0 0
20.00 7,385 29,118 29,118.
Device Routing Invert Outlet Devices
#1 Primary 0.00' 1.980 In/hr Exfiltration over Surface area
rimary OutFlow Max=0.34 cis @ 56.86 hrs HW=19.93' (Free Discharge)
T—ImExtIltration (Exfiltration Controls 0.34 cis)
Pond 7 -12: Infiltration Area
Hydrograph
0.7' r- -C%
0.65
0.6' ._ Inflow Areal=19.477 ac
0.6 aPeak Elev-1.9.9 r
o.s
a4s horse--28,078 cf
0.4 .
0.35 1
0.2
0.15
0.1
0.05
0
0 2 4 6 8 10 12 14 18 18 20 22 24 28 26 30 32 34 38 38 40 42 44 48 48 50 52 54 58 58 60 62 U 66 68 70 72
Time (hours)
-- Intbw
Pnmry,,!

HAPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 03-02-10 Type 11 24-hr 0706310yr-24hr Rainfall=6.68"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 2
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 3/10/2010
0
20 }
19
16
15
14
Pond 7 -12: Infiltration Area
Stage -Area -Storage
500 1,000 1.500 2,000 2,500 3,000 3.500 4,000 4,500 5.000 5,500 6,000 6,500 7,000
12,600 14,000 16,000 18,000 20,000 22,000 24,000 26,000
Stor-ge (cubic -feet)
- Surface
Storaga

H:IPROJECTS12007107063 SOUTH BRIDOE1Caics\HydroCadl
0706- Pre Paist 03-02-10 Type H 24-hr 07063 i yr -24hr Reinfail=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting. Engineers, Inc. Page 3
HYdroCADS 7.10 s/n .000479 0 2005 HydroCAD Srtftwam Solutions LLC ,3/10/2010
Pond'7 -12: Infiltration Area
Inflow Area = 19.477 ac, Inflow Depth > 1.29" for 070631yr -24hr event
Inflow - 0:57 cfs @ 22.61 hrs,. Volume-- 2.099 of
Outflow - 0.33 cfs :Q 58.05 hrs, Volume= 1.476 of; Men= 42%, Lag= 2,126.4 mist.
Primary = 0.33 cfs 0 68.05 hrs, Volume= 1.476 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.02 hrs / 5
Peak Elev=19.81' @:58.05 hrs Surf.Area= 7,228 sf Storage 27,755 cf
Plug -Flow detention time (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 369.5 min ( 2,652.8 - 2,283.3 )
Volume Invert Avail.Storage Storage Description
#1 14:00' 29,118 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) cubic -feet). (cubic -feet)
14.00 2,321 0 0
20.00 7,385 29,118 29,118
Device Routing Invert Outlet Devices
#1 Primary 0.00' 1.980 in/hr Witration over Surface area
primary OutFiow Max=0,33 cis Q 58,05 hrs HW=19.81' (Free Discharge)
mExfiltration (Exfiltration Controls 0.33 cfs)
Pond 7 -12: Infiltration Area
Hydrogra ph
"�•w Inflow Arad=19. 77 ac
45 . � `'�,.
Peak Efev=1 9.8
14
35
25
).2
15
05
1 J
0
0 2 4 8 8 10 12 14 18 18 20 22 24 28 28 SO 32 34 38 38' 40 42 44 AB 48 b0 87 54 58 58 Bo 82 84 68 68 70 75
Time (hours]
.. . loffow
=rM

HAPROJECTS12007107063 SOUTH BRIDGEICalcslHydroCadl
07063 Pre -Post 03-02-10 Type 1124-hr 07063 Syr-24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc. Page 4
ydroCADO 7.10 sln 000479 © 2005 HydroCAD Software Solutions LLC 3/199010
Pond 7 -12: Infiltration Area
Stage -Area -Storage
nnn a ann 7 nnn fF8C8
0 bou
!0 . . . ..
15
1,000 2,uuu 4,."1vu !,vw V,aw i ��- --- - --- - --
s
�
�nnn ad nnn �n nnn IR.000 20.000 22.000 24.000 26,000 28,000
Y - - --- -- Storage Ivibic-fs;et)
Su
$tOfAO@
s�

South 'Bridge
Soil Scrir8 Elevation Data
Table
X-A
Location/ SB #
$ore Location
Elev (ft)
SHWT Depth
(Irv)
SHWT Elev
N.
Location
Utilized,
B1
20
54
15:500.
Y
62
7.75
26
5,5831
N
B3
16
62
10.83,3
Y
B4
11
34
8.167
Y
B5�
11
48
7.000
Y
85b
11
54
6.500
-Y
B6
7.834
22
6.001
Y
B7
12.334
28
MOM
Y
B8
a
24
6.00.0
Y
B9a
9
32
6.333
Y
B9b
11
<12
10.083
N i
B10
18
52
13.667
Y
B12
25.75
45
22.000
N a
B13
15
44
11.333.
Y
B14
31
<12 1
30.083.
Y

0

Pusey, Steven
From:
Jody Bland [e-mail]]
Sent:
Monday, March 01, 2010 10:22 AM
To:
Pusey, Steven
Cc:
'John Tunstall'; 'Amy'
Subject:
RE: Sizing for infil. basin #7-12
Attachments:
D00030110.pdf
Hi Steve,
I went back through my notes and found the original drawdown time calculations for the infiltration basins. They had to be
updated so I have included revised supplement sheets for each infiltration basin with the time correction. Nothing has
changed on the plans regarding the basins and the initial pages are correct as submitted.
Some discussion about these times
1. Infiltration Area for 7-12: The time reflects the required drawdown time plus the time for the excess discharge to
infiltrate in the basin. (see calculation) The total time is 6.01 days. This should not be an issue since the rules
state that effective infiltration must take place prior to any discharge reaching SA waters. The ponds are
discharging into a self-contained area with no outlet to discharge to SA waters. I bring this up since the
supplement indicates that this is in error but as I have stated before those supplement forms are setup for primary
treatment BMPs. Finally I thought we had the issue regarding volume for the infiltration solved. I had previously
provided to you an expanded hydrograph that illustrated the time at which the discharge (infiltration) began
exceeding the inflow (discharge from the pond). The hydrograph also specified that the peak of the water surface
elevation would be contained within the basin too thus sufficient volume had been provided.
2. Infiltration Area for 13: The specified discharge rate for the infiltration area exceeds the inflow rate of the pond
orifice therefore the controlling factor for the basins drawdown time is directly related to the time required for the
pond to drawdown.
Thanks,
Jody Bland
%Or RIS.-IKUSKE &TUNSTALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven [mailto:[e-mail]]
Sent: Friday, February 26, 2010 3:42 PM
To: Jody Bland
Subject: Sizing for infil. basin #7-12
It appears that the provided volume of 22,634 cf is not met on basin #7-12. The required volume should be approx.
27,000 cf according to my calculations. I am basically using a weighted average method for inflow and outflow over a 44
hour period, the time it takes for the inflow to equal the outflow.
Basin # 13A/B appears to be okay with a provided volume of 21,443 cf and a required volume of about 13,000 cf.

Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

NORRIS, KUSKE & TUNSTALL J. Phillip Norris, P.E.
John S. Tunstall, P.E. John A. Kuske, III, P.E.
-CONSULTING ENGINEERS, INC. James T. Pyrtle, P.E. J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 • Phone [phone] • Fax [phone]
E-Mail: [e-mail]
LETTER OF TRANSMIT T AI
To: Steve Pusey
Date: February 24, 2010
Job No. 07063
NC DENR - Wilmington
subject: South Bridge Subdivision
Sneads Ferry, NC
WE ARE SENDING YOU VIA HAND DELIVER
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ® PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have any difficulty
receiving this message.
COPIES
DATE
I NO.
DESCRIPTION
1
02-23-10
Original High Density Residential Subdivisions Deed Restrictions & Protective
Covenants with Attached Chart
1
02-22-10
Revised Calculations
2
02-23-10
DA
Drainage Area Plan Phase 1
2
02-23-10
C1
Grading & Drainage Plan
2
02-23-10
C2
Grading & Drainage Plan
2
02-23-10
C3
Grading & Drainage Plan
2
02-23-10
C4
Grading & Drainage Plan
2
02-23-10
C5
Grading & Drainage Plan
2
02-23-10
C16
Pond #13 Details
❑ AS REQUESTED
❑ FOR YOUR USE
❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
❑ FOR BIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: Per your request to issue the State Stormwater Permit (SW8 090903). Thank you.
PMCEEIV
FEB 2 4 0010
BY:
CC:
Page 1 of 2
SIGNED John S. Tunstall, P.E. / asn
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited. If you have received this document in error nlease immediately notify the sender and
return to the address above.

NORRIS, KUSKE & TUNSTALL J. Phillip Norris, P.E.
John S. Tunstall, P.E. John A. Kuske, III, P.E.
CONSULTING ENGINEERS, INC. James T. Pyrtle, P.E. J.A. Kuske, P.E.
902 Market Street • Wilmington, NC 28401-4733 a Phone [phone] a Fax [phone]
E-Mail: [e-mail]
LETTER OF TRANSMITTAL
To: Steve Pusey
Date: February 24, 2010 11
Job No. 07063
NC DENR - Wilmington
subject: South Bridge Subdivision
Sneads Ferry, NC
WE ARE SENDING YOU VIA HAND DELIVER
® ATTACHED ❑ UNDER SEPARATE COVER
❑ SHOP DRAWINGS ® PRINTS ❑ TRACINGS
❑ SPECIFICATIONS ❑ DISKS ❑ COPY OF LETTER
11 ❑
FAX TRANSMITTAL: NUMBER OF PAGES
INCLUDING THIS TRANSMITTAL
Call 910-343-9653 if you have any difficulty
receiving this message.
COPIES
DATE
NO.
DESCRIPTION
2
02-23-10
C17
Pond Details
2
02-23-10
C18
Pond Details
2
02-23-10
C19
Sand Filter Details
2
02-23-10
C20
Sand Filter Details
2
02-23-10
C21
Sand Filter Details
2
02-23-10
C22
Sand Filter Details
2
02-23-10
C23
Sand Filter Details
2
09-28-09
R1
C24 - Grading and Drainage Notes and Details (02-23-10)
7
Revised Sand Filter Supplements (DA #1-5, 6A & 613)
7
Revised Filter Strip Supplements (DA #1-5, 6A & 613)
❑ AS REQUESTED
❑ FOR YOUR USE
❑ FOR REVIEW AND COMMENT ❑ FOR APPROVAL
❑ FOR BIDS DUE ❑ YOUR PRINTS LOANED TO US
REMARKS: Per your request to issue the State Stormwater Permit (SW8 090903). Thank you.
CC:
Page 2 of 2
SIGNED John S. Tunstall, P.E. I asn
CONFIDENTIAL AND PRIVILEGED: Information contained in this document is privileged and confidential, intended for the sole use of the
addressee. If you are not the addressee or the person responsible for delivering it to the addressee you are hereby notified that any dissemination,
distribution or copying of this document is strictly prohibited. If you have received this document in error please immediately notify the sender and
return to the address above.

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIVISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
I
Revised February 2010
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
N14T Project No. 07063

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07063 lmmfvious Breakdown -Revised Areas for Builder Plans- 02-22-30
SAND FILTER DESIGN
Drainage Area g
DA 1
Drainage Area
A.(fi=)
7777200
Step Y - Determine Required Treatment Volumes
Requited Treatment Volume (t
Adjusted treatment Volume (toWQVp{R)
QVA M
I 906488
Step i - Determine Filter Geometry
Max Head on Sand Filter
lhi- rM
"Choose h— must nruae between 2.6
Ilrvrs (gl
WQV fh)r453241
+Af
2.00
9064.86
ISO
9064.8855963D0
9064.88Qd
533.50
9064.8884960.00
90649E266.224SO
90669g014A2
sm129g
SSO
90g496
164g.16
6.00
9.364.811
151091
Calculated Minimum Area of Sedimentation Basin
Assumed Depth of Sand Filter
»Minimum LS ft required
Calculated Minimum Area of Sand Filter
Proposed Geometric Properties
Average Head
>>Enter chosen hve from Table above
As (ftz) 797.71
dr(ft)'
Af (fej 2080.29
heu.,rw.,(Ip
ha Ife) 1.00
Minimum Sedbnent & FllterChamberAreas based on chosen h,_
As (ft) - ?^rt.Lti7 - Meets Minimum Caculated Requirements
Af (ftr) - - ;:Ori. Ct: =� Meets Minimum Calculated Requirements
Step 3 - Verify Proposed Parameters VAR Contain WQV
Deign ihrameMs
As Iftall
1201.00
AUM
50011.00
2.00
(it)
1.00
Step 4 - Determine Minimtun Number of Pipes Needed for the Underdrain System
Whare: Media Permeability alft/day) c:35u), or k(in/hr)
Tota(ffead Ah(Al 400
Length of Flow through Media L(ft) 2000
Peak Inflow Qp (In/hr per unit area) 3.50
Fluw Rate through Soil Media Q(fe /serf 0.4056
»Apply a Safety Factor between 2 -10 _
Q(ft't/set 4.91
Determine Equivalent Diametet as Single Pipe
Where: n = roughness factor
s - internal slope of underdrain
D=plpe diameter D(in)7362
See Table 5-1 pg 5.12 of NCDENR BMP manual
Minimum N of Pipes Required In the Undetdrain
Step S - Determine Forebay Containment Volume
Forebaytypically required to contain between 18% to 22%
at18% 1631.68
at 22% 199427
Provided volume 2470.50 OK
Step 6 - Determine Drawdown Time
WQVA4 (fta) 9064.88
Discharge Orfiice Size(ft) crosssecUomlarea(fe) O.0m
Coefficient of Discharge NS
Gravitational Constant(ft/sz)
IMrnraw (fl) 2.00
Determine Iforlke Is controlling factor(hr) • (see NCDENItmanual pg3-13) 7.34
Determine if Filter Media is controlling factor (hr) 12.42
» if M r)-(WQV.4 (ft)/ff k (ft/dav)-s (0j/24(br)1
1.75
HAPROIECfSUD07V170fi1 SOUTH BRIDGklCalesk070631mperAours Breakdown -Revised Areas for Builder Plans • 02.22.10

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchment. DA 1: Pre
Runoff — 3.52 cfs a@ 12.02 hrs, Volume= 0.193 af, Depth> 1.29"
Runoff by SCS TR 20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type Il 24-hr 070631yr -24hr Rainfall=3.67"
Area (ac) CN Description
1.790 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA 1: Pre
Hydrograph
ZRunoff
Type 1124-hr 07063 1yr -24hr
Ralnfall=3.67"
3 Runoff Area=1.790 ac
Runoff Volume=0.193 of
Runoff Depth>1.29"F
3. 2 Tc=1O.0 ruin
LL CN=73
0
0.rM-�-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time !hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1Caics\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 sh 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchment DA1: Post
Runoff = 6.54 cfs @ 12.01 hrs, Volume= 0.361 af, Depth> 2.42"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
1.010 98 Paved parking & roofs
0.780 76 Woods/grass comb., Fair, HSG C
1.790 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA1: Post
Hydrograph
7
Type 1124-hr 07063 1yr
6 Rainfall=3.67"
Runoff Area=1.790 ac
5 Runoff Volume=0.361 of
.........__....._.........
4
Runoff Depth>2.42"
Tc=10.0 min
LL 3 CN=88
1
0Mwda ,,.
0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 i8 19 20 21 22 23 24
Time (hours)

Date Design A
Wilmington,
n, NSheet
�(/NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC. Brunswick County, NC
.1pr
Dof * Z
Amor-
lip, wasp
Zu lqn s
II
A+
t�
5
13
a
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Z
t5
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�
MV6 = ql sp
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AfA-
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-??a
Z
2Ls f®io
%2*
�Bb
18114,
-1W
2��L
Z.t 15
'724
28 35
ZZt ?i
-7u
Zq 32
12-1+
-720
2974
1-7, L3
"INY4L iwQewas * 1°I W
51" IqWD 't 1,1415 (?
-5v"ws = 1'71 IF
LOT.*
Ise
2�01
It
v o5
t
101v+

37063 Impervious 8reakdovm-Revised Areas ho Budder Plans = 02.22.10
SA= FILTER DMGN
Drainage Area# DA2
DrainageArea /ytftj 566662M
Step 1- betermine Required Treatment Volumes
Required Treat re, tValume tf) WCNIM 53949f1
Adjusted Treatment Volume (ft) WQVm,4 (ft) 1 404618
Step 2 - Determine Filter Geometry
Man Headnq Sandffear he„r (0)
sir.- .... -->r._-_-'_`
(Raeeea 01)
W064 NO
AsvAf
2.00
404618
202509
2.50
40"
)61A47
3.00
404618
048.73
3.SD
4046-iB
1156.05
4.00
410,41111.18
M1.54
4.50
404628
89S-15
5.00
4046.15
804.24
5-W
404638
735.W
6.00
404616
.
Calculated Minimum Area of Se llmematran Basin
Assumed Depth of Sand Filter
»Minfmum LS ftrequired
Calouated Minrmum Area ofSand Filter
Proposed Geometric Properties
Average Had
—Enter chosen hue from Table above
As (fr=) 356A6
dr(ft)
Af i 619.04
he IN
hsbre-(m ,N'-7
NIM 1.50
Minimum Sediment 6 Filter Chamber Areas based an chosen hu.
As (fts) w; ohs,. Meek Minimum Calculated Requirements
Af (ft) F'- 56DdxiOA Meets Minimum Calediated Requirements
Step 3- Verily Proposed Parameters Will Contain WQV
Design Parameters
As Mal
52135
=LOD
iYr-rr
3.40
1.50
Step 4- Determine Minimum Number of Pipes Needed for the Underdraln System
where: MediaPernmability
k(ft/day)
- of k(fn/hf)
_ ......Iotal.tleaa...
Ah (10
-5
Length of Firm through Media
I. fit)
200
Peak Inflow
Op fin%hr per unit area)
438
Flow Rate through Sall Media
C1 W/seq
D.Im
"Apply a Salary Factor between 2 - 1C
Qife/s"1
Dss
Determine equivalent Dlameterassingle Pipe
where; n = roughness factor
0.011
a- Internal slope of enderdraln
0.30%
D-plpediameter
D(In)
6352
See Table S.1 pg 5-12 of NOW BMP manual
Minimum g of Pipes Required in the Underdrafn •s - z".;;ca .
Step 5 - Determine Forebay Containment Volume
Forebay typically required rocontain between 19%to 22%
at 18% 72831
at22% 890.16
Provided volume swig OR
Step 6 - Determine Drawdown'time
WQVp(W) 404618
UrWerdrain Vne She(ft) :-�'. ''"=�CY33.fi '•' =^ �- cross sectional area(ft) 0AP73
--�, +.....+-.....+K...--....,..
Coefficient ofDischarge f L'::ab N
Gravitetfanai Constant(ft/s) •_ 3i ..
hrnrav(N ^ 3.0o
Determine if orfice is CCAW ing farto.'thr) -(see MCDENR manual pg3.131 2.67
Determine if Filter Media is controlling facto (Its 25.67
- if T(hr)-(wgveg(ft'ililk (eldw)xAs. Ife)YM(ho)
DR
yOR
f ES
1.75
HAPRWl1CT5\2007\D70Q SOUTH 88036EOks\07063 impervious Breakdown -Revised Areas for Budder Plans - 02-22-16

HAPROJECTS12007107063 SOUTH BRIDGE1Ca1cs\HydroCadl
07063 Pre -Post 02-22-10 Type // 24-hr 07063 Syr-24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchment DA 2: Pre
Runoff = 2.56 cfs @ 12.02 hrs, Volume= 0.140 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
1.300 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA 2: Pre
Hydrograph
- Runoff
Type If 24-hr 07063 Tyr -24hr
Rainfall=3.67"
2 Runoff Area=1.300 ac
Runoff Volume=0.140 of
y
Runoff Depth>1.26"
3 Tc=10.0 min
0
LL CN=73
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hour)

H:\PROJECTS12007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr 07063 i yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Soitware Solutions LLC 2/22/2010
Subcatchment DA2: Post
Runoff = 4.15 cfs @ 12.02 hrs, Volume= 0.225 at, Depths 2.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 1124-hr 070631 yr -24hr Rainfall=3.67"
Area (ac) CN Description _
0,450 98 Paved parking & roofs
0.850 76 Woods/grass comb., Fair, HSG C
1.300 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA2: Post
Hydrograph
■ Rurmif
4' Type if 24-hr 07063 iyr -24hr
Rainfall=3.67"
Runoff' Area= '1.300 ac
3 Runoff Volurne=0.225 of
Runoff Depth>2.03"
iTc=10.0 min
LL 2 CN=84
1
0-
0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 U 6J 24
Time (hours)

SF DA #2 - Veg Filter -10 yr stet
Worksheet for Rectangular Channel
Project Description
Project File
hAprojectM2007107063 south bridgelcalcstflowmaster107063 ve.fm2
Worksheet
SF DA#2 - Vag Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.006000 fttfl:
Bottom Wdth
10.00 ft
Discharge
4.12 cfs
Results
Depth 0.28 ft
Flow Area 2.83 ft2
Wetted Perimeter 10.57 ft
Top Width 10.00 ft
Critical Depth 0.17 ft
Critical Slope 0.024584 ft/ft
Velocity
1.46 ft/s
Velocity Head
0.03 ft
Specific Energy
0.32 ft
Froude Dumber
0.48
Flow is subcritical.
02/23/10 FlowMaster v5.13
09:17:44 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 (203) 755-i 8e6 Page 1 of 1

Date Design NORRIS, KUSKE &TUNSTALL Wilmington, NC L7--05�1
f4v4p dv,5 CONSULTING ENGINEERS, INC. Brunswick County, NC
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87063 Impervious Breakdown -Revised Areas for Builder Plans - U 22-M
SAND FILTER DESIGN
Drainage Area I OA 3
Drahm"Ara. A.(ft) i 15751CA0
Step 1- Determine Required Treatment Volumes
Required Treatment Volume (ft') w4V (ft) 2313456
Adjusted T mtment Volume (ft) WOVy. (na) I 1735092
Step 2- Determine Filter Geometry
Mae Head on Sand FBter 6wroo,M)
hw.py(4
Ylf2tr {R)
As*AffM
2A0
37350.92
8675.46
250
17350.92
694037
3.00
17350.92
5783.64
350
t7350.92
4957A0
4.00
17350.92 _.._
4337.73
450
17350.92
3855.76
5.00
i735092
3470.18
s so
1735092
3154.71
6.0D
173SOM
2891.82
Calculated Minimum Arta of Sedimentation Basin
Assumed Depth of Send Filter
s>Minlmum 25 it required
Calculated Minimum Area of Sand Filter
Proposed Geometric Properties
Average Head
»Enterchosen - hoer from Table above
As (fM
r 1525.99
Af (ft')
M4S7
h, Ifl1 7.50
Minlaum Sediment & Filter Chamber Arees based on chosen by
As (ft) ••-.;:... 'bSOA�., Meets Minimum Calculated Requirements
Af (ftr) _ a'r`:. ,�iL4�DD,D4"- • ' S. Meets Minimum Calculated Requirements
Step 3- Verily Proposed Parameters Will Contain WQV
Design Parameters
M 011
100.00
Af
42Da00
hw„ra„ (Iq
3 DD
1.50
Step 4 - Determine Minimum Number of Pipes Needed for the Underdrain System
Where: Media Permeability
klft/day)
i3. i1
or k(In/hr)
_ _7'oblHead_ _. _ — _ _-
Ah (M
Length of Flow through Media
1(ft)
Peak Inflow
Op(In/hr pc r unit area)
4.39
Raw Rate through Sell Media
O1n'/sec)
O.n 53
»Applya Safety Factor between 2 -10
•.' i>n.=
O(ks/sae)
O.BS
Determine Equivalent Diameter as Slagle Pipe
Where: n - roughness factor
8.011
s - Intenal slope of underdrain
OSO%
D=pipe diameter
D (In)
7A95
See Table 5-1pa Sit of NCDENR BMP manual
Minimum R of Pipes Required In the Underdraln
s •d`tf:n.
Step 5 - Determine Forebay Containment Volume
Forebay typically required to contain between M to 22%
at 18% 3123.17
at 22% 3617.20
Provided volume 3514.35
OK
Step 6 - Determine Orawdown Time
WOVA00 1735092
—--T
UnderdrainWeSke(h) -`=3='`�xI`^ti-'if, ti��:�':•=:`t>"=:i,'fz
Cress aedbnrolarea (h� O=3
Coefficient of Discharge
Gravitational Consfant(ft/s)
lre.m,(l9 3A0
Determine tf orRce is controlling (actor (bli - (sea NCDENR manual p53.13) 11.47
Determine if FOter Media Is controBing factor (hr) 2333
sO IfT(hr)-(WD:Va,a(fes)/((k (ft/day)Ms. (ft1)/241W)(
1.7s
hkt,PR01ECf5128Q7W067 SOUTH ORIDGE\CakakO7oO impervious Breakdown -Revised Areas for Builder Plans - 02-22-10

HAPRO,IECTS12007107063 SOUTH BRIDGE1CaIcs\HydroCadl
07063 Pre -Post 02-22-10 Type !l 24-hr 07063 9 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 2/2212010
Subcatchment DA 3: Pre
Runoff = 7.12 cfs @ 12.02 hrs, Volume= 0.390 af, Depth> 1.29'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 1124-hr 070631 yr -24hr Rainfall=3.67"
Area (ac) CN Description _
3.620 73 'goods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) �ftJsec) (cfs)
10.0 Direct Entry,
Subcatchment DA 3: Pre
Hydrograph
■ Ranoff
7 ! Type 1124-hr070631yr-24hr
I Ralnfall=3.67"
6 Runoff Area=3.620 Ac
5 Runoff Volume=0.390 of
Runoff Depth>1.29"`
4 Tc=100 min
LL C fN=73
3
ME
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H;IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Past 02-22-10 Type I/ 24-hr 070631 yr -24hr Raintaii=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchment DA3: Post
Runoff — 13.23 cfs @ 12.01 hrs, Volume= 0.730.af, Depths 2.42"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type li 24-hr 07063 1yr -24hr Rainfall=3.67"
Area (ac) CN Description
1.930 98 Paved parking & roofs
1.690 76 Woodstcrass comb., Fair, HSG C
3.620 88 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA3: Post
Hydrograph
14
.13.23 eIs'
13 Type II 24-hr 07063 1yr 24hr
12 Rainfall=3.67"
11. Runoff Area=3.620 ac
10 - Runoff Volume=0.730 of
9 : ...
Runoff Depth>2.42
8
_0 7
Tc='10.0 min
LL 8 CN=88
5
4
3-
2
1•
0.
0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 18 19 20 21 22 23 24
Time (hours}
® Runoff

H:\PROJECTS\2007107063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type ll 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 0 2005 HVdroCAD Software Solutions LLC 2/22/2010
Pond SF#3: Filter#3
Inflow Area = 3.620 ac, inflow Depth > 2.42" for 070631yr -24hr event
Inflow = 13.23 cfs @ 12.01 hrs, Volume= 0.730 of
Outflow = 1.19 cfs @ 12.59 hrs, Volume= 0.777 af, Atten= 91 %, Lag= 34.6 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 1.19 cfs @ 12.59 hrs, Volume= 0.777 of
Routing by Dyn-Stor-Ind method, lime Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 9,992 sf Storage= 2,324 cf
Peak EIev=10.79' @ 12.59 hrs Surf.Area=11,744 sf Storage=14,350 cf (12,026 cf above start)
Flood EIev=12.00' Surf.Area=12,931 sf Storage= 24,283 cf (21,959 cf above start)
Plug -Flow detention time=114.4 min calculated for 0.723 of (99% of inflow)
Center -of -Mass det. time= 49.0 min ( 857.8 - 808.8 )
Volume Invert Avail.Storage Storage Description
#1 6.67' 2,010 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,354 cf Overall - 314 cf Embedded = 8,040 cf x 25.0% Voids
#2 6.67' 314 cf 4.0"D x 60.001 Horizontal Cylinder S= 0.00607 x 60 Inside #1
#3 9.00, 21,959 cf Custom Stacae Data (Prismatic) Listed below (Recalc)
24,283 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
6.67 3,029 0 0
9.00 4,142 8,354 8,354
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.00 5,850 0 0
12.00 8,789 21,959 21,959
Device Routin4 Invert Outlet Devices
#1 Primary 7.50' 240' x 20.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 7.00' S= 0.02507 Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 11.15' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 6.67' 4.0" Vert. Discahrge Orfice from Underdrain C= 0.600
#4 Secondary 6.67' 1.750 in/hr Infiltratlon through Filter Media over Surface area above invent
Excluded Surface area = 3,029 sf
#5 Discarded 11.50' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr 07063 Syr-24hr Rainfafl=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 sfn 0OC479 Cc 2005 HydroGAC Software Solutions LLC 2/22/2010
iscarded OutFlow Max--0.00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
Emergency Spillway ( Controls 0.00 cfs)
Lary OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
Culvert (Passes 0.00 cfs of 10.54 cfs potential flow)
2-13affle Wall ( Controls 0.00 cfs)
1econdary OutFlow Max=1.19 cfs @ 12.59 hrs HW=10.79' (Free Discharge)
3=Discahrge Orfce from Underdrain (Orifice Controls 0.84 cfs @ 9.6 fps)
-Infiltration through Filter Media (EAltration Controls 0.35 cfs)
Pond SF#3: F11ter#3
Hydrograph
■ Inflow
.� Outflow
El Discarded
■ Primary
Secondary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcs\HydroCadl
07063 Pre -Post 02-22-10 Type U 24-hr 07063 Syr-24hr Rainfa11=3.67"
Prepared by Nords, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCADV 7.10 sin 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
12
11
m to
Is
c
0
m
9
W
8
Pond SF#3: FlIter#3
Stage -Discharge
0 2 4 a 8 10 12 14 18 18 20 22 24 26 28
Discharge (cis)
Total
® Discarded
■ Primary
© Secondary

HAPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type // 24-hr 070631 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sh 000479 ® 2005 HydroCAD Software Solutions LLC 2/22/2010
Stage -Area -Storage for Ported 5F#3: Filter#3
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
3,029
0
6.77
3,077
84
6.87
3,125
196
6.97
3,172
338
7.07
3,220
488
7.17
3,268
613
7.27
3,316
711
7.37
3,363
795
7.47
3,411
880
7.57
3,459
966
7.67
3,507
1,053
7.77
3,564
1,141
7.87
3,602
1,230
7.97
3,650
1,321
8.07
3,698
1,413
8.17
3,746
1,506
8.27
3,793
1,600
8.37
3,841
1,896
8.47
3,889
1,792
8.57
3,937
1,890
8.67
3,984
1,989
8.77
4,032
2,089
8.87
4,080
2,191
8.97
4,128
2,293
9.07
10,061
2,736
9.17
10,159
3-.333
9.27
10,257
3,939
9.37
10,354
4,556
9.47
10,452
5,182
9.57
10,550
5,818
9.67
10,648
8,464
9.77
10,746
7,119
9.87
i 0.844
7,784
9.97
10,942
8,460
10.07
11,040
9,144
10.17
11,138
9,839
10.27
11,236
10,544
10.37
11,334
11,258
10.47
11,432
11,982
10.57
11,530
12,716
10.67
11,628
13,460
10.71
11,726
14,213
10.87
11,824
14,977
10.97
11,922
15,750
11.07
12,020
16,533
11.17
12,118
17,325
11.27
12,216
18,128
11.37
12,314
18,940
11.47
12,412
19,762
11.57
12,510
20,594
11.67
12,608
21,436
Elevation
Surface
Storage
(feet)
(sg-ft)
(cubic -feet)
11.77
12,706
22,287
11.87
12,804
23,148
11.97
12,902
24,019

KNPROJECTS12007107063 SOUTH BRIDGE1Caics\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr07063.10yr-24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCAOO 7.10 s/n 000479 Q 2005 HydroCAD Software Solutions LLC 2/22/2010
Pond SF#3: Filter#3
Inflow Area = 3.620 ac, Inflow Depth > 5.47" for 0706310yr -24hr event
Inflow =
28.62 cfs @
12.01 hrs,
Volume=
1.649 of
Outflow =
21.48 cfs @
12.09 hrs,
Volume=
1.686 af, Atten= 25%, Lag= 4.5 min
Discarded =
13.78 cfs @
12.09 hrs,
Volume=
0.206 of
Primary =
6.36 cfs @
12.09 hrs,
Volume=
0.249 of
Secondary =
1.34 cfs @
12.09 hrs,.
Volume--
1.231 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 9,992 sf Storage-- 2,324 cf
Peak Elev= 11.90' @ 12.09 hrs Surf.Area= 12,835 sf Storage-- 23,429 cf (21,105 cf above start)
Flood Elev=12.00' Surf.Area= 12,931 sf Storage= 24,283 cf (21,959 cf above start)
Plug -Flow detention time= 105.8 min calculated for 1.633 of (99% of inflow)
Center -of -Mass det. time= 72.7 min ( 858.8 - 786.1 )
Volume Invert
Avail.Storage Storage Description
#1 6.67'
2,010 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,354 cf Overall - 314 cf Embedded = 8,040 cf x 25.0% Voids
#2 6.67'
314 cf 4.0"D x 60.WL Horizontal Cylinder S= 0.0050 T x 60 Inside #1
#3 9.00,
21,959 cf Custom Stage Data (Prismatic) Listed below (Recalc)
24,283 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(SA-ft)
(cubic -feet) (cubic -feet)
6.67
3,029
0 0
9.00
4,142
8,354 8,354
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
9.00
5,850
0 0
12.00
8,789
21,959 21,959
Device Routing
invert
Outlet Devices
#1 Primary
7.50'
24.0" x 20.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 7.00' S= 0.0250'P Cc-- 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device i
11.15'
3.ii ioiig x v.V tbraadthle 6afila "4va1l
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
6.67'
4.0" Vert Discahrge Office from Underdrain C= 0.600
#4 Secondary
6.67'
1.760 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 3,029 sf
#5 Discarded
11.50'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007\07063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 02005 HydroCAD Software Solutions LLC 2/22/2010
Discarded OutFlow Max --I 3.62 cfs @ 12.09 hrs HW=11.90' (Free Discharge)
t--5=Emergency Spillway (Weir Controls 13.62 cfs @ 1.7 fps)
�nmary OutFlow Max=6.31 cfs @ 12.09 hrs HW=11.90' (Free Discharge)
1=Cuhrert (Passes 6.31 cfs of 27.89 cfs potential flow)
'L2=13affle Wall (Weir Controls 6.31 cfs @ 2.8 fps)
econdary OutFlow Max=1.34 cfs @ 12.09 hrs HW=11.90' (Free Discharge)
3=Discahrge Office from Underdrain (Orifice Controls 0.95 cfs @ 10.8 fps)
=Infiltration through Filter Media (Exfiltration Controls 0.40 cfs)
Pond SF#3: Fiiter#3
Hydrograph
32
30
28-
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr 0706310yr -24hr Rainfall=6.88"
Prepared by Dorris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCAD® 7.10 sh 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
m 1
m
e
0
m
m
L
Pond SF#3: F11ter#3
Stage -Discharge
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Discharge (efs)

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 1Oyr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/22/2010
Stage -Area -Storage for Pond SF#3: Filter#3
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
3,029
0
6.77
3,077
84
6.87
3,125
196
6.97
3,172
338
7.07
3,220
488
7.17
3,268
613
7.27
3,316
711
7.37
3,363
795
7.47
3,411
880
7.57
3,459
966
7.67
3,507
1,053
7.77
3,554
1,141
7.87
3,602
1,230
7.97
3,650
1,321
8.07
3,698
1,413
8.17
3,746
1,506
8.27
3,793
1,600
8.37
3,841
1,696
8.47
3,889
1,792
8.57
3,937
1,890
8.67
3,984
1,989
8.77
4,032
2,089
8.87
4,080
2,191
8.97
4,128
2,293
9.07
10,061
2,736
9.17
10,159
3,333
9.27
10,257
3,939
9.37
10,354
4,556
9.47
10,452
5,182
9.57
10,550
6,818
9.67
10,648
6,464
9.77
10,746
7,119
9.87
10,844
7,784
9.97
10,942
8,460
10.07
11,040
9,144
10.17
11,138
9,839
10.27
11,236
10,544
10.37
11,334
11,258
10.47
11,432
11,982
10.57
11,530
12,716
10.67
11,628
13,460
10.77
11,726
14,213
10.87
11,824
14,977
10.97
11,922
15,750
11.07
12,020
16,533
11.17
12,118
17,325
11.27
12,216
18,128
11.37
12,314
18,940
11.47
12;412
19:762
11.57
12,510
20,594
11.67
12,608
21,436
Elevation
Surface
Storage
(feet)
(sg-ft)
(cubic -feet)
11.77
12,706
22,287
11.87
12,804
23,148
11.97
12,902
24,019

SF DA##3 - Veg Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File h:\projects\2007\07063 south bridge\calcs\fiowmaster\07063 ve.fm2
Worksheet SF DA#3 - Veg Filter
Flow Element Rectangular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.020000 ft/ft
Bottom Width
25.00 ft
Discharge
7.65 cfs
Results
Depth
0.15
ft
Flow Area
3.84
f 2
Wetted Perimeter
25.31
ft
Top Width
25.00
ft
Critical Depth
0.14
ft
Critical Slope
0.025475 ft/ft
Velocity
1.99
ft/s
Velocity Head
0.06
ft
Specific Energy
0.22
ft
Froude Number
0.90
Flow is subcritical.
02/2'3/10 FlowMaster v5.13
09:18:27 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Date
[�
Design
J 1*
NORRIS, KUSKE &TUNSTALL Wilmington, NC
CONSULTING ENGINEERS. INC. Brunswick County, NC
A45'
sneer
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Job
For
Job No.
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10TA • = i+3T4 -r 289"4. "YS = AJ3,-Z".-75

M53 impervious Breakdown -Revised Areas for Builder Plans-112.22-10
SAND FILTER DESIGN
Drainage Area g DA 4
Drainage Area A. ifs) U6932
Step 1- Determine Required Treatment Volumes
Required Treatment Volume (" wQV (ha) 119182E
Adjusted Treatment Volume if.) WQV"(fta) I Ii938.n
Step 2 -Determine Titer Geometry
Max Read on Sand FIRar lya.aa.(flJ
Rserea iM
WQV jnlj
A"Af
2.00
89311.ri9
446935
250
8438.as
3575.48
3.00
SM69
2M.66
3S0
8933189
255391
4.00
8938.69
2294.67
4.S0
893&69
198&38
5.00
8938.69
1797.74
5.50
8938.69
1675.22
6.00
8938.69
14"Ja
Calculated Minimum Area of Sedimentation Basin
Assumed Depth of Sand Filter
»Mlydnxsm 15 ft required
Calculated Minimum Area of Sand Fiter
Proposed Geometric Properties
Average Head
»Enter chosen h� from Table above
As(ftj =F=
drift) AI!2m II
Af(O 1367S6
It. Im
hw.re.In)
Is. im 7.50
Minimum Sediment& Filter Chamber Areas based on chosen by a
As (fib :., :r:� 90 Meets Minimum Calculated Requlremerds
At(ftsj 'd476 tl. _ Meetsmwmumrah tedRequlremsnts
Step 3 - Verify Proposed Parameters Wrdil Contain WQV
Dcsfgn Paremetefs
As fP
1.Q69.67
Alf Iftl
2176.60
hN.re.
SAO
1.50
Step 4 - Determine Minimum Number of Pipes Needed for the Underdrain System
Where: Media Permeability
k(ft/day)
t,r3 °,? or k(dn/hd
total Head
.. Ah.(rt)..
_5.W
Length ofFirm through Media
L(ft)
2.110
Peak Inflow
DIP r'mlhr per unit area)
239
How Rate through Sol Media
Q(felsec)
11:1201
a.Apply a Safety Factor between 2-10
92s.0 -
Q(feisec)
OSS
Datemr se Equivalent Diameter as5ingle Pipe
Where: n= roughness factor
0.611
s= internal slope of underdraln
050%
D-pipe diameter
0 (in)
6369
See Table S-1 pg 5-12of NCOENR 8MP manual
Minimum 6 of Pipes Required In the Undendmin : - a od7
Step S - Determine Forebay Containment Volume
Forebay typically required to contain between 18% to 227E
at 189E 3608.96
at2rA 1966.S7
Providad volume 189432 OK
Step 6 - Determine Drawdown Time
WQVA4(fO 8938.69
lMderdrafn floe Size (ft)?yea uaea sectioned area (ft) 0.0873
Coefficient of Discharge
Gravitational Constant(ft/s)
hut.wrlW ...
Determine if orfice is controlling factor (hr) -(see NCDENR manual pg3.13) Sal
Determine If Filter Media Is controlling factor (hr) 28.16
» If T(hr)= (WQVa,a (ft)/i(k (ft/day)xAs (ft))/24(hd)
Y'APROJEtt5\2007N07063 SOUTH 8RrDGE%Calcs\07063Impervious Breakdown -Reused Areas for Suker Plans -02-22.10

HAPROJECTS12007107063 SOUTH BRIDGE1Caics\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 9 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuskce, & Tunstali Consulting Engineers, Inc.
HydroCAD® 7.10 sh 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchment DA 4: Pre
Runoff - 5.73 cfs cQ 12.02 hrs, Volume-- 0.313 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
2.910 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA 4: Pre
Wdroctranh
A Runof}
6
5
4
31
2
1-
Type 1124-hr 07063 lye -24hr
Rainfall=3.97"
Runoff Area=2.910 ac
Runoff Volume=0.313 of
Runoff Depth>1.29"
Tc=10.0 min
CN=73
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007t07063 SOUTH BRIDGE1Caics\HydroCadl
07063 Pre -Post 02-22-10 Type /124-iir 07063 Syr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADe 7.10 sh 000479 © 2006 HydroCAD Software Solutions LLC 212312010
Subcatchment DA4: Post
Runoff = 8.95 cfs @ 12.02 hrs, Volume= 0.484 af, Depth> 2.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 1124-hr 070631 yr -24hr Rainfall=3.67"
Area (ac) Cif Description
0.990 98 Paved parking & roofs
1.920 76 Woods/grass comb., Fair, HSG C
2.91.0 83 Weighted Average
Tc Length Slope Velocity Capacity Description
10.0 Direct Entry,
Subcatchment DA4: Post
Hydrograph
10
9 Type II 24-hr 070631yr -24hr
$ Rainfall=3.67"
Runoff Aie&2.910 ac
7. .
Runoff Volume=0.464 of
.....:...._......
:__.._
6 Runoff Depth>2.00"'
5 Tc=10:0 min
LL 4 CN=83
3
2
1
0••
0 1 2 3 4 5 6 7 5 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
■ Runoff

SF #4 - Veg. Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project Fife
h:%projects12007107063 south bridgelcaicslfiowmaster107063 ve.fm2
Worksheet
SF DA#4 - Veg Filter
Flown Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Bottom Width
10.00 ft
Discharge
5.04 cfs
Results
Depth
0.26
ft
Flow Area
2.59
ft2
Wetted Perimeter
10.52
ft
Top Width
10.00
ft
Critical Depth
0.20
ft
Critical Slope
0.023659 fVft
Velocity
1.96
ftts
Velocity Head
0.06
ft
Specific Energy
0.32
ft
Froude Number
0.67
Flow is subcritical.
02/23/10 FlowMaster v5.13
09:19:07 AM Haestad Methods, Inc. 37 Brookside Road Waterbury. CT 06709 [phone] Page 1 of 1

uate uesign A, Wifin ton, NC Sheet
NORRIS, KUSKE &TUNSTALL mg
CONSULTING ENGINEERS, INC. Brunswlck County, NC
Ofl
Check ,lob 1�, ` For Job No.
JPs� — rrF S rAA- n
D4 6s
A2CA- = -70, 0 22
Lt a14
Loris
Pw'_i-
P _
a�sr
7h"4'1-
�•
t
2,1 i 5
72o
Z6 35
4
S
Z3tob
'71.�
30 $b
17*
2e 3S
3
22AZ
72a
2q 32
1Y
18w,
730
25ev
Z344
736
30igb
��
Z
2i15
7�
2835

As thsi
Afif el
07063 Impen(ous Breakdown -Revised Aram for Builder Plans - n?-�140
SAND FILTER DESIGN
Drainage Area 8 DAS
Drainage Area A.(fr) 70D22AO
Step 1- Determine Required Treatment Volumes
Required Treatment Vokune (f) WQV if?) 7891.14
AdjustedTreat:nentVolumetft) WQV..tr(M F 5918.36
Step 2 - Determine Filter Geometry
Max Head on Sand Filter b--(M
5�.-iw... k--- ea.u. Irn.rn -. R
hu.pow )
= (fe-)
A. -A( ft
250
5928.36
2959.18
2S8
591836
236734
3A0
5911136
1972.79
I So
591936
.1. 1690.96
4.00
5918.36
1479-9
_ _
4.So
5918.36
1315.19
5.00
591836
110.67
5.50
5918.36
1076Afi
6,00
591836
98639
Calculated Minimum Area of Sedimentation Basin
Asramed Depth of Sand Filter
"Minimum 15 ft required
Calculated Minimum Area of Send Filter
Proposed Geometric Properties
Average Head
»Enter chosen her from Table above
As (fttl r 520.82
dr(k1 1Y,•pra4sr z
Af (ft) r 1358.20
h. (ft)
hs ra.,(R) ?d�k?'k2"u;: s�
h. (ft) 1.00
Minimum Sediment & Filter ChamberAras based on chosen hm,
760;i70'.• Meets Minimum Calculated Requirements
Meets Minimum W karlated Requirements
Step 3 - Verify Proposed Parameters W111 contain WQV
Design Parameters
As
MM
M
2200-W
hutr M
3.00
h (A)
1.50
Step 4 - Determine Minimum Number of Pipes Needed for the Underdrain System
Where: Media Permeability
k(ft/day)
or itOn/hr)
Total Had
Ah (M.
Length of flow through Media
L(tt)Peaktnnow
Qss(hW per unit area)Lfl�
Flow Rota through Soil Media
.Qve/sec)»Apply
a Safety Factor between 2 - SOQ(reisec)
Determine Equhrelent Diameter as Single Pipe
Where: n - roughness factor
0.011
s = internal slope of undenlrain
0.50%
0-pipe dlameter
D(In)
5.731
See Table 5.1 pg 5.12 of NCDENR SMP manual
Minimum It of Pipes Required In the Underdrain "� ^
Step 5 - Determine Forebay Containment Volume
Forebay typically required to contain between 18%to 27%
at 19% 1065.30
at22% 1302.04
Provided volume 1067.25 OK
Step 6 - Determine Drawdown Time
WQV.4(fV) 5918.36 -
Undardraln Line Stu (ft) ,33?-,W-jv; cress mokmal area (ft) 0.0873
CoefRdentafDlscharge
Gravitational Constant(ft/s) `-3:-"Q '- `•r ��•.
IvrwrpU ..,.
Determine if office is controlling factor (hr) - (see NCDENR manual Rp-13) 4.79
Determine If Fi ter Media is controlling factor (hr) 18AS
.IfT(hr)-(WQV,,4 (rt)/(tk ftVday)xft (f?))/24(br)I
1.75
H:\PROiECT%2007\07tI63 SOUTH BRIDGE\CakskQ7063 impervious Breakdown -Revised Areas for Builder Plans - 02-22.10

HAPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 02-22-10 Type li 24-hr 07063 Tyr -24hr Rainfall=3.67N
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 2122/2010
Subcatchment DA 5: Pre
Runoff = 3.17 cfs @ 12.02 hrs, Volume= 0.173 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 070631 yr -24hr Rainfall=3.67"
Area (ac) CN Description
1.610 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
10.0 - - - - Direct Entry,
Subcatchment DA 5: Pre
Hydrograph
■Runoff
Type 11 24-hr 07063 1yr -24hr
3,
Rainfall=3.67"
Runoff Area=1.610 ac
Runoff Volume=0.173 of
2. Runoff Depth>1.29"
o
Tc=10.0 coin
LL CAI=73
0
0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRlDGE1CalcslHydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr 0706.3 9 yr -24hr Rainfall=3. 67"
Prepared by Morris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 m 2005 HydroCAD Software Solutions LLC 2122/2010
Subcatchment DA5: Post
Runoff = 5.33 cfs @ 12.02 hrs, Volume= 0.290 af, Depth> 2.16"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1yr-24hr Rainfall=3.67"
Area (ac) CM Description
0.660 98 Paved parking & roofs
0,950 76 Woods/grass comb. Fair, HSG C
1.610 85 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ftlft) (fUsec) (cfs) _
10.0 Direct (Entry,
Subcatchment DA5: Post
Hydrograph
Type 1124-hr 07063 1yr
5 Rainfall=3.67"
Runoff` Area=1.610 ac
4 Runoff Vo' lume=0.290 of
Runoff Depth>2.16"
# 3 Tc=10.0 min
LL CN=85
2
E
0
0 1 2 3 4 5 6t 7 8 9 10 11 12 13 14 15. 16 17 18 19 20 21 22 23 24
Time (hours)

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
Pond SF#5: Filter #5
Inflow Area = 1.610 ac, Inflow Depth > 2.16" for 070631 yr -24hr event
Inflow =
5.33 cfs @
12.02 hrs,
Volume=
0.290 of
Outflow =
5.32 cis c@
12.02 hrs,
Volume=
0.290 af, Atten= 0%, Lag= 0.1 min
Discarded =
2.64 cfs @
12.02 hrs,
Volume=
0.040 of
Primary =
2.08 cfs @
12.02 hrs,
Volume=
0.063 of
Secondary =
0.61 cis @
12.02 hrs,
Volume=
0.188 of
Routing by Dyn-Stor End method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 482 sf Storage= 36 cf
Peak Elev= 8.63' @ 12.02 hrs Surf.Area= 1,376 sf Storage= 417 cf (380 cf above start)
Flood Elev= 10.00' Surf.Area= 6,326 sf Storage= 4,570 cf (4,533 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 0.2 min ( 819.4 - 819.2 )
Volume Invert
Avail.Storaae Storage Description
#1 6.67'
545 cf Custom Stage Data (Prismatic) Listed below (Recalc)
2,187 cf Overall - 7 cf Embedded = 2,180 cf x 25.0% Voids
#2 6.67'
7 cf 4.0"D x 25.00'L Horizontal Cylinder S= 0.00607 x 3 Inside #1
#3 9.00,
9,499 cf Custom Stage Data (Prismatic) Listed below (Recalc)
10,051 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic-fee_t1
6.67
301
0 0
9.00
1,576
2,187 2,187
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
9.00
3,287
0 0
11.00
6,212
9,499 9,499
Device Routing
Invert
Outlet Devices
#1 Primary
7.10'
15.0" x 30.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert-- 6.50' S= 0.0200 Y Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
8.25'
3.05 long x o.W breadth Baffle Wail
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
6.67'
4.0" Vert. Discharge Orrice from Underdrain C= 0.600
#4 Secondary
6.67'
1.750 in/hr Infiltration through Filter Media over Surface area above Invert
Excluded Surface area = 301 sf
#5 Discarded
8.50'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

H:IPROJECTS12007107063 SOUTH BRIDGENCalcs\HydroCadl
07063 Pre -Post 02-22-10 Type If 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sh 000479 @ 2005 HydroCAD Software Solutions LLC 2/23/2010
iscarded OutFlow Max=2.63 cfs @ 12.02 hrs HW=8.63' (Free Discharge)
Emergency Spillway (Weir Controls 2.63 cfs @ 1.0 fps)
Primary OutFlow Max=2.08 cfs @ 12.02 hrs HW=8.63' `Free Discharge)
Culvert (Passes 2.08 cfs of 5.63 cfs potential flow)
2-13affle Wall (Weir Controls 2.08 cfs @ 1.8 fps)
1dary OutFlow Max=0.61 cfs @ 12.02 hrs HW=8.63' (Free Discharge)
Discharge Orfice from Underdrain (Orifice Controls 0.56 cfs @ 6.5 fps)
-Infiltration through Filter Media (Exfiltration Controls 0.04 cfs)
p
w
v
I
LL
Pond SF#5: Filter #5
Hydrograph
i ime inouml
M

H:IPROJECTS12007107063 SOUTH BRIDGMCalcslHydroCadl
07063 Pre -Post 02-22-10 Type /I 24-hr 07063 Syr -24hr RainfaA=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sln 000479 © 2005 HydroCAD Software Solutions LLC 2/23/2010
m
y
Pond SF#5: Filter #5
Stage -Discharge
Discharge (cfs)
__ Total
D"iscarded
T Primary
Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 070631 yr -24hr Rainfaff=3.67'
Prepared by Morris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD®7 10 s/n 000479 ® 2005 HvdroCAD Software Solutions LLC 2/23/2010
Stage -Area -Storage for Pond SF#5: Filter #5
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
301
0
6.72
328
4
6.77
356
9
6.82
383
14
6.87
410
20
6.92
438
26
6.97
465
32
7.02
493
39
7.07
520
46
7.12
547
53
7.17
575
60
7.22
602
67
7.27
629
75
7.32
657
83
7.37
684
91
7.42
711
100
7.47
739
109
7.52
766
118
7.57
793
128
7.62
821
138
7.67
848
149
7.72
876
159
7.77
903
170
7.82
930
182
7.87
958
194
7.92
985
206
7.97
1,012
218
8.02
1,040
231
8.07
1,067
244
8.12
1,094
258
8.17
1,122
272
8.22
1,149
286
8.27
1,177
300
8.32
1,204
315
8.37
1,231
331
8.42
1,259
346
8.47
1,286
362
0.�2
1,313
378
8.57
1,341
395
8.62
1,368
412
8.67
1,395
429
8.72
1,423
447
8.77
1,450
465
8.82
1,478
483
8.87
1,505
502
8.92
1,532
521
8.97
1,560
540
9.02
4,892
618
9.07
4,965
785
9.12
5,039
957
9.17
5,112
1,132
Elevation
(feet)
Surface
(sg-ft)
Storage
(cubic -feet)
9.22
5,185
1,310
9.27
5,258
1,492
9.32
5,331
1,678
9.37
5,404
1,868
9.42
5,477
2,061
9.47
5,550
2,258
9.52
5,624
2,459
9.57
5,697
2,663
9.62
5,770
2,871
9.67
5,843
3,082
9.72
5,916
3,297
9.77
5,989
3,516
9.82
6,062
3,739
9.87
6,135
3,965
9.92
6,209
4,195
9.97
6,282
4,428
10.02
6,355
4,665
10.07
6,428
4,906
10.12
6,501
5,150
10.17
6,574
5,398
10.22
6,647
5,650
10.27
6,720
5,906
10.32
6,794
6,165
10.37
6,887
6,427
10.42
6,940
6,694
10.47
7,013
6,964
10.52
7,086
7,237
10.57
7,159
7,515
10.62
7,232
7,796
10.67
7,305
8,080
10.72
7,378
8,369
10.77
7,452
8,661
10.82
7,525
8,956
10.87
7,598
9,255
10.92
7,671
9,558
10.97
7,744
9,865

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
01063 Pre -Post 02-22-10 Type 1124-hr 0706310y► -24hr Rair/611=6.88"
Prepared by Dorris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 2/23/2010
Pond SF#5: Filter #5
Inflow Area = 1.610 ac, Inflow Depth > 5.13" for 07063 10yr -24hr event
Inflow =
12.17 cfs @
12.01 hrs,
Volume=
0.688 of
Outflow =
12.17 cfs @
12.01 hrs,
Volume=
0.688 af, Atten= 0%, Lag= 0.1 min
Discarded =
8.02 cfs @
12.01 hrs,
Volume=
0.168 of
Primary =
3.51 cfs @
12.01 hrs,
Volume=
0.157 of
Secondary =
0.63 cfs @
12.01 hrs,
Volume=
0.364 of
Routing by Dyn-Stor-Inc! method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs 15
Starting Elev= 7.00' Surf.Area= 482 sf Storage= 36 cf
Peak Elev= 8.78' @ 12.01 hrs Surf.Area= 1,456 sf Storage= 469 cf (432 cf above start)
Flood Eiev=10.00' Surf.Area= 6,326 sf Storage= 4,570 cf (4,533 cf above start)
Plug-Fiow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time=1.6 min ( 796.5 - 794.9 )
Volume Invert
Avail.Storage Storage Description
#1 6.67'
545 cf Custom Stage Data (Prismatic) Listed below (Recalc)
2,187 of Overall - 7 cf Embedded = 2,180 cf x 25.0% Voids
#2 8.67'
7 cf 4.0"D x 25.00% Horizontal Cylinder S= 0.0050 T x 3 Inside #1
#3 9.00,
9,499 cf Custom Stage Data (Prismatic) Listed below (Recalc)
10,051
cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sg-ft)
(cubic -feet) (cubic -feet)
6.67
301
0 0
9.00
1,576
2.187 2,187
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
{soft)
(cubic -feet) (cubic -feet)
9.00
3,287
0 0
11.00
6,212
9,499 9,499
Device Routing
Invert
Outlet Devices
#1 Primary
7.10'
15.0" x 30.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert-- 6.50' S= 0.0200 T Cc-- 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
8.25'
3Z long x 0.5' breadth Bafiie Viall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
6.67'
4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary
6.67'
1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 301 sf
#5 Discarded
8.50'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

H:IPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadi
07063 Pre -Post 02 224 0 Type H 24-hr 0706310yr -24e r Rsir;,ar,'=6.88'
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD®7 10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 2/2312010
iscarded OutFlow Max=7.98 cfs @ 12.01 hrs HW=8.78' (Free Discharge)
Emergency Spillway (Weir Controls 7.98 cfs @ 1.4 fps)
Tnmary OutFlow Max--3.50 cfs @ 12.01 hrs HW=8.78' (Free Discharge)
Culvert (Passes 3.50 cfs of 6.07 cfs potential flow)
2-Baffle Wall (Weir Controls 3.50 cfs @ 2.2 fps)
Ccondary OutFlow Max=0.63 cfs @ 12.01 hrs HW=8.78' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.59 cfs @ 6.7 fps)
-Infiltration through Filter Media (Exfiltration Controls 0.05 cfs)
Pond SF#5: Filter #5
Hydrograph
DDiscarded
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1Ca1cslHydroCad\
07063 Pre -Post 02-22-10 Type // 24-hr 07063 90yr-24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD®7 10 s/n 000479 © 2005 H rydroCAD Software Solutions LLC 2/23/2010
M
10
Pond SF#5: Filter #5
Stage -Discharge
0 20 40 60 80 100 120 140 160 180 200
Discharge (cfs)
i Total
0 Discarded
■ Primary
® Secondary

H:IPROJECTS12007107063 SOUTH BRIDGE\CalcslHydroCadl
07063 Pre -Post 02-22-10 Type /l 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 2/23/2010
Stage -Area -Storage for Pond SF# 6: Filter #6
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
301
0
6.72
328
4
6.77
356
9
6.82
383
14
6.87
410
20
6.92
438
26
6.97
465
32
7.02
493
39
7.07
520
46
7.12
547
53
7.17
575
60
7.22
602
67
7.27
629
75
7.32
657
83
7.37
684
91
7.42
711
100
7.47
739
109
7.52
766
118
7.57
793
128
7.62
821
138
7.67
848
149
7.72
876
159
7.77
903
170
7.82
930
182
7.87
958
194
7.92
985
206
7.97
1,012
218
8.02
1,040
231
8.07
1,067
244
8.12
1,094
258
8.17
1,122
272
8.22
1,149
286
8.27
1,177
300
8.32
1,204
315
8.37
1,231
331
8.42
1,259
346
8.47
1,286
362
8.52
1,313
378
8.57
1,341
395
8.62
1,368
412
8.67
1,395
429
8.72
1,423
447
8.77
1,450
465
8.82
1,478
483
8.87
1,505
502
8.92
1,532
521
8.97
1,560
540
9.02
4,892
618
9.07
4,965
785
9.12
5,039
957
9.17
5,112
1,132
Elevation
Surface
Storage
(feet)
(eg-ft)
(cubic -feet)
9.22
5,185
1,310
9.27
5,258
1,492
9.32
5,331
1,678
9.37
5,404
1,868
9.42
5,477
2,061
9.47
5,550
2,258
9.52
5,624
2,459
9.57
5,697
2,663
9.62
5,770
2,871
9.67
5,843
3,082
9.72
5,916
3,297
9.77
5,989
3,516
9.82
6,062
3,739
9.87
6,135
3,965
9.92
6,209
4,195
9.97
6,282
4,428
10.02
6,355
4,665
10.07
6,428
4,906
10.12
6,501
5,150
10.17
6,574
5,398
10.22
6,647
5,650
10.27
6,720
5,906
10.32
6,794
6,165
10.37
6;867
6,427
10.42
6,940
6,894
10.47
7,013
6,964
10.52
7,086
7,237
10.57
7,159
7,515
10.62
7,232
7,796
10.67
7,305
8,080
10.72
7,378
8,369
10.77
7,452
8,661
10.82
7,525
8,950
10.87
7,698
9,255
10.92
7,671
9,558
10.97
7,744
9,865

SF #5 - Veg. Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:\projects\2007\07063 south bridge\catcs\flowmasterk07O63-1 .fm2
Worksheet
SF DA#5 - Veg Filter
Flaw Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Bottom Width
10.00 ft
Discharge
4.13 cfs
Results
Depth 0.23 ft
Flow Area 2.29 ft2
Wetted Perimeter 10.48 ft
Top Width
10.00
ft
Critical Depth
0.17
ft
Critical Slope
0.024573 ft/ft
Velocity
1.80
ft/5
Velocity Head
0.05
ft
Specific Energy
0.28
ft
Froude Number
0.66
Flow is subcritical.
02/23/10 FlowMaster v5.13
09:44:13 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 00708 [phone] Page 1 of 1

'DDate Design NORRIS, KUSKE &TUNSTALL Wilmington, NC sneer
-/ r�i7 Allzt
CONSULTING ENGINEERS, INC. Brunswick County, NC Ot
Check Job For Job No.
.50.�SL+ 0%'4jr~ 1 0+&E*9420�- CP7i7-/
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flow W #f
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07053 Impervious areal doom-Revlsed Areas for Builder Plans - 02-22-20
SAND FILTER DESIGN
Drainage Area a DA 6A
DmInage Area Aoife) 104362D0
Step 1- Determine Required Treatment Volumes
Required Treatment Volume (ftj W W (e) 106766
AcOusted Treatment Volume(fe) WQVp(ft) 979G25
Step 2 - Determine Filter Geometry
Mae Head on Sand Filter hwm.irle)
IYers (RI
WQV (ft)
A.+Af NO
240
9M25
4898.12
2S0
9796.25
am -so
am
9796.25
326542
3.50
9796.25
2796M
4.00
9796 25
24".06
4.50
9756.1S
2176S4
5A0
9795JS
1959.7E
5.50
9796.25
37aL]4
6=
9796.7S
1r32.71
Calculated Minimum Area of Sedimentation gasin
Assumed Depth of Sams Filter
"Minimum 15 It required
Calculated Minimum Area of Said Flitei
Proposed Geometric Properties
Average Head
,>Enter chosen hem Gam Table above
At(f4 e62a7
dl(ft)
Af (ft) 1498.76
hr.ararr(Ri
ha(fQ 1_50
Minimum Sediment A Filter Chamber Areas based on chosen trio
As (flir) _ _ a.- rlmo.p7,':: {�;�;� ":�•.:;: s,_ Meets Minimum Calculated Requirements
Af((t) Meets MlnlmumCalculated Reaultements
Step 3 - Verify Proposed Parameters W(() Contain WQV
Design Pa2meten
A:
10M.97
Af
2422.03
hsa.rr,i 1
3.00
hn
190
Step 4. Determine Minimum Number of Pipes Needed for the Underdrain System
Where: MediaPermeabgity
It(ft/day)
Ior It(In1(u)
Total Head
Ahpq
Length ofFbwthrough Media
Lift)
7.110
Peat Inflow
tlp(kowperunitares)
4.39
flow Rate through Soil Media
gigs/eae)
0.2453
a Apply a Safety Factor between 2 - 40
Cans/sec)
096
Determine Equivalent Diameter as Single Pipe
Where : n = roughness factor
071
s • internal slope of underdralo
05091
D•ploe diameter
D (in)
7.52C
See Table S-1 pill S-12 of NCDENR BMP manual
Minimum 0 of Pipes Required in the Underdrain
Step 5 - Determine Forebay Containment Volume
Forebay typically required to contain between 18% to22N
at le% 1763.32
at22% 215517
Provided volume 214619 ql 6K
Step 6 - Determine Drawdown lime
WQVae(Ity 9796.25
Undardraln Line Size(ft) _ _ *1+"3=�-- Y - mosssectional area (it) OAS73
Coefficient ofDlscharge
Gravitational ConstaM(k/s)
kvx.nr lPa S.CO
Detemdne if orflee b controlling factor (hr) - (see NCDENR manual og=-131 SAB
Determine R Filter Media Is controlling factor (hr) 27.73
» R T(hrp (WQV,,e (fts.V((R (fUday*As (Itt)/2A(h4)
t7K
YES
LYS
H:WROIECF3i2007W7063 SOt71H RRIDGEVWcA M63 impervious Brealula m.R.Oted Ames for Isullder Plans - 02-22-20

HAPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type 1124-hr07063 Syr-24hr Rainfaft--3.67"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCAD®7 10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchment DA 6A: Pre
Runoff - 4.72 cfs @ 12.02 hrs, Volume= 0.258 af, Depth> 1.29'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0,00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 070631 yr -24hr Rainfall=3.67"
Area (ac) CN Description
2.400 73 Woods, lair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (0) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA 6A: Pre
Hydrograph
Runoff
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

KkPROJECTS12007107063 SOUTH BRIDGMCaicstHydroCadl
07063 Pre -Post 02-22-10 Type 1/ 24-hr 070631 yr -24hr Rainfal1=3.67"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCADO 7 10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchrnent DAM: Past
Runoff — 8.22 cfs @ 12.02 hrs, Volume= 0.449 af, Depths 2.24"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 070631 yr 24hr Rainfall=3.67"
Area (ac) CN Description
1.090 98 Paved parking & roofs
1.310 76 Woods/grass comb., Fair HSG C
2.400 86 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DAM Post
Hydrograph
s �
8 Type 1124-hr 070631yr
Rainfall=3.67"
' Runoff ,Area=2.400 ac
6 Runoff Volume=0.449 of
y 5 Runoff Depth>2.24"
3 Tc=1Q0.0 min
ti 4• CEO=86
3
2
O .a .�.:.
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

SF NA - Veg. Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:lprojects1200-A07063 south bridgelcalcslflowmaster107063 ve.fm2
Worksheet
SF DA#6A - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.060000 ft/ft
Bottom Width
10.00 ft
Discharge
6.31 cfs
Results
Depth 0.06 ft
Flow Area 3.23 ft2
Wetted Perimeter 50.13 ft
Top Width 50.00 ft
Critical Depth 0.08 ft
Critical Slope 0.030680 ft/ft
Velocity
1.95 ft/s
Velocity Head
0.06 ft
Speck Energy
0.12 ft
Froude Number
1.35
Flow is supercritical.
02/23/10 FlowMaster v5.13
09:2e:1" AM Heested Methods, Inc_.. 37 8rookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Date Ueslgn Wilmington, NC
NORRIS, KUSKE &TUNSTALL
runswick County, NC
CONSULTING ENGINEERS, INC.ING. Ot
LOT
ZLA, s—F
t4L4551=
�e
1
1 �d�L
�Z•�
Z5 152
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-721>
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za®
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'5cllw
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2211-
29 32
SS
Z
V4
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24 3S
St.
1
tmW
Z2>
2=CL
s't
1.3bV
li zo
op ffoV2.
Ib1vpL - 10810 +- 04, 0IL-L = `f f 872
0TkIln4, Imp. *- - ft;15W.141
su" =
Aor.646
Ldr
(PT ihr
I04ty
3g
3zeo
Si
'3 (03c
qu
3513
41
VZOD
1#2<
1z9D
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1535
560
1180
O2.161
=_

As (fF)
Af Mai
0700Impervious Breakdow"ev"d Areas for guilder Plans • 02.12.10
SAND FILTER DESIGJV
Drainage Area r r, DA 63
Drainage Area An (ft/ 20-,M.00
Step 1- Determine Required Treatment Volumes
Required Treatment Volume ifta) WQV vel IMS731
Adjusted Treatment Volume (ftr} WQVr41As)1 10850.48
Step 2 - Determine Filter Geometry
Max Head on Sams filter h�,rm.OD
fke.rm ifs
WQV (fta)
A.-Af .
2.00
lOB5DA8
542524
250
20650.48
4340.19
3.00
1O85OA8
35115.83
350
1065OAB
3300.14
4.00
2O65OA8
27IZ42
450
2WSOA8
2411.22
5.00
1O85OA8
2170.1O
SSG
ia35aAll
197291
6A0
1085048
1308.41
Calculated Minimum Area of Sedimentation Basin
Assumed Depth of Sand Filter
»Minimum 1.S hrequired
Calculated Minimum Area of Sand Finer
Proposed Geometric Properties
Average Head
»Enter chosen h„d from Table above
As (h) I
dr(fd.
Af (fta) 1660.05
14 (h)
l4e.rr.fiq [
141h) 1.SP
Minimum Sedimatrt 8e Filter Chamber Areas based an chosen hur
Meets MinhnumCalculated Requirements
---'��3ri2e.Y9' ` �.'.-'•',= _:� Meets Minimum Calculated Requirements
Step 3 - Verily Proposed Parameters Will Contain WQV .
Design Parameters
Aa
1.35D.R?
Af h
2ffi419
ISo
Step 4 - Determine Minimum Number of Pipes Needed for the Underdrain System
Where: Media Permeability
it(f4day)
k(N/hr)
Total Head
dh (M
SA0
Length of Flow through Media
Lift)
2.00
Peak Inflow
Op pn/hr per unit area)
438
Flow Rata through Soil Media
Q(ft'/sera
»Apply a Safety Factor between 2 - 10
_
Q(fla/sect
0.86
Determine Equivalent Diameter. as Single Pipe
Where: n = roughness factor
0.021
s: Internal sMnr of underdrafn
o-%%
D-pips diameter
DIM)
7519
See Table 5.1 pg 5.12 of NCDENR BMP manual
Minimum A of Pipes Required In the Underdmin
Step 5 - Determine Forebay Containment Volume
rorebay typically required to contain between 18%to 22%
at IrA 1953.09
at22% 2387.11
Providedvolums 246521 OR P
Step 6 - Determine Drawdown Time
WQV,4tit) 10WOAB
Underdrtin UrieSize (ft) 0:33''.: _3 cross sectional am(fta) 0.0873
coefficient Of Discharge c-W
Gravitational Constant(ft/st)-
haorrur (m 3.00
Determine if orfke is controlling factor (hr) -(see NCDENR manual pill-13) 7.17
Determine if Filter Media is controlling factor thr) 2635
- if T(hr)= (WQV.4 (0/(lk (ft/day)sAs (ft)Y24(hr))
1.75
H",PRW ECTAMOM7063 SDUTH SAIDGEGkA07063 Impervious Breakdown -Revised Areas for Builder Plans - 02-22.10

HAPROJECTS12007107063 SOUTH BRIDGMCalcs\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 Syr-24hr Rainfall=3.67"
Prepared by Dorris, Kuske, & Tunstall Consulting Engineers, inc.
HydroCADO 7.10 sln 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchment DA 6B: Pre
Runoff - 4.84 cfs @ 12.02 hrs, Volume= 0.265 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 his, dt= 0.02 hrs
Type II 24-hr 07063 1yr -24hr Rainfall=3.67"
Area (ac) CN Description
2.460 73 Woods, Fair, HSG C
Tc Length
min) (feet)
10.0
Velocity Capacity Description
Direct Entry,
Subcatchment DA 6B: Pre
Hydrograph
r Rurtaff
5� L
Type 11; 24-hr 07063 1yr -24hr
Rainfall=3.67"
4 Runoff Area=2.460 ac
Runoff Volume=0.265 of
Runoff Depth>1.29"
a Tc=10:0 min
LL CN=73
2
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1Caics\HydroCadl
07063 Pre -Past 02-22-10 Type 1124-hr 070631 yr -24hr Rainfall=3. 67
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 2/22/2010
Subcatchment DAM Post
Runoff = 8.71 cfs @ 12.01 hrs, Volume= 0.478 af, Depth? 2.33"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1yr -24hr Rainfali=3.67"
Area (ac) CN Description
1.210 98 Paved parking & roofs
1.250 76 Woods/grass comb., Fair, HSG C
2.460 87 Weighted Average
Tc Length Slope Veiocity Capacity Description
10.0 Direct Entry,
Subcatchment DAM Post
Hydrograph
Type ll 24-hr 070631yr
A Rainfall=3.67"
7 Runoff Area=2.460 ac
(Runoff Volume=0.478 of
6- Runoff Depth>2.33"
w
5 Tc=10.0 min
U. 4 CN=87
2
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hows)
� Runoff

H:IPRO,IECTS\2007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 02-22-10 Type 11 24-hr 070631 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HvdroCAD Software Solutions LLC 2/22 010
Pond SF#6B: Filter 6B
Inflow Area = 2.460 ac, Inflow Depth > 2.33`° for 070631 yr -24hr event
Inflow = 8.71 cfs @ 12.01 hrs, Volume= 0.478 of
Outflow = 1.07 cfs @ 12.44 hrs, Volume= 0.506 A Atten= 88%, Lag= 25.4 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 1.07 cfs @ 12.44 hrs, Volume= 0.506 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting EIev=12.00' Surf.Area= 6,908 sf Storage= 1,310 cf
Peak EIev=13.42' @ 12.44 hrs Surf.Area= 8,502 sf Storage= 8,243 cf (6,933 cf above start)
Flood EIev=15.00' Surf.Area=10,275 sf Storage=18,612 cf (17,303 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time=10.5 min ( 822.9 - 812.4 )
Volume Invert Avail.Storage Storage Description
#1 9.67' 1,289 cf Custom Stage Data (Prismatic) Listed below (Recalc)
5,176 cf Overall - 21 cf Embedded = 5,155 cf x 25.0% Voids
#2 9.67' 21 cf 4.0"D x 40.00'L Horizontal Cylinder S= 0.00507 x 6 Inside #1
#3 12.00' 17,303 cf Custom Stage Data (Prismatic) Listed below (Recalc)
18,612 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.67 1,619 0 0
12.00 2,824 5,176 5,176
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
12.00 4,084 0 0
15.00 7,451 17,303 17,303
Device Routing Invert Outlet Devices
#1 Primary 12.00' 18.0" x 30.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert=11.75' S= 0.0083 ? Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 13.90' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 9.67' 4.0" pert_ Discharge Orfice from Underdrain C= 0.600
#4 Secondary 9.67' 1.750 In/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area =1,619 sf
#5 Discarded 14.00' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.2C 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 l yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7 10 sin 000479 0 2005 HydroCAD Software Solutions LLC 2122/20/0
iscarded OutFlovv W.ax=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge)
Emergency Spillway ( Controls 0.00 cfs)
nmary OutFlow Max=0.00 cfs @ 0.00 hrs HW=12.00' (Free Discharge)
�Culvert ( Controls 0.00 cfs)
Z—Baffle Wail ( Controls 0.00 cfs)
Eecondary OutFlow Max=1.07 cfs @ 12.44 hrs HW=13.42' (Free [discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.80 cfs @ 9.1 fps)
=Infiltration through Filter Media (EAltration Controls 0.28 cfs)
Pond SFAS: Filter 6B
Hydrograph
LPr'im
ed
ary
9
8
7
6
c+
5
U. 4
3
2
1
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre-Po3t 02-22-10 Type 1124-hr 070631 yr -24hr Rainfall=3.67'
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD®7 10 s/n 000479 m 2005 HydroCAD Software Solutions LLC 2/22/2010
Pond SF#6B: Filter 6B
Stage -Discharge
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Discharge (cfs)

HAPRO,lECTS\2007\07063 SOUTH BRIDGE1Ca1cs\HydroCad\
07063 Pre -Post 02-22-10 Type 11 24-hr 070631 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD®7 10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/22/2010
Stage -Area -Storage for Pond SF#6B: Filter 6B
Elevation
Surface
Storage
(feet)
(sa-ft)
(cubic -feet)
9.67
1,619
0
9.77
1,671
42
9.87
1,722
88
9.97
1,774
137
10.07
1,826
186
10.17
1,878
234
10.27
1,929
282
10.37
1,981
331
10.47
2,033
381
10.57
2,084
432
10.67
2,136
485
10.77
2,188
539
10.87
2,240
594
10.97
2,291
651
11.07
2,343
709
11.17
2,395
788
11.27
2,446
829
11.37
2,498
891
11.47
2,550
954
11.57
2,602
1,018
11.67
2,653
1,084
11.77
2,705
1,151
11.87
2,757
1,219
11.97
2,808
1,289
12.07
6,987
1,598
12.17
7,099
2,020
12.27
7,211
2,453
12.37
7,323
2,898
12.47
7,435
3,353
12.57
7,548
3,820
12.67
7,660
4,298
12.77
7,772
4,787
12.87
7,884
5,288
12.97
7,997
5,799
13.07
8,109
6,322
13.17
8,221
6,856
13.27
8,333
7,402
13.37
8,446
7,958
13.47
8,558
8,526
13.57
8,670
9,105
13.67
8,782
9,695
13.77
8,895
10,296
13.87
9,007
10,909
13.97
9,119
11,533
14.07
9,231
12,168
14.17
9,343
12,814
14.27
9,456
13,472
14.37
9,568
14,141
14.47
9,680
14,821
14.57
9,792
15,512
14.67
9,906
16,215
Elevation
Surface
Storage
(feet)
sp-ft)
(cubic et)
14.77
10,017
16,928
14.87
10,129
17,653
14.97
10,241
18,389

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 02-22-10 Type Il24-hr070631Qyr-24hr Rafnfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADe 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 2/22/2010
Fond SF#6B: Filter 6B
Inflow Area = 2.460 ac, Inflow Depth > 5.35" for 07063 10yr -24hr event
Inflow =
19.18 cfs @
12.01 hrs,
Volume=
1.097 of
Outflow =
15.11 cfs @
12.08 hrs,
Volume=
1.124 af, A'ten= 21 %, Lag= 4.1 min
Discarded =
11.20 cfs @
12.08 hrs,
Volume=
0.184 of
Primary =
2.69 cis @
12.08 hrs,
Volume=
0.070 of
Secondary =
1.21 cfs @
12.08 hrs,
Volume=
0.870 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 12.00' Surf.Area= 6,908 sf Storage= 1,310 cf
Peals Elev=14.35' @ 12.08 hrs Surf.Area= 9,547 sf Storage= 14,012 cf (12,703 cf above start)
Flood Elev=15.00' Surf.Area=10,275 sf Storage= 18,612cf (17,303 cf above start)
Plug -Flow detention time-- 67.9 min calculated for 1.093 of (100% of inflow)
Center -of -Mass det. time= 43.7 min ( 832.8 - 789.1 )
Volume Invert
Avail.Storaae Storage Description
#1 9.67'
1,289 cf Custom Stage Data (Prismatic) Listed below (Recalc)
5,176 cf Overall - 21 cf Embedded = 5,155 cf x 25.0% Voids
#2 9.67'
21 cf 4.0"D x 40.001 Horizontal Cylinder S= 0.0050 ? x 6 Inside #1
#3 12.00'
17,303 cf Custom Stage Data (Prismatic) Listed below (Recalc)
18,612
cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feed
(sq-ft)
(cubic -feet) (cubic -feet)
9.67
1,619
0 0
12.00
2,824
5,176 5,176
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
12.00
4,084
0 0
15.00
7,451
17,303 17,303
Device Routing
Invert
Outlet Devices
#1 Primary
12.00'
18.0" x 30.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert=11.75' S= 0.0083 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
'i 3.90'
3.0' iong x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
9.67'
4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary
9.67'
1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area =1,619 sf
#5 Discarded
14.00'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs%HydroCadl
07063 Pre -Post 02-22-10 Type 1124-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD®710 sh 000479 © 2005 HydroCAD Software Solutions LLG 2/22/20 G
iscarded OutFlow Max=11.19 cfs @ 12.08 hrs HW=14.35' (Free Discharge)
Emergency Spillway (Weir Controls 11.19 cfs @ 1.6 fps)
Primary OutFlow Max=2.69 cfs @ 12.08 hrs HW=14.35' (Free Discharge)
Culvert (Passes 2.69 cfs of 10.77 cfs potential flow)
2--Baffle Wail (Weir Controls 2.69 cfs @ 2.0 fps)
econdary OutFlow Max=1.21 cfs @ 12.08 hrs HW=14.35' (Free Discharge)
3=ischarge Orfice from Underdrain (Orifice Controls 0.89 cfs @ 10.2 fps)
- infiltration through Filter Media (Exfiltration Controls 0.32 cfs)
21
20
19
18
17
Pond SF#6B: Filter 6B
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
rime (hours)
M

HAPROJECTS12007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre-Post.O2-22-10 Type 1124-hr 07063 10yr-24hr Rainfal1=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
Hydro .CAD®7 10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 2/22/2010
a
6
Pond SF#6B: Filter 6B
Stage -Discharge
Discharge (dPs)

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 02-22-10 Type It 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by !Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HvdroCAD Software Solutions LLC 2/22/2010
Stage -Area -Storage for Pond SF#6B: Filter 68
Elevation
Surface
Storage
(feet)
(sQ-ft)
(cubic -feet)
9.67
1,619
0
9.77
1,671
42
9.87
1,722
88
9.97
1,774
137
10.07
1,826
186
10.17
1,878
234
10.27
1,929
282
10.37
1,981
331
10.47
2,033
381
10.57
2,084
432
10.67
2,136
485
10.77
2,188
539
10.87
2,240.
594
10.97
2,291
661
11.07
2,343
709
11.17
2,395
768
11.27
2,446
829
11.37
2,498
891
11.47
2,550
954
11.57
2,602
1,018
11.67
2,653
1,084
11.77
2,705
1,151
11.87
2,757
1,219
11.97
2,808
1,289
12.07
6,987
1,598
12.17
7,099
2,020
12.27
7,211
2,453
12.37
7,323
2,898
12.47
7,435
3,353
12.57
7,548
3,820
12.67
7,660
4,298
12.77
7,772
4,787
12.87
7,884
5,288
12.97
7,997
5,799
13.07
8,109
6,322
13.17
8,221
6,856
13.27
8,333
7,402
13.37
8,446
7,958
13.47
8,558
8,526
13.57
8,670
9,105
13.67
8,782
9,695
13.77
8,895
10,296
13.87
9,007
10,909
13.97
9,119
11,533
14.07
9,231
12,168
14.17
9,343
12,814
14.27
9,456
13.472
14.37
9,568
14,141
14.47
9,680
14,821
14.57
9,792
15,512
14.67
9,905
16,215
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
14.77
10,017
16,928
14.87
10,129
17,653
14.97
10,241
18,389

SF ##613 - Veg. Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:lprojects12007107063 south bridgelcalcsVlowmaster107063 ve.fm2
Worksheet
SF DA##68 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning`s Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 fv t
Bottom Width
10.00 ft
Discharge
3.90 cfs
Results
Depth
0.22
ft
Flow Area
2.21
ft'
Wetted Perimeter
10.44
ft
Top Width
10.00
ft
Critical Depth
0.17
ft
Critical Slope
0.024846 fit t
Velocity
1.76
ft/s
Velocity Head
0.05
ft
Specific Energy
0.27
ft
Froude Number
0.66
Flow is subcritical.
02/23/10 FlowMaster v5.13
09,28:51 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 05708 [phone] Page 1 of 1

Swg o9o9o3
of WATT
qD
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM �v '
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACK ..._ .. _ .._ ,,..�.,.,�,.,, �.�V /7v4 _ 1� ITEMS (NEXT WORKSHEET)I
I. PROJECT INFORKATON
Project name South Bridge Subdivision - Phase I
Contact name John S. Tunstall, P.E.
Phone number 910-343 9653
Date 12512009 (Revised 02-23-10)
Drainage area number 1
IL DESIGN INEOC T]ION.
For Level Spreaders Receiving Flow From a BMP
Type of BMP Sand Filter
Drawdown flow from the BMP 1.20 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
ff
Impervious surface area
fe
Percent impervious
%
Rational C coefficient
Peak flow from the 1 in/hr storm
cfs
Time of concentration
min
Rainfall intensity,l0-yr storm
in/hr
Peak flow from the 10-yr storm
cis
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? n _ (Y or N)
To a mulched bioretention cell? n (Y or N)
To a wetland? y (Y or N)
To a filter strip or riparian buffer? y (Y or N)
Other (specify)
Filter Strip or Riparian Buffer Characterization (If applicable)
Width of grass
50.00
ft
Width of dense ground cover
0.00
ft
Width of wooded vegetation
0.00
ft
Total width
50.00
ft
Elevation at downslope base of level lip
4.50
fmsl
Elevation at top of bank of the receiving water
2.00
fmsl
Slope (from level lip to to top of bank)
5.00
%
Are any draws present?
n
(Y or N)
Level Spreader Design
Forebay surface area
0.00
sq ft
Feet of level lip needed per cfs
13
fgcfs
Answer 'Y" to one of the following:
Length based on the 1 in/hr storm?
n
(Y or N)
Length based on the 10-yr stone?
y
(Y or N)
Length based on the BMP discharge rate?
n
(Y or N)
Design flow
2.36
cfs
Is a bypass device provided?
n
(Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Please complete filter strip characterization below.
Please complete filter strip characterization below.
OK
OK
No forebay is needed.
A bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Ray.5 Parts I. and II. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
Bypass Channel Design (If applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
,
tul
25.00 ft
#VALUE!
n (Y or N)
(Y or N)
Do not complete this section of the worksheet.
(Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet,
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
W
IY
,
1 B j
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet
� 1
M
t
Form SW401-Level Spreader, Fifter Strip, Restored Riparian Buffer-Rev.5 Parts L and II. Design Summary, page 2 of 2

5 w 9 690go3
AOf warg9
AC*AaJ f
MCDENR o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely frllsd out, pOnted artd subw# d.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)l
I. PROJECT IWORMATION .
Project name South Bridge Subdivision - Phase I
Contact name John S. Tunstall, P.E.
Phone number 910-343-9653
Date 11/25/2009 (Revised 02-23-10)
Drainage area number 2
IL DESIGN INFORWOON
For Level Spreaders Receiving Flow From a BMP
Type of BMP Sand Filter
Drawdown flow from the BMP 1.02 cis
For Level Spreaders Receiving Flow from the Drainage Area
Do not complete this section of the worksheet.
Drainage area
fe
Do not complete this section of the worksheet.
Impervious surface area
fe
Do not complete this section of the worksheet.
Percent impervious
%
Do not complete this section of the worksheat.
Rational C coefficient
Do not complete this section of the worksheet.
Peak flow from the 1 in/hr storm
cis
Do not complete this section of the worksheet.
Time of concentration
min
Rainfall intensity, 1 0-yr storm
in/hr
Do not complete this section of the worksheet.
Peak flow from the 10-yr storm
cis
Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
n (Y or N)
To a mulched bioretention cell?
n (Y or N)
To a wetland?
y (Y or N)
'lease complete finer strip characterization below.
To a filter strip or riparian buffer?
y (Y or N)
'lease complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (If applicable)
Width of grass
50.00
ft
Width of dense ground cover
0.00
ft
Width of wooded vegetation
0.00
ft
Total width
50.00
ft
Elevation at downslope base of level lip
fmsl
Elevation at top of bank of the receiving water
fmsl
Slope (from level lip to to top of bank)
%
Are any draws present?
n
(Y or N)
Level Spreader Design
Forebay surface area sq ft
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? n (Y or N)
Length based on the 10-yr storm? y (Y or N)
Length based on the BMP discharge rate? n (Y or N)
Design flow 4.12 cfs
Is a bypass device provided? n (Y or N)
OK
No forebay is needed.
A bypass device is not needed,
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
10.00 ft Level spreader must be at least 13 feet long.
n (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
t
1 ----------
M
1
(Y or N)
Do riot complete this section of the worksheet.
(Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
W
Y
B j
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet
1
M
t
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and It. Design Summary, page 2 of 2

'1QFWATfq
MCDEG
Qf
w+•�®O Y
r R j
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM I I VJ
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be complefety filled out, printed and submiffed'
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)l
I. PROJECT INFORMATION
Project name South Bridge Subdivision - Phase I
Contact name John S. Tunstall, P.E.
Phone number 910-343-9653
Date 11/2512009 (Revised 02-23-10)
Drainage area number 3
II. QESIGi�1,-1NFOF�FATI
For Level Spreaders Receiving Flow From a BMP
Type of BMP sand filter
Drawdown flow from the BMP 1.34 CIS
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 10-yr stonnn
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cis
Answer "Y" to one of the following:
Length based on the 1 inlhr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
le
ftz
CIS
min
in/hr
cfs
n (Y or N)
n (Y or N)
y (Y or N)
y (Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
Do not complete this section of the wodksheet.
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
lease complete filler strip characterization below.
lease complete filter strip characterization below.
50.00
ft
ft
_ __0.00_
0.00 --
^it
50.00
ft
6.50
fmsl
6.00
fmsl
1.00
% OK
(Y or N) OK
sq ft
13 Wds
n (Y or N)
y (Y or N)
n (Y or N)
7.65 cis
n (Y or N)
No forebay is needed.
A bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and It. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
0
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
M
25.00 ft
#VALUE!
n (Y or N)
(Y or N)
Do not complete this section of the worksheet.
(Y or N)
Do not complete this section of the workshest.
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
$
Do not complete this section of the worksheet.
ft
Do not complete this section of the workshest.
W
Y
1 B 1
ds Do not complete this section of the workshest.
Do not complete this section of the worksheet.
t
Form SW401-Level Spreader, Fitter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

Sv�rs �gogo3
of warfiR
O�dl
� y
WDENR p <
STORMWATER MANAGEMENT PERMIT APPLICATION FORM NVJ
401 CERTIFICATION APPLICATION FORM vvv 1�J
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
I. PROJECT INFORMATION
Project name South Bridge Subdivision - Phase I
Contact name John S. Tunstall, P.E.
Phone number 910-343-9653
Date 11/25/2009 (Revised 02-23-10)
Drainage area number 4
Ill. Dili" INPORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Sand Filter
Drawdown flow from the BMP 1.19 cfs
For Level Spreaders Receiving Flow from the Drainage Area
Do not complete this section of the worksheet.
Drainage area
Do not complete this section of the worksheet.
Impervious surface area
Do not complete this section of the worksheet.
Percent impervious
%
Do not complete this section of the worksheet.
Rational C coefficient
Do not complete this section of the worksheet.
Peak flow from the 1 inlhr storm
cis
Do not complete this section of the worksheet
Time of concentration
min
Rainfatl intensity, 10-yr storm
inthr
Do not complete this section of the worksheet.
Peak flow from the 10-yr storm
cis
Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? n (Y or N)
To a mulched bioretention cell? n (Y or N)
To a wetland? y (Y or N) 'Iesse complete filter strip characterization below.
To a filter strip or riparian buffer? y (Y or N) 'lease complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (If applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cis
Answer "Y" to one of the following:
Length based on the 1 inmr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
50.00
ft
0.00
ft
0.00
ft
50.00
ft
7.25
fmsl
7.00
fmsl
0.50
%
n
(Y or N)
0.00 sq ft
13 ft/cfs
n (Y or N)
y (Y or N)
n (Y or N)
5.04 cis
n (Y or N)
OK
OK
No forabay is needed.
1 bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and It. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
Y
Peak velocity in the channel during the 10-yr storm
Channel lining material
10.00 ft Level spreader must be at least 13 feet long.
n (Y or N)
WA
1 B 1
(Y or N)
)a not complete this section of the worksheet.
(Y or N)
)o not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
Cls
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
1
M
t
Form SW401-Level Spreader, Filter Strip. Restored Riparian Butter-Rev.5 Parts I. and Il. Design Summary, page 2 of 2

SW S O Rorf03
aoF warms
AC*A
MC_" .` O �[
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
I his roan must be completely h7led out, printed and submNed.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)l
1. PFtC'P INF>Ai IqN
Project name South Bridge Subdivision - Phase I
Contact name John S. Tunstall, P.E.
Phone number 910-343-9653
Date 11/25/2009 (Revised 02-23-10)
Drainage area number 5
liE lIMFOIZNWT�N
For Level Spreaders Receiving Flow From a BMP
Type of BMP Sand Filter
Drawdown flow from the BMP 0.63 cis
For Level Spreaders Receiving Flow from the Drainage Area
Do not complete this section of the worksheet.
Drainage area
f?
Do not complete this section of the worksheet.
Impervious surface area
ftz
Do not complete this section of the worksheet.
Percent impervious
%
Do not complete this section of the worksheet.
Rational C coefficient
Do not complete this section of the worksheet.
Peak flow from the 1 inmr storm
Cis
Do not complete this section of the worksheet.
Time of concentration
min
Rainfall intensity, 10-yr storm
Mr
Do not complete this section of the worksheet.
Peak flow from the 10-yr storm
cis
Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? n (Y or N)
To a mulched bioretention cell? n _ (Y or N)
To a wetland? y (Y or N) Please complete filter strip characterization below
To a filter strip or riparian buffer? y (Y or N) Please complete filter strip characterization below
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass 50.00 ft
Width of dense ground cover 0.00 ft
Width of wooded vegetation 0.00 ft
Total width 50.00 ft
Elevation at downslope base of level lip 6.50 fmsl
Elevation at top of bank of the receiving water 6.00 fmsl s
Slope (from level lip to to top of bank) 1.00 % OK ;.
Are any draws present? n (Y or N) OK u�..
Level Spreader Design f
Forebay surface area 0.00 sq It No forebay is needed.
Feet of level lip needed per cis 13 fticfs
Answer "Y" to one of the following:
Length based on the 1 inmr storm? n (Y or N)
Length based on the 10-yr storm? y (Y or N)
Length based on the BMP discharge rate? n (Y or N)
Design flow 4,13 cis
Is a bypass device provided? n (Y or N) A bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
t
1 i---------
M
1
10.00 It Level spreader must be at lest 13 feet long.
n (Y or N)
(Y or N)
Do rat complete this section of the worksheet.
(Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
W
Y
B j
cfs Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
M
t
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

Star$ ojog03
g?�OfWntFR�
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hh
A�u� o
MCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM j� VJJ
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLia i r - ALL ,.�wwv d ITEMS (NEXT WORKSHEET)i
L PROJECT INFORMATION
Project name South Bridge Subdivision - Phase I
Contact name John S. Turistall, P.E.
Phone number 910-343-9653
Date 1110/2009 (Revised 02-23-10)
Drainage area number 6A
II. DESIGN INFORMATION,
For Level Spreaders Receiving Flow From a BMP
Type of BMP Sand Filter
Drawdown flow from the BMP 1.20 GIs
For Level Spreaders Receiving Flow from the Drainage Area
Do not complete this section of the worksheet.
Drainage area
fe
Do not complete this section of the worksheet.
Impervious surface area
fe
Do not complete this section of the worksheet.
Percent impervious
%
Do not complete this section of the worksheet.
Rational C coefficient
Do not complete this section of the worksheet.
Peak flow from the 1 inihr storm
Cis
Do not complete this section of the worksheet
Time of concentration
min
Rainfall intensity, 10-yr storm
inlhr
Do not complete this section of the worksheet.
Peak flow from the 10-yr storm
cis
Do not complete this section of the worksheeL
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? n (Y or N)
To a mulched bioretention cell? n (Y or N)
To a wetland? y (Y or N) 'lease complete filter strip characterization below.
To a fitter strip or riparian buffer? y (Y or N) Please complete filter strip characterization below.
Other (specify)
Finer Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cis
Answer "Y" io one of the hollowing:
Length based on the 1 inlhr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
50.00
it
0.00
ft
0.00
ft
50.00
ft
9.00
fmsl
6.00
fmsl
6.00
% OK
n (Y or N) OK
0.00 sq ft No forebay is needed.
13 fticfs
n (Y or N)
y (Y or N)
n (Y or N)
6.31 cis
n (Y or N)
A bypass device is not needed.
Form SW401-Level Spreader, Flier Strip, Restored Riparian Buffer-Rov.5 Parts I. and It. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
M
10.00 It
Level spreader must be at least 13 feet long.
n (Y or N)
(Y or N)
Do not complete this section of the worksheet
(Y or N)
Do not complete this section of the workshee..
Do not complete this section of the worksheet.
It
Do not complete this section of the worksheet.
fl
Do not complete this section of the worksheet.
ft
Do rat complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
W
Y
1 B 1
cfs Do rat complete this section of the worksheet.
Do rat complete this section of the worksheet.
�t
M
t
Form SW401-Level Spreader, Fier Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

S w 8 090107
OF WAZc4
wAE
WDEW o
STORMWATER MANAGEMENT PERMIT APPLICATION FORM I\I �[ ' I U 63
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
i" PRO,JE t INFORt A'I 110N
Project name
South Bridge Subdivision - Phase I
Contact name
John S. Tunstall, P.E.
Phone number
910-343-9653
Date
11125/2009 (Revised 02-23-10)
Drainage area number
6B
N.. I3180I0" INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Sand Filter
Drawdown flow from the BMP
1.21 cis
For Level Spreaders Receiving Flow from the Drainage Area
Do not complete this section of the worksheet.
Drainage area
ftz
Do not complete this section of the worksheet.
Impervious surface area
ftz
Do not complete this section of the worksheet.
Percent impervious
%
Do not complete this section of the worksheet.
Rational C coefficient
Do not complete this section of the worksheet.
Peak flow from the 1 inlhr storm
ofs
Do not complete this section of the worksheet.
Time of concentration
min
Rainfall intensity, 10-yr storm ��—
inittr
Do not complete this section of the worksheet.
Peak flow from the 10-yr storm
cis
Do not complete this section of the worksheet.
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? n (Y or N)
To a mulched bioretention cell? n (Y or N)
To a wetland? y (Y or N) 'lease complete filter strip characterization below.
To a filter strip or riparian buffer? y (Y or N) Please complete filter strip characterization below.
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cis
Answer "Y" to one of the following:
Length based on the 1 inlhr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
50.00
ft
0.00
ft
0.00
it
50.00
ft
9.50
fmsl
9.00
fmsl
1.00
% OK
n
(Y or N) OK
0.00 sq ft No forebay is needed.
13 fttcfs
n (Y or N)
y (Y or N)
n (Y or N)
3.90 cis
n (Y or N)
FEB 2, 4 2010
A bypass device is not needed.
Form SW401-1-evel Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2

Length of the level lip 10.00 ft Level spreader must be at least 13 feet long.
Are level spreaders in series? n (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
M
W
Y
1 B 1
(Y or N)
Do not complete this section of the worksheet.
I Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
It
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
cfs
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
�1
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

Pusey, Steven
From: Jody Bland [e-mail]]
Sent: Tuesday, February 23, 2010 4:26 PM
To: Pusey, Steven
Subject: Southbridge Subdivision
Hi Steve,
I just wanted to give you a brief synopsis of the changes that are going to be submitted to you today. The layout changed
removing a cul-de-sac therefore changing some of the drainage. We have updated the drainage areas to reflect the
current layout. In the revised calculation package I have included a drainage area breakdown sheet for each DA. DA #1
has basically not changed. The DA reduced slightly and I held the impervious as submitted. I have updated any
supplements that may have changed based on these revisions. Feel free to contact me if you have any questions.
Thanks,
Jody Bland
- NORRIS. !CUSKEX,TUNSTALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.

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Pusey, Steven
From: Jody Bland [e-mail]]
Sent: Thursday, February 11, 2010 8:31 AM
To: Pusey, Steven
Subject: RE: South Bridge Subdivision
Attachmerltcs image001.gif; image002.ipg; image004.jpg; 07063 infil 7-12 expanded calc.pdf
Attached is the requested calculation. I extended the Hydrograph time to 72 hours so you could see that indeed the
discharge from the pond continues to reduce and is less than the exfiltration out of the basin.
Thanks,
Jody Bland
ILORRIS- KUSA &TUNSTALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
%�GLii 9(I'�Caviio., � .f 0���;i.rayc aGrC<i
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven[mailto:[e-mail]]
Sent: Wednesday, February 10, 2010 10:10 AM
To: Jody Bland
Subject: RE: South Bridge Subdivision
Please send your revised Hydrocad modeling data for Infiltration Basin 7-12. 1 still have the old data which shows that
discharge and inflow do not cross within 24 hours. Give me a call if you have any questions or comments.
Thanks,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Steven. [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Tuesday, February 09, 2010 9:50 AM
To: Pusey, Steven
Subject: RE: South Bridge Subdivision

set the storage by assuming a basin size and modeling it in HydroCadd. When the hydrograph shows the discharge and
inflow crossing & the peak is contained within the basin then it sized for the 1 yr storm.
Thanks,
Jody Bland
NORRIS. KUSItE &TUNS'!"ALL
CO%-ut rrstidi C`NWNFEIM (NC.
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven [mailto:[e-mail]]
Sent: Monday, February 08, 2010 4:30 PM
To: Jody Bland
Subject: South Bridge Subdivision
Jody,
Please advise how you calculated your drawdown time on the infiltration basins. It appears from my calculations that
there is not enough storage volume on Basin 7-12.
Thanks,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

HAPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 02-02-10 Type 1l 24-hr 07063 1 yr -24hr Rainfall=3.67°
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
H rydroCADS 7.1.0 sin 000479 0 2006 HydroCAD Software Solutions LLC 2/9/2010
Pond 7 -12: Infiltration Area
Hydrograph
0.6 . 0.57 cis
%{ Inflow
....... _ ..
0.55
!hom A a4ii I v
z — Primary.
0.5 Peak Elev=19.90'
0.45 ^a ti i
0.4: 1t+ r ye= 1,` 27 cf
0.35
� 0.3
LL
0.25
0.2
0.16
r
0.1
0.05
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54
Time (hours)
a

NORRIS, KUSKE
TU NSTALL
CONSULTING ENGINEERS, INC.
February 4, 2010
Mr. Steve G. Pusey, Environmental Engineer
NC DENR / Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: South Bridge Subdivision — Phase I
State Stormwater Permit No. SW8 090903
Sneads Ferry, NC
NKT Project No. 07063
Dear Mr. Pusey:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S.Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
Per your e-mail comments of February 1, 2010 and February 3, 2010 and your phone
conversation with Jody Bland of our office on February 2, 2010, we offer the following
responses:
1. Enclosed is the revised Wet Detention Basin Supplement for Ponds #7-12. /
2. Enclosed is the revised Wet Detention Basin Supplement for Ponds #13A & 13B.
3. Enclosed is the revised Infiltration Basin Supplement for Ponds #13A & 13B. i
Enclosed are two (2) copies of the revised plan sheets C5 and C18, one (1) set of
revised calculations (Drainage Areas #13A & 13B), the revised SW-401 Wet Detention
Basin Supplement forms (Drainage Areas #7-12 and Drainage Areas #13A & 13B) and
the revised SW-401 Infiltration Basin Supplement form (Drainage Areas #13A & 13B).
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
�cEY-VED
FEB 0 5 2010
Joh S. Tunstall, P. E.
SY:
JST/asn
07063 02-04-10-s-sw response-Rr
Enclosures
902 Market Street -Wilmington, NC 28401-4733 - Phone: [phone] - Fax: [phone]

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIVISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
.� ZCA:"
..
'fl!'IIIIItI""
Revised February 2010
September 2009
Prepared by:
NORRIS, KUSKE & TUNS7ALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

Pusey, Steven
From: Pussy, Steven
Sent: Wednesday, February 03, 2010 2:33 PM
To: 'Jody Bland'
Subject: RE: South Bridge Subdivision
For Pond 7-12, a 4" orifice will be okay since it is still less than 5 days.
That makes each pond have a 4" orifice, correct?
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Steven. [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Wednesday, February 03, 2010 2:26 PM
To: Pussy, Steven
Subject: RE: South Bridge Subdivision
Please see my comment below.....
Thanks,
Jody Bland
�,^_ NORRIS. KUSKE A TUNSTALL, .
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven[mailto:[e-mail]]
Sent: Monday, February 01, 2010 4:30 PM
To: Jody Bland
Subject: South Bridge Subdivision
Jody,
I just finished reviewing the wet ponds on this project, Pond 7-12, Pond 13A&B, and Pond 14, and have the following
questions:

Pond 7-12: On Supplement, sediment cleanout elevation is shown as 16' & 14' for bottom. Shouldn't this be 8' and 6'
respectively? Also, we recommend 5" orifice to draw it down more quickly. Please revise. Why is an outlet revision
needed? A 4" orifice falls with the required 2 to 5 day period. I understand that a 5" increases the discharge to the
infiltration basin but I don't understand the difference between holding it in the pond or holding it in the infiltration
area. We would rather contain and control the discharge from the pond and allow additional time for anything to settle
out/etc. prior to entering the infiltration area since it is the more high maintenance of the two BMPs.
Pond 13A & B: On Supplement, volume provided should be 139,174 cf, not 139. Also, we recommend a 4" orifice in lieu
of a 5". Please revise.
Pond 14: OK
Thanks,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

Pusey, Steven
From: Jody Bland [e-mail]]
Sent: Wednesday, February 03, 2010 2:24 PM
To: Pusey, Steven
Subject: RE: South Bridge calculations
Yes, we have adjusted the basin sizing based on the Hydrocadd model and contain the'difference in the two amounts.
The Hydrocadd model takes into account continual infiltration as one of the calculation variables too.
Thanks,
Jody Bland
XORFUS— KUSKi=&1'LIP+STALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven [mailto:[e-mail]]
Sent: Wednesday, February 03, 2010 2:20 PM
To: Jody Bland
Subject: RE: South Bridge calculations
I understand your equations here. Hopefully, I can fix our spreadsheet so that it can calculate the amount of storage
required. As I understand it, basically, you have to store the difference between inflow and outflow (infiltrated) of the
infiltration basin for at least a 24-hour period. This should closely match with your Hydrocad. Agree?
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Steven. PuseyOncdennuov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Wednesday, February 03, 2010 1:50 PM
To: Pusey, Steven
Subject: RE: South Bridge calculations
Attached is a quick calculation that I used to get a starting point to model the infiltration basin in Hydrocadd. I approximate
the basin's bottom area and then assume a depth for storage. The data for those areas is then input into hydrecadd and
the model is run. The excess volume which is being discharged into the basin but is not able to infiltrate is stored. The

peak is verified to ensure that we are not overtopping the basin and are therefore containing all of the discharge from the
1 yr storm for infiltration.
Thanks,
Jody Bland
Ct]NSUL'r;?.r_ CNG'Nx rq&. INC..
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.
From: Pusey, Steven [mailto:[e-mail]]
Sent: Wednesday, February 03, 2010 1:05 PM
To: 'Jody Bland'
Subject: South Bridge calculations
Importance: High
Jody,
I don't think you can use the volumetric infiltration rate (by multiplying it by the bottom surface area) to calculate the
storage volume required. Doesn't your Hydrocad program already assume that the maximum infiltration has already
taken place? If so, then shouldn't you store a volume purely equal to the rate (difference between outflow and inflow)
at which excess flow is entering the basin? I would assume that the required storage volume is based on a 24-hour time
period (i.e.-24-hr storm).
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: [e-mail]
E-mail correspondence to and from this address maybe subject to the NC Public Records Law and maybe disclosed to third parties.

Date Design NORRIS, KUSKECoTUNSTALL Wilmington, NC
CONSULTING ENGINEERS, INC. BrunswIck Count)6 NC
Check Job i For Y.
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CONSULTING ENGINEERS, INC.
2/212010
WET DETENTION BASIN CALCULATIONS
Prolect Name: Souflh.Brf cYge.S�lsdlv�ldri �:..:'' : � . ::. NKT No: 07063
Contact Person Joint-iurall, PE .: Phone: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: DA: 13A a 13B
Description Qty Units Notes:
1-year,24-hour rain event 3-4 inches from NOAA & project location
Drainage Area, DA = '.14;a,: ac total to pond
Pre-existing Impervious Area = O.Ob ac
Pre-existing Overall % Impervious, IPre = 0.00 %
Proposed Impervious Area = 1,1 AS8 ac total BUA to pond
Post Development Pervious Area =:a8: ac total proposed impervious to pond
Post Deveoplment Overall % Impervious, Ipcst = 80_00 %
Volume
Within 0.5 mile & drain to SA waters?
Design Rainfall Depth, D =
Pre Develpoment Runoff Volume factor, Rvpre =
Pre -Development Runoff Volume, Vp.=
Post Develpoment Runoff Volume factor, Rvp�t =
Post Development Runoff Volume, Vpt=
Required Storage Volume =
Permanent Pool Elevation
Permanent Pool surface area
State Temporary Pool Elevation
State Temporary Pool Surface Area
Provided Storage Volume =
Peak Flow
C value pre -developed
C value post -developed
Tc = Time of Concentration
Depth @ Tc & 1-yr = d
Intensity Peak, 1 YR= I
Pre -development runoff rate (rational method)
Post -development runoff rate (rational method)
!red
.Y USE DIFFERENCE OF PRE -POST VOLUME
3.67 in
0.05 in/in
Rvpre = 0.05 + 0.009*IPre
9,541
Vp. = D/12 x Rvpre x DA*43560
0.77 inrn
Rvp„r = 0.05 + 0.009*IPm
146,921
Vpd = D/12 x Rvpt x DA*43560
137,380 ft3
Diff of Pre -Post V
18.00
ft
29,276
sf
21.75
ft
43,274
sf
139,174 ft3
OKI
0:20.
0.79
15 ' min
0:99 inches
3.96 in/hr
11.46 cis Qpre Cpre x I x DA
44.81 cfs Qpm--C .t x I x DA
H:IPROJECTS12007W7063 SOUTH BRIDGEICalcM07063 DWO PnNMI.3, S-P„sey Req. SIMPLE VOLUME 1-18-10

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
2/=010
Main Pond Volume (Excluding Forebay)
Area of Top of Pond
...32;980: sf
Area of State Stg Elevation
: 28,i€54 sf
Area of Top of Vag Shelf Elevation
22�421: sf
Area of Normal Pool Elevation
19�Sg
Area of Bottom of Veg Shelf Elevation
16�$ry� sf
Area of Sediment Removal Elevation
$ $f
Top of Pond Elevation
State Stg Elevation
2175: ft
Top of Vag Shelf Elevation
18.50 ft
Normal Pool Elevation
18.00 ft
Bottom of Vag Shelf Elevation
17 501t
Sediment Removal Elevation
4. ft
Volume of Normal Pool Elevation to Sediement Removal Elevation
134,080 fe
Forebay #1 Volume (Excluding Main Pond)
Area of Top of Pond
18; w sf
Area of State Stg Elevation
sf
Area of Normal Pool Elevation
9717 sf
Area of Sediment Removal Elevation
4�228 sf
Top of Pond Elevation
24. ft
94
State Stg Elevation
21.
2175 ft
Normal Pool Elevation
.ft
Sediment Removal Elevation
13- ft
Forebay #2 Volume (Excluding Main Pond)
Area of Top of Pond
0 sf
Area of State Stg Elevation
.
0
Area of Normal Pool Elevation
O sf
Area of Sediment Removal Elevation
0 sf
Top of Pond Elevation
O..ft
State Stg Elevation
21.75 ft
Normal Pool Elevation
18.00 ft
Sediment Removal Elevation
.. 0 ft
Forebay Volume - Normal Pool Elevation to Sediment Removal Elevation 34,863 fe
nt_Forebay Volume: 1 20 6% (18 22% Required) OKI
H:IPROJECTS12007107063 SOUTH BRIDGE1Caics107063 DWQ POND413. S-Pusey Req. SIMPLE VOLUME 1-18-10

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
Average Depth & Required Surface Area
Permanent Pool Area 29,276 sf
Permanent Volume 168,942 cf
Average Depth 5.77 ft D = V/A
Average Depth, Davg = 5.77 ft
Rounded Avg Depth
SA/DA # from "Green Sheet' of Interpolated values for Coastal Region
SA/DA at 800A w/ 6.00 ft avg depth = 4:80- 900/6 TSS removal, no filter strip
Required Surface Area = 28,700 sf
Provided Surface Area = 29,276 sf OKI
Avg. Head =
Drawdown Time =
Internal Diameter -
Internal Diameter =
Drawdown Time =
Internal Diameter =
Internal Diameter =
Avg Internal Diameter =
Design Orifice Diameter =
Design Drawdown rate
Design Drawdown time
1.25 ft
2 days
0.43 ft
5.20 In
5 days
0.27 ft
3.29 in
4.25 in
4.66 in
one third of flood stage
172,800 s
432,000 s
OKI
H:IPROJECTS12007107063 SOUTH BRIDGE1Calcs\n70A3 DWQ POND#13..S-Rucey Req. SI ."PLE .VOLUME 1-18-10
2=010

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 12-15-09 Type 1l 24-hr 07063 1 yr -24hr Rainfall=3.67'
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/18/2010
Sub -catchment 13Pre: DA13
Runoff = 28.69 cfs @ 12.08 hrs, Volume= 1.851 af, Depth> 1.55"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
14.323 77 Woods, Poor, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 13Pre: DA13
Hydrograph
32
® Runoff
30 zesa ers
-- -
----=------------------
---_*----- -- -- -- --
z-----:--
28 Type 1124-hr 07063 1yr -24hr
--- -------------- --- ----- - - --
26 _EZaillfel=3.67" _ _
24-Run'affArea=14.32--aE--�--
22
-F�uirioff�/oiurrre=1:g51f - - ------------_-®---=-----=--= ----
20
18 - Min Depihy°�.55
1s fc=150min-
X 14 CIV=7- -- --- - - --= -- =-- -- ------ - - -----
12
10
6
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Tirne (hours)

H:\PROJECTS12007\07063 SOUTH BRIDGE\Calcs\HydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/18/2010
Subcatchment 1317ost: DA 13
Runoff = 51.34 cfs @ 12.06 hrs, Volume= 3.450 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 070631 yr -24hr Rainfall=3.67
Area (ac) CN Description
11.458 98 Impervious Allocation
2.865 74 >75% Grass cover, Good, HSG C
14.323 93 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/18/2010
Pond FB 13: Forebay 13
Inflow Area = 14.323 ac, Inflow Depth > 2.89" for 07063 1 yr -24hr event
Inflow = 51.34 cfs @ 12.06 hrs, Volume= 3.450 of
Outflow = 39.94 cfs @ 12.13 hrs, Volume= 2.580 af, Atten= 22%, Lag= 4.1 min
Primary = 39.94 cfs @ 12.13 hrs, Volume= 2.580 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 21.18' @ 20.29 hrs Surf.Area= 14,246 sf Storage= 38,106 cf
Flood Elev= 24.00' Surf.Area= 18,262 sf Storage= 83,937 cf
Plug -Flow detention time= 114.0 min calculated for 2.578 of (75% of inflow)
Center -of -Mass det. time= 26.7 min ( 817.8 - 791.1 )
Volume Invert Avail.Storage Storage Description
#1 18.00' 83,937 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
18.00 9,717 0 0
24.00 18,262 83,937 83,937
Device Routing Invert Outlet Devices
#1 Primary 18.00' 36.0" x 150.0' long Connective Piping X 2.00
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 17.90' S= 0.0007 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Secondary 23.25' 50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=39.81 cfs @ 12.13 hrs HW=20.38' TW=19.67' (Dynamic Tailwater)
L1=Connective Piping (Barrel Controls 39.81 cfs @ 4.5 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.00' (Free Discharge)
2=Emergency Spillway ( Controls 0.00 cfs)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type/1 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/18/2010
Pond FIB 13. Forebay 13
Hydrograph
Inflow
--=----�--- ------ --- --
51.34 ds ..- _ _ _- - D OL'tflow
f oflow Area, ac - - - - -. - i Primary
low - - ,
55 ---- - -- -:- �- .--=-----------=-- Secondary
Peak Elev=21 ,.1 8'
50--------- _-- -_-- - -- ----:--� ---•- ----
-,
45 Storage-3&'�06cf39.9«, - - -�-- -- ---:--=- -- --
__-- -- 39.94 - -
40 -�-------------- ---- - ---------------3---- --� -
35 - --- - -- - - --;-- - -- ------------ -- ---- --
30 - ---- - - -- - - .----------•- - -_---- --
LL25 --- -- -- -- ------ --- ---- .--.--.----- - -: -
20-.--.-- ----------•- -- -• ---- - -.--- - - -
15 --- ---- - -- -- -- -- --
10
m
d
c
0
.W
a
m
Luu
0 1 2 3 4 5 67 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond FB 13: Forebay 13
Stage -Discharge
0 20 40. 60 80 100 120 140 160 180 200
Discharge (cfs)
Total
rl Primary
U Secondary

HAPROJECTS12007107063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 12-15-09 Type/1 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 1/18/2010
Stage -Area -Storage for Pond FB 13: Forebay 13
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
18.00
9,717
0
18.10
9,859
979
18.20
10,002
1,972
18.30
10,144
2,979
18.40
10,287
4,001
18.50
10,429
5,037
18.60
10,572
6,087
18.70
10,714
7,151
18.80
10,856
8,229
18.90
10,999
9,322
19.00
11,141
10,429
19.10
11,284
11,550
19.20
11,426
12,686
19.30
11,568
13,836
19.40
11,711
14,999
19.50
11,853
16,178
19.60
11,996
17,370
19.70
12,138
18,577
19.80
12,281
19,798
19.90
12,423
21,033
20.00
12,565
22,282
20.10
12,708
23,546
20.20
12,850
24,824
20.30
12,993
26,116
20.40
13,135
27,422
20.50
13,277
29,743
20.60
13,420
30,078
20.70
13,562
31,427
20.80
13,705
32,790
20.90
13,847
34,168
21.00
13,990
35,560
21.10
14,132
36,966
21.20
14,274
38,386
21.30
14,417
39,821
21.40
14,559
41,269
21.50
14,702
42,733
21.60
14,844
44,210
21.70
14,986
45,701
21.80
15,129
47,207
21.90
15,271
48,727
22.00
15,414
50,261
22.10
15,556
51,810
22.20
15,699
53,373
22.30
15,841
54,950
22.40
15,983
56,541
22.50
16,126
58,146
22.60
16,268
59,766
22.70
16,411
61,400
22.80
16,553
63,048
22.90
16,695
64,710
23.00
16,838
66,387
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
23.10
16,980
68,078
23.20
17,123
69,783
23.30
17,265
71,503
23.40
17,408
73,236
23.50
17,550
74,984
23.60
17,692
76,746
23.70
17,835
78,522
23.80
17,977
80,313
23.90
18,120
82,118
24.00
18,262
83,937

H:IPROJECTS12007107063 SOUTH BRIDGE1Caics\HydroCadl
07063 Pre -Post 02-02-10 Type 11 24-hr 070631 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sh 000479 C 2005 HydroCAD Software Solutions LLC 2/2/2010
Pond I_�ffP13: Man Pond 13
Inflow Area = 14.323 ac, Inflow Depth > 2.16" for 07063 1yr -24hr event
Inflow = 39.94 cfs @ 12.13 hrs, Volume= 2.580 of
Outflow = 0.69 cfs @ 16.36 hrs, Volume= 0.811 af, Aden= 98%, Lag= 253.4 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.69 cfs @ 16.36 hrs, Volume= 0.811 of
Secondary = 0.00 cis @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 21.18' @ 20.29 hrs Surf.Area= 27,567 sf Storage= 77,485 cf
Flood Elev= 24.00' Surf.Area= 32,980 sf Storage= 162,848cf
Plug -Flow detention time= 331.8 min calculated for 0.811 of (31 % of inflow)
Center -of -Mass det. time= 181.7 min ( 999.5 - 817.8 )
Volume Invert Avail.Storage Storage Description
#1 18.00' 162,848 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
18.00 19,559 0 0
18.50 22,421 10,495 10,495
24.00 32,980 152,353 162,848
Device Routine Invert Outlet Devices
#1 Primary 15.00' 4.0" x 75.0' long Low Flow Orfice to Secondary Infiltration Area
CMP, projecting, no headwall, Ke= 0.900
Outlet Invert=13.00' S= 0.02677 Cc= 0.900
n= 0.010 PVC, smooth interior
#2 Device 1 18.00' 2.00' W x 2.00' H Vert. Orifice/Grate C= 0.600
#3 Secondary 13.10' 18.0" x 55.0' long Culvert CMP, projecting, no headwall, Ke= 0.900
Outlet Invert=13.00' S= 0.0018 'P Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#4 Device 3 21.75' 4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#5 Discarded 23.25' 60.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Riscarded OutFlow Max=0.00 cis @ 0.00 hrs HW=18.00' (Free Discharge)
--5=Emergency Spillway ( Controls 0.00 cfs)
rimary OutFlow Max=0.69 cis @ 16.36 hrs HW=21.10' TW=13.33' (Dynamic Tailwater)
tow Flow Orfice to Secondary Infiltration Area (Barrel Controls 0.69 cfs @ 7.9 fps)
2=0rifice/Grate (Passes 0.69 cfs of 27.65 cfs potential flow)
tscondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=18.00' (Free Discharge)
r Culvert (Passes 0.00 cfs of 13.68 cfs potential flow)
-4-Top of Box ( Controls 0.00 cfs)

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcs\HydroCadl
07063 Pre -Post 02-02-10 Type I! 24-hr 07063 lyr-24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAM 7.10 sin 000479 ® 2005 HydrOCAD Software Solutions LLC 2/2/2010
Pond MP13: Main Pond 13
Hydrograph
- ------------- --- - - as.aaea - -- - -- -- -- - ' _ ■Inflow
Fs FF ;//��,-.�.,,�� ■ Outflow
_Erlflowi A: i �, 02 -- ----- ----- - --- - ■Discarded
■ Primary
---------------
44-�+ei�14�e1F=�rFA,�,s -------•--.------ -- ------ ■Secondary
42
38
34------i- - --- -- -- - -F --
32 -- ---- ---- --- -'-- --- - - --S - -
30 --.- - - ----i- -r- -- - --.- - - - -- -
28 ff. - - ----- -- - -- - --------- - - = - ---
3� 24 f - - --•- --'-- ----r- ---r-•--• -- - -�-� --
b' 20 '. ---- -� *-.------ ---- - ----------T- - --- -----
14 �,----�.. --- --- - ----j - -- - ------------L - ---
12 ----i-------------i--r---- --------------r---------
to f
8 a.sa cr.
g 'fo.00�
A f . OAR da
0 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 1S 19 20 21 22 23 24
Time (hours)
Pond MP13: Main Pond 13
M
50 80 70 80 90 100
Discharge (cfs)

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 02-02-10 Type II 24-hr 070631 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 2/2/2010
Stage -Area -Storage for Pond MP13: Main Pond 13
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
18.00
19,559
0
18.10
20,131
1,985
18.20
20,704
4,026
18.30
21,276
6,125
18.40
21,849
8,282
18.50
22,421
10,495
18.60
22,613
12,747
18.70
22,805
15,018
18.80
22,997
17,308
18.90
23,189
19,617
19.00
23,381
21,945
19.10
23,573
24,293
19.20
23,765
26,660
19.30
23,957
29,046
19.40
24,149
31,451
19.50
24,341
33,876
19.60
24,533
36,320
19.70
24,725
38,782
19.80
24,917
41,265
19.90
25,109
43,766
20.00
25,301
46,286
20.10
25,493
48,826
20.20
25,685
51,385
20.30
25,877
53,963
20.40
26,069
56,560
20.50
26,261
59,177
20.60
26,453
61,812
20.70
26,645
64,467
20.80
26,837
67,141
20.90
27,029
69,834
21.00
27,221
72,547
21.10
27,413
75,279
21.20
27,605
78,029
21.30
27,796
80,799
21.40
27,988
83,589
21.50
28,180
86,397
21.60
28,372
89,225
21.70
28,564
92,072
21.80
28,756
94,938
21.90
28,948
97,823
22.00
29,140
100,727
22.10
29,332
103,651
22.20
29,524
106,594
22.30
29,716
109,556
22.40
29,908
112,537
2 2.5 0
30,100
115,538
22.60
30,292
118,557
22.70
30,484
121,596
22.80
30,676
124,654
22.90
30,868
127,731
23.00
31,060
130,828
Elevation
Surface
Storage
(feet)
(sg-ft)
(cubic -feet)
23.10
31,252
133,943
23.20
31,444
137,078
23.30
31,636
140,232
23.40
31,828
143,405
23.50
32,020
146,598
23.60
32,212
149,809
23.70
32,404
153,040
23.80
32,596
156,290
23.90
32,788
159,559
24.00
32,980
162,848

NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS,
January 20, 2010
Mr. Steve G. Pusey, Environmental Engineer
NC DENR / Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: South Bridge Subdivision — Phase I
State Stormwater Permit No. SW8 090903
Sneads Ferry, NC
NKT Project No. 07063
Dear Mr. Pusey:
INC.
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S.Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
RECEIVED
JAN 21 2010
BY:
Per your e-mail comments of January 8, 2010, we offer the following responses:
Sand filter calculations for the 10-year storm are enclosed.
2. Pond calculations for the 10-year storm are enclosed for Pond #14.
3. Discharge from the pipe will occur through the numerous small perforations
along the entire length of the perforated pipe section, therefore providing diffuse
flow.
4. The requested pond calculations are enclosed.
5. The corrected Operation & Maintenance Agreements (Ponds #7-12 [Page 3 of
4], Ponds #13A & 13B [Page 3 of 41 and Pond #14 [Page 1 of 4] are enclosed.
6. Calculations for Sand Filters #2 and #4 are enclosed.
7. Infiltration calculations for Ponds #7-12 and #13 are enclosed. Pond #14 lies
outside of the % mile line and does not require a secondary infiltration area.
8_ No discharge is present for the 1-year storm. All stormwater is routed through to
the infiltration area. The energy dissipator is supplied in accordance with the
comments contained within the filter strip supplement (see cell comments
contained in cell A38). It indicates that bypass flow to wetlands should be routed
to an energy dissipator prior to entering wetlands. Since all stormwater
generated by the 1-year storm is treated by the infiltration area, then any
discharge from the culvert would be in accordance and consistent with the
supplement comment.
902 Market Street -Wilmington, NC 28401-4733 - Phone: [phone] - Fax: [phone]

Mr. Steve G. Pusey / NC DENR
January 20, 2010
Page 2
As we discussed during our telephone conversation on 01-14-10, we were in
agreement that since Ponds #7-12 did not have any discharge for the 1-year storm, that
it was designed in accordance with current regulations. In regards to Pond #13, based
on meeting notes from 10-29-09 (Item #2), the design of Pond #13 has been modified
to prevent any discharge during the 1-year storm as well.
Enclosed are two (2) copies of the revised plan sheets C5 and C16, one (1) set of
revised and requested calculations, the revised SW-401 Wet Detention Basin
Supplement form (Drainage Areas 13A & 13B), the revised SW-401 Infiltration Basin
Supplement form (Drainage Areas 13A & 13B) and the revised Wet Detention Basin
Operation and Maintenance Agreement forms (Drainage Areas 7-12, 13A & 13B and
14). Based on changes to Pond #13, please remove the previously supplied filter strip
calculations and supplement as they are not needed.
Please review this information for approval and contact us with any questions or
comments you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
Jo n S. Tunstall, P. E.
JST/asn
07063 01-20-10-s-sw response-Itr
Enclosures

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIVISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
F. '
e
,sfai?a9aa�°"
Revises! January 2010
September 2009
Prepared by:
RECEIVED
JAN 2 12010
BY:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

Kaop+i #�
H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-16-09 Type 1124-hr 07063 10yr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#1: Filter #1
Inflow Area = 1.890 ac, Inflow Depth > 5.81" for 07063 10yr -24hr event
Inflow =
15.51 cfs @
12.01 hrs,
Volume=
0.915 of
Outflow =
7.33 cfs @
12.14 hrs,
Volume=
0.968 af, Atten= 53%, Lag= 7.6 min
Discarded =
4.41 cfs @
12.14 hrs,
Volume=
0.071 of
Primary =
1.71 cfs @
12.14 hrs,
Volume=
0.058 of
Secondary =
1.21 cfs @
12.14 hrs,
Volume=
0.839 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 11,212 sf Storage= 2,526 cf
Peak Elev= 8.69' @ 12.14 hrs Surf.Area= 13,145 sf Storage= 14,642 cf (12,116 cf above start)
Flood Elev= 10.00' Surf.Area= 13,501 sf Storage= 17,227 cf (14,701 cf above start)
Plug -Flow detention time= 84.6 min calculated for 0.909 of (99% of inflow)
Center -of -Mass det. time= 31.9 min ( 807.9 - 775.9 )
Volume Invert
Avail.Storage Storage Description
#1 4.67'
2,500 cf Custom Stage Data (Prismatic) Listed below (Recalc)
10,025 cf Overall - 26 cf Embedded = 9,999 cf x 25.0% Voids
#2 4.67'
26 cf 4.0"D x 50.001 Horizontal Cylinder S= 0.00507 x 6 Inside #1
#3 7.00'
14,701 cf Custom Stage Data (Prismatic) Listed below (Recalc)
17,227 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
4.67
3,599
0 0
7.00
5,006
10,025 10,025
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
7.00
6,206
0 0
9.00
8,495
14,701 14,701
Device Routing
Invert
Outlet Devices
#1 Primary
6.25'
24.0" x 130.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert-- 6.00' S= 0.0019 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
8.35'
3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
4.67'
4.0" Vert. Discharge Orfice from Underdrain C= 0.600
94 Secondary
4.67'
1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 3,599 sf
#5 Discarded
8.50'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

H:IPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 10yr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 m 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFlovr 1hh1ax=4.39 cf @ 12.14 hrs HW=8.69' (Free Discharge)
t-5=Emergency Spillway (Weir Controls 4.39 cfs @ 1.2 fps)
Primary OutFlow Max=1.70 cfs @ 12.14 hrs HW=$.69' (Free Discharge) t1- $�S S,uc
Culvert (Passes 1.70 cfs of 14.38 cfs potential flow)
2=13affle wall (Weir Controls 1.70 cfs @ 1.7 fps)
n3condary OutFlow Max=1.21 cfs @ 12.14 hrs HW=8.69' (Free Discharge)
=Discharge Orfce from Underdrain (Orifice Controls 0.82 cis @ 9.5 fps)
=Infiltration through Filter Media (FAItration Controls 0.39 cis)
Pond SF#1: Filter #1
Hydrograph
Inflow
Outflow
Inflow Area=1.890 ad..-
? Discarded
.
Primary
17.
Peak Elev=8.69'
- Secondary
1s=
15
Storage=14,642 cf `
14:
13
12
11 '
w 10,
iM cfs
{' ;
O B
.
7':
4.41 de r.
s
A.:ems!
.. :✓^ _... %--.'Lsf�: ..
11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 1

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#1: Filter #1
Stage -Discharge
`3 Total
Discarded
Primary
Secondary
Discharge (cfg)

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HYdroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond SF#1: Filter #1
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
4.67
3,599
0
4.77
3,659
92
4.87
3,720
187
4.97
3,780
287
5.07
3,841
388
5.17
3,901
488
5.27
3,961
587
5.37
4,022
686
5.47
4,082
788
5.57
4,142
891
5.67
4,203
995
5.77
4,263
1,101
5.87
4,324
1,208
5.97
4,384
1,317
6.07
4,444
1,427
6.17
4,505
1,539
6.27
4,565
1,652
6.37
4,626
1,767
6.47
4,686
1,884
6.57
4,746
2,002
6.67
4,807
2,121
6.77
4,867
2,242
6.87
4,927
2,364
6.97
4,988
2,488
7.07
11,292
2,963
7.17
11,407
3,597
7.27
11-,521
4,243
7.37
11,635
4,900
7.47
11,750
5,569
7.57
11,864
6,249
7.67
11,979
6,941
7.77
12,093
7,644
7.87
12,208
8,358
7.97
12,322
9,084
8.07
12,437
9,821
8.17
12,551
10,570
8.27
12,666
11,330
8.37
12,780
12,102
8.47
12,894
12,885
8.57
13,009
13,680
8.67
13,123
14,486
8.77
13,238
15,303
8.87
13,352
16,132
8.97
13,467
16,973
9.07
13,501
17,227
9.17
13,501
17,227
9.27
13,501
17,227
9.37
13,501
17,227
9.47
13,501
17,227
9.57
13,501
17,227
9.67
13,501
17,227
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.77
13,501
17,227
9.87
13,501
17,227
9.97
13,501
17,227

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-16-09 Type 1124-hr 07063 10yr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#2: Filter #2
Inflow Area = 1.090 ac, Inflow Depth > 5.13" for 07063 10yr -24hr event
Inflow =
8.24 cfs @
12.01 hrs,
Volume=
0.466 of
Outflow =
6.31 cfs @
12.09 hrs,
Volume=
0.466 af, Atten= 23%, Lag= 4.4 min
Discarded =
2.73 cfs @
12.09 hrs,
Volume=
0.021 of
Primary =
2.56 cfs @
12.09 hrs,
Volume=
0.055 of
Secondary =
1.02 cfs @
12.09 hrs,
Volume=
0.390 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 575 sf Storage= 50 cf
Peak Elev= 11.14' @ 12.09 hrs Surf.Area= 4,050 sf Storage= 5,352 cf (5,301 cf above start)
Flood Elev= 12.00' Surf.Area= 4,602 sf Storage= 8,150 cf (8,100 cf above start)
Plug -Flow detention time= 27.3 min calculated for 0.465 of (100% of inflow)
Center -of -Mass det. time= 24.5 min ( 819.4 - 794.9 )
Volume Invert Avail.Storage Storage Description
#1 6.67' 456 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,833 cf Overall - 10 cf Embedded = 1,822 cf x 25.0% Voids
#2 6.67' 10 cf 4.0"D x 30.00'L Horizontal Cylinder S= 0.0060 7' x 4 Inside #1
#3 9.00, 7,685 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,150 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
6.67 492 0 0
9.00 1,081 1,833 1,833
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.00 1,602 0 0
12.00 3,521 7,685 7,685
Device Routing Invert Outlet Devices
#1 Primary 7.00' 15.0" x 20.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 6.50' S= 0.0250 ? Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 10.70' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 6.67' 4.0" Vert. Discharge Orfice from Undardrain C= 0.600
#4 Secondary 6.67' 1.750 in/hr Infiltraion through Filter Media over Surface area above invert
Excluded Surface area = 492 sf
#5 Discarded 11.00' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1Caics\HydroCadl
07063 Pre -Post 12-16-09 Type 1l 24-hr 07063 10yr -24hr Rainfal1=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFlow Max=2.64 cis L 12.09 nrs HW=11.13' (Free Discharge)
t-6=Emergency Spillway (Weir Controls 2.64 cfs @ 1.0 fps)
Primary OutFlow Max=2.53 cfs @ 12.09 hrs HW=11.13' (Free Discharge)
t�Culvert (Passes 2.53 cfs of 11.07 cfs potential flow) Bi�i�r.N¢i,
5t
2=13affle wall (Weir Controls 2.53 cfs @ 1.9 fps)
Secondary OutFlow Max=1.02 cfs @ 12.09 hrs HW=11.13` (Free Discharge)
1:-Discharge Orfce from Underdrain (Orifice Controls 0.87 cfs @ 10.0 fps) %cpA
-infiltralon through Filter Media (EAltration Controls 0.14 cfs) P1�'
Pond SF#2: Filter #2
Hydrograph
LDiscarded
s24cfsInflow Area=1.090 ac Peak Elev=11.14' ary
8: Storage=5,352 cf ea
7-
6
3-
r ace f r�r�,r�u
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

HAPROJECTS\2007107063 SOUTH BR1DGE\Calcs\HydroCad\
07063 Pre -Post 12-15-09 Type /I 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#2: Filter #2
Stage -Discharge
-
Total
77- 7 Discarded
Primary
Secondary
EmergencySpillmy
7-i Discharge CVke torn Undwdrw - 1.1fiftion thmugh Fifts, Media
0 5 1 1 0 1 . 5 210 ' iS 3'0' ' 315 ' 40 4 1 5 5 . 0 . 55 60
Discharge (cft)

H:\PROJECTS12007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 12-15-09 Type // 24-hr 07063 10yr -24hr Rainfalh6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond SF#2: Filter #2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
492
0
6.77
517
13
6.87
543
29
6.97
568
45
7.07
593
62
7.17
618
77
7.27
844
93
7.37
669
109
7.47
694
126
7.57
720
144
7.67
745
162
7.77
770
181
7.87
795
201
7.97
821
221
8.07
846
242
8.17
871
263
8.27
896
286
8.37
922
308
8.47
947
332
8.57
972
356
8.67
998
380
8.77
1,023
406
8.87
1,048
431
8.97
1,073
458
9.07
2,728
580
9.17
2,792
748
9.27
2,856
922
9.37
2,920
1,103
9.47
2,984
1,290
9.57
3,048
1,483
9.67
3,112
1,683
9.77
3,176
1,889
9.87
3,240
2,102
9.97
3,303
2,321
10.07
3,367
2,546
10.17
3,431
2,778
10.27
3,495
3,016
10.37
3,559
3,261
10.47
3,623
3,512
10.57
3,687
3,769
10.67
3,751
4,033
10.77
3,815
4,304
10.87
3,879
4,580
10.97
3,943
4,863
11.07
4,007
5,153
11.17
4,071
5,448
11.27
4,135
5,751
11.37
4,199
6,059
11.47
4,263
6,374
11.57
4,327
6,696
11.67
4,391
7,023
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
11.77
4,455
7,358
11.87
4,519
7,698
11.97
4,683
8,045

6 v�
H:\PROJECTS12007\07063 SOUTH BRIDGE\CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#3: Filter#3
Inflow Area =
3.650 ac,
Inflow Depth > 5.35"
for 07063 10yr -24hr event
Inflow =
28.46 cfs @
12.01 hrs,
Volume=
1.628 of
Outflow =
21.14 cfs @
12.09 hrs,
Voiume=
1.665 af, Atten= 26%, Lag= 4.5 min
Discarded =
13.52 cfs @
12.09 hrs,
Volume=
0.202 of
Primary =
6.28 cis @
12.09 hrs,
Voiume=
0.247 of
Secondary =
1.34 cfs @
12.09 hrs,
Volume=
1.217 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 9,884 sf Storage= 2,324 cf
Peak Elev= 11.90' @ 12.09 hrs Surf.Area= 12,827 sf Storage= 23,223 cf (20,899 cf above start)
Flood Elev= 12.00' Surf.Area= 12,931 sf Storage= 24,121 cf (21,797 cf above start)
Plug -Flow detention time= 105.8 min calculated for 1.612 of (99% of inflow)
Center -of -Mass det. time= 72.2 min ( 861.3 - 789.1 )
Volume Invert Avail.Storage Storage Description
#1 6.67' 2,010 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,354 cf Overall - 314 cf Embedded = 8,040 cf x 25.0% Voids
#2 6.67' 314 cf 4.0"D x 60.001 Horizontal Cylinder S= 0.0050 '/' x 60 Inside #1
#3 9.00, 21,797 cf Custom Stage Data (Prismatic) Listed below (Recalc)
24,121 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
6.67 3,029 0 0
9.00 4,142 8,354 8,354
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.00 5,742 0 0
12.00 8,789 21,797 21,797
Device Routing Invert Outlet Devices
#1 Primary 7.50' 24.0" x 20.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 7.00' S= 0.0250 ? Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 11.15' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 6.67' 4.0" Vert. Discandge Orfice from Underdrain C= 0.600
#4 Secondary 6.67' 1.760 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 3,029 sf
#5 Discarded 11.50' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1Caics\HydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFlow Max=13.33 cfs @ 12.09 firs HW=11.89' (Free Discharge)
1--S=Emergency Spillway (Weir Controls 13.33 cfs @ 1.7 fps)
rimary OutFlow Max-6.23 cfs @ 12.09 hrs HW=11.89' (Free Discharge)
Culvert (Passes 6.23 cfs of 27.87 cfs potential flow)
2--Baffle Wall (Weir Controls 6.23 cfs @ 2.8 fps) Mjk�
:3—=Discahrge
ndary OutFlow Flax=1,34 cfs @ 12.09 hrs HW=11.89' (Free Discharge)
Orfice from Underdrain (Orifice Controls 0.94 cfs @ 10.8 fps)
Infiltration through Filter Media (Efittration Controls 0.40 cfs)kWj%0 pig
Pond SF#3: Filter#3
Hydrograph
Inflow Area=3.650 ac
30- Peak EIev=11.90'
28= Storage=23,223 CG.44'
918
v
9 16
LL 14
10
8
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
i0 Inflow
Outflow
w, Discarded
9 Primary
❑ Secondary

H:IPROJECTS\2007107063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 12-15-09 Type/1 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#3: Filter#3
Stage -Discharge
Total
Discarded
Primary
Al Secondary
Discharge (cfs)

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond SF#3: Filter#3
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
3,029
0
6.77
3,077
84
6.87
3,125
196
6.97
3,172
338
7.07
3,220
488
7.17
3,268
613
7.27
3,316
711
7.37
3,363
795
7.47
3,411
880
7.57
3,459
966
7.67
3,507
1,053
7.77
3,554
1,141
7.87
3,602
1,230
7.97
3,650
1,321
8.07
3,698
1,413
8.17
3,746
1,506
8.27
3,793
1,600
8.37
3,841
1,696
8.47
3,889
1,792
8.57
3,937
1,890
8.67
3,984
1,989
8.77
4,032
2,089
8.87
4,080
2,191
8.97
4,128
2,293
9.07
9,955
2,729
9.17
10,057
3,315
9.27
10,158
3,912
9.37
10,260
4,518
9.47
10,361
5,135
9.57
10,463
5,762
9.67
10,564
6,399
9.77
10,666
7,047
9.87
10,768
7,704
9.97
10,869
8,372
10.07
10,971
9,050
10.17
11,072
9,737
10.27
11,174
10,436
10.37
11,275
11,144
10.47
11,377
11,862
10.57
11,479
12,591
10.67
11,580
13,330
10.77
11,682
14,079
10.87
11,783
14,838
10.97
11,885
15,607
11.07
11,986
16,386
11.17
12,088
17,176
11.27
12,190
17,975
11.37
12,291
18,785
11.47
12,393
19,605
11.57
12,494
20,435
11.67
12,596
21,276
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
11.77
12,697
22,126
11.87
12,799
22,987
11.97
12,901
23,857

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type // 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#4: Filter #4
Inflow Area =
2.590 ac,
Inflow Depth > 5.02"
for 07063 10yr -24hr event
Inflow =
19.26 cfs @
12.01 hrs,
Volume=
1.083 of
Outflow =
16.89 cfs @
12.06 hrs,
Volume=
1.083 af, Atten= 12%, Lag= 3.0 min
Discarded =
12.28 cfs @
12.06 hrs,
Volume=
0.199 of
Primary =
3.42 cfs @
12.06 hrs,
Volume=
0.100 of
Secondary =
1.18 cfs @
12.06 hrs,
Volume=
0.784 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 317 sf Storage= 29 cf
Peak Elev= 13.37` @ 12.06 hrs Surf.Area= 7,303 sf Storage= 11,627 cf (11,598 cf above start)
Flood Elev= 14.00' Surf.Area= 8,092 sf Storage= 15,783 cf (15,754 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 47.7 min (845.3 - 797.7)
Volume Invert
Avail.Storage Storage Description
#1 8.67'
363 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,471 cf Overall - 18 cf Embedded = 1,453 cf x 25.0% Voids
#2 8.67'
18 cf 4.0"D x 52.001 Horizontal Cylinder S= 0.00507 x 4 Inside #1
#3 11.00,
15,402 cf Custom Stage Data (Prismatic) Listed below (Recalc)
15,783 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
8.67
193
0 0
11.00
1,070
1,471 1,471
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
11.00
3,246
0 0
14.00
7,022
15,402 15,402
Device Routing
Invert
Outlet Devices
#1 Primary
9.00'
_
18.0" x 50.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 8.00' S= 0.0200 ? Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
12.85'
3.0' long x ON breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
8.67'
4.0" Vert. Discharge Orfrce from Underdraln C= 0.600
#4 Secondary
8.67'
1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 193 sf
#5 Discarded
13.00'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCadl
07063 Pre -Post 12-15-09 Type Il 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFlow "flax=12.21 cfs @ 12.06 hrs HW=13.37' (Free Discharge)
t-5=Emergency Spillway (Weir Controls 12.21 cfs @ 1.6 fps)
rlmary OutFlow Max=3.41 cis @ 12.06 hrs HW=13.37' (Free Discharge)
Culvert (Passes 3.41 cis of 32.38 cfs potential flow) c,u
2-Baffle Wall (Weir Controls 3.41 cfs @ 2.2 fps)
r:3-=DIscharge
ndary CtutFlow Max=1.18 cis @ 12.06 hrs HW=13.3T (Free Discharge)
Crime from Underdraln (Or�ce Controls 0.89 cis @ 10.3 fps)
Infiltration through Filter Media (EAltration Controls 0.29 cfs) 'M �Pz
Pond SF#4: Filter #4
Hydrograph
Inflow
telears - Outflow
Inflow Area=2.590 ac 7 Discarded
0 Primary
21 Peak Elev=13.37' +e: Sewn "
19Storage=11,627 cf
12-
•' 11=
c 10=
a 9-
8=
5
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE%CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 90yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
W
Pond SF#4: Filter #4
Stage -Discharge
Discharge (cfs)
=) Total
Discarded
Primary
Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond SF#4: Filter #4
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.67
193
0
8.77
231
6
8.87
268
14
8.97
306
26
9.07
344
38
9.17
381
49
9.27
419
60
9.37
456
70
9.47
494
82
9.57
532
95
9.67
569
109
9.77
607
124
9.87
645
139
9.97
682
156
10.07
720
173
10.17
758
192
10.27
795
211
10.37
833
232
10.47
871
253
10.57
908
275
10.67
946
298
10.77
983
322
10.87
1,021
347
10.97
1,059
373
11.07
4,404
612
11.17
4,530
951
11:27
4,656
1,304
11.37
4,782
1,669
11.47
4,908
2,046
11.57
5,033
2,436
11.67
5,159
2,839
11.77
5,285
3,254
11.87
5,411
3,682
11.97
5,537
4,122
12.07
5,663
4,575
12.17
5,789
5,041
12.27
5,915
5,519
12.37
6,040
6,010
12.47
6,166
6,513
12.57
6,292
7,029
12.67
6,418
7,557
12.77
6,544
8,099
12.87
6,670
8,652
12.97
6,796
9,218
13.07
6,921
9,797
13.17
7,047
10,389
13.27
7,173
10,993
13.37
7,299
11,609
13.47
7,425
12,239
13.57
7,551
12,880
13.67
7,677
13,535
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
13.77
7,803
14,202
13.87
7,928
14,881
13.97
8,054
15,573

H:1PROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#5: Filter #5
Inflow Area = 1.610 ac, Inflow Depth > 5.13" for 07063 10yr -24hr event
Inflow =
12.17 cis @
12.01 hrs,
Volume=
0.688 of
Outflow =
8.93 cis @
12.09 hrs,
Volume=
0.701 af, Atten= 27%, Lag= 4.6 min
Discarded =
4.25 cis @
12.09 hrs,
Volume=
0.042 of
Primary =
3.55 cfs @
12.09 hrs,
Volume=
0.099 of
Secondary =
1.13 cis @
12.09 hrs,
Volume=
0.560 of
Routing by Dyn-Star-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 3,802 sf Storage= 552 cf
Peak Elev= 9.18' @ 12.09 hrs Surf.Area= 6,463 sf Storage= 8,322 cf (7,770 cf above start)
Flood Elev= 10.00' Surf.Area= 7,456 sf Storage= 12,711 cf (12,159 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 20.4 min ( 815.3 - 794.9 )
Volume Invert
Avail.Storage Storage Description
#1 4.67'
545 cf Custom Stage Data (Prismatic) Listed below (Recalc)
2,167 cf Overall - 7 cf Embedded = 2,180 cf x 25.0% Voids
#2 4.67'
7 cf 4.0"D x 25.00% Horizontal Cylinder S= 0.0060 T x 3 Inside #1
#3 7.00'
12,159 cf Custom Stage Data (Prismatic) Listed below (Recalc)
12,711 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
4.67
301
0 0
7.00
1,576
2,187 2,187
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
7.00
2,226
0 0
10.00
5,880
12,159 12,159
Device Routing
Invert
Outlet Devices
#1 Primary
7.10'
15.0" x 15.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 7.00' S= 0.00677 Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
8.65'
3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
4.67'
4.0" Ve,.-L Discharge Orfice from Underdrain C= 0.600
#4 Secondary
4.67'
1.760 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 301 sf
#5 Discarded
9.00'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFlow IVax=4.13 cfs @ 12.09 hrs HVv=9.18` (Free Discharge)
t 5=Emergency Spillway (Weir Controls 4.13 cfs @ 1.1 fps)
Primary OutFlow Max--3.51 cfs @ 12.09 hrs HW=9.18' (Free Discharge)
Culvert (Passes 3.51 cfs of 7.13 cfs potential flow)
2--Baffle Wall (Weir Controls 3.51 cfs @ 2.2 fps) "'"' S v�dt2�
Secondary OutFlow Max --I. 13 cfs @ 12.09 hrs HW=9.18' (Free Discharge)
1::—Infiftration
Discharge Orlice from Underdrain (Orifice Controls 0.88 cfs @10.0 fps) '•, � 1
through Filter Media (EAltration Controls 0.25 cfs)
w
3
0
U.
Pond SF#5: Filter #5
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
JA Inflow
Outflow
Discarded
® Primary
0 Secondary

H:IPROJECTS12007107063 SOUTH BRIDGE1Ca1cslHydroCadl
07063 Pre -Post 12-15-09 Type 1l 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solubons LLC 1/13/2010
w
m
d
Pond SF#5: Filter #5
Stage -Discharge
Discharge (cfs)
Total
w : Discarded
Primary
Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 10yr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond SF#5: Filter #5
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
4.67
301
0
4.77
356
9
4.87
410
.20
4.97
465
32
5.07
520
46
5.17
575
60
5.27
629
75
5.37
684
91
5.47
739
109
5.57
793
128
5.67
848
149
5.77
903
170
5.87
958
194
5.97
1,012
218
6.07
1,067
244
6.17
1,122
272
6.27
1,177
300
6.37
1231
331
6.47
1,286
362
6.57
1,341
395
6.67
1,395
429
6.77
1,450
465
6.87
1,505
502
6.97
1,560
540
7.07
3,887
710
7.17
4,009
948
7.27
4,131
1,197
7.37
4,253
1,459
7.47
4,374
1,732
7.57
4,496
2,018
7.67
4,618
2,316
7.77
4,740
2,627
7.87
4,862
2,949
7.97
4,983
3,284
8.07
5,105
3,631
8.17
5,227
3,990
8.27
5,349
4,361
8.37
5,471
4,744
8.47
5,592
5,140
8.57
5,714
5,548
8.67
5,836
5,967
8.77
5,958
6,400
8.87
6,080
6,844
8.97
6,201
7,300
9.07
6,323
7,769
9.17
6,445
8,250
9.27
6,567
8,743
9.37
6,689
9,248
9.47
6,810
9,765
9.57
6,932
10,295
9.67
7,054
10,837
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.77
7,176
11,390
9.87
7,298
11,956
9.97
7,419
12,536

C�-' D
H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl /
07063 Pre -Post 12-15-09 Type 1! 24-hr 07063 10yr -24hr Rainfal1=6. 88"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 m 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#6A: Filter 6A
Inflow Area = 2.500 ac, inflow Depth > 5.24" for 07063 10yr -24hr event
Inflow =
19.20 cfs @
12.01 hrs,
Volume=
1.092 of
Outflow =
15.09 cfs @
12.08 hrs,
Volume=
1.116 af, Atten= 21%, Lag= 4.1 min
Discarded =
8.41 cfs @
12.08 hrs,
Volume=
0.098 of
Primary =
5.47 cfs @
12.08 hrs,
Volume=
0.178 of
Secondary =
1.20 cfs @
12.08 hrs,
Volume=
0.843 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 12.00' Surf.Area= 5,909 sf Storage= 1,195 cf
Peak Elev= 14.79' @ 12.08 hrs Surf.Area= 8,191 sf Storage= 14,108 cf (12,913 cf above start)
Flood Elev= 15.00' Surf.Area= 8,362 sf Storage= 15,335 cf (14,141 cf above start)
Plug -Flow detention time= 65.3 min calculated for 1.088 of (100% of inflow)
Center -of -Mass det. time= 42.9 min (834.9 - 792.1 )
Volume Invert Avail.Storage Storage Description
#1 9.67' 1,179 cf Custom Stage Data (Prismatic) Listed below (Recalc)
4,731 cf Overall - 16 cf Embedded = 4,715 cf x 25.0% Voids
#2 9.67' 16 cf 4.0"D x 30.001 Horizontal Cylinder S= 0.0050'/• x 6 Inside #1
#3 12.00' 14,141 cf Custom Stage Data (Prismatic) Listed below (Recalc)
15,335 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.67 1,639 0 0
12.00 2,422 4,731 4,731
Elevation Surf.Area Inc.Store Cum.Store
_ (feet) (sq-ft) (cubic -feet) (cubic -feet)
12.00 3,487 0 0
15.00 5,940 14,141 14,141
Device Routing Invert Outlet Devices
#1 Primary 10.00' 24.0" x 60.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 9.00' S= 0.0167 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 14.10' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 9.67' 4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary 9.67' 1.750 in/hr Infiltraion through Filter Media over Surface area above invert
Excluded Surface area = 1,639 sf
#5 Discarded 14.50' 20.0' long x: 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type // 24-hr 07063 10yr -24hr Rainfal1=6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFiow Max=8.39 cfs @ 12.08 hrs HW=14.79' (Free Discharge)
t -6=Emergency Spillway (Weir Controls 8.39 cfs @ 1.4 fps)
Primary OutFlow Max=5.46 cfs @ 12.08 hrs HW=14.79' (Free Discharge)
Culvert (Passes 5.46 cis of 58.90 cfs potential flow)Y„��� 5-tR+u�c�.tRc
2=Baffle Wail (Weir Controls 5.46 cfs @ 2.6 fps)
ecandary OutFlow Max=1.20 cfs @ 12.08 hrs HW=14.7W (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.94 cis @ 10.7 fps) —
-Infiltraion through Filter Media (Exfiltration Controls 0.27 cis) ftF
21
20
19
18
17
16
15
14
.. 13
12
11
u 10
LL 9
8-
7-
6
Pond SF#6A: Filter 6A
Hydrograph
Inflow Area=2.500 al
Peak Elev=14.79'
Storage=14,108 ci "I
1=
0'
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 1B 77 18 19 20 21 22 23 24
Time (hours)
Inflow
1 Outflow
-7 Discarded
Primary
Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/13/2010
.
m
t
Pond SF#6A: Filter 6A
Stage -Discharge
Discharge (cis)
y; Total
Discarded
Primary
_ Secondary

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcs\HydroCadl
07063 Pre -Post 12-15-09 Type fi 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sin 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond SF#6A: Filter SA
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.67
1,639
0
9.77
1,673
42
9.87
1,706
88
9.97
1,740
135
10.07
1,773
182
10.17
1,807
227
10.27
1,841
273
10.37
1,874
319
10.47
1,908
366
10.57
1,941
415
10.67
1,975
464
10.77
2,009
513
10.87
2,042
564
10.97
2,076
615
11.07
2,109
668
11.17
2,143
721
11.27
2,177
775
11.37
2,210
830
11.47
2,244
885
11.57
2,277
942
11.67
2,311
999
11.77
2,345
1,058
11.87
2,378
1,117
11.97
2,412
1,176
12.07
5,966
1,441
12.17
6,048
1,799
12.27
6,130
2166
12.37
6,212
2,541
12.47
6,293
2,924
12.57
6,375
3,315
12.67
6,457
3,714
12.77
6,539
4,122
12.87
6,620
4,538
12.97
6,702
4,962
13.07
6,784
5,394
13.17
6,866
5,834
13.27
6,947
6,282
13.37
7,029
6,739
13.47
7,111
7,204
13.57
7,193
7,677
13.67
7,275
8,158
13.77
7,356
8,647
13.87
7,438
9,145
13.97
7,520
9,651
14.07
7,602
10,164
14.17
7,683
10,686
14.27
7,765
11,217
14.37
7,847
11,755
14.47
7,929
12,302
14.57
8,010
12,856
14.67
8,092
13,419
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
14.77
8,174
13,990
14.87
8,256
14,570
14.97
8,337
15,157

H:\PROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#6B: Filter 613
Inflow Area = 3.050 ac, Inflow Depth > 5AW for 07063 10yr -24hr event
Inflow =
23.06 cfs @
12.01 hrs,
Volume=
1.303 of
Outflow =
20.55 cfs @
12.06 hrs,
Volume=
1.329 af, Atten= 11 %, Lag= 2.8 min
Discarded =
15.73 cfs @
12.06 hrs,
Volume=
0.285 of
Primary =
3.60 cfs @
12.06 hrs,
Volume=
0.100 of
Secondary =
1.23 cfs @
12.06 hrs,
Volume=
0.944 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 12.00' Surf.Area= 6,908 sf Storage= 1,310 cf
Peak Elev= 14.44' @ 12.06 hrs Surf.Area= 9,646 sf Storage= 14,611 cf (13,301 cf above start)
Flood Elev= 15.00' Surf.Area= 10,275 sf Storage= 18,612 cf (17,303 cf above start)
Plug -Flow detention time= 65.2 min calculated for 1.299 of (100% of inflow)
Center -of -Mass det. time= 44.2 min ( 839.1 - 794.9 )
Volume Invert Avail.Storage Storage Description
#1 9.67' 1,289 cf Custom Stage Data (Prismatic) Listed below (Recalc)
5,176 cf Overall - 21 cf Embedded. = 5,155 cf x 25.0% Voids
#2 9.67' 21 cf 4.0"D x 40.00'L Horizontal Cylinder S= 0.00607 x 6 Inside #1
#3 12.00' 17,303 cf Custom Stage Data (Prismatic) Listed below (Recalc)
18,612 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.67 1,619 0 0
12.00 2,824 5,176 5,176
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
12.00 4,084 0 0
15.00 7,451 17,303 17,303
Device Routing Invert Outlet Devices
#1 Primary 12.00' 18.0" x 30.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 11.75' S= 0.0083'/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 13.90' 3.0' long x 0.5' breadth Baffle !Nall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 9.67' 4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary 9.67' 1.760 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 1,619 sf
#5 Discarded 14.00' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-16-09 Type 1124-hr 07063 10yr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFlow Max=15.70 cfs @ 12.06 hrs HW=14.44' (Free Discharge)
1-S=Emergency Spillway (Weir Controls 15.70 cfs @ 1.8 fps)
Primary OutFlow Max--3.60 cfs @ 12.06 hrs H"1=14.44' (Free Discharge)
-Culvert (Passes 3.60 cfs of 11.06 cfs potential flow)
2=Baffle Wall (Weir Controls 3.60 cfs @ 2.2 fps)���TM�
econdary OutFlow Max=1.23 cfs @ 12.06 hrs HW=14.44' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.90 cfs @ 10.3 fps)
Onfiitration through Filter Media (Exfiiltration Controls 0.33 cfs)
Pond SF#6B: Filter 6B
Hydrograph
Inflow Area=3.050 a�j
Peak Elev=14.44' 2
24' p-
22- Storage=14,611 cf
4-
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Inflow
Outflow
-i Discarded
Primary
Secondary

HAPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 12-15-09 Type l! 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 1/13/2010
m
Pond SF#63: Filter 6B
Stage -Discharge
Discharge (cfs)
Total
Discarded
Primary
Secondary

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type Il 24-hr 07063 10yr -24hr Rainfal1=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond SF#6B: Filter 6B
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
9.67
1,619
0
9.77
1,671
42
9.87
1,722
88
9.97
1,774
137
10.07
1,826
186
10.17
1,878
234
10.27
1,929
282
10.37
1,981
331
10.47
2,033
381
10.57
2,084
432
10.67
2,136
485
10.77
2,188
539
10.87
2,240
594
10.97
2,291
651
11.07
2,343
709
11.17
2,395
768
11.27
2,446
829
11.37
2,498
891
11.47
2,550
954
11.57
2,602
1,018
11.67
2,653
1,084
11.77
2,705
1,151
11.87
2,757
1,219
11.97
2,808
1,289
12.07
6,987
1,598
12.17
7,099
2,020_
12.27
7211
2,453
12.37
7,323
2,898
12.47
7,435
3,353
12.57
7,548
3,820
12.67
7,660
4,298
12.77
7,772
4,787
12.87
7,884
5,288
12.97
7,997
5,799
13.07
8,109
6,322
13.17
8,221
6,856
13.27
8,333
7,402
13.37
8,446
7,958,
13.47
8,558
8,526
13.57
8,670
9,105
13.67
8,782
9,695
13.77
8,895
10,296
13.87
9,007
10,909
13.97
9,119
11,533
14.07
9,231
12,168
14.17
9,343
12,814
14.27
9,456
13,472
14.37
9,568
14,141
14.47
9,680
14,821
14.57
9,792
15,512
14.67
9,905
16,215
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
14.77
10,017
16,928
14.87
10,129
17,653
14.97
10,241
18,389

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA 8: Pre
Runoff = 8.81 cfs @ 12.02 hrs, Volume= 0.482 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 070631 yr -24hr Rainfall=3.67"
Area (ac) CN Description
4.479 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA 8: Pre
Hydrograph
0 Runoff
a.at cfs
9 T e I[ 24-hr 07063 1 r -24hr
8 Raihfall=3.6V, -
-Runoff-Area=4:479 ac---= - F -: -- -- - - - -- -Run: off Voltime' =Q.482-af
6 Runoff --- ®e
pthsl 29
--.----- .--- --. --,- - -- - = - --
_5 Tc=10:0 min
o
4
3
2
1
06
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Plat 1-18-10 Rev P13 Type 1124-hr 07063 1 yr -24hr Rainfall=3. 67
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 sh 000479 0 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA8: Post
Runoff = 18.80 cfs @ 12.01 hrs, Volume= 1.080 af, Depth> 2.89"
Runoff by SGS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67
Area (ac) CN Description
3.583 98 Paved parking & roofs
0.896 74 >75% Grass cover, Good, HSG C
4.479 93 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,

HAPROJECTS12007107063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 1-18-10 Rev P13 Type // 24-hr 07063 Syr-24hr Rainfall=3.67
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatch rent DA 8: Pre
Runoff = 9.28 cfs @ 12.02 hrs, Volume= 0.508 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
4.719 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA9: Post
Runoff = 19.80 cfs @ 12.01 hrs, Volume= 1.138 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
3.775 98 Paved parking & roofs
0.944 74 >75% Grass cover, Good, HSG C
4.719 93 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,

HAPROJECTS12007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Past 1-18-10 Rev P13 Type 11 24-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA 10: Pre
Runoff = 9.87 cfs @ 12.02 hrs, Volume= 0.540 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
5.017 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
.rr-
Time (hows)

H:\PROJECTS12007107063 SOUTH BRIDGE\Caics\HydroCadl
07063 Pre -Post 1-16-10 Rev P13 Type 1124-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA10: Post
Runoff = 21.05 cfs @ 12.01 hrs, Volume= 1.210 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1yr -24hr Rainfall=3.67"
Area (ac) CN Description
4.014 98 Paved parking & roofs
1.003 74 >75% Grass cover, Good, HSG C
5.017 93 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type 1l 24-hr 07063 1 yr -24hr Rainfall=3.67
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HvdroCADO 7.10 s/n 000479 © 2005 HvdroCAD Software Solutions LLC 1/19/2010
Subcatchment DA 11: Pre
Runoff = 1.43 cfs @ 12.02 hrs, Volume= 0.078 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type If 24-hr07063 1yr-24hr Rainfall=3.67"
Area (ac) CN Description
0.726 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
© Runof"
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

HAPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type 1124-hr 07063 Tyr -24hr Rainfall=3.67
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 sh 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA11: Post
Runoff = 1.50 cfs @ 12.02 hrs, Volume= 0.082 af, Depth> 1.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
0.726 74 >75% Grass cover, Good, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA11: Post
Hydrograph
0 Runoff
Type If 24-hr 07063 1yr -24hr =
Rainfall=3.67"
Runoff Area=0�726 ac
Run 9ff_Yols m =0-08-2 aif _ ----------------------------
Runoff Depth>1.35"
Tc=100 min
LL CN=74
wa MIM01WIL
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Ti�iiE (hours)

HAPROJECTS12007107063 SOUTH BRIDGE\CalcslHydroCadl
07063 Pre -Post 1-16-10 Rev P13 Type 1124-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA 12: Pre
Runoff = 2.31 cfs @ 12.02 hrs, Volume= 0.127 af, Depth> 1.29"
Runoff by SGS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 lyr -24hr Rainfall=3.67
Area (ac) CN Description
1.176 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA 12: Pre
Hydrograph
®Runoff
Type II 24-hr 07063 1yr -24hr
2
-Ra'rnfaN=16.7" _ --
Runoff Area=1 A 76 ac
Runoff Volume:=0.127 of
Runoff Depth:�1.29"
... Tc=10:0 rinin
CN=73-
, .�.�.✓',}°%r �,r.�+',1���';�`./�/".d".�"d�r`.d��ir.....,w'r�",�...,'�.F .r; !'`..,�f'e,3^'`� .et F:
Time (hours)

HAPROJECTS\2007107063 SOUTH BRIDGE\Caics\HydroCad\
07063 Pre -Post 1-18-10 Rev P13 Type 1124-hr07063 Syr-24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HvdroCAD® 7.10 s/n 000479 © 2005 HvdroCAD Software Solutions LLC 1/19/2010
Subcatchment DA12: Post
Runoff = 2.44 cfs @ 12.02 hrs, Volume= 0.133 af, Depth> 1.35"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
1.176 74 >75% Grass cover, Good, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
2
0
Subcatchment DA12: Post
Hydrograph
.ram
0 1 2 3 4 5 6 7 6 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
©Runoff

07063 Impervious Breakdown -revised areas-1041-09
SAND FILTER DESIGN
Drainage Area #
Drainage Area
Step 1- Determine Required Treatment Volumes
Required Treatment Volume (ft)
Adjusted Treatment Volume (ft)
Step 2 - Determine Filter Geometry
Max Head an Sand Alter
.10--1.- n...ar -- Mw.1.e. I - c
DA2
A. (fe) 47662.00
wQV (fe) 539a.90
WQV or) 4046.18
huwr (19
WQV (ft)
As+Af
2.00
4046.18
2023.09
2S0
4046.18
1618A7
SAO
4046.18
1348.73
350
4046.18
1156.0S
4M
4046.18
2M1.54
4S0
4046.18
899.1S
5.00
4046.28
809.24
5S0
4046.18
73S.67
6.00
40411.18
67436
Calculated Minimum Area of Sedimentation Basin
Assumed Depth of Sand Filter
»Minimum 1S ft required
Calculated Minimum Area of Sand After
Proposed Geometric Properties
Average Head
»Enter chosen h.. from Table above
As (ft)
_ 356.06
dr(ft)
Af(M
h. (ft)
h. (ft) 1.50
Minimum Sediment 8: Filter Chamber Areas based an chosen h�
As (ft') _ _ 521.35 Meats Minimum Calculated Requirements
Af (ffz) _ 1081.00Meets Minimum Calculated Requirements
Step 3 - Verify Proposed Parameters Will Contain WQV
Design Parameters
AsM
52135
Af ft:
1081.00
bl, FO (0)
3.00
$11.50
h. (ft)
Step 4 - Determine Minimum Number of Pipes Needed for the Underdrain System
Where: Media Permeability k(ft/day) 3.s0 or k(in/hr)
Total Head Ah (ro 5.00
Length of Flow through Media L (ft) 2.00
Peaklnflow QP(in/hr per unit area) 438
Flow Rate through Soil Media Q (fts/sect 0.1095
>>Apply a Safety Factor between 2 -10
Q(fts/sec) 055
Determine Equivalent Diameter as Single Pipe
Where: n = roughness factor 0.012
s = internal slope of underdrain OSO%
D=pipe diameter D (in) 6.352
See Table 5-1 pg 5-12 of NCDENR BMP manual
Minimum # of Pipes Required in the Underdrain a _ 1 1;1_
Step 5 - Determine Forebay Containment Volume
Forebay typically required to contain between 18%to 22%
at 19% 72831
at 22% 89016
Provided volume 867M OK
Step 6 - Determine Drawdown Time
WQVA4(ft) 4046.18 _
Underdrain Line Sze (ft) 0.3l cross sectional area (ft) 0.0873
Coefficient of Discharge 0.60
Gravitational Constant (ft/sz) 3._20
hur (ft) 3.00
Determine if arflo° Is controlling factor (hr) - (see NCDENR manual pg3-13) 2.67
Determine if Filter Media Is controlling factor (hr) 25.67
» if T(hr )= (K'QV,4 (f )/((k (ft/dav)xAs (R'))/24(hr))
OK
W�OK
1.75
H:\PROJECrS\2007\07063 SOUTH BRIDGE\Calcs\U7063 Impervious Breakdown-revlsed areas-10.21-09

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA 2: Pre
Runoff = 2.14 cfs @ 12.02 hrs, Volume= 0.117 af, Depth> 1.29"
Runoff by SGS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1yr -24hr Rainfall=3.67"
Area (ac) CN Description
1.090 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA 2: Pre
Hydrograph
jiTi i i eTi �
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type 1124-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA2: Post
Runoff = 3.61 cfs @ 12.02 hrs, Volume= 0.196 af, Depth> 2.16"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1yr -24hr Rainfall=3.67"
Area (ac) CN Description
0.450 98 Paved parking & roofs
0.640 76 Woods/grass comb., Fair, HSG C
1.090 85 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
® Runoff
0
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 1 yr -24hr Rainfal1=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADOD 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#2: Filter #2
Inflow Area = 1.090 ac, Inflow Depth > 2.16" for 07063 1yr -24hr event
Inflow = 3.61 cis @ 12.02 hrs, Volume= 0.196 of
Outflow = 0.87 cfs @ 12.23 hrs, Volume= 0.197 af, Atten= 76%, Lag= 12.9 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 0.87 cfs @ 12.23 hrs, Volume= 0.197 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 575 sf Storage= 50 cf
Peak Elev= 10.04' @ 12.23 hrs Surf.Area= 3,347 sf Storage= 2,475 cf (2,424 cf above start)
Flood Elev= 12.00' Surf.Area= 4,602 sf Storage= 8,150 cf (8,100 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 13.6 min ( 832.8 - 819.2 )
Volume Invert Avail.Storage Storage Description
#1 6.67' 456 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,833 cf Overall - 10 cf Embedded = 1,822 cf x 25.0% Voids
#2 6.67' 10 cf 4.0"D x 30.001 Horizontal Cylinder S= 0.0050 'P x 4 Inside #1
#3 9.00, 7,685 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,150 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
6.67 492 0 0
9.00 1,081 1,833 1,833
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
9.00 1,602 0 0
12.00 3,521 7,685 7,685
Device Routing Invert Outlet Devices
#1 Primary 7.00' 15.0" x 20.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 6.50' S= 0.0250 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 10.70' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 6.67' 4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary 6.67' 1.750 in/hr Inflitralon through Filter Media over Surface area above invert
Excluded Surface area = 492 sf
;r5 Discarded 11.00' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS\2007107063 SOUTH BRIDGE1Calcs\HydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 Syr -24hr Rainfal/=3.67"
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFiow Max=0.00 cfs @ 0.00 hrs HW=7.00' (Free Discharge)
T 5=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.00' (Free Discharge)
L1=Culvert ( Controls 0.00 cfs)
L2=13affle Wall ( Controls 0.00 cfs)
Secondary OutFlow Max=0.87 cfs @ 12.23 hrs HW=10.04' (Free Discharge)
ti-Discharge Orfice from Underdrain (Orifice Controls 0.75 cfs @ 8.6 fps)
---Infiltraion through Filter Media (Exfiltration Controls 0.12 cfs)
0
a
0-1
0
Pond SF#2: Filter #2
Hydrograph
1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
N Inflow
-? Outflow
Discarded
_] Primary
Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
m
AS
Pond SF#2: Filter #2
Stage -Discharge
Discharge (cfs)
y Total
Discarded
Primary
Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pont! SF#2: Filter #2
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
492
0
6.77
517
13
6.87
543
29
6.97
568
45
7.07
593
62
7.17
618
77
7.27
644
93
7.37
669
109
7.47
694
126
7.57
720
144
7.67
745
162
7.77
770
181
7.87
795
201
7.97
821
221
8.07
846
242
8.17
871
263
8.27
896
286
8.37
922
308
8.47
947
332
8.57
972
356
8.67
998
380
8.77
1,023
406
8.87
1,048
431
8.97
1,073
458
9.07
2,728
580
9.17
2,792
748
9.27
2,856
922
9.37
2,920
1,103
9.47
2,984
1,290
9.57
3,048
1,483
9.67
3,112
1,683
9.77
3,176
1,889
9.87
3,240
2,102
9.97
3,303
2,321
10.07
3,367
2,546
10.17
3,431
2,778
10.27
3,495
3,016
10.37
3,559
3,261
10.47
3,623
3,512
10.57
3,687
3,769
10.67
3,751
4,033
10.77
3,815
4,304
10.87
3,879
4,580
10.97
3,943
4,863
11.07
4,007
5,153
11.17
4,071
5,448
11.27
4,135
5,751
11.37
4,199
6,059
11.47
4,263
6,374
11.57
4,327
6,696
11.67
4,391
7,023
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
11.77
4,455
7,358
11.87
4,519
7,698
11.97
4,683
8,045

07063 Impervious Breakdown -revised areas-10-21-09
SAND FILTER DESIGN
Drainage Area B
Drainage Area
Step 1- Determine Required Treatment Volumes
Required TreatmentVolume (fts)
Adjusted Treatment Volume (ft)
Step 2- Determine Rker Geometry
Mae Head on Sand Finer
vr3.,.,.. h.._ - i
DA 4
Ao (ft) 112607J70
WQV (M r 1107736
WQVA4(ft) 1 8309.02
hsr,F1W(M
herr QQ
WQV (ft)
As+Af
2-00
8308.02
4154.01
250
8308.02
3323.21
3.00
8308.02
2769.34
350
8308A2
2373.72
4.00
8308A2
2077.01
4.50
830IL02
1846.23
5.00
8308.02
1661.60
5.50
8308.02
153055
6.00
8308.02
1384.67
Calculated Minimum Area of Sedimentation Basin
Assumed Depth of5and Filter
»Minimum 15 ft required
Calculated Minimum Area of Sand Haber
Proposed Geometric Properties
Average Head
>>Enter chosen hu. from Table above
As (fe) 731.11 -
dr(ft) oe
Af (ft) mow• a
h. (ft)
hraararr(ft) 360
h. (ft) 1.50 - --
Minimum Sediment & Filter Chamber Areas based on chosen h�
As (fts) w6y,fi` Meats Minimum Calculated Requirements
Af (fta) Meets Minimum Calculated Requirements
Step 3 - Verify Proposed Parameters Will Contain WQV
Design Parameters
As
2069.67
Af Ltial2176.60
h�(1q
3.00
ft
250
Step 4 - Determine Minimum Number of Pipes Needed for the Underdrain System
Where: Media Permeability
k (ft/day)
J.SO
or k (in/hr)
Total Head
Ah (It)
5.00
Length of Fknv through Media
L (ft)
2.00
Peak Inflow
Op (in/hr per unit area)
4.38
Flow Rate through Soil Media
q (f?/sec)
0.2294
>>Apply a Safety Factor between 2 -10
Q(felsec)
0.55
Determine Equivalent Diameter as Single Pipe
Where : n = roughness factor
0.011
s = internal slope of underdrain
p,5096
D=plpe diameter
D (in)
6369
See Table 5-1 pg 5-12 of NCDENR BMP manual
Minimum M of Pipes Required In the Underdmin
Step 5 - Determine Forebay Containment Volume
Forebay typically required to contain between 18%to 22%
at 18% 1495.44
at 22% 1827.76
Provided volume
189432 1 OK 71
Step 6 - Determine Drawdown Time
wQVp (M 9308.02
Underdrain Une Sae - (ftj 0.33 cross sectional area (ftr) 0,0873
Coefficient of Discharge 0.L43
Gravitational Constant (ft/4 �,?n
hefty PU
Determine Rorfice is controlling factor (hr) -(see NCDENR manual pg3-13) SA9
Determine If Filter Media is controlling factor (hr) 26.17
IfT(hr)= (WQV„ s (ft)/((k (ft/day)xAs (ft))/24(hrj)
OK
OK
2.75
H:\PR0JECTS\2007A07063 SOUTH BRIOGE\Cala\07063 Impervious Breakdown -revised areas-30.21.09

HAPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type/1 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment De 4: Pre
Runoff = 5.10 cfs @ 12.02 hrs, Volume= 0.279 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67
Area (ac) CN Description
2.590 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
10.0
Direct Entry,
© Runoff

H:IPROJECTS12007107063 SOUTH BRIDGE1Caicsll-IydroCadl
07063 Pre -Post 1-18-10 Rev P 13 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA4: Post
Runoff = 8.27 cfs @ 12.02 hrs, Volume= 0.448 af, Depths 2.08"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
0.920 98 Paved parking & roofs
1.670 76 Woods/grass comb., Fair, HSG C
2.590 84 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment DA4: Post
Hydrograph
. - cfs 8.27 - -
6 Type 1-t 24-hr 07063 . y- -20r - - - - _ -
-Raktfala=3.67--- -- -- -
7 Runoff Area=2590 ac
-------_--=------------_--- -- - --------- - --
6 Runoff Volume==-0.448 of
;------:---------
v 5
3 Tc=100_rnin
--- :--,--------- ---- :-- :--T
4 CN=84 - - - ----- .-- -
2
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF##4: Filter #4
Inflow Area = 2.590 ac, Inflow Depth > 2.08" for 07063 1yr -24hr event
Inflow = 8.27 cfs @ 12.02 hrs, Volume= 0.448 of
Outflow = 1.06 cl's @ 12.43 hrs, Volume= 0.449 af, Atten= 87%, Lag= 24.9 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cis @ 0.00 hrs, Volume= 0.000 of
Secondary = 1.06 cfs @ 12.43 hrs, Volume= 0.449 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 317 sf Storage= 29 cf
Peak Elev= 12.61' @ 12.43 hrs Surf.Area= 6,337 sf Storage= 7,215 cf (7,185 cf above start)
Flood Elev= 14.00' Surf.Area= 8,092 sf Storage= 15,783 cf (15,754 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 50.0 min ( 872.5 - 822.5 )
Volume Invert Avail.Storage Storage Description
#1 8.67' 363 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,471 cf Overall - 18 cf Embedded = 1,453 cf x 25.0% Voids
#2 8.67' 18 cf 4.0"D x 52.00'L Horizontal Cylinder S= 0.0060 '/' x 4 Inside #1
#3 11.00, 15,402 cf Custom Stage Data (Prismatic) Listed. below (Recalc)
15,783 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.67 193 0 0
11.00 1,070 1,471 1,471
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
11.00 3,246 0 0
14.00 7,022 15,402 15,402
Device Routing Invert Outlet Devices
#1 Primary 9.00' 18.0" x 60.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 8.00' S= 0.0200 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 12.85' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 8.67' 4.0" Vert. Discharge Orfice from Underdrain C= 0.600
#4 Secondary 8.67' 1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area = 193 sf
#5 Discarded 13.00' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

HAPROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 12-16-09 Type 1124-hr 07063 9 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADG 7.10 s/n 000479 ® 2005 HVdrOCAD Software Solutions LLC 1/13/2010
Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00` (Free Discharge)
t-5=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
Culvert ( Controls 0.00 cfs)
2=13affle Wall ( Controls 0.00 cfs)
Secondary OutFlow Max=1.06 cfs @ 12.43 hrs HW=12.61' (Free Discharge)
L3=Discharge Orrice from Underdrain (Orifice Controls 0.82 cfs @ 9.3 fps)
4-inflitration through Filter Media (Exfiltration Controls 0.25 cfs)
Pond SF#4: Filter #4
Hydrograph
Inflow
Outflow
Discarded
Primary
1 Secondary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond SF#4: Filter #4
Stage -Discharge
Total
Primary
14
Emergency S01-ay
•S
m 12-
v
C
W l[
10
Discharge Orfice from UWardrain + inSlivaiwo [wough rdter Media
0 5 10 15 20 25 30 6 35 40 45 50 55 60 65
Discharge (cfs)

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-16-09 Type 1124-hr 07063 Syr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond SF#4: Filter #4
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.67
193
0
8.77
231
6
8.87
268
14
8.97
306
26
9.07
344
38
9.17
381
49
9.27
419
60
9.37
456
70
9.47
494
82
9.57
532
95
9.67
569
109
9.77
607
124
9.87
645
139
9.97
682
156
10.07
720
173
10.17
758
192
10.27
795
211-
10.37
833
_
10.47
871
253
10.57
908
275
10.67
946
298
10.77
983
322
10.87
1,021
347
10.97
1,059
373
11.07
4,404
612
11.17
4,530
951
11.27
4,656
1,304
11.37
4,782
1,669
11.47
4,908
2,046
11.57
5,033
2,436
11.67
5,159
2,839
11.77
5,285
3,254
11.87
5,411
3,682
11.97
5,537
4,122
12.07
5,663
4,575
12.17
5,789
5,041
12.27
5,915
5,519
12.37
6,040
6,010
12.47
6,166
6,513
12.57
6,292
7,029
12.67
6,418
7,557
12.77
6,544
8,099
12.87
6,670
8,652
12.97
6,796
9,218
13.07
6,921
9,797
13.17
7,047
10,389
13.27
7,173
10,993
13.37
7,299
11,609
13.47
7,425
12,239
13.57
7,551
12,880
13.67
7,677
13,535
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
13.77
7,803
14,202
13.87
7,928
14,881
13.97
8,054
15,573

Pusey, Steven
From: Pusey, Steven
Sent: Wednesday, January 20, 2010 10:01 AM
To: 'Jody Bland'
Subject: RE: Southbridge pond 13
You can just send the sheets referencing pond 13 with your response. Be sure to make 2 copies though.
Thanks,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey(a)ncdenr.gov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [maiito:[e-mail]]
Sent: Wednesday, January 20, 2010 9:51 AM
To: Pusey, Steven
Subject: Southbridge pond 13
Good Morning Steve,
We are finishing the pond correction to pond 13 based on the meeting minutes today. For our response package; do you
want only the sheets referencing pond 13 with the response submittal or a whole new plan package?
Thanks,
Jody Bland
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. it shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.

Pusey, Steven
From: Jody Bland [e-mail]]
Sent: Thursday, January 14, 2010 9:29 AM
To: Pusey, Steven
Subject: Southbridge Comments
Good Morning Mr. Pusey,
I have been working through the comments provided below. I have ail of them complete and ready for resubmittal except
for the final item # 8 which I have a question about. Please explain why a vegetated filter is needed? This pond is
designed to contain and infiltrate the 1-yr storm into the secondary treatment area (infiltration area). Any discharge that
would occur through the culvert would be outside of the NCDENR regulations/ requirements. Please see the bypass
comment on the vegetated filter supplement cell A38. It states that prior to any bypass discharge (which is the bypass
from the level spreader & vegetated filter) entering any wetlands that it should be routed to an energy dissipater prior to
entering wetlands. Therefore in lieu of the level spreader we are required to contain and infiltrate the 1-yr storm and all
bypass is unregulated by NCDENR. Our treatment method would fall into category 1. of section 5.c of the high density
option which is infiltration of the design storm.
Please advise
Thanks,
Jody Bland
NORRIS, KUSK .TUNSTALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
1/13/2010
WET DETENTION BASIN CALCULATIONS
Project Name: $©uthrtd a $utidivrsiarj NKr No QTtI
Contact Person: John Ttriaflf, P Phone: [phone]
For projects with multiple basins, specify which basin this worksheet applies tn: QAA� .14 ;
Description
1-year,24-hour rain event
Drainage Area, DA =
Pre-existing Impervious Area =
Pre-existing Overall % Impervious, Ipre =
Proposed Impervious Area =
Post Development Pervious Area =
Post Deveopiment Overall % Impervious,
Qty Units
3:67. inches
y ;18.512 ac
0 0007 ac
0.00 %
12.6Q2 ac
ac
68.08 %
Volume Required
Within 0.5 mile & drain to SA waters?
Design Rainfall Depth, D =
Pre Devolpoment Runoff Volume factor, Rvpre
Pre -Development Runoff Volume, Vp.=
Post Devolpoment Runoff Volume factor, Rvp,Bt
Post Development Runoff Volume, Vpt=
Required Storage Volume =
Permanent Pool Elevation
Permanent Pool surface area
State Temporary Pool Elevation
State Temporary Pool Surface Area
Provided Storage Volume =
Notes:
from NOAA & project location
total to pond
total BUA to pond
total proposed impervious to pond
USE FIRST 1.5 INCH
1.50 in
0.05 infin
Rvp. = 0.05 + 0.009*Ipre
5,040
Vpre = D/12 x RvPre x DA*43560
0.67 in/in
Rvpt = 0.05 + 0.009*Ipt
67,805
VP.at = D/12 x Rvpt x DA*43560
67,805 fe
Post Dev. @ 1.5 inch Rainfall Depth
= 34.QO
ft
35,776
sf
35.75
ft
46,927
sf
74,093 fe
OKI
Peak Flow Calculations (Rational Method)
C value pre -developed
- 0.20
C value post -developed
0.69
Tc =Time of Concentration
� min
Depth @ Tc & 1-yr = d
".Q 99 inches
Intensity Peak, 1 YR= 1
3.96 in/hr
Pre -development runoff rate (rational method)
14.96 cfs
Post -development runoff rate (rational method)
50.92 cfs
from NCDENR BMP Manual
determined from site conditions
from NOAA & project location
QPre= Cpre x I x DA
xIxDA
H:\PROJECTS12007107063 SOUTH BRIDGE1Caicsi07063 DWQ POND #14 SIMPLE VOLUME 11-03-09

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
1/13/2010
Main Pond Volume (Excluding Forebay)
JArea of Top of Pond
'.?'sf
Area of State Stg Elevation
;447'sf
Area of To of Veg Shelf Elevation
P g
`�'q' '
�.: 26,101'sf
Area of Normal Pool Elevation
` 4 078 sf
Area of Bottom of Veg Shelf Elevation
? 2€kf248 sf
Area of Sediment Removal Elevation
tfi t9'sf
Top of Pond Elevationg;ft
State Stg Elevation
:: 35-75 ft
Top of Veg Shelf Elevation
34.50 ft
Normal Pool Elevation
34.00 ft
Bottom of Veg Shelf Elevation
33.50 ft
Sediment Removal Elevation.20
ft
Volume of Normal Pool Elevation to Sediement Removal Elevation
158,684 ft3
Forebay #14A Volume (Excluding Main Pond)
Area of To of Pond
P
•'
�`.� 111667'sf
Area of State Stg Elevation
�° 8,81J!# sf
Area of Normal Pool Elevation
sf
Area of Sediment Removal Elevation
tE404 sf
Top of Pond Elevation
w. ;: 3 .ft
State Stg Elevation
35.75 ft
Normal Pool Elevation
34.00 ft
Sediment Removal Elevation
Forebay #14B Volume (Excluding Main Pond)
Area of Top of Pond
= - 9.653 sf
Area of State Stg Elevation
6,.871, sf
Area of Normal Pool Elevation
Y. 4,915'sf
Area of Sediment Removal Elevation
4613 sf
Top of Pond Elevation
Y = 39 ft
State Sig Elevation
35.75 ft
Normal Pool Elevation
34.00 ft
Sediment Removal Elevation
28 ft
Total Forebay Volume - Normal Pool Elevation to Sediment Removal Elevation 40,710 ft3
Percent Forebay Volume: 20.4°A (18 - 22% Required) OKI
H:\PROJECTS\2007\07063 SOUTH SRIDGE%Calcs;07063 DWC POND #14 SIMPLE VOLUME 11-03-09

NORRIS, KUSKE TUNSTALL 1/13/2010
CONSULTING ENGINEERS, INC.
Average Depth & Required Surface Area
Permanent Pool Area
35,776 sf
Permanent Volume
199,394 cf
Average Depth
5.57 ft D = V/A
Average Depth, Davg =
5.57 ft
Rounded Avg Depth =
;.,. 50 ft
SA/DA # from "Green Sheet" of Interpolated values for Coastal Region
SA/DA at 68% w/ 5.50 ft
avg depth = 4.38 90% TSS removal, no filter strip
Required Surface Area =
35,319 sf
Provided Surface Area =
35,776 sf OKI
Drawdown Calculations
Avg. Head =
1 -0.58 ft
one third of flood stage
Drawdown Time =
2 days
172,800 s
Internal Diameter =
0.37 ft
Internal Diameter =
4.42 in
Drawdown Time =
5 days
432,000 s
Internal Diameter =
0.23 ft
Internal Diameter =
2.80 in
Avg Internal Diameter =
3.61 in
Design Orifice Diameter =
4.Q4 in
OKI
Design Drawdown rate
0.- cfs
Design Drawdown time
7 AS I rlays
H:IPROJECTS'QOOT%07063 SOUTH BRIDGE%Caics107063 DWQ POND #14 SIMPLE VOLUME 11-03-09

HAPROJECTS\2007\07063 SOUTH BRIDGE\Caics\HydroCad\
07063 Pre -Post 1-18-10 Rev P13 Type 1124-hr07063 Syr-24hr Rainfall=3.67
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/ 19/2010
Subcatchment 14Pre: DA 14
Runoff = 30.24 cfs @ 12.08 hrs, Volume= 1.988 af, Depth> 1.29"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1 yr -24hr Rainfall=3.67
Area (ac) CN Description
18.510 73 Woods, Fair, HSG C
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 © 2005 HvdroCAD Software Solutions LLC 1/19/2010
Subcatchment 14PostA: DA 14
Runoff = 30.57 cfs @ 12.07 hrs, Volume= 2.004 af, Depth> 2.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
6.300 98 Paved roads w/curbs & sewers
2.955 74 >75% Grass cover, Good, HSG C
9.255 90 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
Subcatchment 14PostA: DA 14
Hydrograph
34 --- -- ------------------w--T --- ----------- ..---------- ®Runoff
32'
-- -
---------- - 30.57M
30 _Tyne Ii 24-hr O063.1yr -24hr -- - - - =- - -- - - - - -- _ - -
28 Rai-rtfall-3-.67 ' r
- =- -- -v--, ----- ------------ - --- -- ---
28 -----=-- ----=-
24
Runo#fATea-9.259 4c--- -- ;------=-----
22 Rurioff Volume-2.004 of _
20 -Ruoff -Depth>'2.-60"--- -------=--�--- - ---------
c=750-mrn- --- ----- ---=--=-- ----- ------ - --- --
16
u_ 14 CN-g--- ----r----- ----�
12 _ _ .:------- -- - - ---------- .. ------
10 - -- .- - - -- .- -- -- - �- -
8 '
------------
Time (houm)

H:\PROJECTS\2007107063 SOUTH BRIDGE\Caics\HydroCad\
07063 Pre -Post 1-18-10 Rev P13 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment 14PostB: DA 14
Runoff = 30.57 cfs @ 12.07 hrs, Volume= 2.004 af, Depth> 2.60"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type 11 24-hr 070631 yr -24hr Rainfall=3.67"
Area (ac) CN Description
2.955 74 >75% Grass cover, Good, HSG C
6.300 98 Paved roads w/curbs & sewers
9.255 90 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
15.0 Direct Entry,
26
f
Subcatchment 14PostB: DA 14
Hydrograph
® �S
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

H:\PROJECTS12007107063 SOUTH BRIDGE\Calcs\HydroCadl
07063 Pre -Post 12-1 "9 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HYdroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond FB14A: Forebay14A
Inflow Area = 9.255 ac, Inflow Depth > 2.60" for 07063 1yr -24hr event
Inflow = 30.57 cfs @ 12.07 hrs, Volume= 2.004 of
Outflow = 21.74 cfs @ 12.09 hrs, Volume= 1.422 af, Atten= 29%, Lag= 1.7 min
Primary = 21.74 cfs @ 12.09 hrs, Volume= 1.422 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 37.23' @ 23.38 hrs Surf.Area= 9,428 sf Storage= 25,385 cf
Plug -Flow detention time= 121.5 min calculated for 1.421 of (71 % of inflow)
Center -of -Mass det. time= 27.6 min ( 832.5 - 804.8 )
Volume Invert Avail.Storage Storage Description
#1 34.00' 44,024 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
34.00 6,783 0 0
36.00 7,926 14,709 14,709
38.00 10,368 18,294 33,003
39.00 11,674 11,021 44,024
Device Routing Invert Outlet Devices
#1 Primary 34.00' 36.0" x 80.0' long Culvert X 2.00 -
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 33.90' S= 0.0013'/' Cc= 0.900
n= 0.011 Concrete pipe, straight &clean.
#2 Secondary 38.50' 60.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=21.69 cfs @ 12.09 hrs HW=35.91' TW=35.59' (Dynamic Tailwater)
t1=Culvert (Outlet Controls 21.69 cfs @ 3.3 fps)
$econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=34.00' (Free Discharge)
2=13road-Crested Rectangular Weir ( Controls 0.00 cfs)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcs\HydroCadl
07063 Pre -Post 12-15-09 Type // 24-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 m 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond FB14A: Forebay14A
Hvdroaranh
Inflow
Outflow
Primary
Secondary
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond FB14A: Forebay14A
Stage -Discharge
Total
13 Primary
p Secondary
0 20 40 60 80 100 120 140 160
Discharge (cfs)

HAPROJECTS1200-A07063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type/1 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/13/2010
937
..
c
a
W
m 36
W
Pored FB14A: Forebay14A
Stage -Area -Storage
SiH'7a%$irifiPa�OFii.3ii vt�c?iiBa1 Area (sq-aj
0 1,000 2,000 3,000 4,000 5,000 e,000 7,000 5,000 9,000 10,000 11,000
'—FEW , v
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000
Storage (cubic -feet)
U Surface
2 Storage

H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type I! 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 C 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond F1314B: Forebay1413
Inflow Area = 9.255 ac, Inflow Depth > 2.60" for 07063 1yr -24hr event
Inflow = 30.57 cfs @ 12.07 hrs, Volume= 2.004 of
Outflow = 24.23 cfs @ 12.09 hrs, Volume= 1.563 af, Atten= 21%, Lag= 1.4 min
Primary = 24.23 cfs @ 12.09 hrs, Volume= 1.563 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 37.23' @ 23.38 hrs Surf.Area= 7,469 sf Storage= 19,217 cf
Plug -Flow detention time= 102.2 min calculated for 1.563 of (78% of inflow)
Center -of -Mass det. time= 18.8 min ( 823.6 - 804.8 )
Volume Invert Avail.Storage Storage Description
#1 34.00' 34,333 cf Custom Stage Data (Prismatic) Listed below (Recalc) -
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
34.00 4,915 0 0
36.00 6,010 10,925 10,925
38.00 8,381 14,391 25,316
39.00 9,653 9,017 34,333
Device Routing Invert Outlet Devices
#1 Primary 34.00' 36.0" x 80.0' long Culvert X 2.00
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 33.90' S= 0.0013'/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Secondary 38.50' 50.0' long x 10.0' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=24.16 cfs @ 12.09 hrs HW=35.94' TW=35.56' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 24.16 cfs @ 3.6 fps)
$econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=34.00' (Free Discharge)
2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type // 24-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond FB14B: Forebay14B
Hydrograph
34_ Inflow Area=9.255 a
30= Peak Elev=37.23'
28 24.23
Storage=19,217 24��
26=
24=
22=
20=
18-
c 16-
a 14-
12.
10=
8:
6
4
000as
0 ,.. ...............
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond FB14B: Forebay14B
Discharge (cfs)
N Inflow
Outflow
9� Primary
0 Secondary
3 Total
® Primary
❑ Secondary

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type Il 24-hr 07063 l yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
W
Pond FB14B: Forebay14B
Stage -Area -Storage
ia�rfz �t<yLYed Area s,-ft)
0 500 1,0001,5002,0002,5003,00cM'5004,0004,5005,0005,5006,0006,5007.0007.5008.0008,5009.0009.500
Storage (cubic -feet)
Surface
® Storage

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type Il 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/1312010
Pond MP14: Alain Pond 14
Inflow Area = 18.510 ac, Inflow Depth > 1.94" for 07063 1yr -24hr event
Inflow = 45.95 cfs @
12.09 hrs, Volume= 2.985 of
Outflow = 0.74 cfs @
23.38 hrs, Volume= 0.703 af, Atten= 98%, Lag= 677.3 min
Discarded = 0.00 cfs @
0.00 hrs, Volume= 0.000 of
Primary = 0.74 cfs @
23.38 hrs, Volume= 0.703 of
Secondary = 0.00 cfs @
0.00 hrs, Voiume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 37.23' @ 23.38 hrs
Surf.Area= 35,160 sf Storage= 99,407 cf
Plug -Flow detention time= 418.2 min calculated for 0.703 of (24% of inflow)
Center -of -Mass det. time= 262.9 min ( 1,090.7 - 827.8 )
Volume Invert Avail.Storage Storage Description
#1 34.00' 165,746
cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet) (sq-ft)
(cubic -feet) (cubic -feet)
34.00 24,078
0 0
34.50 28,101
13,045 13,045
38.00 37,150
114,189 127,234
39.00 39,874
38,512 165,746
Device Routing Invert
Outlet Devices
#1 Secondary 30.10'
36.0" x 60.0' long Culvert
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 30.00' S= 0.0017'f Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 37.25'
4.00' x 4.00' Horiz. Top of Outlet Structure Limited to weir flow
C= 0.600
#3 Primary 34.00'
6.0" x 60.0' long Solid Line to Perforated Diffusion Pipe
CPP, square edge headwall, Ke= 0.500
Outlet Invert= 33.90' S= 0.0017 7' Cc= 0.900
n= 0.020 Corrugated PE, corrugated interior
#4 Device 3 34.00'
4.0" Vert. NCDENR Orfice C= 0.600
#5 Device 4 35.75'
2.00' x 2.00' Horiz. Top of Box Limited to weir flow C= 0.600
#6 Discarded 38.50'
50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcs\HydroCadl
07063 Pre -Post 12-15-09 Type ll 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFlow Max=0.00 cfs �w 0.00 i rs HW=34.00' (Free Discharge)
t-6=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.74 cfs @ 23.38 hrs HW=37.23' (Free Discharge)
t-3=Solid Line to Perforated Diffusion Pipe (Passes 0.74 cfs of 0.74 cfs potential flow)
t -4=NCDENR Orfice (Orifice Controls 0.74 cfs @ 8.4 fps)
t-6=Top of Box (Passes 0.74 cfs of 23.43 cfs potential flow)
Secondary OutFlow Max--0.00 cfs @ 0.00 hrs HW=34.00' (Free Discharge)
t-1=Culvert (Passes 0.00 cfs of 43.88 cfs potential flow)
t-2=Top of Outlet Structure ( Controls 0.00 cfs)
40
LL
Pond MP14: Main Pond 14
Hydrograph
Inflow Area=18.510 ac
Peak Elev=37.23'
Storage=99,407 cf
�'i U,
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Inflow
outflow
Discarded
Primary
Secondary

HAPROJECTS12007107063 SOUTH BRIDGEICaics\HydroCadl
07063 Pre -Post 12-15-09 Type/1 24-hr 07063 Syr-24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 _© 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond MP14: Main Pond 14
Stage -Discharge
-:� Total
Discarded
49 Primary
❑ Secondary
0 20 40 so 80 100 120 140
Discharge (cfs)
Pond MP14: Main Pond 14
Stage -Area -Storage
Surface/HOrizontalMetted Area (sq-ft)
0 00 10,000 15,000 20,000 25,000 30,000 as an,0 Surface
eo Storage
m 37
34 E
0
20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Storage (cubic -feet)

14,Cf mu t
H:IPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
6)kftu.T 4"
07063 Pre -Post 12-15-09 Type // 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstail Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond MP14: Main Pond 14
Inflow Area = 18.510 ac, Inflow Depth > 5.01" for 07063 10yr -24hr event
Inflow =
84.95 cfs @
12.10 hrs,
Volume=
7.722 of
Outflow =
51.02 cfs @
12.28 hrs,
Volume=
5.378 af, Atten= 40%, Lag= 11.0 min
Discarded =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Primary =
0.85 cfs @
12.28 hrs,
Volume=
0.763 of
Secondary =
50.17 cfs @
12.28 hrs,
Volume=
4.615 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 38.22' @ 12.28 hrs Surf.Area= 37,756 sf Storage= 135,565 cf
Plug -Flow detention time= 177.0 min calculated for 5.374 of (70% of inflow)
Center -of -Mass det. time= 77.7 min ( 884.2 - 806.5 )
Volume
Invert Avail.Storage Storage
Description
#1
34.00'
165,746 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation
Surf.Area
Inc.Store
Cum.Store
(feet)
(sq-ft)
(cubic -feet)
(cubic -feet)
34.00
24,078
0
0
34.50
28,101
13,045
13,045
38.00
37,150
114,189
127,234
39.00
39,874
38,512
165,746
Device Routing Invert Outlet Devices
#1 Secondary
30.10' 36.0" x 60.0' long Culvert
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert-- 30.00' S= 0.0017 ? Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
37.25' 4.00' x 4.00' Horiz. Top of Outlet Structure Limited to weir flow
C= 0.600
#3 Primary
34.00' 6.0" x 60.0' long Solid Line to Perforated Diffusion Pipe
CPP, square edge headwall, Ke= 0.500
Outlet Invert= 33.90' S= 0.00177 Cc= 0.900
n= 0.020 Corrugated PE, corrugated interior
#4 Device 3
34.00' 4.0" Vert NCDENR Orfice C= 0.600
#5 Device 4
35.75' 2.00' x 2.00' Horiz. Top of Box Limited to weir flow C= 0.600
#6 Discarded
38.50' 60.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64

HAPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 12-15-09 Type/1 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Discarded OutFlow Max=0.00 cis @ 0.00 hrs HW=34.00' (Free Discharge)
t-6=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.85 cis @ 12.28 hrs HW=38.22' (Free Discharge)
t— =Solld Line to Perforated Diffusion Pipe (Passes 0.85 cis of 0.86 cfs potential flow) P p
L—f=NCDENR Orfice (Orifice Controls 0.85 cfs @ 9.7 fps)
=Top of Box (Passes 0.85 cis of 30.28 cfs potential flow)
Secondary OutFlow Max=50.11 cfs @ 12.28 hrs HW=38.22' (Free Discharge)
t-1=Culvert (Passes 50.11 cfs of 87.58 cfs potential flow)
t-2=Top of Outlet Structure (Weir Controls 50.11 cis @ 3.2 fps)
Pond MP14: Main Pond 14
Hydrograph
s4 15 cre
Inflow Area=18.510 ac
90� Peak Elev=38.22'
85. Storage=135,565 cf
80.
75:
70' 51.02 cfs
60
R
W.17 ds
5o
45
40: r;
35_ I
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)

HAPROJECTS12007107063 SOUTH BR1DGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type Il 24-hr 07063 10yr -24hr Rainfall=6. 88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond MP14: Main Pond 14
Stage -Discharge
Total
Discarded
Primary
Secondary
0 20 40 80 80 100 120 140
Discharge (cfs)
Culvert

H:\PROJECTS\2007\07063 SOUTH BRIDGE\Calcs\HydroCad\
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 10yr -24hr Rainfall=6.88"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Stage -Area -Storage for Pond MP14: Main Pond 14
Elevation
Surface
Storage
(feet)
(sg-ft)
(cubic -feet)
34.00
24,078
0
34.05
24,480
1,214
34.10
24,883
2,448
34.15
25,285
3,702
34.20
25,687
4,977
34.25
26,090
6,271
34.30
26,492
7,585
34.35
26,894
8,920
34.40
27,296
10,275
34.45
27,699
11,650
34.50
28,101
13,045
34.55
28,230
14,453
34.60
28,360
15,868
34.65
28,489
17,289
34.70
28,618
18,717
34.75
28,747
20,151
34.80
28,877
21,591
34.85
29,006
23,038
34.90
29,135
24,492
34.95
29,264
25,952
35.00
29,394
27,418
35.05
29,523
28,891
35.10
29,652
30,371
35.15
29,782
31,857
35.20
29,911
33,349
35.25.
30,040
34,848
36.30
36,169
36,363
35.35
30,299
37,865
35.40
30,428
39,383
35.45
30,557
40,907
35.50
30,686
42,438
35.55
30,816
43,976
35.60
30,945
45,520
35.65
31,074
47,071
35.70
31,204
48,627
35.75
31,333
50,191
35.80
31,462
51,761
35.85
31,591
53,337
35.90
31,721
54,920
35.95
31,850
56,509
36.00
31,979
58,105
36.05
32,108
59,707
36.10
32,238
61,316
36.15
32,367
62,931
36.20
32,496
64,552
36.25
32,626
66,180
36.30
32,755
67,815
36.35
32,884
69,456
36.40
33,013
71,103
36.45
33,143
72,757
36.50
33,272
74,418
Elevation
Surface
Storage
(feet)
(sg-ft)
(cubic -feet)
36.55
33,401
76,084
36.60
33,530
77,758
36.65
33,660
79,437
36.70
33,789
81,124
36.75
33,918
82,816
36.80
34,047
84,516
36.85
34,177
86,221
36.90
34,306
87,933
36.95
34,435
89,652
37.00
34,565
91,377
37.05
34,694
93,108
37.10
34,823
94,846
37.15
34,952
96,590
37.20
35,082
98,341
37.25
35,211
100,099
37.30
35,340
101,862
37.35
35,469
103,633
37.40
35,599
105,409
37.45
35,728
107,193
37.50
35,857
108,982
37.55
35,987
110,778
37.60
36,116
112,581
37.65
36,245
114,390
37.70
36,374
116,205
37.75
36,504
118,027
37.80
36,633
119,856
37.85
36,762
121,691
37.90
36,891
123,532
37.95
37,021
125,380
38.00
37,150
127,234
38.05
37,286
129,095
38.10
37,422
130,963
38.15
37,559
132,837
38.20
37,695
134,718
38.25
37,831
136,607
38.30
37,967
138,502
38.35
38,103
140,403
38A0
38,240
142,312
38.45
38,376
144,227
38.50
38,512
146,150
38.55
38,648
148,079
38.60
38,784
150,014
38.65
38,921
151,957
38.70
39,057
153,906
38.75
39,193
155,863
38.80
39,329
157,826
38.85
39,465
159,796
38.90
39,602
161,772
38.95
39,738
163,756
39.00
39,874
165,746

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
WET DETENTION BASIN CALCULATIONS
/13/2,01+0'
I ���11J 1�►1� 'j
Project Name: South Bridge Subdivision NKT No: 07063
Contact Person: John Tunstall, PE Phone: [phone]
For projects with multiple basins, specify which basin this worksheet applies to: DA Os 7-12
Description Qty Units Notes:
1-year,24-hour rain event 3.67 inches from NOAA & project location
Drainage Area, DA = 19.483 ac total to pond
Pre-existing Impervious Area = 0.000 ac
Pre-existing Overall % Impervious, Ip, = 0.00 %
Proposed Impervious Area = 14.175 ac total BUA to pond
Post Development Pervious Area = 5.308 ac total proposed impervious to pond
Post Deveoplment Overall % Impervious, IPost = �- 72.76 %
Volume
Within 0.5 mile & drain to SA waters?
Design Rainfall Depth, D =
Pre Devolpoment Runoff Volume factor, Rvpr. _
Pre -Development Runoff Volume, Vpr.=
Post Devolpoment Runoff Volume factor, Rvpost =
Post Development Runoff Volume, Vpogt=
Required Storage Volume =
Permanent Pool Elevation
Permanent Pool surface area
State Temporary Pool Elevation
State Temporary Pool Surface Area
Provided Storage Volume =
uired (Sim
Y USE DIFFERENCE OF PRE -POST VOLUME
3.67 in
0.05 in/in
Rvpr. = 0.05 + 0.009*lpre
12,978
Vpre = D/12 x Rvpr, x DA*43560
0.70 in/in
Rvpost = 0.05 + 0.009*Ipost
82,934
Vpom = D/12 x Rvpost x DA*43560
69,956 fe
Diff of Pre -Post V
19.00
ft
44,410
sf
22.25
ft
60,157
sf
73,247 fe
OKI
Peak Flown Calculations
C value pre -developed
0.20
C value post -developed
0.73
Tc = Time of Concentration
15: min
Depth @ Tc & 1-yr = d
0.99 inches
Intensity Peak, 1 YR= 1
3.96 in/hr
Pre -development runoff rate (rational method)
15.58 cfs
Post -development runoff rate (rational method)
56.32 cis
Qpre Cpr. x I x DA
Qoost=Coost x I x DA
H:XPROJECTS12007107063 SOUTH BRIDGEICaicst07063 DWQ PON€#7-12 SIMPLE VOLUME 10-12-09

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
1/13/2010
Main Pond Volume (Excluding Forebay)
Area of Top of Pond
;:}'',409 sf
Area of State Stg Elevation
''3s,Z54 sf
Area of Top of Veg Shelf Elevation
_ 3U:541: sf
Area of Normal Pool Elevation
$ . 26 993„sf
Area of Bottom of Veg Shelf Elevation
.``.23,680�sf
Area of Sediment Removal Elevation
.:.7986:sf
Top of Pond Elevation
ft
State Stg Elevation
" 22:25'ft
Top of Veg Shelf Elevation
19.50 ft
Normal Pool Elevation
19.00 ft
Bottom of Veg Shelf Elevation
18.50 ft
Sediment Removal Elevation
Volume of Normal Pool Elevation to Sediement Removal Elevation
178,931 ft3
Forebay #1 Volume (Excluding Main Pond)
Area of Top of Pond
'..
26;573. sf
Area of State Stg Elevation
:1,
23,463; sf
Area of Normal Pool Elevation
17,417; sf
Area of Sediment Removal Elevation
12,421 sf
Top of Pond Elevation
�„:.241ft
State Stg Elevation
22.25 ft
Normal Pool Elevation
19.00 ft
Sediment Removal Elevation
loft
Forebay 02 Volume (Excluding Main Pond)
Area of Top of Pond
0 sf
Area of State Stg Elevation
: '0 sf
Area of Normal Pool Elevation
:i ' 0; sf
Area of Sediment Removal Elevation
=:' 0'sf
Top of Pond. Elevationft-
State Stg Elevation
22.25 ft
Normal Pool Elevation
19.00 ft
Sediment Removal Elevation
Q. ft
Total Forebay Volume - Normal Pool Elevation to Sediment Removal Elevation 44,766 ft3
Percent Forebay Volume: 20.0% (18 - 22% Required) OKI
H:\PROJECTS\2007\07063 SOUTH BRIDGE\CaIcs107063 DWQ POND#7-12 SIMPLE VOLUME 10-12-09

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
1/13/2010
Average Depth & Required Surface Area
Permanent Pool Area
sf
Permanent Volume
cf
M.5.014
Average Depthft
D = VIA
Average Depth, Davg =
5.04 ft
Rounded Avg Depth =
.d.,5:GO. ft
SAIDA # from "Green Sheet" of Interpolated values for Coastal Region
SAIDA at 73% w/ 6.00 ft avg depth = 5.21 90% TSS removal, no filter strip
Required Surface area =
44,216 sf
Provided Surface Area =
44,410 sf OK!
I Drawdown Calculations
Avg. Head =
Drawdown Time =
Internal Diameter =
Internal Diameter =
Drawdown Time =
Internal Diameter =
Internal Diameter =
Avg Internal Diameter =
Design Orifice Diameter =
Design Drawdown rate
Design Drawdown time
1.08 ft
2 days
0.50 ft
6.00 in
5 days
0.32 ft
3.79 in
4.90 in
'4 w in
0.44 cfs
4.51
one third of flood stage
172,800 s
432,000 s
OKI
H:lPROJECTS12007'%D7063 SOUTH BRIDGE\Calcs107063 DWQ POND#7-12 SIMPLE VOLUME 10-12-09

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 1-18-10 Rev PI Type // 24-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 m 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA 7: Pre
Runoff = 4.93 cfs @ 12.03 hrs, Volume= 0.279 af, Depth> 1.00"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
2.010 73 Woods, Fair, HSG C - Marvyn
1.350 60 Woods, Fair, HSG B - Leon
3.360 68 Weighted Average
Tc Length Slope Velocity Capacity Description
10.0
Direct Entry,
;.y-"Y''o;';✓
aRunoff

H:IPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 1-18-10 Rev P13 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstali Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/19/2010
Subcatchment DA7: post
Runoff = 14.10 cfs @ 12.01 hrs, Volume= 0.810 af, Depth> 2.89"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs
Type II 24-hr 07063 1 yr -24hr Rainfall=3.67"
Area (ac) CN Description
2.800 98 Paved parking & roofs
0.420 74 >75% Grass cover, Good, HSG C
0.140 61 >75% Grass cover, Good, HSG B
3.360 93 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
15
14
13
12
11
10
u
9
9
7 .
3
2
1
Subcatchment DA7: Post
Hydrograph
Time (hours)
m Runoff

KkPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Dorris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond 7-12: Forebay
Inflow Area = 18.301 ac, Inflow Depth > 2.83" for 07063 lyr -24hr event
Inflow =
75.25 cfs @
12.01 hrs,
Volume=
4.320 of
Outflow =
40.58 cfs @
12.10 hrs,
Volume=
2.827 af, Atten= 46%, Lag= 5.1 min
Discarded =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Primary =
40.58 cfs @
12.10 hrs,
Volume=
2.827 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 22.20' @ 24.00 hrs Surf.Area= 23,307 sf Storage= 65,024 cf
Flood Elev= 24.00' Surf.Area= 26,873 sf Storage= 110,301 cf
Plug -Flow detention time= 134.1 min calculated for 2.827 of (65% of inflow)
Center -of -Mass det. time= 34.4 min ( 822.9 - 788.4 )
Volume Invert Avail.Storage Storage Description
#1 19.00, 110,301 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
19.00 17,417 0 0
22.00 22,921 60,507 60,507
24.00 26,873 49,794 110,301
Device Routing Invert Outlet Devices
#1 Primary 19.00' 60.0" x 705.0' long Connective Piping
CMP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 18.09 S= 0.0014'/' Cc= 0.900
n 0.0-13- Concrete pipe, bends & connections
#2 Discarded 23.25' 75.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=19.00' (Free Discharge)
t2=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=40.51 cfs @ 12.10 hrs HW=21.94' TW=20.33' (Dynamic Tailwater)
t'l=Connective Piping (Outlet Controls 40.51 cfs @ 4.9 fps)

H:IPROJECTS12007107063 SOUTH BRlDGEICalcslHydroCadl
07063 Pre -Post 12-15-09 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
ydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/13/2010
W
Pond 7-12: Forebay
Hydrograph
Time (hours)
Pond 7-12: Forebay
0 20 40 60 80 100 120 140 160 180 200 220
Discharge (cfs)
Inflow
outflow
Discarded
Primary
W; Total
Discarded
IV Primary

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-15-09 Type // 24-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond 7-12: Forebay
Stage -Area -Storage
Surface
Storage
0 10,000 20,000 30,000 40,000 50,000 60,000 70,000 80,000 90,000 100,000 110,000
Storage (cubic -feet)

H:IPROJECTS12007107063 SOUTH BRIDGE1CaicslHydroCadl
07063 Pre -Post 12-15-09 Type Il 24-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
Pond 7-12: Main Pond
Inflow Area = 19.477 ac, Inflow Depth > 1.82" for 07063 1yr -24hr event
Inflow = 42.39 cfs @ 12.09 hrs, Volume= 2.960 of
Outflow = 0.57 cfs @ 18.70 hrs, Volume= 0.552 af, Atten= 99%, Lag= 396.7 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.57 cfs @ 18.70 hrs, Volume= 0.552 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Peak Elev= 22.20' @ 24.00 hrs Surf.Area= 36,634 sf Storage= 104,877 cf
Plug -Flow detention time= 398.7 min calculated for 0.552 of (19% of inflow)
Center -of -Mass det. time= 245.3 min (1,069.5 - 824.2 )
Volume Invert Avail.Storage Storage Description
#1 19.00, 174,866 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
19.00 26,993 0 0
19.50 30,541 14,384 14,384
22.00 36,171 83,390 97,774
24.00 40,921 77,092 174,866
Device Routing Invert Outlet Devices
#1 Primary 19.00' 4.0" x 60.0' long Low Flow Orfice to Secondary Infiltration
CMP, projecting, no headwall, Ke= 0.900
Outlet Invert=16 00' S= 0 0500 'f -Cc= 0.900
n= 0.010 PVC, smooth interior
#2 Device 1 19.00' 2.00' x 2.00' Horiz. Orifice/Grate Limited to weir flow C= 0.600
#3 Secondary 13.10' 36.0" x 50.0' long Culvert
RCP, end -section conforming to fill, Ke= 0.500
Outlet Invert= 13.00' S= 0.0020 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#4 Device 3 22.25' 6.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#5 Discarded 23.50' 75.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=19.00' (Free Discharge)
t-S=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max--0.57 cfs @ 18.70 hrs HW=22.09' TW=17.68' (Dynamic Tailwater)
t- 1=Lnw Flew Orflce to Secondary Infiltration (Inlet Controls 0.57 cfs @ 6.5 fps)
t--2=Orifice/Grate (Passes 0.57 cfs of 33.86 cfs potential flow)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=19.00' (Free Discharge)
Culvert (Passes 0.00 cfs of 71.39 cfs potential flow)
=Top of Box ( Controls 0.00 cfs)

HAPROJECTS12007107063 SOUTH BRIDGE1CalcslHydroCadl
07063 Pre -Post 12-15-09 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCAD® 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
LL
0
m
w
e
0
m
w
Pond 7-12: Main Pond
Hydrograph
Inflow Area=19.477
Peak Elev=22.20'
Storage=104,977 cf
0.57 ds
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
Time (hours)
Pond 7-12: Main Pond
Stage -Discharge
0 20 40 60 80 100 120 140 160
Discharge (cfs)
Inflow
Outflow
u' Discarded
Primary
Secondary
Total
0 Discarded
M Primary
p Secondary

HAPROJECTS12007107063 SOUTH BRIDGE1CaIcslHydroCadl
07063 Pre -Post 12-1 "9 Type 1124-hr 07063 1 yr -24hr Rainfall=3. 67"
Prepared by Norris, Kuske, & Tunstall Consulting Engineers, Inc.
HydroCADO 7.10 s/n 000479 ® 2005 HydroCAD Software Solutions LLC 1/13/2010
23
2e
e
0
Pond 7-12: Main Pond
Stage -Area -Storage
S: ac�i�;or;zcr•a;fe u�f:?a i Atea
0 5,000 10,000 15,000 20,000 25,000 30,000
35,000
0 20,000 40,000 60,000 80,000 100,000 120,000 140,000 160,000
Storage (cubic -feet)
40,000 Surface
® Storage

Pusey, Steven
From:
Pusey, Steven
Sent:
Friday, January 08, 2010 1:52 PM
To:
Tunstall, John
Cc:
Bland, Jody
Subject:
South Bridge Subdivision - SW8 090903
Please reference the following letter requesting additional information on subject project:
The Wilmington Regional Office received and accepted a revised State Stormwater Management Permit Application for
South Bridge Subdivision on December 17, 2009. A preliminary in-depth review of that information has determined that
the application is not complete. The following information is needed to continue the stormwater review:
1. For sand filters SF 1-613, please show the calculations of how the following data were determined:
a. Flow from bypass structure for 10-year storm
b. Flow from perforated pipe for 10-year storm
2. For wet ponds in DA 13 and 14, please show the calculations of how the following data were determined:
a. Flow from perforated pipe for 10-year storm
3. Concerning flow through the vegetated filter, if perforated pipe is capped, how does that flow enter into the
vegetated filter area? Please explain.
4. Please provide wet detention basin calculations and hydrocad modeling data for revised ponds in DA 7-12,
13, and 14.
5. Please provide O&M Agreements for these revised wet detention ponds. It appears that the O&M
Agreements (received 11/12/09) had some errors. Page 3 of the O&M for DA 7-12 has the elevations of
ponds 13A&B. Page 3 of the O&M for DA 13 has the same elevations as that for DA 14.
6. Please provide calculation pages for revised sand filters #2 and #4.
7. Please provide calculations for revised infiltration basins in DA 7-12, 13, and 14.
8. A vegetated filter area needs to be added at the outlet of the wet detention pond in DA 7-12. Calculations and
Supplements are also needed for this filter area.
Please note that this request for additional information is in response to a preliminary review. The requested information
should be received in this Office prior to January 29, 2010, or the application will be returned as incomplete. The return of
a project will necessitate resubmittal of all required items, including the application fee.
If you have any questions, please don't hesitate to call.
Regards,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Steven. Pusey(a)ncdenr.gov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC.
December 17, 2009
Mr. Steve G. Pusey, Environmental Engineer
NC DENR / Division of Water Quality
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: South Bridge Subdivision — Phase I
State Stormwater Permit No. SW8 090903
Sneads Ferry, NC
NKT Project No. 07063
Dear Mr. Pusey:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S.Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
REM D E C 17 2009
Per your e-mail comments of November 20, 2009, we offer the following responses:
Calculations have been provided for discharges through the vegetated filter for the 10-
year storm.
2. A Filter Strip Supplement and Operation and Maintenance Agreement have been filled
out and are enclosed for each BMP.
3. An Infiltration Supplement has been filled out and is enclosed for each infiltration area
that is used for secondary treatment.
4. As stated during your telephone conversation with Jody Bland of Norris, Kuske &
Tunstall (NKT), we explained our wishes to use the capped perforated sock pipes in lieu
of level spreaders based on our maintenance concerns and siting issues. The
perforated pipes will provide diffuse flow of any discharge and velocity calculations for
each filter strip has been provided for your use.
5. Again, as indicated in your telephone conversation with Jody Bland of NKT, it was our
understanding from our meeting that if the filter strips were removed from the wetlands
and we demonstrated that any runoff in fact enters the wetlands at a non erosive
velocity then it would be assumed that effective infiltration would take place prior to
reaching mean high water.
In review of the outfall structures for the sand filters, two (2) discharge inverts were found to be
below grade, as you questioned. Sand Filters #2 and #4 elevations were both raised by 2'.
Based on these modifications, no changes were needed for Sand Filter #2 Supplement and
Operation and Maintenance Agreement forms. By raising Sand Filter #4, we were able to
obtain the minimum 2' separation from the Seasonal High Water Table, thus eliminating the
liner and the Supplement form has been updated to reflect this change.
902 Market Street • Wilmington, NC 28401-4733 • Phone: [phone] • Fax: [phone]

Mr. Steve G. Pusey / NC DENR
December 17, 2009
Page 2
Enclosed are two (2) sets of revised plans, which includes the drainage area plans, one (1) set
of revised calculations, the SW-401 Filter Strip Supplement forms (Drainage Areas 1, 2, 3, 4,
5, 6A, 6B, 13A & 13B and 14) , U;e SW-401 Infiltration Supplement forms (Drainage Areas 7-
12 and 13A & 13B), the revised SW-401 Sand Filter Supplement form (Drainage Area 4), the
Filter Strip Operation and Maintenance Agreement forms (Drainage Areas 1, 2, 3, 4, 5, 6A, 66,
13A & 13B and 14) and the Infiltration Basin Operation and Maintenance Agreement forms
(Drainage Areas 7-12 and 13A & 13B).
Please review this information for approval and contact us with any questions or comments
you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
JJon S. Tunstall, P. E.
JST/asn
07063 12-17-09-s-sw response-Itr
Enclosures

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIVISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
�iseea50idg9� _ ,xID
Revised December 2009
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

7Date
Design
A
Sheet
NORRIS, KUSKE &TUNSTALL 902 Market Street
'Z
, CONSULTING ENGINEERS, INC. Wilmington, NC 28401-4733
vs
.
Of
Check
Job
For
Job No.
CJt'LGS
1 07 C-4a 3
liw6% Cofi.C.c� LAr'hanS jVEf-r>
�C-w(w-S
2 . of D4TV-0 4E;F- *-Z 4 ' &(tCS ,o Q.1 2 ° CCu-,. C440tJ5--

SF DA #1 - Veg Filter - 10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:lprojects12007107063 south bddgelcalcslflowmaster107063 ve.fm2
Worksheet
SF DA#1 - Vag Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.060000 ft/ft
Bottom Width
25.00 ft
Discharge
2.91 cfs
Results
Depth
0.06
ft
Flow Area
1.54
ft2
Wetted Perimeter
25.12
ft
Top Width
25.00
ft
Critical Depth
0.07
ft
Critical Slope
0.031353 ft/ft
Velocity
1.89
ftls
Velocity Head
0.06
ft
Specific Energy
0.12
ft
Froude Number
1.34
Flow is supercritical.
011-�
I - -1 o r� -f>l ass
11/30/09 FlowMaster v5.13
12:53:57 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

SF DA #2 - Veg Filter - 10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:lprojects12007107063 south bridgelcalcslflowmaster107063 ve.fm2
Worksheet
SF DA#2 - Vag Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.005000 ft/ft
Bottom Width
10.00 ft
Discharge
3.55 cfs
Results
Depth
0.26
ft
Flow Area
2.58
ft2
Wetted Perimeter
10.52
ft
Top Width
10.00
ft
Critical Depth
0.16
ft
Critical Slope
0.025304 ft/ft
Velocity
1.37
ft/s
Velocity Head
0.03
ft
Specific Energy
0.29
ft
Froude Number
0.48
Flow is subcritical.
QVIKL
2. 6 3 • t'7>1 ?h`'S 51-Y-vc xvxz
! • a z F?-O*% V"p`
11/30/09 FlowMaster v5.13
09:16:21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

SF DA#3 - Veg Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:lprcjects12007107063 south bridgelcaicslflowmaster107063 ve.fm2
Worksheet
SF DA#3 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.020000 fttft
Bottom Width
25.00 ft
Discharge
7.57 cfs
Results
Depth
0.15
ft
Flow Area
3.82
ft2
Wetted Perimeter
25.31
ft
Top Width
25.00
ft
Critical Depth
0.14
ft
Critical Slope
0.025532 fUft
Velocity
1.98
ftts
Velocity Head
0.06
ft
Specific Energy
0.21
ft
Froude Number
0.90
Flow is subcritical.
Q•I1M =
11/30/09 FlowMaster v5.13
11:05:21 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

SF #4 - Veg. Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:\projects\2007\07063 south bridge\calcs\flowmaster\07063 ve.fm2
Worksheet
SF DA#4 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Bottom Width
10.00 ft
Discharge
4.59 cfs
Results
Depth
0.24
ft
Flow Area
2.45
ft2
Wetted Perimeter
10.49
ft
Top V\fidth
10.00
ft
Critical Depth
0.19
ft
Critical Slope
0.024081 ft/ft
Velocity
1.88
ft/s
Velocity Head
0.05
ft
Specific Energy
0.30
ft
Froude Number
0.67
Flow is subcritical.
` Iwv t
3.41, c.--s fWvq\k ?-, eA5 r
I•Is r.FS s---\ P&-Fw� f e
11/30/09 FlowMaster v5.13
09:18:25 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

SF #5 - Veg. Filter - 10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:lprojects\2007107063 south bridgelcalcs\flowmaster\07063 ve.fm2
Worksheet
SF DA*5 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Bottom Width
10.00 ft
Discharge
4.64 cfs
Results
Depth
0.25
ft
Flow Area
2.46
fta
Wetted Perimeter
10.49
ft
Top Width
10.00
ft
Critical Depth
0.19
ft
Critical Slope
0.024032
ft/ft
Velocity
1.88
ft/s
Velocity Head
0.06
ft
Specific Energy
0.30
ft
Froude Number
0.67
Flow is subcritical.
3. s+ �,Fs ;$..A 'f
I. • t3 cj=�; fir- Q� ram
11/30/09 FlowMaster v5.13
09:19:12 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

SF NA - Veg. Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:\projects12007107063 south bddgelcaicslflowmaster107063 ve.fm2
Worksheet
SF DA#6A - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.060000 ft/ft
Bottom Width
10.00 ft
Discharge
6.66 cfs
Results
Depth
0.37
ft
Flow Area
3.71
ftz
Wetted Perimeter
10.74
ft
Top Width
10.00
ft
Critical Depth
0.24
ft
Critical Slope
0.249671 ft/ft
Velocity
1.79
ft/s
Velocity Head
0.05
ft
Specific Energy
0.42
ft
Froude Number
0.62
Flow is subcritical.
QIMVI-
af'.4Iv or'S Flaw N.s.
t.ZZl Gl*� Gaew- YCCRA-t� �de-
12/03/09 FlowMaster v5.13
04:10:22 PM Haestad Methods, ine. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

SF #66 - Veg. Filter - 10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:lprojects12007\07063 south bridgelcalcslflowmaster107063 ve.fm2
Worksheet
SF DA#613 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.010000 ft/ft
Bottom Width
10.00 ft
Discharge
4.83 cfs
Results
Depth
0.25
ft
Flow Area
2.52
ft2
Wetted Perimeter
10.50
ft
Top Width.
10.00
ft
Critical Depth
0.19
ft
Critical Slope
0.023850 ft/ft
Velocity
1.91
ft/s
Velocity Head
0.06
ft
Specific Energy
0.31
ft
Froude Number
0.67
Flow is subcritical.
QT..14- z
3 • t.� F� i�pkss
11/30/09 FlowMaster v5.13
09:23:20 AM Haestad Methods, ine. 37 Brookside Road Waterbury, CT 067u6 [phone] Page 1 of 1

Pond #13 - Veg Filter - 10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:\projects\200A07063 south bridgelcalcslflowmaster107063 ve.fm2
Worksheet
Pond DA#13 - VPg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.080000 ft/ft
Bottom Width
25.00 ft
Discharge
0.26 cfs
Results
Depth
0.01
ft
Flow Area
0.33
ftz
Wetted Perimeter
25.03
ft
Top Width
25.00
ft
Critical Depth
0.01
ft
Critical Slope
0.053286 ft/ft
Velocity
0.78
ft/s
Velocity Head
0.01
ft
Specific Energy
0.02
ft
Froude Number
1.20
Flow is supercritical.
12/03/09 FlowMaster v5.13
10:43:04 P.M uaestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1

Pond #14 - Veg Filter -10 yr stm
Worksheet for Rectangular Channel
Project Description
Project File
h:lprojects12007\07063 south bridgelcalcs\flowmaster107063 ve.fm2
Worksheet
Pond DAA14 - Veg Filter
Flow Element
Rectangular Channel
Method
Manning's Formula
Solve For
Channel Depth
Input Data
Mannings Coefficient
0.030
Channel Slope
0.100000 ft/ft
Bottom Width
25.00 ft
Discharge
0.83 cfs
Results
Depth
0.02
ft
Flow Area
0.62
ft2
Wetted Perimeter
25.05
ft
Top Width
25.00
ft
Critical Depth
0.03
ft
Critical Slope
0.041247 ft/ft
Velocity
1.33
ft/s
Velocity Head
0.03
ft
Specific Energy
0.05
ft
Froude Number
1.49
Flow is supercritical.
D . 6 3 Naop cv %% f'P?-
12/03/09 FlowMaster v5.13
10:44:16 AM Haestad Methods, Inc. 37 Brookside Road Waterbury, Gt 08708 [phone] Page 1 of 1

07063 Pre -Post 12-11-09 Type 11 24-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by {enter your company name here}
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 12/14/9nnA
Pond SF#2: Filter #2
Inflow Area =
1.090 ac,
Inflow Depth > 2.16"
for 07063 1yr -24hr event
Inflow =
3.61 cfs @
12.02 hrs, Volume=
0.196 of
Outflow =
0.87 cfs @
12.23 hrs, Volume=
0.197 af, Atten= 76%, Lag=12.9 min
Discarded =
0.00 cfs @
0.00 hrs, Volume=
0.000 of
Primary =
0.00 cfs @
0.00 hrs, Volume=
0.000 of
Secondary =
0.87 cfs @
12.23 hrs, Volume=
0.197 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 7.00' Surf.Area= 575 sf Storage= 50 cf
Peak Elev= 10.04' @ 12.23 hrs Surf.Area= 3,347 sf Storage= 2,475 cf (2,424 cf above start)
Flood Elev= 12.00' Surf.Area= 4,602 sf Storage= 8,150 cf (8,100 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 13.6 min ( 832.8 - 819.2 )
Volume Invert
Avail.Storage Storage Description
#1 6.67'
456 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,833 cf Overall -10 cf Embedded =1,822 cf x 25.0% Voids
#2 6.67'
10 cf 4.0"D x 30.001 Horizontal Cylinder S= 0.00507 x 4 Inside #1
#3 9.00,
7,685 cf Custom Stage Data (Prismatic) Listed below (Recalc)
8,150 cf Total Available Storage
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
6.67
492
0 0
9.00
1,081
1,833 1,833
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
9.00
1,602
0 0
12.00
3,521
7,685 7,685
Device Routing
Invert
Outlet Devices
#1 Primary
7.00'
15.0" x 20.0' long Culvert CMP, square edge headwall, Ke= 0.500
Outlet Invert= 6.50' S= 0.02507' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
10.70'
3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary
6.67'
4.0" Vert. Discharge Orrice from Underdrain C= 0.600
#4 Secondary
6.67'
1.750 in/hr Infiltraion through Filter Media over Surface area above invert
Excluded Surface area = 492 sf
#5 Discarded
11.00'
20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.54 2.53 2.64 2.64 2.63

07063 Pre -Post 12-11-09 Type ff 24-hr 07063 1yr -24hr Rainfaff=3.67"
Prepared by (enter your company name here)
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 12/14/2009
Discarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.00' (Free Discharge)
'?-'-�€mergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=7.00' (Free Discharge)
t1=Culvert ( Controls 0.00 cfs)
t-2=13affle Wall ( Controls 0.00 cfs)
econdary OutFlow Max=0.87 cfs @ 12.23 hrs HW=10.04' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.75 cfs @ 8.6 fps)
-Infiltralon through Filter Media (Exfiltraticn Controls 0.12 cfs)
3
1L 21-
imi
Pond SF#2: Fitter #2
Hydrograph
3.61 ft y
:nflow Area=1.:090 a
Perak EIev=10.04'
Storage=2A7v cf
i . I :
Muds
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22
Time (hours)

07063 Pre -Post 12-11-09 Type II 24-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by {enter your company name here}
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 12/14/2009
m
w
c
0
m
W
Pond SF#2: Filter #2
Stage -Discharge
Discharge (cfs)
0 Total
171 Discarded
0 Prmary
❑ Secondary

07063 Pre -Post 12-11-09
Prepared by {enter your company name here}
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Sof
Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
LLC
Stage -Area -Storage for Pond SF#2: Filter ##2
Eievation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
6.67
492
0
6.77
517
13
6.87
543
29
6.97
568
45
7.07
593
62
7.17
618
77
7.27
644
93
7.37
669
109
7.47
694
126
7.57
720
144
7.67
745
162
7.77
770
181
7.87
795
201
7.97
821
221
8.07
846
242
8.17
871
263
8.27
896
286
8.37
922
308
8.47
947
332
8.57
972
356
8.67
998
380
8.77
1,023
406
8.87
1,048
431
8.97
1,073
458
9.07
2,728
580
9.17
2,792
748
9.27
2,856
922
9.37
2,920
1,103
9.47
2,984
1,290
9.57
3,048
1,483
9.67
3,112
1,683
9.77
3,176
1,889
9.87
3,240
2,102
9.97
3,303
2,321
10.07
3,367
2,546
10.17
3,431
2,778
10.27
3,495
3,016
10.37
3,559
3,261
10.47
3,623
3,512
10.57
3,687
3,769
10.67
3,751
4,033
10.77
3,815
4,304
10.87
3,879
4,580
10.97
3,943
4,863
11.07
4,007
5,153
11.17
4,071
5,448
11.27
4, i 35
5,751
11.37
4,199
6,059
11.47
4,263
6,374
11.57
4,327
6,696
11.67
4,391
7,023
11.77
4,455
7,358
Elevation Surface Storage
(feet) (sq-ft) (cubic -feet)
11.87 4,519 7,698
11.97 4,583 8,045

07063 Pre -Post 12-11-09 Type 11 24-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by {enter your company name here}
HydroCADO 7.10 s/n 000479 © 2005 HvdroCAD Software Solutions LLC 12/14/2009
Pond SF#4: Filter #4
Inflow Area = 2.590 ac, inflow Depth > 2.08' for 07063 1 yr -24hr event
Inflow = 8.27 cfs @ 12.02 hrs, Volume= 0.448 of
Outflow = 1.06 cfs @ 12.43 hrs, Volume= 0.449 af, Atten= 87%, Lag= 24.9 min
Discarded = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Secondary = 1.06 cfs @ 12.43 hrs, Volume= 0.449 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-24.00 hrs, dt= 0.02 hrs / 5
Starting Elev= 9.00' Surf.Area= 317 sf Storage= 29 cf
Peak Elev= 12.61' @ 12.43 hrs Surf.Area= 6,337 sf Storage= 7,215 cf (7,185 cf above start)
Flood Elev= 14.00' Surf.Area= 8,092 sf Storage= 15,783cf (15,754 cf above start)
Plug -Flow detention time= (not calculated: outflow precedes inflow)
Center -of -Mass det. time= 50.0 min ( 872.5 - 822.5 )
Volume Invert Avail.Storage Storage Description
#1 8.67' 363 cf Custom Stage Data (Prismatic) Listed below (Recalc)
1,471 cf Overall -18 cf Embedded = 1,453 cf x 25.0% Voids
#2 8.67' 18 cf 4.0"D x 52.00'L Horizontal Cylinder S= 0.0050 'l' x 4 Inside #1
#3 11.00, 15,402 cf Custom Stage Data (Prismatic) Listed below (Recalc)
15,783 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
8.67 193 0 0
11.00 1,070 1,471 1,471
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
11.00 3,246 0 0
14.00 7,022 15,402 15,402
Device Routing Invert Outlet Devices
#1 Primary 9.00' 18.0" x 50.0' long Culvert X 2.00
CMP, square edge headwall, Ke= 0.500
Outlet Invert= 8.00' S= 0.0200 7' Cc-- 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 12.85' 3.0' long x 0.5' breadth Baffle Wall
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#3 Secondary 8.67' 4.0" Vert. Discharge Or%ce from Underdrain C= 0.600
#4 Secondary 8.67' 1.750 in/hr Infiltration through Filter Media over Surface area above invert
Excluded Surface area =193 sf
#5 Discarded 13.00' 20.0' long x 16.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63

07063 Pre -Post 12-11-09 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by (enter your company name here)
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 12/14/2009
iscarded OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
=Emergency Spillway ( Controls 0.00 cfs)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=9.00' (Free Discharge)
t-1=Culvert ( Controls 0.00 cfs)
t2=13affle Wall ( Controls 0.00 cfs)
condary OutFlow Max=1.06 cfs @ 12.43 hrs HW=12.61' (Free Discharge)
3=Discharge Orfice from Underdrain (Orifice Controls 0.82 cfs @ 9.3 fps)
—infiltration through Filter Media (EAltration Controls 0.25 cfs)
it Inflow
E3 Outflow
M Discarded
E3 Primary
E7 Secondary
!fir / s%l'/,�///�.,------------------

07063 Pre -Post 12-11-09 Type 11 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by {enter your company name here}
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 12/14/2009
Pond SF#4: Filter #4
Stage -Discharge
p Total
- ® Discarded
14- ...__,- ----- --
© Primary
i7 Secondary
12 a
+-...__.
m '
w
10
d
9 Psch$v' rfx.e from . - E97p_ y
0 5 10 15 20 25 30 35 40 45 50 55 60 65
Discharge (cfs)

07063 Pre -Post 12-11-09 Type // 24-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by {enter your company name here}
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 12/14/2009
Stage -Area -Storage for Pond SF#4: Filter #4
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
8.67
193
0
8.77
231
6
8.87
268
14
8.97
306
26
9.07
344
38
9.17
381
49
9.27
419
60
9.37
456
70
9.47
494
82
9.57
532
95
9.67
569
109
9.77
607
124
9.87
645
139
9.97
682
156
10.07
720
173
10.17
758
192
10.27
795
211
10.37
833
232
10.47
871
253
10.57
908
275
10.67
946
298
10.77
983
322
10.87
1,021
347
10.97
1,059
373
11.07
4,404
612
11.17
4,530
951
11.27
4,656
1,304
11.37
4,782
1,669
11.47
4,908
2,046
11.57
5,033
2,436
11.67
5,159
2,839
11.77
5,285
3,254
11.87
5,411
3,682
11.97
5,537
4,122
12.07
5,663
4,575
12.17
5,789
5,041
12.27
5,915
5,519
12.37
6,040
6,010
12.47
6,166
6,513
12.57
6,292
7,029
12.67
6,418
7,557
12.77
6,544
8,099
12.87
6,670
8,652
12.97
6,796
9,218
13.07
6,921
9,797
13.17
7,047
10,389
13.27
7,173
10,993
13.37
7,299
11,609
13.47
7,425
12,239
13.57
7,551
12,880
13.67
7,677
13,535
13.77
7,803
14.202
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
13.87
7,928
14,881
13.97
8,054
15,573

Pusey, Steven
From: Pusey, Steven
Sent: Tuesday, December01, 2009 12:14 PM
To: 'Jody Bland'
Cc: 'Amy; 'John Tunstall'
Subject: RE: South Bridge Subdivision
Jody,
Your plan sounds feasible, therefore, please continue as planned. You may consider this our formal request for
additional information, which was originally started on Nov. 20. Therefore, your deadline is Dec. 18. 1 hope this is
enough time for you to complete. Please advise if you need extra time or have any questions.
Regards,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Steven. PuseyCa ncdenr.gov
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.
From: Jody Bland [mailto:[e-mail]]
Sent: Tuesday, November 24, 2009 5:26 PM
To: Pusey, Steven
Cc: 'Amy; 'John Tunstall'
Subject: RE: South Bridge Subdivision
Hi Steve,
Sorry I haven't been able to respond to you since our telephone conversation earlier today but please see my responses
below.
Thanks,
Jody Bland
. NORRIS. KUSKF TUNS TALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
From: Pusey, Steven [mailto:[e-mail]]
Sent: Friday, November 20, 2009 2:40 PM
To: Bland, Jody; Tunstall, John
Subject: South Bridge Subdivision
I have some questions and requirements regarding your latest submittal. Can you please advise on the following items?
1. What are the flow rates and velocities for a 10-year storm through the vegetative filter areas?

I will provide the 10 yr storm discharge through the vegetated filters.
2. Please complete a filter strip Supplement and O&M Agreement for each vegetated filter strip.
The filter strip supplement and O & M will be executed and submitted
3. Please complete an infiltration basin Supplement and O&M Agreement for each infiltration area in the project.
Reference drawing sheet C5.
The infiltration supplements and O & M agreements for the secondary treatment areas will be executed and submitted
4. Please advise whether you plan to effectively infiltrate into the vegetated filter strip or into the wetlands, or
both. In the filter strip area, the filter strip must include a level spreader to provide diffuse flow. Size of level
spreader should be such that flow is non -erosive into wetlands (i.e.- less than 2 ft/s).
Based on our previous meeting; it was our understanding that utilizing a slotted sock pipe that was capped on the end as
a means to provide diffuse flow at a non -erosive was an acceptable alternative to the typically required level spreader. A
calculation; illustrating that the discharge from the sock pipes was less than 2 ft/sec; was provided for the 1 yr storm. As
indicated above; additional calculations will be provided for the 10 yr storm as well.
5. If infiltrating into the wetlands, please provide calculations to show effective infiltration.
Based on our previous meeting; it was our understanding; and from guidance obtained in the meeting; that it would be
assumed that effective infiltration would take place if we removed the indications of any vegetated filters being contained
in whole or part within the wetlands. By doing so places any discharge from the BMP's an excessive distance from MHW.
Finally; based on our previous telephone discussion; the under drains discharge to the slotted "sock" pipes. A solid plastic
line will connect the under drain system to the discharge point and no additional discharge will be picked up if the
aforementioned drain line crosses a berm or swale. All line will discharge to daylight and none are to remain underground.
I will clarify the solid line from the slotted line by modifying the line type of the solid line so that you may better differentiate
between the two.
Please let me know if you have any questions.
Thanks,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Steven. [e-mail]
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties.

Pusey, Steven
From: Jody Bland [e-mail]]
Sent: Tuesday, November 24, 2009 5:26 PM
To: Pusey, Steven
Cc- 'Amy'; 'John Tunstall'
Subject: RE: South Bridge Subdivision
Hi Steve,
Sorry I haven't been able to respond to you since our telephone conversation earlier today but please see my responses
below.
Thanks,
Jody Bland
%O_R1415, iGl]SKf ,%�. JN TALL
G F_ by 6 t N, 'Cf_ R. a .
.mow.
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
From: Pusey, Steven [mailto:[e-mail]]
Sent: Friday, November 20, 2009 2:40 PM
To: Bland, Jody; Tunstall, John
Subject: South Bridge Subdivision
I have some questions and requirements regarding your latest submittal. Can you please advise on the following items?
1. What are the flow rates and velocities for a 10-year storm through the vegetative filter areas?
I will provide the 10 yr storm discharge through the vegetated filters.
2. Please complete a filter strip Supplement and O&M Agreement for each vegetated filter strip.
The filter strip supplement and O & M will be executed and submitted
3. Please complete an infiltration basin Supplement and O&M Agreement for each infiltration area in the project.
Reference drawing sheet C5.
The infiltration supplements and O & M agreements for the secondary treatment areas will be executed and submitted
4. Please advise whether you plan to effectively infiltrate into the vegetated filter strip or into the wetlands, or
both. In the filter strip area, the filter strip must include a level spreader to provide diffuse flow. Size of level
spreader should be such that flow is non -erosive into wetlands (i.e.- less than 2 ft/s).
Based on our previous meeting; it was our understanding that utilizing a slotted sock pipe that was capped on the end as
a means to provide diffuse flow at a non -erosive was an acceptable alternative to the typically required level spreader. A
calculation; illustrating that the discharge from the sock pipes was less than 2 fUsec; was provided for the 1 yr storm. As
indicated above; additional calculations. will be provided for the 10 yr storm as well.
5. If infiltrating into the wetlands, please provide calculations to show effective infiltration.
Based on our previous meeting; it was our understanding; and from guidance obtained in the meeting; that it would be
assumed that effective infiltration would take place if we removed the indications of any vegetated filters being contained
in whole or part within the wetlands. By doing so places any discharge from the BMP's an excessive distance from MHW.
Finally; based on our previous telephone discussion; the under drains discharge to the slotted "sock" pipes_ A Solid plastic
line will connect the under drain system to the discharge point and no additional discharge will be picked up if the
aforementioned drain line crosses a berm or swale. All line will discharge to daylight and none are to remain underground.
I will clarify the solid line from the slotted line by modifying the line type of the solid line so that you may better differentiate
between the two.
Please let me know if you have any questions.

Pusey, Steven
From: Johnson, Kelly
Sent: Friday, November 20, 2009 9:19 AM
To: Pusey, Steven
Subject: FW: Update on New LSNFS guidance
This should answer your Southbridge filter strip questions.
114
From: Lewis,Linda
Sent: Thursday, November 19, 2009 11:50 AM
To: Baker, Chris; Cox, David; Hammers, Angela; Russell, Janet; Casmer, Jo; Johnson, Kelly; Lau, Aisha; Naugle, Mary;
Nelson, Christine; Pusey, Steven; Scott, Georgette; Shiver, Rick; Weaver, Cameron
Subject: Update on New LS/VFS guidance
It appears that the proposed new level spreader guidance for the coast will cut the required length of level
spreader to 5 feet per cfs (10 year storm peak flow) when the VFS slope is 0-3.5%. For VFS slopes 3.5-5%,
the required length will be 6.5 feet per cfs. This is based on achieving a non -erosive flow in the filter. Unless
Bill Hunt comes up with some changes to this, it will probably be our new guidance.
Another issue is where a VFS is proposed within the buffer and within a wetland. The new 2008 coastal rules
specifically allow "buffers and filters required by the stormwater rules, to contain, in whole or in part, 401
wetlands". This has understandably caused some confusion when a project proposes to locate the filter strip in
a wetland. It would appear on the surface that the rules allow grading in a wetland.
Filter strips in a wetland are not considered good engineering practice. We have always subscribed to the
understanding that where one program's requirements were less stringent than another, the more stringent
should apply. Grading is allowed in the stream buffer under stormwater rules, but that should not translate to
permission to grade in the wetlands without a 401/404 permit.
The new LS guidance is scheduled to be released on December 1 and will most likely become effective on
February 1, 2010.
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.

NORRIS, KUSKE &TUNSTALL
CONSULTING ENGINEERS, INC.
November 12, 2009
Mr. Steve G. Pusey, Environmental Engineer
NC DENR / Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: South Bridge Subdivision — Phase I
State Stormwater Permit No. SW8 090903
Sneads Ferry, NC
NKT Project No. 07063
Dear Mr. Pusey:
J. Phillip Norris, P.E.
John A. Kuske, III, P.E.
John S.Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
RECD UfaT t 2 Z009
Per your Request for Additional Information letter dated October 27, 2009, we offer the
following responses:
v1. The proposed deed restrictions were originally provided to you. The Deed Restrictions
are correct. The residential Deed Restrictions will apply to Drainage Areas 1-613. The
commercial Deed Restrictions will apply to Drainage Areas 7-14. The number of lots
identified within each drainage area has been recounted and verified. The calculations
have been updated to reflect any corrections.
1 2.} All discharges for the 1-year storm that is in excess of the required storage volume is
�r now being routed to a minimum 25 foot long perforated drain pipe for diffusion prior to
entering wetlands. All vegetated filter strips have been moved outside of any wetlands.
The wet detention ponds that reside within the % mile line now discharge to secondary
infiltration areas. See the calculations for velocity calculation regarding perforated pipe
discharges.
✓3. All VFS have been removed from the wetlands.
V4. No swales are proposed to discharge directly to wetlands.
,5. ? The stage -storage graphs have been replaced with stage -storage tables from the
_" HydroCad modeling software (see calculations). Note that the calculated volume within
? the supplement does not take into account the slopes sides of the basin. Therefore,
the total available storage found on the HydrCad calculations differs from the NC DENR
supplement.
6.) The formulas have been added to reflect the operation performed within the
`-' spreadsheet. An example calculation has been provided for your review.
7. The requested additional information has been added to the sand filter details:
a. Weir elevations within the sand filter.
b. See HydroCad storage tables. Baffle wall tops are set at or above required
storage volume.
902 Market Street -Wilmington, NC 28401-4733 - Phone: [phone] - Fax: [phone]

Mr. Steve G. Pusey / NC DENR
November 12, 2009
Page 2/
c. Hmax indication on the open sand filter detail.
Please note that our submittal package was accepted on September 3, 2009.
Additional guidance regarding sand filters was issued and the BMP Manual chapter was
revised on September 20, 2009. The current sand filter design is consistent with the
cross sectional detail found on each supplement.
J8. Descriptions have been added to clarify the discharge conditions and their purpose
within the HydroCad calculations.
9. SHWT elevations have been added to the wet detention pond detail sheets.
J 10. All supplements have been filled out completely.
/ 11. As discussed during our meeting, the reasoning for the utilization of dual pipes rather
than the typical forebay berm is based on aesthetic concerns from our client and the
clients request to minimize possible maintenance issues associated with forebay berms
between the forebay and main pond.
J 12. A 50' buffer line is identified on the plans from the MHW line. No BUA is proposed
within this area.
13. All proposed BMP's are located outside of any wetlands and are landward of the MHW
line.
14. The plans have been reviewed for consistency.
Enclosed are two (2) sets of revised plans, which includes the drainage area plans, one (1) set
of revised calculations, the revised Page 3 of the State Stormwater permit application, the
revised SW-401 Sand Filter Supplement forms (Drainage Areas 1, 2, 3, 4, 5, 6A and 613), the
revised SW-401 Wet Detention Basin Supplement forms (Drainage Areas 7-12, 13A & 13B
and 14) and the revised Wet Detention Basin Operation and Maintenance Agreement forms
(Drainage Areas 7-12, 13A & 13B and 14).
Please review this information for approval and contact us with any questions or comments
you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
Jo Skt ns P. E.
JST/asn
07063 11-12-09-s-sw response-Itr
Enclosures
cc: Raiford Trask, Jr.

Pusey, Steven
From: Pusey, Steven
Sent: Friday, October 30, 2009 10:49 AM
To: 'Amy'; Johnson, Kelly
Cc: 'Jody Bland'; [e-mail]
Subject: RE: South Bridge Subdivision (NKT #07063)
Amy,
Thanks for the information. I would like to expand on your item #3. We advise that you refer to the Guidance
Document from March, 2009 regarding vegetated filter requirements for sand filters. See the link below:
http://h2o.enr.state.nc.us/su/documents/SandfiIteroverflow-bypass Original pdf
Also mentioned in your item#3, effective infiltration will be evaluated for each BMP where necessary, based on your
next submittal. It is assumed that the design storm effectively infiltrates in a vegetated area provided that vegetated
area meets the vegetated filter strip requirements in the stormwater rules and the BMP manual. The design must take
into account the soil type, vegetated cover, and slope of the vegetated area. The design must also provide a properly
designed level spreader to deliver diffuse flow at a non -erosive velocity to the vegetated area. Finally, the elevation of
the vegetated area cannot be below the SHWT and still be expected to effectively infiltrate.
We will review and get back with you on the following issues:
1. Recommendation for sand filter covers
2. Baffle wall height determination
Regards,
Steve Pusey
Environmental Engineer
NC DENR - Division of Water Quality
Surface Water Protection
Tel: [phone] Fax: [phone]
E-mail: Stev_en.Pusev@ncdenr.00v
Please note email address has chanced.
E-mail correspondence to and from this address may be subject to the NC Public Records Law and may be disclosed to third parties
From: Amy [mailto:[e-mail]]
Sent: Friday, October 30, 2009 9:57 AM
To: Pusey, Steven; Johnson, Kelly
Cc: 'Jody Bland'; [e-mail]
Subject: South Bridge Subdivision (NKT #07063)
Steve & Kelly,
Attached (PDF) are the Meeting Minutes from yesterday's meeting at NC DENR on the above subject project review
Please review and let us know if there is something you do not agree with.
Thanks,

NORRIS, KUSKE &TU NSTAL.L
CONSULTING ENGINEERS,
South Bridge Subdivision
Meeting Minutes
INC.
October 29, 2009 at 10:00 AM at NC DENR
Attendees:
John S. Tunstall, P.E. / Norris, Kuske & Tunstall Consulting Engineers, Inc.
Jody Bland / Norris, Kuske & Tunstall Consulting Engineers, Inc.
Steve Pusey, Environmental Engineer / NC DENR
Kelly Johnson, Environmental Engineer / NC DENR
J. Phillip Norris, P.E.
John A. Kuske, III, PE.
John S.Tunstall, P.E.
J.A. Kuske, P.E. of Counsel
The meeting took place to discuss the comment letter issued on October 27, 2009 by
Steve Pusey of NC DENR.
1. Specify which drainage areas the residential deed restrictions apply to -
Identify portions of the property to be held as common area.
Update the Drainage Area Table on the drainage area sheet.
2. Refers specifically to DA #3 pond. Since a portion of the drainage area resides
within the % mile line, we must adhere to rules governing within the l mile and
draining.
3. VFS must be located outside of the wetland boundaries.
Level spreader and filter strips are required, if used to meet effective infiltration
requirements.
Ok to use USDA values for effective infiltration.
4.
5.
6.
7.
8.
9.
N/A — no swales discharge directly to wetlands.
Provide storage data tables rather than storage / elevation graphs in the
calculations from HydroCad.
Expand / explain the drawdown calculations = explain limiting factors based on
soil K values.
Identify additional items as requested within the details.
Discharges from HydroCad calculations were explained.
SHWT to be noted on the details.
902 Market Street • Wilmington, NC 28401-4733 • Phone: [phone] • Fax: 910.343.%04

South Bridge Subdivision Meeting Minutes
October 29, 2009
10. SHWT to be filled out in the supplements.
11. Forebay I main pond piping was explained.
12. Clearly identify MH waterline on the plans and identify the 50' buffer from the MH
waterline and note that no BUA is to be installed within the buffer.
13. Ensure that no BMP's encroach within the wetland area.
14, Ok.
Additional Comments I Discussion:
1. "Use good Engineers judgement' when determining SHWT for large areas (i.e.
regional ponds). Typical method is to provide a minimum of 3 bores and average
results.
2. Discussed the sand filter weir elevation at the top of the sheet pile wall and why it
should not be set at the top of the structure.
3. Discussed how storage volume was determined as well as Hmax.
4. Kelly Johnson of NC DENR agreed with our "good housekeeping" practice of
installing emergency spillways above the required storage elevation to prevent
major failure during hurricanes, etc.
5. Discussed the issue of 4" of topsoil and grassing on top of the sand filters. A
more viable solution may be to line the sand filter areas with pea.gravel.
Jsrrkbtasn
0706310-29-09-"w-mt9. notes

A7
w�
CCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
October 217, 2C09
Raiford G. Trask, Jr., Manager and Trustee
BC & RT, LLC
1202 Eastwood Road
Wilmington, NC 28403
Subject: Request for Additional Information
Stormwater Project No. SW8 090903
South Bridge Subdivision — Phase 1
Onslow County
Dear Mr. Trask:
Dee Freeman
Secretary
The Wilmington Regional Office received and accepted a State Stormwater Management Permit
Application for South Bridge Subdivision on September 3, 2009. A preliminary in-depth review of that
information has determined that the application is not complete. The following information is needed to
continue the stormwater review:
Please provide a copy of the proposed deed restrictions to include all required conditions
and limitations. One of the current documents submitted refers to 2,800 sf / lot. Is this
for drainage areas 1 to 7A? Lots are not shown on plans for drainage area 7A. Also,
number of lots does not match for all drainage areas. Please review and advise.
2. Please eliminate all direct discharges to SA waters. For projects subject to the 2008
coastal rules, which are within % mile of and draining to SA waters, the discharge from
the wet pond must be directed into a secondary BMP. The vegetated filter strip can
qualify as the secondary BMP if the consultant can demonstrate that the design storm
infiltrates completely within the filter and there is no discharge to surface waters.
3. If used for infiltration, the vegetated filter strip (VFS) cannot be located below the SHWT.
Also, concerning location, the VFS cannot be located in the wetlands and must be
landward of the mean high water line.
4. Swales with velocities in excess of 2 fps that discharge to wetlands must provide a
velocity reduction device such as a level spreader, which provides non -erosive diffuse
sheet flow into and through the wetland.
5. Please show your calculation of total provided storage volume in the sand filter to show
that it is equal to or greater than the adjusted volume.
6. Please show your calculations of sand filter drawdown time, controlled by orifice and/or
filter media.
7. Please check the values and show the following information on the sand filter drawing
detail sheets:
a. Weir elevation on cross-section of sand filter and bypass structure
b. Top of storage elevation on cross-section of bypass structure
C. Hma,r on cross-section of sand filter (between top of sand & weir)
Wilmington Regional Office
127 Cardinal Drive Extension., Wilmington, North Carolina 28405 Phone: [phone] FAX: [phone] Customer Service: "77-623-6748 One
Cam.© �a
Internet: vrww.ncwaterquallty.org tllrQ!!
An Equal Opportunity 1 Affirmative Action Employer k

BC & RT, LLC and Raiford Trask, Jr.
October 27, 2009
Stormwater Application No. SW8 090903
Explain secondary outflow on Hydrocad spreadsheet. It shows 0.7 cfs at 8.1 fps to the
wetlands?
9. Please make a note of the SHWT elevation on the wet pond sectional drawings.
10. Please ensure that the SHWT amount is filled in on supplements for both wet ponds.
11. Explain reason for using dual pipes in lieu of a vegetated forebay berm on the wet ponds.
12. Please show a 50' buffer line from the MHW line on all plan sheets. No BUA is allowed in
this buffer.
13. BMPs can be located in the buffer but cannot be located in wetlands area, and must be
landward of the MHW line.
14. Please remember that a change to one number may have a domino effect on other
numbers. Please check all plans, calculations and forms and make changes as needed.
Please note that this request for additional information is in response to a preliminary review. The
requested information should be received in this Office prior to November 19, 2009, or the application will
be returned as incomplete. The return of a project will necessitate resubmittal of all required items,
including the application fee.
If you need additional time to submit the information, please mail, email or fax your request for a time
extension to the Division at the address and fax number at the bottom of this letter. The request must
indicate the date by which you expect to submit the required information. The Division is allowed 90 days
from the receipt of a completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved
Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement
action pursuant to NCGS 143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that
need to be revised have been sent to the engineer or agent. All original documents must be returned or
new originals must be provided. Copies are not acceptable. If you have any questions concerning this
matter please feel free to call me at [phone] or email me at [e-mail].
Sincerely,
i .-'�t le';? -
Steve G. Pusey
Environmental Engineer
GDS/sgp: S:\WQS\STORMWATER\ADDINFO\2009\090903.oct09
cc: John Tunstall, PE — Norris, Kuske, & Tunstali Consulting Engineers, Inc.
Steve Pusey
Wilmington Regional Office Stormwater File
Page 2 of 2

Project Name: 0 Reatwer: ! Date: 9 8 d
Project Received Date: q -9 IeA 'Acce tee acted, circle one
Project Location: L Add in o re uired (yes/ o))Date received:
I Symbols for completing form- '✓'= Yes/OK 'x'= No/Deficient 'n/a' or'1' or'/'
Rule(s) Subject (check all that apply),
❑ 1995 Coastal I.eP2008 Coastal ❑ Phase II ❑ Universal
Papeerwoo k.
Ct7 Check for $505 (must be no older than 6 months)
Er'Application form with correctloriginal signatures (original plus 1 copy) If Corporation or LLC also:
o Print the info from the NCSO5
o Either, 1.) The applicant is listed on the NCSOS with his/her correct title or, 2.) A notarized letter of
authorization has been provided: Omc ?)
&O'Supplements (1 original per BMP). BMP type(s): 5a7A.QXU -- % i-,� i�ae�� ° a (M}s� SA Iwo
D"^O&M with correct/original signatures (1 original per BMP, except level spreaders/filter strips and swales)
C21"'Deed restrictions (if outparcel or subdividing) (original plus 1 copy)
o Deed restriction template (signed and notarized) or
o Proposed Declaration of Covenants and Restrictions (signed and notarized)
Soils report identifying the SHWT
C]�Supporting calculations, signed & sealed (if necessary)
E "`'Receiving stream classification: 5A % fthy`1 , If SA or ORW also-
o SA USGS topo map with the site, the receiving waters and the % mile radius shown to scale.
o ORW: 575 ft of MHWL for Area of Environmental Concern and max BUA per rule.
Modifications 1 ) If built: Designer's Cert., 2 ) If partially built Partial Cart, 3 ) If not built. No Cert needed.
Development Type (check all that apply):
V
esidential or ElCommercial ❑ Deed restrictions match?
ubdivision or ❑ Single Lot ❑ Deed restrictions match?
5"'O'High Density or ❑ Low Density 13 Deed restrictions match?
0%#1 ❑ Offsite protect ® Redevelopment ® Modification ❑ Exempt
441t�,❑ NCG02 (bulkhead) ❑ NCG03 (clear/grade) ❑ NCG04 (linear)
Density
❑ BUA calculations include common areas, clubhouse, sidewalks, etc.
❑ BUA % , Matches high/low density requirement for rule and receiving stream class.
❑ No obvious math errors
❑ If High Density: Design storm correct for rule and receiving stream class.
Plus, signed and sealed (2 sets):
� ❑ Two sets received El Layout (with proposed BUA dimensions)
G Grading ® Drainage area map (all HD systems & curb outlet swales)
® Vicinity map ❑ Project Boundaries ❑ Legend
❑ Wetlands:
❑ Details Delineated on plans o "No wetlands onsite" on plans
o Roads o Cul-de-sacs o Curbing o Sidewalk
o BMPs/ Level spreaders/ Filter strips/ Curb outlet swales o Buildings (Apts or Condos)
Offsite Projects:
® De ner's Certification has been submitted for the Offsite BMP receiving the runoff from the project.
❑ eed restrictions have been recorded and a copy submitted for the Offsite BMP permit.
Lot size has not changed from what was approved under the Master Plan.
❑ Correct lot number is referenced on the supplement form.
❑ Offsite system is in compliance with its permit, if known.
Infiltrat' Projects:
Soils report: SHWT, soil type, and expected infiltration rate are provided.
❑ DWQ has conducted a site visit? Date:
Wet Ponds: Permanent Pool Meets One ofthe Following: pbM W3 - o'bAM'S I 1 5 ASAYA A .7% Ciro S 1
MAls located no lower than W below the estimated SHWT. wq%L #vo, _ 34Fwn6 r, ; S"nTl Li�incoming groundwater is quantified and evaluated, AND Storage volume verified, AND Outlet evaluatedlforieeSl
drainage to the receiving waters under SHWT conditions.
Decisiorheck one):
C3' Complete- Return file to admin (Jo Casmer) to log in. (Stamped in received date = BIMS date)
❑ Slightly incomplete: E-mail consuitant, request information to be returned within one business day (24 hours after
request. Info requests on Friday, allow a return on the following business day). If info not returned, issue an
application return letter and give everything to admin. (Add info received date = BIMS date)
❑ Substantially incomplete. Issue an application return letter and give everything to admin.

September 3, 2009
J. Phillip Norris, P.E.
NORRIS, KUSKE &TUNSTALL John A.Kuske,111,RE.
John S.Tunstall, P.E.
CONSULTING ENGINEERS, INC. J.A.Kuske,RE. ofCounsel
RECb Sef 0 3 zon
q;1(,.D
IV
Ms. Kelly Johnson, Environmental Engineer
NC DENR / Division of Water Quality
Water Quality Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: State Stormwater Permit Resubmittal
South Bridge Subdivision — Phase I
Sneads Ferry, NC
NKT Project No. 07063
Dear Ms. Johnson:
p,mcniNnsn
S E P 0 3 2009
In reference to your Application Return letter of July 1, 2009 we offer the following responses
(in red) for our resubmittal:
Pond 13, SA Waters: The receiving stream is SA/HQW. I see a summary in your
calculations package comparing the 1.5" to the 1 yr 24 hr storm volume, and that the
volume for the 1 yr 24 hr storm is greater. I also see that the treatment volume for the 1
yr 24 hr storm is used as the "design volume" for all of the sand filters on their
supplements and the "volume provided" on the infiltration basin's supplement, which is
correct. But, I am confused about the wet ponds. The SA sections of the two wet pond
supplements (DA's 13 & 14) are not filled out, and the temporary pool volume reported
on each supplement matches the non -SA volume values reported on the supplements.
This may be because the outlet of each pond is outside of the half -mile radius for SA
waters. However, a portion of the drainage area to Pond 13 is inside the half -mile line.
Any BMP that has a drainage area (in whole or in part) within the half -mile line must
meet the SA requirements. It appears that the entire drainage area for Pond 14 is
outside of the half -mile line. If so, then Pond 14 is not subject to SA. Please correct
any discrepancies related to this issue.
Both ponds are outside of the % mile line and have been designed accordingly. Please
see our previous e-mail correspondence.
2. Coastal Wetlands: This project excludes 4.63 acres of coastal wetlands. Coastal
wetlands are shown on the cover page (DA) of the plan set, and wetlands are shown
throughout the plan set. It appears that all of the wetlands onsite are coastal wetlands.
Is that correct?
No. Only 4.63 AC are identified as coastal wetlands. This is based on 15A NCAC 07H.
205 — Coastal Wetlands, which identifies coastal wetlands as salt marsh or other marsh
which is influenced by tides. It must also contain specific vegetation types.
3. SHWT:
1. All BMP's used in the design: The soils report indicates the SHIWT depth. A
map is provided as to the location of each bore, but I do not see a summary of
902 Market Street -Wilmington, NC 28401-4733 - Phone: [phone] - Fax: [phone]

Ms. Kelly Johnson / NC DENR
September 3, 2009
Page 2
the existing grade fmsl, the depth from that level to the SHWT, and the
calculated SHWT fmsl. The boring markers on the plans show a center point,
but the existing grade can only be estimated from this information. Please
provide a summary table.
A summary table nas peen provided for your use
2. Infiltration Basin: Has Vincent Lewis from our office been to the site to look at
the soils? I do not see his report in the submittal package. Mr. Lewis' report
must be submitted with any infiltration design before it is accepted for review. He
can be reached at 910.796.7378. 1 took a quick look at the design, and it
appears from the data provided that it will comply with the design requirements,
but Vincent's report is still required for each infiltration basin project. (The soils
report indicates that the SHWT at boring #10 in drainage area 7 is 52" (4.33')
from the existing surface. The existing grade appears to be at 18 fmsl, which
would put the SHWT at 13.66 fmsl. The bottom of the basin is at 16 fmsl, which
would meet the BMP manual's requirement that the bottom of the basin be a
minimum of 2ft above the SHWT).
We spoke with Vincent Lewis, of your office, on Tuesday, July 21, 2009 about
this comment. He stated that he did not send us a report and that his report was
in your files at NC DENR. He went and spoke with you and then called us back
to let us know you had everything you needed and we did not have to submit
anything with our resubmittal. All infiltration basins have been redesigned into
sand filters.
3. Wet Ponds: Both ponds are situated right next to wetland areas, which creates a
potential for wetland impacts. You may be aware that the Division has issued
wet pond SHWT guidance, which is available online at,
http://h2o.enr.state.nc.us/su/documents/PondSHWT OriQinal.pdf, outlining
specific guidance for dealing with SHWT concerns. In general, the permanent
pool must be set no lower than 6" below the SHWT. This accomplishes 2 things:
one, it assures that the adjacent wetlands will not be adversely impacted and
two, it assures that sufficient volume will be available in the pond to store the
design storm volume. If the permanent pool is located more than 6" below the
SHWT, calculations must be provided demonstrating compliance with the four
criteria as outlined in the guidance.
1. DA 14: From the soils report, it does not appear that a soil boring was
done for this pond. The supplement also does not have a SHWT value
reported. Please provide a SHWT determination for the pond. The
/ bore(s) should show a SHWT that is representative of the entire wet pond.
J See attached Field Observation Report dated July 31, 2009.
2. DA 13: Why was Boring 61 drilled outside of the pond? The SHWT was
found to be 54" (4.33') below the existing grade, which appears to be 20
fmsl, which puts the SHWT at 15.66 fmsl. The SHWT reported on the

Ms. Kelly Johnson / NC DENR
September 3, 2009
Page 3
supplement is 15.5 fmsl, which is in line with this value. The permanent
pool is at 21 fmsl, which meets the 6" requirement. But, Boring B2 was
drilled near (but outside of) the pond in a lower area also surrounded by
wetlands. The SHWT was found to be 26" (2.17') below the existing
grade, which appears to be 7.75 fmsl, which puts the SHWT at 5.58 fmsl.
The SHWT level therefore varies greatly in this area. Please provide
bore(s) that show a SHWT that is representative of the entire wet pond.
,ee attached Field Observation Report dated July 31, 2006.
4. Infiltration basin upper and lower infiltration areas: Why are there two areas?
Are these two infiltration basins? They do not appear to be hydraulically
connected other than to share a vegetated filter strip for the bypassed volume. If
there are two basins, please provide two supplements.
InfiltraLlun oasms nave been revised into sand filters.
5. Infiltration basin emergency spillways: Infiltration basins should be designed
such that the excess volume bypasses the basin as opposed to entering the
basin and spilling over, per 15A NCAC 2H .1008. Please reconfigure the design
such that the emergency overflows are eliminated. Additionally, the basin could
be redesigned to comply with one of the four options outlined in the infiltration
policy document, found at
http://h2o.enr.state.nc.us/su/documents/Infiltrationoverflow-bypass Original pdf.
J Infiltration basins have been revised into sand filters.
6. Infiltration basin filter strip: Excess volume shall be evenly distributed across a
vegetated filter. Please use the 10-year storm attenuated peak flow to determine
the Level Spreader length, and consequently the Vegetated Filter Strip length,
and provide a completed Level Spreader and Vegetated Filter Strip supplement
and signed O&M.
J Infiltration basins have been revised into sand filters.
7. Sand filter emergency spillways: As similar to the previous comment about
infiltration basins, the excess design storm in a sand filter must be bypassed.
Please eliminate the emergency overflows in the sand filters.
JEmergency spillways have been removed from our design
8. Sand filter underdrains: There are three options to establish that there is "no
direct discharge" to SA waters per SL2008-211, Section 2(b), (1)(c).
Paraphrasing, Option 1 is to infiltrate the design storm. Option 2 is to provide
diffuse flow at a non -erosive velocity to an area capable of providing effective
infiltration, and Option 3 is to have a wet pond with a secondary BMP. It appears
that you intend to comply with the second option for the sand filters in this
design. Is that correct? A sand filter with an underdrain inside the liner can be

Ms. Kelly Johnson / NC DENR
September 3, 2009
Page 4
used in SA waters under Option 2 if the underdrain is directed non -diffusely and
non-erosively to an area capable of providing effective infiltration. One option
would be to install level spreaders (for diffuse flow) with 50-ft filter strips (both
designed for the 10-year peak and demonstrating non -erosive velocity), and to
also provide calculations that "effective infiltration" exists. Because this is a new
rule, we have not had many projects seek to comply with the "effective
infiltration" option. The rule does not define this term, unfortunately. This is an
area where the Division is in the process of developing more guidance for
implementation. In the meantime, if it can be shown that either the entire design
storm will be infiltrated in the vegetated filter or that the infiltration rate of the soil
in the filter is greater than the rate of water flowing to the filter, then I believe
"effective infiltration" could be established. It is also not clear from the
information provided that the energy dissipaters in the current design provide
diffuse, non -erosive flow or that "effective infiltration" is provided. Please provide
a discussion and supporting calculations as to how this design complies with
SL2008-211, Section 2(b), (1)(c).
Underdrains will discharge into a 4" - 6" perforated pipe for diffusion prior to
entering vegetated buffer (see effective infiltration calculations which are
enclosed). 7
9. Sand filter liners: If a sand filter is lined, it is considered a closed (as opposed to
open) sand filter.
1. If the SHWT is as high as or higher than the bottom of the lined sand filter
please provide anti -buoyancy calculations showing that the liner will be
able to stay in place under the weight of the sand.
✓ An anti -buoyancy calculation is enclosed.
2. Please demonstrate that the liner will not contribute to draining the water
table.
✓ Since the liners will be installed to prevent groundwater from infiltrating
into the sand filters, no adverse affects to the water table is anticipated.
3. Please correct any applicable plan sheets that refer to lined open sand
filters.
See enclosed revised plans.
10. Wet Pond, DA14: Please label the wet pond on sheet C-4.
,i See enclosed revised plans.
11. Wet Pond, DA 13: Please label the wet pond on sheet C-5.
JSee enclosed revised plans.

Ms. Kelly Johnson / NC DENR
September 3, 2009
Page 5
12. Master permit or plan: Is this project a part of a master permit or plan that was
permitted for BUA previously? Is so, what is the permit number? If not, please
submit a master plan for this development showing both Phase I and Phase II.
This will help us keep track of the development as a whole. Please see,
http://h2o.enr.state.nc.us/su/documents/MasterPlans Original.pdf, for further
information.
V No additional phases are planned for construction at this time. Only concept
designs have been performed for additional phases.
13. Deed restrictions: The deed restriction for the commercial areas has an
attachment of the BUA summary from the application package. This summary is
missing the column from the left side indicating what numbers are in each row.
Please add the descriptive column.
Please see revised table.
14. Application BUA summary: Please also add the descriptive column to the
application's BUA summary table.
J mease see revised table
Enclosed are two (2) sets of plans for the subject project, which includes the drainage area
plans, one (1) set of calculations, one (1) copy of the stormwater narrative, one (1) USGS
map, one (1) copy of the soils / infiltration system report, one (1) copy of the deed, one (1)
copy of the Articles of Organization, one (1) copy of the Declaration of Covenants and
Restrictions, the original Division of Water Quality Stormwater Management Permit
application, the original SW-401 Sand Filter Supplement forms (Drainage Areas 1-12), the
original SW-401 Wet Detention Basin Supplement forms (Drainage Areas 13-14), the original
Sand Filter Operation and Maintenance Agreement forms (Drainage Areas 1-12), the original
Wet Detention Basin Operation and Maintenance Agreement forms (Drainage Areas 13-14)
and a $505.00 check for the permit review fee.
Please review this information for approval and contact us with any questions or comments
you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS, KUSKE & TUNSTALL
CONSULTING ENGINEERS, INC.
�J
Jo S. Tun stall,, P. E.
JST/asn
07063 09-03-09-s-sw resubmittal-Itr
Enclosures
cc: Raiford Trask, Jr.

STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
SOUTH BRIDGE SUBDIVISION - PHASE I
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

NARRATIVE
PHASE
DESCRIPTION:
The project site is a 185 acre tract located off of NC 172 in Sneads Ferry, North
Carolina. The soils of the site consist of silty sands. The site is moderately wooded
with grades ranging from 1 % to 20%. Approximately 29 acres will be graded for Phase
I for future street right-of-ways, infrastructure installation, drainage & stormwater BMP
installation. We will also install the culverts in the ditches within the right-of-ways during
these construction phases. The runoff from the site is estimated using the SCS peak
discharge method 10-year design storm and rainfall data for the area. Grading is
scheduled to begin as soon as all permits and approvals are obtained.
EROSION CONTROL MEASURES:
The attached plans and specifications outline the requirements for erosion
control measures. Silt fencing will be provided along each side of the entrance drive
where stormwater would be expected to sheet flow from disturbed areas directly to
adjacent property. A double row of silt fencing has been specified along areas where
grading is proposed in proximity to wetland locations. The stormwater BMP's will be
utilized as temporary sediment basins to accommodate the specified limits of
disturbance for each drainage basin. Gravel check dams will not be provided unless the
Contractor has to temporarily discharge into an open ditch instead of the proposed
storm drain outfall. Two (2) gravel construction entrances will be constructed at the
existing Highway 172 entrances. Maintenance will be provided by the grading
contractor and developer.
STORMWATER MANAGEMENT MEASURES:
The project site is located in Onslow County. Land disturbing on the site will
exceed one (1) acre, which requires the site to comply with the State Regulations. The
stormwater runoff from the development will be directed to the proposed stormwater
basins. The stormwater basins that have been designed to accommodate the
residential portions of this site include a lot impervious allotment of 2,800 SF each as
well as the corresponding access roads. The stormwater basins designed to
accommodate the commercial portions of this site have been designed to
accommodate various amounts of BUA (see calculations) as well as their
corresponding access roads. Currently, no impervious surfaces are proposed to be
installed within the designated commercial areas. It is noted that prior to commercial
development that a plan revision is required to be submitted to NC DENR for review
and approval.

CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional silt fence will be installed
when and if conditions warrant during construction. Disturbed areas will be landscaped
or seeded upon completion.

EROSION CONTROL NOTES AND MAINTENANCE PLAN
All erosion and sediment control measures will be checked for stability and
operation following every runoff -producing rainfall, but in no case, less than once
every week and within 24 hours of every half -inch rainfall.
2. All points of egress will have construction entrances that will be periodically top -
dressed with an additional 2 inches of #4 stone to maintain proper depth. They
will be maintained in a condition to prevent mud or sediment from leaving the
site. Immediately remove objectionable material spilled washed or tracked onto
the construction entrance or roadways.
3. Sediment will be removed from behind the sediment fence when it becomes half
filled. The sediment fence will be repaired as necessary to maintain a barrier.
Stakes must be steel. Stake spacing will be 6 feet max. with the use of extra
strength fabric, without wire backing. Stake spacing will be 8 feet max. when
standard strength fabric and wire backing are used. If rock filters are designed at
low points in the sediment fence, the rock will be repaired or replaced if it
becomes half -full of sediment, no longer drains as designed or is damaged.
4. All seeded areas will be fertilized, reseeded as necessary and mulched
according to specifications in the vegetative plan to maintain a vigorous, dense
vegetative cover. All slopes will be stabilized within 21 calendar days. All other
areas will be stabilized within 15 working days.
5. If any turbidity issues arise, then flocculants will be used to address turbidity
issues. The pumps, tanks, hoses and inject systems will be checked for
problems or turbid discharges daily.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1, GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to
prevent the erosion of soil and the sedimentation of streams, lakes, reservoirs, other
water impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at
the initiation of work, and have these measures reviewed and approved by the local
permit authority prior to clearing and grading operations.
1.3 The Contractor shall, within 21 days of suspension or completion of land
disturbing activities, provide permanent protective covering for disturbed areas.
Temporary and permanent erosion control measures shall be coordinated to assure
economical, effective, and continuous erosion and siltation control throughout the
construction and post -construction period. Use the specified seed for both temporary and
permanent seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm
weather planting and unhulled for cool weather planting. Purity of seed shall be a
minimum of 98 percent and germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by metal posts
spaced not more than 6 feet on center. The bottom of the fabric shall be buried a
minimum of 6 inches.
2.8 Gravel for check dams shall be #57 washed stone.

2.9 Aggregate for construction entrance shall be #4 washed stone.
2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B
as shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to
work to minimize erosion and siltation. Measures should include good construction
practices, temporary physical barriers to sediment travel, settling basins for new ditches,
and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise
shown or directed.
3.3 Temporary Physical Barriers are required where sedimentation on off site
property or excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive
erosion and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1000 square feet
and wood chips at a rate of 500 pounds per 1000 square feet. Jute and mesh
should be installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be
applied at a rate of 150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
from the site. Clean silt fence of accumulated sediment after each rainfall event or
when it exceeds a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales,
shall consist of Class A or Class B erosion control stone at minimum two feet high and

three feet thick across the watercourse, with a one foot thick layer of gravel on upstream
side. Remove sediment if accumulated to a depth of 1.0 feet at upstream face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.
3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4
inches and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous
and fertilizer shall be applied during the scarification process in accordance with the
following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square
feet of the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4
inch. Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored
as specified hereinbefore. Reapply as necessary to retain cover until grass is
established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long
by 6 inches thick at each entrance to the site used by construction vehicles, until such
time as the permanent roadway is constructed. Remove soil if accumulated to a depth
greater than 0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall be
maintained until such time as vegetation is firmly established in the area protected by
the structure. Permanent streambank protection and grassed areas shall be
maintained until completion of the project. Areas that fail to show a suitable stand of
grass or which are damaged by erosion shall be immediately repaired.
END OF SECTION

STORMWATER CALCULATIONS
SOUTH BRIDGE SUBDIVISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
O`9
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

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STORMWATER CALCULATIONS
SOUTH BRIDGE SUBMISION (PHASE 1)
Sneads Ferry, North Carolina
For
BC & RT, LLC and Raiford G. Trask, Jr., Trustee
1202 Eastwood Road
Wilmington, NC 28403
[phone]
Revises! November 2009
September 2009
Prepared by:
NORRIS, KUSKE & TUNSTALL CONSULTING ENGINEERS, INC.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
NKT Project No. 07063

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07063 Pre -Post 11-10-09 Type // 24-hr 07063 Syr -24hr Rainfall=3.67"
Prepared by {enter your company name here}
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 11/12/2009
Time span=0.00-24.00 hrs, dt=0.02 hrs, 1201 points x 5
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment DA 1: Pre Runoff Area=1.890 ac Runoff Depth>1.29"
Tc=10.0 min CN=73 Runoff=3.72 cfs 0.203 of
Subcatchment DA 2: Pre Runoff Area=1.090 ac Runoff Depth>1.29"
Tc=10.0 min CN=73 Runoff=2.14 cfs 0.117 of
Subcatchment DA 3: Pre Runoff Area=3.650 ac Runoff Depth>1.29"
Tc=10.0 min CN=73 Runoff=7.18 cfs 0.393 of
Subcatchment DA 4: Pre Runoff Area=2.590 ac Runoff Depth>1.29"
Tc=10.0 min CN=73 Runoff=5.10 cfs 0.279 of
Subcatchment DA 5: Pre Runoff Area=1.610 ac Runoff Depth>1.29"
Tc=10.0 min CN=73 Runoff=3.17 cfs 0.173 of
Subcatchment DA 6A: Pre Runoff Area=2.500 ac Runoff Depth>1.29"
Tc=10.0 min CN=73 Runoff=4.92 cfs 0.269 of
Subcatchment DA 613: Pre Runoff Area=3.050 ac Runoff Depth>1.29"
Tc=10.0 min CN=73 Runoff=6.00 cfs 0.328 of
Subcatchment DA1: Post Runoff Area=1.890 ac Runoff Depth>2.70"
Tc=10.0 min CN=91 Runoff=7.54 cfs 0.425 of
Subcatchment DA2: Post Runoff Area=1.090 ac Runoff Depth>2.16"
Tc=10.0 min CN=85 Runoff=3.61 cfs 0.196 of
Subcatchment DA3: Post Runoff Area=3.650 ac Runoff Depth>2.33"
Tc=10.0 min CN=87 Runoff=12.92 cfs 0.709 of
Subcatchment DA4: Post Runoff Area=2.590 ac Runoff Depth>2.08"
Tc=10.0 min CN=84 Runoff=8.27 cfs 0.448 of
Subcatchment DA5: Post Runoff Area=1.510 ac Runoff Depth>2.16"
Tc=10.0 min CN=85 Runoff=5.33 cfs 0.290 of
Subcatchment DAM Post Runoff Area=2.500 ac Runoff Depth>2.24"
Tc=10.0 min CN=86 Runoff=8.56 cfs 0.468 of
Subcatchment DA613: Post Runoff Area=3.050 ac Runoff Depth>2.16"
Tc=10.0 min CN=85 Runoff=10.09 cfs 0.549 of
Pond SF#1: Filter #1 Peak Elev=7.74' Storage=7,416 cf Inflow=7.54 cfs 0.425 of
Discarded=0.00 cfs 0.000 of Primary=0.00 cfs 0.000 of Secondary=1.06 cfs 0.480 of Outflow=1.06 cfs 0.480 of

07063 Pre -Post 11-10-09 Type 1124-hr 07063 1 yr -24hr Rainfall=3.67"
Prepared by {enter your company name here}
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 11 /12/2009
Pond SF#2: Filter #2
Peak EIev=8.04' Storage=2,475 cf Inflow=3.61 cfs
0.196 of
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Primary=0.00 cfs 0.000 of Secondary=0.87 cfs 0.207 of Outflow=0.87 cfs
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Pond SF#3: Filter#3
Peak EIev=10.74' Storage=13,852 cf Inflow=12.92 cfs
0.709 of
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Primary=0.00 cfs 0.000 of Secondary=1.18 cfs 0.756 of Outflow=1.18 cfs
0.756 of
Pond SF#4: Filter #4
Peak EIev=10.61' Storage=7,215 cf Inflow=8.27 cfs
0.448 of
Discarded=0.00 cfs 0.000 of
Primary=0.00 cfs 0.000 of Secondary=1.06 cfs 0.458 of Outflow=1.06 cfs
0.458 of
Pond SF#5: Filter#5
Peak EIev=8.21' Storage=4,126 cf Inflow=5.33 cfs
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Primary=0.00 cfs 0.000 of Secondary=0.97 cfs 0.303 of Outflow=0.97 cfs
0.303 of
Pond SF#6A: Filter 6A
Peak EIev=13.65' Storage=8,057 cf Inflow=8.56 cfs
0.468 of
Discarded=0.00 cfs 0.000 of
Primary=0.00 cfs 0.000 of Secondary=1.05 cfs 0.494 of Outflow=1.05 cfs
0.494 of
Pond SF#6B: Filter 6B
Peak EIev=13.68' Storage=9,758 cf Inflow=10.09 cfs
0.549 of
Discarded=0.00 cfs 0.000 of
Primary=0.00 cfs 0.000 of Secondary=1.11 cfs 0.577 of Outflow=1.11 cfs
0.577 of

Date
Design
Wilmington, NC
NORRIS, KUSKE &TUNSTALL 9
Sheet
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43r�g
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CONSULTING ENGINEERS, INc. Brunswick County, NC
jc?
Check
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February 23, 2009
Norris; Kusek and Tunstall
Attn: Amy Norris
902 Market Street
Wilmington, NC 2840
S
,air p} I1 lti fib• y {
Re: Storm Water Evaluation 'r•
South Bridge S� [ "
9 ,
Snead's Ferry, Qnslow County, NC
Mr. Tunstall,
NKT
O9CL3
Please find below a report referencing a soil and site evaluation for the above referenced
site, located on Highway 172 In Snead's Ferry, North Carolina.
1.0 Introduction/Purpose
The purpose of the soil and site evaluation was to determine the feasibility of
disposing and/or storing storm water within appropriate storm water devices
proposed on the site.
2.tl�Whods
(Refer to Figures 1 and 2)
The areas were evaluated using hand auger borings. Auger borings were made at
locaations identified by Norris, Kuske & T unstall Consulting Engineers and staked in
the field by Gairy Cannady Surveying. Soil borings were advanced to a depth of at
least 48 inches and profile descriptions re rded. .The seas-onal high water table
was determined by the indication of redoximorphic features and/or colors of chroma
2 or less ([ulunsell Color Book) at �2% of the soil volume in mottles or matrix of a
horizon or horizon subdivision.
The saturated hydraulic conductivity ( of the unsaturated portion of the soil
profile was :measured usipg a Compact Constant Head Permeameter (CCHP).
These in sou measurements of saturated .hydraulic conductivity were obtained in
accordance with the Compact Constant Head Permeameter laser's Manual by Kw,
Ific. Fiei!d work was conducted at the site between July 28, 2008 November 8,
2008.
�Y7�.m}�5teacj. I - . -

3.0 Results/Findings
(Refer to Table 1, Figure 1, 2 and Appendix A)
February 23, 2009
The basin areas were characterized by soils with a seasonal high water tat.le that
ranged from less than 12 inches from the natural soil surface to a depth of 62
inches from the natural soil surface as indicated by the presence of redoximorphic
features and/or colors of chroma 2 or less ( unsell Color Book) at >2% of the soil
volume in mottles or matrix of a horizon or horizon subdivision. In -situ saturated
hydraulic conductivity (Ksat) measurements within the proposed areas ranged from
0.025 - 14.03 inches per Dour at the most limiting soil horizon in the unsaturated
portion of the soil profile. A summary of the seasonal high water table
determinations and saturated hydraulic conductivity readings for each boring
location is provided in Table 1- South, Bridge Soil Bo
riingl CCNP Results. A
detailed profile description and data sheet for each boring location is in Appendix
A.
4.0 Limitations
The data contained in this report is limited to that information specifically requested
by Norris, Kluske and Tunstall and may not be inclusive of all data. Analyses and
conclusions of this report, interpretation between data points, and subjective
subsurface interpretation, may not be completely representative of all subsurface
conditions.
This investigation, furthermore does not provide conclusive data on limits of impact
or other interpolations where indicated by question marks or where otherwise
qualified.
Conclusions and recommendations of this investigation: and report are based on the
best available data in an effort to assist in the understanding, control and/or site
planning and preparation. No guarantee is expressed or implied that new or
additional data and/or scientific measures will not be required for ultimate solution
of the existing project.
Should you have any questions or concerns please do not hesitate to contact me dt
[phone]. E--
Sincerely,
' 4
''vya� 7 �f
Walter D. Giese, LSS,
Soil Scientist
lea,
p 501E
•� .; 6
7274 �N
RS
;al Scientist

Booth Bridge
Boil Boring/ CCHP Results
Table 1
Location/SB #/CCHP#
SHWT
Ksat Depth
Kg,t (in./hr)
ARM BIISBIICCHP B1
54"
24"
10.25
ARM BIISB1/CCHP B1a
54"
.58"
0.075
132/ SB2/ CCHP 132
26"
25"
0.032
B3/ S133/ CCHP 133
62"
38"
0.210
B4/ SB4/ CCHP B4
34"
20"
13.62
B5a/ SB5a/ CCHP 135a
48"
42"
0.026
B5b/ SB5b/ CCHPB 5b
54"
48"
0.149
1361 SB6/ CCHP B6
22"
18"
11.02
136/ SB6/ CCHP Na
22"
36"
0.1.5
B7/ S137/ CCHP B7
28"
26"
0.175
B8/ SB8/ CCHP B8
24"
25"
0.114
139al SB9a1 CCHP 139a
<12"
20"
0.17
B9a/ SB9a/ CCHP 139aA
<12"
32"
0.18
B9b/ SB9b/ CCHP 139b
<12"
1891
0,04
B10/ SB10/ CCHP B10
52"
24"
14.03
B12/ SB12/ CCHP B12
45"
36"
4.71.
B131 SB13/ CCHP B13
44"
18"
11.00
B14/ B14
<12"
-
-
SB: Soil Boring. CCHP: Compact Constant Head Permeameter, SHWT= Seasanel High Water Table
Location 814 could not perform test due to high static water level

FIGURES

m�' ZoN
`y, `.• .e,,E LOCV.o 00Q to N C4NM LOQQ
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mmmmmmmmmmmmmmmm
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Aft

Southbridge
Stormwater Infiltration Study
Soil Profile Description and K.at Data
Sneads Ferry, North Carolina
November 6, 2008
Logged By: Gene Young, R.S.
Area ARM B1-SB 1
Soil Description
Page 1 of 4
0 - 4 inches
Gray (2.5Y 511) loamy sand, granular, very friable, non -expansive.
4 - 15 inches
Light gray (2.5Y 7/1) sand, granular, very friable, non -expansive.
15 45 inches
Yellowish brown (10YR 5/4) loamy sand, very friable, non -
expansive.
45 - 50 inches
Light yellowish brown (2.5Y 5/3) sand, granular, very friable, non -
expansive with olive yellow (2.5Y 6/6) mottles.
50 - 54 inches
Yellowish brown (10YR 5/6) sandy clay loam, sub -angular blocky,
firm, slightly expansive with brownish yellow (10YR 616) mottles.
54 60 inches
Yellowish brown (10YR 516) sandy clay loam, sub -angular blocky,
firm, slightly expansive with gray (10YR 6/1) and brownish yellow
(10YR 6/8) mottles.
Seasonal High Water Table 54"

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Southbridge
Stormwater Infiltration Study
Soil Profile Description and Ksat Data
Sneads Perry, North Carolina
November 6, 2008
Logged By: Gene Young, R.S.
,i
Area 132 - SB 2
Soil Description
0 - 4 inches Dark grayish brown (2.5Y 4/2) loamy sand, granular, very friable,
non -expansive.
4 - 16 inches Light olive brown (2.5Y 5/4) loamy sand, granular, very friable,
non -expansive.
16 - 38 inches Yellowish brown (10YR 5/6) sandy clay loam, sub -angular blocky,
firm, slightly expansive.
38 - 48 inches Yellowish brown (10YR 5/6) sandy clay loam, sub -angular blocky,
firm, slightly expansive with gray (10YR 6/1) and brownish yellow
(10YR 6/8) mottles.
Seasonal High Water Table 26"

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Southbridge
Stormwater infiltration Study
Soil Profile Description and K,,t Data
Sneads berry, Forth Carolina
October 15, 2008
Logged By: Gene Young, R.B.
Area B3 - SB 3
Soil Description
Page 1 of 2
0 - 2 inches Gray (2.5Y 5/1) loamy sand, granular, very friable, non -expansive.
2 - 30 inches Light yellowish brown (2.5Y 6/4) loamy sand, granular, very
friable, non -expansive.
30 - 46 inches Brownish yellow (10YR 6/6) sandy clay loam, sub -angular blocky,
friable, slightly expansive.
46 62 inches Light yellowish brown (2.5Y 6/4) sandy loam/ sandy clay loam,
sub -angular blocky, friable, slightly.
62 — 66 inches Light yellowish brown (2.5Y 6/4) sandy clay loam. sub -angular
blocky, friable. slightly expansive with olive yellow (2.5Y 6/8) and
light brownish gray (2.5Y 6/2) mottles.
Seasonal High Water Table 62"

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Southbridge
Stormwater Infiltration Study
Soil Profile Description and K.,,t Data
Sneads Ferry, North Carolina
October 15, 2008
Logged By: Gene Young, R.S.
Area B4 - SB 4
Soil Description
Page 1 of 3
0 - 2 inches Grayish brown (10YR 5/2) loamy sand, granular, very friable, non -
expansive.
2 - 26 inches Light yellowish brown (2.5Y 6/4) loamy sand, granular, very
friable, non -expansive.
26 - 34 inches Pale yellow (2.5Y 7/3) sand/loamy sand, granular, very friable,
non- expansive.
34 - 42 inches Pale yellow (2.5Y 713) sand, granular, very friable, non -expansive
with light brownish gray (2.5Y 6/2) and olive yellow (2.5Y 6/6)
mottles.
42 - 49 inches Light gray (2.5Y 711) sand, granular, friable, non -expansive with
sandy loam lenses and olive yellow (2.5Y 616) mottles.
49 - 60 inches Light yellowish brown (10YR 6/4) sandy clay loam, sub -angular
blocky, firm; slightly expansive with gray (2.5Y 6/1) and olive
yellow (2.5Y 6/8) mottles.
Seasonal High Water Table 34"

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Southbridge
Stormwater Infiltration Study
Soil Profile Description and Ksat Data
Sneada Ferry, North Carolina
August 26, 2006
Logged By: Gene Young, R.S.
Area 135a SB 5a
Soil Description
Page 1 of 2
0 - 2 inches Gray (2.5Y 5/1) loamy sand, granular, very friable, non -expansive.
2 - 34 Inches Light olive brown (2.5Y 5/3) loamy sand, granular, very friable,
non -expansive.
34 - 48 inches Yellowish brown (10YR 516) sandy loam/sandy clay loam, sub -
angular blocky, firm, slightly expansive with pale brown (10YR
6/3) mottles.
48 - 60 inches Light yellowish brown (10YR 6/4) sandy loam/sandy clay loam,
sub -angular blocky, firm, slightly expansive with grayish brown
(10YR 5/2) and brownish yellow (10YR 6/8) mottles.
Seasonal High Water Table 48"

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Southbridge
Stormwater infiltration Study
Soil Profile Description and K.,g Data
Sneade Ferry, North Carolina
August 26, 2008
Logged By; Gene Young, R.S.
Area 135b - SB 5b
Soil Description
Page 1 of 2
0 - 2 inches Gray (2.5Y 5/1) loamy sand, granular, very friable, non -expansive.
2 - 40 inches Light yellowish brown (2.5Y 6/3) loamy sand, granular, very
friable, non -expansive.
40 - 54 inches Yellowish brown (10YR 5/6) sandy loam/sandy clay loam, sub -
angular blocky, firm, slightly expansive.
54 - 60 inches Light yellowish brown (10YR 6/4) sandy loam/sandy clay loam,
sub -angular blocky, firm, slightly expansive with light brownish
gray (10YR 6/2) and brownish yellow (10YR 6/6) mottles.
Seasonal High Water Table 54"

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Southbridge
Stormwater Infiltration Study
Soil Profile Description and Hat Data
Sneads Ferry, North Carolina
July 2.8, 2008
Logged By: Gene Young, R.S.
Area 136 - SS 6
Soil Description:
Page 1 of 4
0 - 6 inches Light olive brown (2.5Y 5/3) foamy sand, granular, very friable,
non -expansive.
6 - 22 inches Light yellowish brown (2.5Y 6/4) loamy sand, granular, very
friable, non -expansive.
22 - 25 inches Light yellowish brown (2.5Y 6/3) loamy sand, granular, very
friable, non- expansive.
25 - 48 inches Yellowish brown (10YR 5/8) sandy loam/sandy clay loam, sub -
angular blocky, firm, slightly expansive with light brownish gray
(IOYR 6/2) and strong brown (7.5YR 5/8) mottles.
Seasonal High Water Table 22"

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Southbridge
Stour water Infiltration Study
Soil Profile Description and K..t Data
Sneads Ferry, North Carolina
August 12, 2008
Logged By: Gene Young, R.S.
Area B7 - SB 7
Soil Description
Page 1 of 3.
0 - 6 inches Olive brown (2.5Y 4/3) loamy sand, granular, very friable, non -
expansive.
6 - 14 inches Light olive brown (2.5Y 5/4) loamy sand, granular, very friable,
non -expansive.
14 - 28 inches Olive yellow (2.5Y 6/6) sandy clay loam, sub -angular blocky, firm,
slightly expansive.
28 - 48 inches Olive yellow (2.5Y 6/6) sandy clay loam, sub -angular blocky, firm,
slightly expansive with light brownish gray (2.5Y 612) and
brownish yellow (10YR 6/8) mottles.
Seasonal High Water Table 28"

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Southbridge
Stormwater. Infiltration Study
Soil Profile Description and Ksat Data
Sneads Ferry, forth Carolina
August 12, 2008
Logged By: Gene Young, R.S.
Area 138 - SB 8
Soil Description
Rage 1 of 2
0 - 4 inches Olive brown (2.5Y 4/3) loamy sand, granular, very friable, non -
expansive.
4 - 11 inches Light olive brown (2.5Y 513) loamy sand, granular, very friable,
non -expansive.
11 - 24 inches Olive yellow (2.5Y 6/6) sandy clay loam, sub -angular blocky, firm,
slightly expansive.
24 - 48 inches Olive yellow (2.5Y 6/6) sandy clay loam, sub -angular blocky, firm,
slightly expansive with gray (2.5Y 6/1) and yellowish brown (10YR
5/6) mottles.
Seasonal High Water Table 24"

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Southbridge
Stormwater infiltration Study
Soil Profile Description and K,.t Data
Sneads Ferry, North Carolina
July 29, 2008
Logged By: Gene Young, R.S.
Area 139a - SB 9a
Soil Description
Page `i of 3
0 - 10 inches Dark grayish brown (2.5Y 4/2) sandy loam, sub -angular blocky,
friable, slightly expansive.
10 - 24 inches Light yellowish brown (2.5Y 6/4) sandy clay loam, sub -angular
blocky, firm, slightly expansive with gray (2.5Y 6/1) and yellowish
brown (10YR 5/8) mottles.
24 - 48 inches Light yellowish brown (2.5Y 6/3) silty clay loam, sub -angular
blocky, friable, slightly expansive with gray (2.5Y 6/1) and
yellowish brown (10YR 5/8) mottles.
Seasonal High Water Table <12"

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Southbridge
Stormwater Infiltration Study
Soil Profile Description and K.,at Data
Sneads Ferry, North Carolina
July 28, 2008
Logged By: Gene Young, R.S.
Area 139b - SB 9b
Soil Description
Page 1 of 2
0 4 inches Olive brown (2.5Y 4/3) sandy loam, sub -angular blocky, friable,
slightly expansive.
4 - 48 inches Olive yellow (2.5Y 6/6) sandy clay foam, sub -angular blocky,
friable, slightly expansive with light brownish gray (2.5Y 6/2) and
brownish yellow 10YR 6/8).
Seasonal High Water Table <12"

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Southbridge
Stormwater Infiltration Study
Soil Profile Description and Ksat data
Sneads Ferry, North Carolina
July 28, 2008
Logged By: Gene Young, R.S.
Area 1310 - SIB 10
Soil Description
Page 1 of 3
0 6 inches Light olive brown (2.5Y 5/3) loamy sand, granular, very friable.
non -expansive.
6 - 48 inches Light yellowish brown (2.5Y 6/3) sand, granular, very friable, non -
expansive.
48 - 52 inches Light yellowish brown (2.5Y 6/4) sand, granular, very friable, non -
expansive.
52 - 58 inches Grayish brown (2.5Y 5i2) sand, granular, very friable, non -
expansive.
58 - 60 inches Grayish brown (2.5Y 512) sandy loam, sub -angular blocky: friable,
slightly expansive.
Seasonal High Water Table 52"

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Southbridge
Storrnwater Infiltration Study
Soil Profile Description and Ksat Data
Sneads Ferry, forth Carolina
October 15, 2008
Logged By: Gene Young, R.S.
Area B12 - SB 12
Soil Description
Page 1 of 3
0 - 6 inches Dark gray (2.5Y 4/1) loamy sand, granular, very friable, non -
expansive.
6 - 26 inches Light gray (2.5Y 7/1) sand, granular, very friable, non -expansive.
26 - 45 inches Light olive brown (2.5Y 5/4) loamy sand; granular, very friable,
non- expansive.
45 - 52 inches Light yellowish brown (2.5Y 6/4) loamy sand, granular, very
friable, non -expansive with light brownish gray (2.5Y 6/2) and
brownish yellow (10YR 6/6) mottles.
52 - 60 inches Light yellowish brown (2.5Y 6/4) loamy sandisandy loam, sub -
angular blocky, friable, slightly expansive with gray (2.5Y 6/1) and
brownish yellow (10YR 6/8) mottles.
Seasonal High Water Table 45"

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Southbridge
Stormwater Infiltration Study
Soil Profile Description and Ksat Data
Sneads Ferry, North Carolina
October 15, 2008
Logged By: Gene Young, R.S.
Area B13 - SB 13
Soil Description
Fags 1 of 3
0 - 6 inches Gray (2.5Y 5/1) loamy sand, granular, very friable, non -expansive.
6 - 28 inches Light olive brown (2.5Y 5/4) loamy sand, granular, very friable,
non -expansive.
28 - 44 inches Light yellowish brown (2.5Y 6/3) sand/loamy sand, granular, very
friable, non- expansive.
44 - 50 inches Ught gray (2.5Y 7/2) sand, granular, very friable, non -expansive.
50 - 60 inches. Olive yellow (2.5Y 6/6) sandy loam, sub -angular blocky, friable,
slightly expansive with light brownish gray (2.5Y 6/2) and olive
yellow (2.5Y 6/8) mottles.
Seasonal High Water Table 44"

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Southbridge
Stormwrater Infiltration Study
Soil Profile Description and Ksat Data
Sneads Ferry, North Carolina
October 15, 2008
_pad By: Gene Young, R.S.
Area B14 - SB 14
Soil Description
Rage I of I
0 - 15 inches Dark gray (2.5Y 4/1) loamy sand, granular, very friable, non -
expansive.
15 - 26 inches Very dark gray (2.5Y 3/1) loamy sand, granular, very friable, non -
expansive.
26 - 30 inches Dark grayish brown (2.5Y 4/2) loamy sand, granular, very friable,
non- expansive.
30 - 48 inches Dark gray (2.5Y 4/1) sandy loam, sub -angular blocky, friable,
slightly expansive.
Seasonal High Water Table <12"
Could not run Ksat test due to soil conditions

FIELD OBSERVATION REPORT
Project Name: South Bridge Subdivision
Sneads Ferry, NC
Project No. 07063
On July 31, 2009, we visited the site to determine the Seasonal High Water Table for the
stormwater pond at Drainage Area #13 and stormwater pond at Drainage Area #14. As
shown on the attached plan (8'/ x 11), in the area of Drainage Area #13, we bored two (2)
holes and determined the Seasonal High Water Table was approximately elevation 18. As
shown on the attached plan (8 % x 11), in the area of Drainage Area #14, we bored three (3)
holes and determined the Seasonal High Water Table to be elevation 34 or below.
JST/asn
07063 07-31-09-field observation for drainage areas #13 & #14
Attachment
SEP Q 3 [009
BY:
AMA NORRIS, KUSKE &TILINSTALL
OM
CONSULTING ENGINEERS, INC.
902 Market Street Wilmington, NC 28401-4733
[phone] Phone [phone] Fax

14 -FOW- l t �, 1 ✓
sa&-Xlj
W4S

(Page 1 of 3)
Thn,-rniar, Ihul ihrre ntk n',�, rt �{ � ad .uLL
the m.%10.1....ut; ia,t,(li " �Kd�leF�AhiA
tur
r ° e 1(rfaiealiw�t■:
ralvVIldfniilleatlaniV in r, 72 r
Two i% aui a tertincali at at t 1
dakI Oil dnd dme r
i Itrj
�:C:Qelfltilf �i�
to
10
STATE OF C9TRA,
COUNTY OF ON.THIS Dbetween RAIFORD G.
RAIFORD G. TRASK, JR., TRUS
amendments thereto, dated May 23, 20W
Wilmington, NC 28403, party of the second\
DEED
i 111ir111rA1111
Doc ID: o02sa717o009 Type: CRP
Recorded: t2JOB/ M at 04:07:07 PM
Fee Amt• iZ0.00 Page i of 8
Exclee Tax: �0.00
Ons ov County. NC
Mildred M Thoxas Register of needs
4784 P&70-72
this the3 —day of December, 2006 by and
ual, party of the first part; and
d ,,.Trask, Jr. Revocable Trust, and any
W ITNESS,ETFY.-
That the party of the first part in conside-rigi n of
Dollars ($10.00) and other good and valuable considerations
Eastwood Road,
second part, the receipt of which hereby is acknowledged, has bang• 'nee
presents does bargain, sell and convey unto the party of the second pa
and assigns, the following described property, lying and being situate in
Carolina, to wit:
of n a d No/100
paid y the party of the
sol�alr ti.py these
Prepared by WPRDMDSm1TH, P.A., University Corporate Center, 127 Racine Drive, Post Office
Box 7068, Wilmington, NC 28406-7068
Please return to WMDAmSmvnrH.P.A., University Corporate Center, 127 Racine Drive, Post
Office Box 7068, Wilmington, NC 28406 7068
Attention: Thomas H. Johnson, Jr.
No opinion on title is rendered by WARD mD Sna'rft, P.A., without a separate written opinion on
title from WMD AND SmTx, P.A.,
iiook:2784,Page:70

(Page 2 of 3)
t
Bing that tract or parcel of land more particularly described in the
Deed dated April 13, 2006, and being recorded in Book 2639, at
Page 130 and the Deed dated April 13, 2006, and being recorded in
B 2639, at Page 133, in the office of the Register of Deeds of
Ons ounty, North Carolina, the descriptions in said Deeds
be`in) inc porated herein by reference.
pis co A�v anc . made subject to easements of record or on the
on ,ffe g stri tine c venants of record, and ad valorem taxes for
the curr nt y arwhi t es t arty of the second part, by
accepting,thi. eed,
TO HAVE AND TO HOl��isa p�r`t and all privileges and appurtenances
thereunto belonging to the party of e s con part, °" a y successors and assigns forever.
;-f j
And the party of the first OW cov6n� t a atd party is seized of said property
in fee and has the right to convey same in fee'sillw6; that,.tltc w=e is free from encumbrances
except any encumbrances or restrictions mention&4bdv %and t sa pill warrant and
defend the title to the same against the lawful claims of a pe onFing,
'vei'.
1N TESTIMONY WHEREOF, the party of thir1 s caused this
r { _
instrument to be executed under seal and in such form as to be bii - tr ap year first
above written.
;�SiEAL)
Raiford 6. Task, Jr.
2
Book:2784,Page:70

(Page 3 of 3)
I
first
Date
(O�cial
COUNTY, NORTH CAROLINA
following person personally appeared before me this day,
o e that he signed the foregoing document for the purpose(s)
:I, if -other than in an individual capacity, in the capacity indicated having been
purr 'r�V
ol
eta
z
• O
n;•• p� 6.:
HAN4yzo\
00V
My
Notary seal or stamp must appear within this box.
WLMAINU51191\1
3
Notary Public
i�4, Notary Public
wd,yimae � TrzGl!
�kpires:
Book:2784,Page:70

(Page 1 of 4)
q�12-�I5�1�
!i
STATE OF NORTH CAROLINA
GENERAL WARRANTY DEED
COUNTY OF ONSLDW
Pl. TAKE NOTICE: The Attorney preparing this instrument has made no record
sea or Me enwinstion as to do property hereto described, unless the some it shown by
bea and signed ce rffkale.
IL RECORDING TO:
INSTR WAS PREPARED BY: ROBBRT W. KILROY, PC
D ON FOR THE INDBX 60.64 ACRES. STUbe SOUND TOWNSHIP
PA I.D. THIS DOCUMENT PRESENTED TO
- REVEN THE ONSLOW CQUNTY i FFICE
� !-r -► o.� cLER
TMS DEED made $1H J and between
GRANTOR: BRU C. N '
AND
CAROL& -
and
RAHrORD G.TRASS
GRANTEE: BCART, LLC
ISO Old Ferry Rad
Based, Ferry, NC 284
The deftudon Gnaw and Grantee as ivad I
Book:1958,Page:79

(Page 2 of 4)
EXMITA
Property Description
MOM 05110 88rbq @%p&
Land Surveyors Englnoem land Planners
310 Walnut Street
Wilmington. N.C. 26401
Phone: [phone]
Fart [phone]
Emer7: bygi.nom
June 13, 2002
60.844crs Tract
M 1958 BR080
i A owinin tract or parcel of lend king and boing In Stump Samd Tawnstdp.
,&sIOw Pgty, Norlh Catalina and being part of MUM kmmn as the 8ldbtay
trct as losc#ed In dead book 356 page 6S6 records of Onslow County, and
In a ract number 2 on a map surveyed by Hanover Design SaMoee.
P�dt: In cry of 19118, and being more pedtulady described as fdkrws:
�``tlis6fnn g at on the wastam right of way of N.C. H!phway 172 (100 ft
publl ht orrwayy), s W Iron Is the southern most comer of tract number 1 of the
193 une , agld tron to also located 3 21-33-26W 898.87R from a PX nd at
the IrNa�lse bfi of asAtedlt+e of NA Hghway 172 and S.R.1667. Prooesd
from sold nt or Ing a d with the western right of way of N.C. Hlghvvey
172 and wah $ to �t A-0
a radius of 2a25.00 fL and a chord S 33-
52-20 W t 138.12 R, to a atterr most Comer Ora Ch0M tract, -
thence wph said ch N 1 28 01ft loan kon, thsncs N 8S4S-
40 W 150.18 fl. >o an I Ihar ri1 ft to an kvn. thence N 82-
39 40 W 2t 0.001L to an Iron, S 0 W .40 ft.to an Iron, thence
neap lines N 4848-00 W 260.1 R to an librr, N .57.0 W 143A7 ff. to
an iron, thence N 20-2348 W 1 to 0 Iron. -21-48 W 88.42It.
to an Iron, thence N 1"9-28 W 13 . iNto an N f-MA7 E
358.30 ft. to an iron. thence N 210 an . thence N 34-30-
21 E 141.22 fl. to an Iron, then N 11 ft.1p n Iron, thence
down the nm of a crook (sad marsh) N 37.48 249A8 A thence N
03.21-M W $01.28 & to a point thence N 614 W O7 ft. to 'ROIK
thence N 18.18-58 W 738.33 ft loan Iron. thence re I ofirpa,
number 1 of the 1988 survey S 754"1 E 400.30 R. to a Iron f1
08 E 293.85 R to an Iron, thence S 14.18.26 E 229.04 It an f t S .
20.54 E 256.25 fL to an Iron, thence 8 48-27-04 E 287Ji4 fL . thence S
8132.19 E 196.7711. to an Iron, thence 3 01.64 29 W 109.10t an im r�
Chance S 37-55.18 E 212.41 fl to an Iron, thence S ST-37.08 E 28 I fL
Iron, thence S 35.31.28E 277.02 R loan Iron, the= S 14.23.08E 1 R tg
an lror., thonoo S 53-57-36 4 246.22 ft to on iron, *9mo S 29-83-21 E 12 880,
to or, bon, ihonce 6 $1.4045 E 189.21 fl. (o an lion. thenco 81212-31 E I
R. to an Iron, thence S 20Q-41 E 148.09 It to the point of beginning and
aontaining 6024 acres according to a survey by Hanover Design Services, PA it
January of 1988 and June of 2002.
Ali bearings are magnetic relative to dead book 786 page M.
Wnuroiu
lk
Jonathan L. Wayne 183391 = a SIM
230deac
�9jyAN L.'S
Book:1958,Page:79

(Page 3 of 4)
BBOt 1958 06E081
succasora, and assigns, and shall include singular, phnnal, masculine, feminine or neuter as
. required by context. '
WffNESSETH, that the Grantor, for a valuable consideration paid by the Grantee, the receipt of
which is hereby acknowledged, has and by these presents does grant, bargain, sell and convey
unto the Grantee in fee simple, all that certain lot or parcel of kW situated in the city of
Stump SMW Township Onslow County, North Carolina and more particularly described as
follows:
See attached Exhibit "A" which is incorporated by reference as
if fogy set forth heroin.
The property hereinabove described was acquired by Grantor by instrument recorded in Deed
Book f at Page . Onsiow County Regisuy.
A &uip Wing the above descrIW property is recorded in Plat Book. Page
'(0 HAVE AND TO HOLD the afamsaid lot or parcel ofland and al privileges and
ap�irFtena\ces thereto belonging to the Grates in fee simple.
t�Sd the ter
o slants with the Grao, that Grantor is seized of the premises in fee simpie
kas to e9 the Same in fee simplk that tide is marketable and free and clear of all
that Grantor wig warrant and defiasd the rite against the lawfid Claims of all
persona whoms i exeZp�for the exceptions hereiaafier stated.
Title to dwjO�mw hd nab�ve da� s subject to the following e,tceptwns.
y'
1. Ad v�orel7riw= y+& 3 and subsequentyears. -
Z. GenaflZttNlityse,4b use nd�tights of way of record.
3. Restrictive COVPOWS 0fggo4rd a
g, einviromingist �m�aws or regulations rebtive to
_ Per construction of the
.Amect property.
W WrrN[6SS WHEREOF.
first above written.
Book:1958,Page:79

(Page 4 of 4)
ra 195810082
STATE OF NORTH CAROLINA
COUNTY OF ' T
i ( 1 D I\\ J • 'C'"y'N _ .'a Notary Pubic of the County and State aforesaid.
certify that BRUCE C. CARLSON. Grantor, personally appeared before me this day and
acknowledged the execution of the forgoing instrument.
Witness my hand and official stamp or seal, this 5 day of January, 200
My Commission Expires: I0 o'�a0 Notary Public
TATE FNOkTHC4ROkINA ; •. J ;
CO
(\ ) 0 J, a Notary Public ofthe County aad State iftlresaid,
c(rtify (list f�AIFORD G. TRASK. JR.. Grantor, personally appeared before me this dkry and
ack. ` o ledge��cution of the foregoing instrument.
VA(n"css my-1 aa� -amd official stamp or seal, thisl5 day of January, 2003.
My CommiuiaaExpts� OOS NotaryPublic
STATE OF NO CAAPL`II IA 1,�J t =�'�J,. c Y j .
COUNTY OF Ct�,is
1,tl6 5 �iotar j¢ JfuW; f the County and SfAre-.�oieswd,
certify that CAROL - CARLSON, G?aator. pdsonallyapp`�a(edore me this day pd-......,
acknowledged the execution of the foregoing instrur�Eht:` ''3, .,Ip
% d of 1 2009 s t
Witnessmy hand and official stamp or sent; tf>�1..._ �S� �rY. � � • ... '
Xal
My Commission Expires: 41,/3 oor-__ Notary P It 1i 4<E
The foregoing certificates) of To" J• Hardin & Caeolyn P:'sl "eertifi� to bye'
correct. This instrument and this certificate are duly registered at the d to and tyriie arli rt>�e
Book and Page shown on the first page hereof.
y REGISTER OF DEEDS FOR ONSIAW
BY: � _
Deputy/Assistant -Registe orDuds,�
13ook:1958,Page:79

3)
NO(1957 PAGE 186 ,
wlxq� ee M owd/a s 223 !':. 16 I.i c: 26
$660.00
t?Q�jilltLl peel Esteeo
rJ`"e Exelss To
ARRAIV H u YI�JG�
TAX PARCEC•NUMBER:
GRANTEE'S ADDRESS: BC&RT, LLC
1511 Old Plerry Road
Somas
PREPAI10D BY; MARSHALL, WILLIAMS 8e GORHAM, LLP
P.0.Drawer 2088.Wilminglon,NC 28402
BRIEF DESCRIPTIOOI ; ' 13ZA6 acres — N. C. Highway 112 —Stump Sound Township
tea 138 TAX: SM.W. TFlIS �"kENT PRESENTED TO
�1`JDR#E oN C ERK/
STATE OF NORTH CAROLINA
WAkkADEED
COUNTY OF ONSLOW
THIS DEED. made and entered into this j day of im y;�2003, by and between
MUTUAL MANAGEMENT LIMMD PARTNERSHIIP;`(n NWb'XsrPlhq limited
partnership), heminafta called GRANTOR, and BC&kr, 4LC (i x6rt4P copplis,j, limped
Ilsbility comPaaY). hereinafter called GRANTEE (tire designatipm drat' wwe Id�uN� as used
herein shall include said parties and their hens, successors, and eas"shalt inckQe singular.
phuai, masculine, tbminfim or neuter, as required by context).
.f
The GRANTOR, for a valuable comidemtion paid by the GRANTEE, the 4.je ! of whieb
Is hereby acknowledged, has and by than presents does grant bargain, sell, and cone*
GRANTEE in fee simple, all that certain real property located is Stump Sound Township, On#Tow
County, North Carolina, and more particularly described on EXHIBIT A — PFAPEkT-y
DESCRIPTION attached hereto and incorporated herein by this reference. ti
TO HAVE AND TO HOLD the above granted and described property, togell►a with all
privileges, easements, tenements and appurtenances thereto belonging, to the GRANTEE in fee
simple.
And the GRANTOR covenants with the GRANTEE, that the GRANTOR is seized of the
premises in fee simple, has the right to convey the same in fec simple, that title is marin:tablc and
fife and clear of all encumbrances, and that GRANTOR will warrant and defend the t&ie,glaina the
lawful claims of all persons whomsoever, except for the exceptions hereinafter stated, i'itle to the
property hereinabove described is subject to the following exceptions:
Book: 1957,Page:186

(Page 2 of 3)
f 90m 1951 PAR 187
ff
PROPERTYDES
Hanover Design Services, PA
Land Surveyors Engineers Land Planners
319 Walnut Street
Wilmington, N.C. 28401
Phone: [phone]
Fox [phone]
Email: Iwavne(hhdsilm.00m
Owmber 12, 2002
°Re: 132.46-Acre Tract
A certaia-tract or parcel of land lying and being in Stump Sound Township,
Onsiaw County North Carolina and being part of that tract known as the Sidbury
Victim described in deed book 356 page 50 records of Onslow County, and
'--being partgftsst-Qumber 2 on a map surveyed by Hanover Design Services,
PA in dusty of 1088, and being more particularly described as folkwa:
Beginntrig atia(riron on ifie westam right of way of N.C. Highway 172 (100 ft- -
public dghtolf Y), id iron is the •southerh most comer of a church Tract as
shown on sai�fey, said"` n Is also located S 3148 59 W 2,048.67 IL
from a PX naa at *a intermfo4 Yof f(ie centedine of N.C. Highway 172 and
S.R.1557: Proceod• nr sald,polnt a brr pang and with the southwestern One
of said church tract N 302�,28 M W 5 S:tQan;iron, thence leaving said
church line and with a Ins surveyeby h}snoier' Design Services, PA. in June of
2002 N 46-36-W W 260.17 tC lean Irorf, thence N 30-57-06 W 143.47 R. to an
Iron, thence N 29-23-18 W 156. fCfo an if&vfhence N 02-21-46 W 88.42 ft. to
an Iron, thence N 16-69-28 W 137.721L tar art iron jWi ce N 17 E 358.39
it. to an iron, thence N 21-14.001N 120C ft to arl iron, thence
234-30-21 E
141.221 to an Iron, thence N 16.54-06 W 100.04.ft. to."a,`tltshco down the
run of a creak (salt marsh) N 3748-00 W 249A.4�ft"�q�) a ptoint, thence N 03-2138
W 601.28 ft. to a point, thence N 51.47-06 W 458—W. 4 Ao a port{ ce N 16-
18-9 W 738.33 ft. to an Iron, thence with the waste(' ilnes bf u it 1 of
the 1988 survey N 36-59-11 W 230.21 R to en irors, thence' Of 2 8 E'189A2-�
1 to a point in Everett's Creek, thence across Evorott's Creek Sa542-02> W
414.241 to an a)le, thence with the western lines of tract number 2 of" 1988
survey S 04-42-07 W 2441.00 R to an Iron, thence S 8SM49 E`SO.8 fLto an .
Iron. thence S 04-56-11 W 1.933.60 fL to an iron, thence S 843-04 e2i0.0cm
to a concrete monument, thence S 05-IMO W 388.18 ft. (passing ov0a
concrete monument at 384.4911 thence with the noMem right of way 4N:C.
172 N 64-29-30 E 1,555.181 to an iron, thence with a curve to the left having a
radius of 2A25.001 a chord bearing and distance of N 57-23-00 E 899.18 IL to
the point of beginning and containing 132AS acres according to a survey by
Hanover Design Services, PA in January of 1988 and June of 2002.
Ail bearings are magnetic relative to deed book 786 page 760.
paxmuaxgN
47'
Jonathan L Wayne Pt.3 3391
$ S
230desc Q" �kee
l �Nr� `
Book:1957,Page:186

8CO3 1951 PACE 18 8
i Ad mflo=tore for the year 2003 and subsxcium yam:
2. Utility easemerda mid mee rillids-of-way of record;
3. Applicable restrictive covenants of mmd; and
4. Local, county, state, and federal government laws and mplatfon; relative to
coning, subdivision. occupancy, use mut uxxioq and developnem of the
-Wet pmpnoy.
IN TESTIMONY WHEREOF. the GRANTOR has caused this bstrumtu to le signed in
its pattnership trams by its duly authorized Gemal Parma, who has hemamo set his head and seal;
the day and year first above written.
MUTUAL MANAGEMENT LIMITED
f—' PARTNERSHIP
By:
Robert A. Little. Jr. A Gneial Pa;trier
Alit Wr INURIit C_4%K
• { f
1UNfY OF
i.
'a-N0tinYPbbl4pf0e County and Stateahm aid, doom*
t Robert A. Little, Jr., GeasrstNkaer of loii6l Management Limited Partmenblp (a
rtb Carolina limited partnership). persortaUa�peatcd before me this day and acknowledged
due execution ofthe foregoing
Witness my hand and official
stamp or seal, January. 2003.
_ 190TARY
Notary `—�
xr , {p618Lt =
My Commission ues:
hrNrour
,—ti
Aiing
r. yer.■A.aoeu,pp Michelle A. Pyeche I
I
N■t■gpu) la p,.) � p 61l17-L iW Wu®rn r,. prwa■cN fa...ar,v.u■. ■d �.td In o: .Qm. sal n zy, a0 T6--Ls=dlq t . an. 6s
2� .•d d A r
Book:1957,Page:186

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srti I ss i, t 6 l' I
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'YE...ci ' { ".ai' .� •�• �� 1• � � ii (/ i �'' `..i�' ��s.r � a� � I �di/
LLS U m af onoG3

North Carolina Secretary of State
Page 1 of 1
01 O � )
°j
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North Carolina
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Name Name Type
NC BC&RT, LLC Legal
Limited Liability Company Information
SOSID:
0643994
Status:
Current -Active
Date Formed:
8/30/2002
Citizenship:
Domestic
State of Inc.:
NC
Duration:
Perpetual
Registered Agent
Agent Name:
Trask, Raiford G., Jr.
Registered Office Address:
1202 Eastwood Road
Wilmington NC 28403
Registered Mailing
1202 Eastwood Road
Address:
Wilmington INC 28403
Principal Office Address:
1202 Eastwood Road
Wilmington NC 28403
Principal Mailing Address:
1202 Eastwood Road
Wilmington NC 28403
http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitemld=5522692 4/6/2009

�w
i LIMITED LIABILITY COMPANY
ANNUAL REPORT
NAME OF LIMITED LIABILITY COMPANY: BC&RT, LLC
SECRETARY OF STATE L.L.C. ID NUMBER: 0643994
NATURE OF BUSINESS: Land and T imber.
REGISTERED AGENT: Trask, Raiford G. Jr.
REGISTERED OFFICE MAILING ADDRESS: 1201 Eastwood Roars
Wilmington, NC 28403
SOSID: 0643994
Date Filed: 5/112008 2:37:00 PM
Elaine F. Marshall
North Carolina Secretary of State
C200812201541
STATE OF INCORPORATION: NC
REGISTERED OFFICE STREET ADDRESS: 1202 Eastwood Road
Wilmington, Ar 28403 New Hanover County
PRINCIPAL OFFICE TELEPHONE NUMBER: (910) 313-07.95
PRINCIPAL OFFICE MAILING ADDRESS: 1202 Eastwood Road
Wilmington, NC 28403
PRINCIPAL OFFICE STREET ADDRESS: 1201 Eastwood Road
Wilmington, NC 28403
MANAGERS&MMBERS/ORGANIZERS:
,Yams: RwfimdG Trlaak✓r
irtle: ,thoWer
Address:
1202 Eastwood Road
Wthnin ton NC 28403
CERTIFICATION OF ANNUAL RT MUST BE COMPLETED BY
Raiford Trask
V
FORM MUST 131301106 BY A MANAOER/MFMBER
Raiford Trask
TYPE OR PRINT NAME
ALL LIMITED LIABILITY COMPANIES
20080401
DATE
Manager
TYPE OR PRINT TITLE.
ANNUAL REPORT FEE: &Paid Saaelwy or Slate • CwporWOW Division . Poo Office Box 29525 • Raleigh, NC 2762"525

SOSID: 643994
Date Filed: 8130120021:54 PM
Elaine F. Marshall
22 243 9055 ARTICLES OF ORGANIZATION North Carolina Secretary of State
OF
BC&RT, LLC
Pursuant to § 57C-2-20 of the General Statutes of North Carolina, the undersigned does
hereby submit these Articles of Organization for the purpose of forming a limited liability
company.
1. The name of the limited liability company is:
BC&RT, LLC
2. The duration of the limited liability company is perpetual.
3. The name and address of the organizer executing these Articles of Organization is
as follows:
Frances Y. Trask
16 North Fifth Avenue
Wilmington, NC 28401
4. The street address and county of the initial registered office of the limited liability
company is:
1202 Eastwood Road
Wilmington, NC 28403
New Hanover County
5. The mailing address of the limited liability company is the same as that stated in
the preceding paragraph 4.
6. The name of the initial registered agent at such address is:
Raiford G. Trask, Jr.
7. The limited liability company is member-nunaged, and the members of this
limited liability company shall be managers by virtue of their status as members.
8. To the fidlest extent permitted by applicable law, as it now exists or may hereafter
be amended, the limited liability company shall indemnify all members and managers of the
limited liability company against all liability and litigation expense, including, but not limited to,
reasonable attorneys' fees, arising out of their status as such or their activities in the foregoing
capacity, regardless of when such status existed or activity occurred and regardless of whether or
not they are members or managers of the limited liability company at the time such
indemnification is sought or obtained. Without limiting the generality of the foregoing
indemnity, such persons may also recover from the limited liability company all reasonable
Xn3o

costs, expenses and attorneys' fees in connection with the enforcement of rights to
indemnification granted herein. The provisions of this paragraph are in addition to and not in
limitation of the power of the limited liability company with respect to, and the rights of any
manager or member of the limited liability company to receive the benefits of, any other or
further indemnification, insurance, elimination of liability or the right or benefit which is either
required by the North Carolina Limited Liability Company Act or permitted thereby and duly
adopted by the limited liability company in accordance therewith.
9. To the fullest extent permitted by applicable law, as it now exists or may hereafter
be amended, no member or manager of the limited liability company shall have any personal
liability arising out of any action, whether by or in the right of the limited liability company or
otherwise, for monetary damages for breach of his or her duty as a manager or member. This
paragraph shall not impair any right to receive indemnity or insurance from the limited liability
company or any third party which any member or manager may now or hereafter have. Any
repeal or modification of this paragraph shall not impair or otherwise adversely affect any
limitation on, or elimination of, the personal liability of a member or manager effected hereby
with respect to the acts or omissions occurring prior to such repeal or modification.
10. These Articles of Organization will be effective upon filing.
This thcj�day of August, 2002.
20730 2

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Soil Boring Information
Label
SHWT
SHWT
Bore Elevation
SHWT Elevation
rinI
(�*I
(fti
i`ti
81
54
4.500
20.000
15.500
B2
26
2.167
8.000
5.833
B3
62
5.167
15.997
10.830
/
B4
34
2.833
11.000
8.167
B5a
48
4.000
11.000
7.000
B5b
54
4.500
11.000
6.500
B6
22
1.833
7.833
6.000
B7
28
2.333
12.333
10.000
B8
24
2.000
8.000
6.000
B9a
32
2.667
8.997
6.330
B9b
< 12
< 1.000
11.000
10.100
B10
52
4.333
18.003
13.670
B12
45
3.750
25.750
22.000
B13
44
3.667
14.997
11.330
✓
B14
< 12
< 1.000
34.000
33.170
B15
50
4.167
28.167
24.000
B16
24
2.000
33.000
31.000
B17
12
1.000
35.000
34.000
B18
26
2.167
7.000
4.833
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Johnson, Kell
From: Johnson, Kelly
Sent: Tuesday, August 18, 2009 7:45 AM
To: Lewis,Linda; Bennett, Bradley; Patterson, Robert; Scott, Georgette; Vinson, Scott; Dumpor,
Samir
Subject: RE: SouthBridge
Linda,
returned this application on July 1. It was a long letter, but here is the sand filter underdrain section
(SAWQSISTORMWATERIRETURN1South Bridge Phase 1.jun09):
Sand filter underdrains: There are three options to establish that there is "no direct discharge" to SA
waters per SL2008-211, Section 2(b), (1)(c). Paraphrasing, Option 1 is to infiltrate the design storm.
Option 2 is to provide diffuse flow at a non -erosive velocity to an area capable of providing effective
infiltration, and Option 3 is to have a wet pond with a secondary BMP. It appears that you intend to
comply with the second o tion for the sand filters in this design. Is that correct? A sand filter with an
un erdrain inside the liner can be used in SA waters under Option 2 if the underdrain is directed non -
diffusely and non-erosively to an area capable of providing effective infiltration. One option would be to
install level spreaders (for diffuse flow) with 50-ft filter strips (both designed for the 10-year peak and
demonstrating non -erosive velocity), and to also provide calculations that "effective infiltration" exists.
Because this is a new rule, we have not had many projects seek to comply with the "effective
infiltration" option. The rule does not define this term, unfortunately. This is an area where the Division
is in the process of developing more guidance for implementation. In the meantime, if it can be shown
that either the entire design storm will be infiltrated in the vegetated filter or that the infiltration rate of
the soil in the filter is greater than the rate of water flowing to the filter, then I believe "effective
infiltration" could be established. It is also not clear from the information provided that the energy
dissipaters in the current design provide diffuse, non -erosive flow or that °effective infiltration" is
provided. Please provide a discussion and supporting calculations as to how this design complies with
SL2008-211, Section 2(b), (1)(c).
That is pretty much what you said in #1, 4, & 5. For the level spreader design storm (#4),1 think it should be the flow
resulting from the 10yr Peak going through the sand filter (which would essentially be the result of a greater head in the
sand filter) and then over the level spreader and filter stria b/c the filter strip has to be designed for the 1 n►►r peak nor
.1008. Alternatively, we could ask for the LS/FS to be designed for the whole 10yr peak. But, I don't think that the LS/FS
would ever have to accommodate that volume because it is being attenuated by the BMP. As for #2 & 3, 1 agree with
what you have said below.
KJ
From: Lewis,Linda
Sent: Monday, August 17, 2009 4:14 PM
To: Bennett, Bradley; Patterson, Robert; Scott, Georgette; Vinson, Scott; Dumpor, Samir; Johnson, Kelly
Subject: FW: SouthBridge
Need some help on this proposal. A sand filter is located within '/ mile of SA waters — the underdrain makes it
a discharging system. They plan to allow the underdrain to go into the 50' buffer and demonstrate "effective
infiltration" but the buffer contains wetlands.
I plan on asking for the following:
1. Demonstrate how a buffer that contains wetlands will provide effective infiltration of the design storm
volume based on soils and slope, but not on a specific separation to the SHWT.

2. In order to find the WQV for this sand filter within 'h mile of SA waters, the designer would have to run
the volume equation in Section 11.3.5 using a pre and post Rv value and the 1 year 24 hour
precipitation depth, and take the difference in those volumes as the WQV and then 75% of that value is
the Adjusted WQV to store above the sand in the sand filter.
3. Discharge rate leaving the underdrain is < 1 yr 24 hr predevelopment flowrate, but the sand filter must
still draw down within 40 hours.
4. Flow into the buffer is "diffuse", i.e., a level spreader is needed. Since the level spreader is receiving
runoff from an upstream BMP, what would be the design storm for this level spreader?
5. Flow into and through the wetlands within the buffer is non -erosive, i.e., less than 2 fps.
Is this all we need to consider?
Linda
Please note my new email address is [e-mail]
Linda Lewis
NC Division of Water Quality
127 Cardinal Drive Ext.
Wilmington, NC 28405
910-796-7215
E-mail correspondence to and from this address may be subject to the North Carolina Public Records Law and may
be disclosed to third parties.
From: John Tunstall [mailto:[e-mail]]
Sent: Monday, August 17, 2009 2:23 PM
To: Lewis,Linda
Subject: SouthBridge
Linda
We have a project that is within a % mile of SA waters and are using sand filters for our treatment of stormwater. Based
on previous correspondence we understand that we are to "effectively Infiltrate" the discharge (<lcfs) from the under -
drains from the sand filter. We propose to accomplish this by discharging the under drains at a non erosive velocity
within a vegetated buffer. In accordance with the new rules (section 2(b)b.5) vegetated buffers can be located within
wetlands. Therefore, we plan to discharge the underdrains at a non erosive velocity to the vegetated buffers and are
using the USDA soils information on infiltration rates to calculate "effective Infiltration" within the vegetated buffers.
Please advise if this is an acceptable means of secondary treatment for the underdrains.
Thanks
John S. Tunstall, P.E.
Norris, Kuske & Tunstall Consulting Engineers, Inc.
902 Market Street
Wilmington, NC 28401
910-343-9653
910-343-9604 (Fax)
It is the professional opinion of Norris, Kuske & Tunstall Consulting Engineers, Inc. that this electronic information
provides design information current as of the date of its release. It shall be the responsibility of the party receiving the
data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris, Kuske & Tunstall makes no representations as to the usability or readability of documents
resulting from the use of software application packages, operating systems, or computer hardware differing from those
used by Norris, Kuske & Tunstall in the preparation of such data.

Johnson, Kelly
From:
Johnson, Kelly
Sent:
Friday, July 17, 2009 2:01 PM
To:
'Jody Bland'
Cc:
'John Tunstall; Lewis,Linda
Subject:
RE: 07063 - Southbridge Comments
Jody,
I have addressed each of your questions below:
1. SA drainage area: I did not realize that you had received direction from our office in February that you
would be able to drain an area within a half mile of SA to a pond outside of the half -mule line and design
the pond for the non -SA volume. Since you had already received this guidance, we will not go back on
that at this point and the current design will be allowed. However, please be advised for future projects
that this philosophy was grounded in previous regulation preventing a pond from being installed within
the half mile line. Under SL2008-211, ponds can be within the half -mile line. So, we have been directed
by Raleigh that if the drainage area for a pond contains any area (in whole or in part) that is within the
half mile line and if that pond then discharges to the SA, then that pond must be designed for SA.
2. Infiltration basins:
a. Emergency overflows: Have you installed an overflow to meet a local requirement for a "large"
storm? We do not encounter that very often. The State rules say that the excess volume above
the design storm bypass to a level spreader/filter strip capable of handling the I Oyr peak. Since
the level spreader/filter strip system can only handle the I Oyr peak, if there is a local requirement
that requires storms above the 10yr storm to be treated in some way, and the bypass for the
infiltration system will be overwhelmed by the "large" storm (above I Oyr peak) such that the
water will enter the basin and then need somewhere to go, then you could use an emergency
overflow in an infiltration basin. Perhaps that is your intention? If so, then that is acceptable. I
had not thought of that possibility until this discussion because we do not encounter that often.
In general, we do not permit emergency overflows in infiltration basins but perhaps there are
some exceptions. Please clarify in your resubmittal why the overflows are necessary.
b. SA waters: Additionally, in SA waters there can be no new point of discharge. You have to
meet one of the three options in SL2008-211, a.) Infiltrate design storm, b.) Effective infiltration.
or c.) Wet pond to 2"d BMP. The level spreader/filter strip already required can be used towards
the "effective infiltration" option. However, in your resubmittal please provide some written
justification as to the ability of the filter strip to provide effective infiltration. Unfortunately, this
is an area where the Division is still developing guidance. In the future there will probably be
some sort of calculation to demonstrate "effective infiltration", but in the meantime please
provide some written justification as to how the water will infiltrate effectively in the filter strip
in order to demonstrate your compliance with this requirement.
c. Hydraulically connecting the upper and lower infiltration basins: Since the two areas are
hydraulically connected as you have described below, I am sure that we can find a way to
accommodate this unconventional design as long as it meets the SA requirement above.
3. Sand filters:
a. Emergency overflow: Same discussion as for infiltration basins, but the excess volume of the
design storm does not have to be treated by a level spreader/filter strip as is necessary for an
infiltration basin (see the recent guidance document,
httu://h2o.enr.state.nc.us/su/documents/Sandfilteroverflow-bvuass Original.ndfl.
b. SA waters: There cannot be anew point of discharge from the design storm, which for sand
filters, means that the underdrain flow has to be accounted for in one of the three options in
SL1008-1 l 1. (The by water is not considered in this requirement)

4. Master permits: If this site is the only phase being proposed at this time, then no master plan is needed.
However, please keep this requirement in mind for future phases that will be a "common plan of
development" with this phase.
Have a good weekend,
Kelly
From: Jody Bland [mailto:[e-mail]]
Sent: Thursday, July 16, 2009 5:19 PM
To: Johnson, Kelly
Cc: 'John Tunstall'
Subject: RE: 07063 - Southbridge Comments
Hi Mrs. Johnson,
Yes, there are specific questions that we would like answered. Specifically
1. Your guidance differs from the guidance that we originally received from Linda Lewis on this matter.
Please advise as to which is the correct procedure
4. Infiltration supplements - Will the current method we are using; as stated below; be acceptable?
5. & 7. Please advise regarding the emergency spillways
8. Please advise regarding the discharge in excess of the design storm
12. Please advise regarding master permit requirements.
Thanks,
Jody Bland
NORAIS.KUSKE&JUNSTALL
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900
Mobile - 910-512-8148
From: Johnson, Kelly [mailto:[e-mail]]
Sent: Thursday, July 16, 2009 1:10 PM
To: Jody Bland
Cc: 'John Tunstall'
Subject: RE: 07063 - Southbridge Comments
Jody,
The information below appears to.be a summary of what you plan to resubmit. Did you have any specific questions for
me, or is this just for my information? If you have specific questions I would be glad to answer them for you, but
otherwise it will be best for me to go back through the submittal when it comes in.
Thanks,
Kelly
From: Jody Bland [mailto:[e-mail]]
Sent: Wednesday, July 15, 2009 2:20 PM
To: Johnson, Kelly
Cc: 'John Tunstall'
Subject: 07063 - Southbridge Comments

Good Afternoon Mrs. Johnson,
John Tunstall asked me to review/ work through the comments that you provided for the Southbridge stormwater
submittal. Below are statements identifying by what means some of the items will be corrected or comments/concerns
regarding items you have identified. Please elaborate on items as needed; we would like to keep an open line of
communication regarding some of the new regulations and the issues that have come out of the aforementioned new
regulations since it is both new to NKT as well as NCDENR DWQ. We appreciate your time and input.
1. Please see the attached email correspondence between Linda Lewis and NKT prior to beginning design of
drainage area 13 and its corresponding pond. This specific question regarding a drainage area being bisected by
the'/ mile line and the placement of the stormwater pond outside of the Y2 mile line was discussed along with the
specific discharge requirements that we would be required to adhere to. See highlighted areas
2. Coastal wetlands are identified as any salt marsh or other marsh subject to regular or occasional flooding by tides
excluding hurricane or tropical storm tides. Additionally coastal wetlands will contain some if not all of the ten
specified marsh plants species as identified in 15A NCAC 07H. 205 — Coastal Wetlands. Therefore; No; all
wetlands onsite are not classified as coastal wetlands.
3.1 A summary table will be included within the revised submittal package
3.2 A site visit was performed with Mr. Lewis on 3/16/09. Mr. Lewis has not provided any documentation of this
meeting at this time to NKT.
3.3 Additional data has been requested for the pond locations
4. The upper and lower infiltration basins work in series to provide ample area to infiltrate all stormwater from
created from the drainage area. These areas are connected hydraulically through the storm drainage piping
system utilizing weirs/ baffle walls within the catch basins. The upper basin is initially filled until the specified peak
volume is reached then the remaining discharge from the design storm is treated within the lower basin. Any
additional volume created above the design storm is bypassed utilizing the weir/ baffle wall within the lower
basin's diversion box which then discharges into the vegetated filter. Since both basins are used in series to treat
a singular drainage area; and not a portion thereof; if as directed each individual supplement sheet will result in
numerous error messages contained within the comment lines of the supplement forms. In the past we have been
directed to complete the supplement form by using the cumulative totals for both the area and volume
requirements therefore identifying that together treatment requirements are reached.
5.& 7. We have major concerns regarding the direction to remove all emergency spillways from the basins within the
'/2 mile line. Currently, the emergency spillways have been designed so that in the event of a major rainfall event (i.e.
Hurricanes) then the emergency spillways would be utilized at that time. Additionally, in the event that wildlife were to
create a blockage of the outlet structure or pipe the subsequent blockage would result in the use of the emergency
until said blockage was removed. In either scenario without an emergency spillway in place the result would be
overtopping of the basin. If such overtopping were to occur it would be a high probability that this would result in
catastrophic failure of the basin resulting in the possibility of no treatment for the discharge from these scenarios. We
offer to model the basins utilizing our HydroCadd software which would illustrate that no discharge through the
spillway would result from the required design storm. Please advise
6. The level spreader and vegetated filter will be designed as requested
8. We will pursue option #2 to provide diffuse, non -erosive, & effective infiltration of the discharge from the under
drain system. Are there any discharge requirements for discharges in excess of the design storm? Please advise
9. We will provide the requested data for the specific items contained in 9.1 - 9.3
10. & 11. Additional labeling will be provided
12. This project currently has no master permit. The original submitted documents are for Phase 1. Due to current
economic conditions our client wishes only to pursue permitting and construction of the submitted Phase 1. We have
a preliminary layout for a future Phase 2 but the construction of this phase is not guaranteed and NKT has not been
released to perform designs for this portion. If all that is required to obtain a master permit is an approximate density,
approximate overall impervious, and a possible use from this remaining property then we will be able to provide this
information to meet your master permit guidance. If additional information is required or further design of the future
Phase 2 area is required to meet the master permit guidance then please provide NKT with options to permit Phase 1
only. Please advise
13. & 14. The BUA tables will be updated.
Thanks,
Jody Bland
NORRIS. KUSK£ 9,TUNSTA LL
a•
Wilmington Office - 910-343-9653
Brunswick Office - 910-287-5900

A
�
NCS&
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins
Governor Director
July 1, 2009
Mr. Raiford G. Trask, Jr.
BC & RT, LLC
1202 Eastwood Road
Wilmington, NC 28403
Subject: APPLICATION RETURN
Project Name: South Bridge Subdivision — Phase I
Location/County: Onslow County
Dear Mr. Trask:
Dee Freeman
Secretary
On June 23, 2009, the Division received an incomplete stormwater application for the project
listed above. The application and check number 27944, in the amount of $505 are being
returned because the package lacked the necessary elements to accept it for review. The
following information is needed to accept the application for review:
1. Pond 13, SA Waters: The receiving stream is SA/HQW. I see a summary in your
calculations package comparing the 1.5" to the 1yr24hr storm volume, and that the
volume for the 1 yr24hr storm is greater. I also see that the treatment volume for the
1yr24hr storm is used as the "design volume" for all of the sand filters on their
supplements and the "volume provided" on the infiltration basin's supplement, which is
correct. But, I am confused about the wet ponds. The SA sections of the two wet pond
supplements (DAs 13 & 14) are not filled out, and the temporary pool volume reported
on each supplement matches the non -SA volume values reported on the supplements.
This may be because the outlet of each pond is outside of the half -mile radius for SA
waters. However, a portion of the drainage area to Pond 13 is inside the half -mile line.
Any BMP that has a drainage area (in whole or in part) within the half -mile line must
meet the SA requirements. It appears that the entire drainage area for Pond 14 is
outside of the half -mile line. If so, then Pond 14 is not subject to SA. Please correct any
discrepancies related to this issue.
2. Coastal Wetlands: This project excludes 4.63 acres of coastal wetlands. Coastal
wetlands are shown on the cover page (DA) of the plan set, and wetlands are shown
throughout the plan set. It appears that all of the wetlands onsite are coastal wetlands.
Is that correct?
3. SHWT:
1. All BMPs used in the design: The soils report indicates the SHWT depth. A map
is provided as to the location of each bore, but I do not see a summary of the
existing grade fmsl, the depth from that level to the SHWT, and the calculated
SHWT fmsl. The boring markers on the plans show a center point, but the
existing grade can only be estimated from this information. Please provide a
summary table.
Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 One
Phone: [phone] FAX [phone] Customer Service:1-877-623-6748 N� Carolina
Internet www.ncwaterqualihrorg `' Y[�tura!!
An Equal Opportunity \ Afirmative Action Employer

South'Bridge Subdivision Phase I
July 1, 2009
2. Infiltration basin: Has Vincent Lewis from our office been to the site to look at the
soils? I do not see his report in the submittal package. Mr. Lewis' report must be
submitted with any infiltration design before it is accepted for review. He can be
reached at 910.796.7378. 1 took a quick look at the design, and it appears from
the data provided that it will comply with the design requirements, but Vincent's
report is still required for each infiltration basin project. (The soils report indicates
that the SHWT at boring #10 in drainage area 7 is 52" (4.33') from the existing
surface. The existing grade appears to be at 18 fmsl, which would put the SHWT
at 13.66 fmsl. The bottom of the basin is at 16 fmsl, which would meet the BMP
manual's requirement that the bottom of the basin be a minimum of 2ft above the
SHWT.)
3. Wet Ponds: Both ponds are situated right next to wetland areas, which creates a
potential for wetland impacts. You may be aware that the Division has issued
wet pond SHWT guidance, which is available online at,
http://h2o.enr.state.nc.us/su/documents/PondSHWT Original.pdf, outlining
specific guidance for dealing with SHWT concerns. In general, the permanent
pool must be set no lower than 6" below the SHWT. This accomplishes 2 things:
one, it assures that the adjacent wetlands will not be adversely impacted and
two, it assures that sufficient volume will be available in the pond to store the
design storm volume. If the permanent pool is located more than 6" below the
SHWT, calculations must be provided demonstrating compliance with the four
criteria as outlined in the guidance.
1. DA14: From the soils report, it does not appear that a soil boring was
done for this pond. The supplement also does not have a SHWT value
reported. Please provide a SHWT determination for the pond. The
bore(s) should show a SHWT that is representative of the entire wet
pond.
2. DA13: Why was Boring B1 drilled outside of the pond? The SHWT was
found to be 54" (4.33') below the existing grade, which appears to be 20
fmsl, which puts the SHWT at 15.66 fmsl. The SHWT reported on the
supplement is 15.5 fmsl, which is in line with this value. The permanent
pool is at 21 fmsl, which meets the 6" requirement. But, Boring B2 was
drilled near (but outside of) the pond in a lower area also surrounded by
wetlands. The SHWT was found to be 26" (2.17') below the existing
grade, which appears to be 7.75 fmsl, which puts the SHWT at 5.58 fmsl.
The SHWT level therefore varies greatly in this area. Please provide
bore(s) that show a SHWT that is representative of the entire wet pond.
4. Infiltration basin upper and lower infiltration areas: Why are there two areas? Are these
two infiltration basins? They do not appear to be hydraulically connected other than to
share a vegetated filter strip for the bypassed volume. If there are two basins, please
provide two supplements.
5. Infiltration basin emergency spillways: Infiltration basins should be designed such that
the excess volume bypasses the basin as opposed to entering the basin and spilling
over, per 15A NCAC 2H .1008. Please reconfigure the design such that the emergency
overflows are eliminated. Additionally, the basin could be redesigned to comply with one
of the four. options outlined in the infiltration policy document, found at
http://h2o.enr.state.nc.us/su/documents/infiltrationoverflow-bypass Original.pdf,
Page 2 of 4

South Bridge Subdivision Phase I
July 1, 2009
6. Infiltration basin filter strip: Excess volume shall be evenly distributed across a
vegetated filter. Please use the 10-year storm attenuated peak flow to determine the
Level Spreader length, and consequently the Vegetated Filter Strip length, and provide a
completed Level Spreader and Vegetated Filter Strip supplement and signed O&M.
?. Sand filter emergent, spillways: As similar to the previous comment about infiltration
basins, the excess design storm in a sand filter must be bypassed. Please eliminate the
emergency overflows in the sand filters.
8. Sand filter underdrains: There are three options to establish that there is "no direct
discharge" to SA waters per SL2008-211, Section 2(b), (1)(c). Paraphrasing, Option 1 is
to infiltrate the design storm. Option 2 is to provide diffuse flow at a non -erosive velocity
to an area capable of providing effective infiltration, and Option 3 is to have a wet pond
with a secondary BMP. It appears that you intend to comply with the second option for
the sand filters in this design. Is that correct? A sand filter with an underdrain inside the
liner can be used in SA waters under Option 2 if the underdrain is directed non -diffusely
and non-erosively to an area capable of providing effective infiltration. One option
would be to install level spreaders (for diffuse flow) with 50-ft filter strips (both designed
for the 10-year peak and demonstrating non -erosive velocity), and to also provide
calculations that "effective infiltration" exists. Because this is a new rule, we have not
had many projects seek to comply with the "effective infiltration" option. The rule does
not define this term, unfortunately. This is an area where the Division is in the process
of developing more guidance for implementation. In the meantime, if it can be shown
that either the entire design storm will be infiltrated in the vegetated filter or that the
infiltration rate of the soil in the filter is greater than the rate of water flowing to the filter,
then I believe "effective infiltration" could be established. It is also not clear from the
information provided that the energy dissipaters in the current design provide diffuse,
non -erosive flow or that "effective infiltration" is provided. Please provide a discussion
and supporting calculations as to how this design complies with SL2008-211, Section
2(b), (1)(c).
9. Sand filter liners: If a sand filter is lined, it is considered a closed (as opposed to open)
sand filter.
1. If the SHWT is as high as or higher than the bottom of the lined sand filter please
provide anti -buoyancy calculations showing that the liner will be able to stay in
place under the weight of the sand.
2. Please demonstrate that the liner will not contribute to draining the water table.
3. Please correct any applicable plan sheets that refer to lined open sand filters.
10. Wet Pond, DA14: Please label the wet pond on sheet C-4.
11. Wet Pond, DA13: Please label the wet pond on sheet C-5.
12. Master permit or plan: Is this project a part of a master permit or plan that was permitted
for BUA previously? If so, what is the permit number? If not, please submit a master
plan for this development showing both Phase I and Phase II. This will help us keep
track of the development as a whole. Please see,
htto://h2o.enr.state.ne.us/su/documents/MasterPlans Original odf, for further
information.
13. Deed restrictions: The deed restriction for the commercial areas has an attachment of
the BUA summary from the application package. This summary is missing the column
Page 3 of 4

South Bridge Subdivision Phase I
July 1, 2009
from the left side indicating what numbers are in each row. Please add the descriptive
column.
14. Application BUA summary: Please also add the descriptive column to the application's
BUA summary table.
Please visit DWQ's website at http://h2o.enr.state.nc.us/su/bmp forms.htm to download the
latest available forms. Please provide the requested information and return the package to the
address below. If you have any questions, please do not hesitate to call me at [phone]
or email me at [e-mail].
2Sincer ly
Since
Johnson
Environmental Engineer
GDS/KPJ: S:1WQSISTORMWATERIRETURN1South Bridge Phase 1.jun09
cc: John S. Tunstall, PE, Norris, Kuske & Tunstall
Wilmington „Regional Office File
Page 4 of 4

C200912002008
SOSID: 0643994
Date Flied: 4/30/2009 2:02:00 PM
LIMITED LIABILITY COMPANY (LLC) Elaine F. Marshall
ANNUAL REPORT North Carolina Secretary of State
C200912002008
NAME OF LIMITED LIABILITY COMPANY: BC & RT. LLC
STATE OF FORMATION: NC FISCAL YEAR ENDING: 12 / 31 / 0 8
MONTH/DAYNEAR
SECRETARY OF STATE L.L.C. ID NUMBER: 0 6 4 3 9 9 4
If this is the first annual report filing, YOU MUST COMPLETE THE ENTIRE FORM. If your
LLC's information has not changed since the previous report, please check the box
and complete line 7.
1. REGISTERED AGENT & REGISTERED OFFICE STREET ADDRESS -INCLUDE COUNTY: Must be a North Carolina address!
Name:
Address:
2. .REGISTERED OFFICE MAILING ADDRESS IF DIFFERENT FROM THE STREET ADDRESS:
S. IF THE REGISTERED AGENT CHANGED, THE NEW AGENT MUST SIGN:
SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
4.. ENTER PRINCIPAL OFFICE ADDRESS AND TELEPHONE NUMBER HERE:
Address:
Telephone Number, Including area code
5. BRIEFLY DESCRIBE THE NATURE OF BUSINESS:
6. ENTER NAME, TITLE, AND BUSINESS ADDRESS OF MANAGER(S)/MEMBER(S) OR IF THE LLC HAS NEVER HAD MEMBERS, ITS ORGANIZERS: (ATTACH
ADDITIONAL PAGES IF NECESSARY)
NAME- BUSINESS ADDRESS-
RAWI - BUSINESS ADDRESS-
NAME- BUSINESS ADDRESS-
7. CERTIFICATION OF ANNUAL REPORT MUST BE COMPLETED BY ALL LIMITED LIABILITY COMPANIES.
FORM MUST BE S 48YAAGER/MEMB DATE
RAIFORD G. TRASK, JR. MANAGER/MEMBER
TYPE OR PRINT NAME TITLE
ANNUAL REPORT FEE: $200 MAIL TO: Secretary of State • Corporations Division 0 Post Office Box 29525 • Raleigh, NC 27626-0525
669231,
02-12-09

DIVISION OF WATER QUALITY
INFILTRATION SYSTEM INVESTIGATION
NKT #07063
Complete and email this form to [e-mail]. If there are more than 7 areas to be tested,
attach a second sheet.
Scheduled Site Visit Date: Time: d
b � � . �Yt�
Project Name: South Bridge Subdivision County: Onslow
Street Address: NC 172 — Sneads Ferry
Directions from the nearest intersection of two major roads: Take US 17 (Market
Street) towards Jacksonville for approximately 29 miles Turn right at NC 172
Go approximately 5.4 miles. The site is on the left, beside Yopp's Tire & Garage
>1 acre being disturbed? ®YES ONO CAMA Major required? AYES ®NO
Consultant Name: John S. Tunstall. P.E. Phone: [phone]
Consultant Firm Name: Norris. Kuske & Tunstall Consulting Engineers, Inc
Bore Number
1
2
3
4
5
6
7
a Existing Ground Elevation
b Proposed Bottom Elevation
c Difference a minus b
d Add 2 ft. Min. Bore Depth)
e Hardpan Depth?
f Infiltration Rate OK?
Approx. Elev. Of SHWT
h Max. lowest bottom elev.
Comments 1'0_ e h 4!
1414 /�8-- 61C se, 1 G 4,1 , Le
Required Attachments:
1. Legible vicinity map.
2. Complete Soils Report.
3. PDF formatted site plan with the boring locations to be tested. Site plans should
be emailed or hand -delivered only. Illegible faxed maps will not be accepted.
All proposed infiltration areas and existing, active utility lines located within the proposed
basin/trench must be marked and flagged. If these areas are not flagged, the Soils Scientist
reserves the right to decline to do the investigation. If the pAposed infiltration system will be
located in an area of existing pavement and there is no open area nearby, equipment capable of
breaking through the impervious layer must be provided. The soils investigation does rot take
the place of a soils report prepared by an appropriate professional. The Soils Scientist w1l only
verify the soil conditions that are reported in the Soils Report, and make a determination as to
the suitability of the site to meet the infiltration design requirements under NCAC 2H.1000, and
assumes no liability should the system fail.
S:1WQSISTORMWATERIFORMSIinfiltration site visit.for Revised 8.07

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