20050732 Ver 03_COMPLETE FILE_20060912

Since 1979
THE JOHN R. McADAMS COMPANY, INC.
V5 DS-0132
BRIAR CHAPEL
CHATHAMCOUNTY, NORTH CAROLINA
FINAL DESIGN CALCULATIONS
WATER QUALITYPOND #4
NEW-05043
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361.2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
August 2006
Jeremy V. Finch, PE
Stormwater Project Manager
Comprehensive Land Development Design Services
We help our clients succeed.
NEW-05043 BF?? CHAPEL THE JOHN R. McADAMS
M
W05043P04-V INC.
COMP
ANY,
F

.•
NC
CHATHAM COUNTY ENGINEERS/PLAN/SURVEYORS
?
_ 30 , I
RESEARCH TRIANARK, NC
.ATE WQ POND #4 - OUTLETVELOCPIY EXHIBIT P.O. BOX 14005 27709-4005
:
8-15-2006
[phone]
Worksheet
Worksheet for Circular Channel
Project Description
V orksheet
Flow Element
Nethod
Solve For
WQ Pond #4 Pipe Outlet (?? ?,py
Circular Channel
Manning's Formula
Channel Depth
Input Data
Nannings Coefficient 0.013
Slope 0.000100 ft/ft
Diameter 12 in
Discharge 0.24 cfs
Results
Depth 0.60 ft
Flow Area 0.5 ftz
Wetted Perimeter 1.77 ft
Top Width 0.98 ft
Critical Depth 0.20 ft
Percent Full 60.1 %
Critical Slope 0.005756 ft/ft
Velocity 0.49 ft/s VEtot.tT`?
Velocity Head 3.68e-3 ft
Specific Energy 0.60 ft
Froude Number 0.12
Maximum Discharge 0.38 cfs
Discharge Full 0.36 cfs
Slope Full 0.000045 ft/ft
Flow Type Subcritical

Project Engineer: Jeremy Finch
x:\...\design files\levelspreader velocity.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
8/15/2006 2:27:46 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] [phone] Fax
PAGE OF
J R McA JOB NO. Nft4k- 0:Z43 DATE 8 LS ?L BY SF CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT W61 POND (-EVEI- 509WE9 0-71,6T VEu-C.rTV cA4LCut AT1WS
(?,1 Q ?ON D ? y
it (evooFF oam Pf+vC FU"ZO L = 0.401 cf
pET?iemuve VEPTR OF FWL---j 0,66- LFuEf.. 5eeC-A0F C

O•`i°I . (3.o)&t575) R"17-
H-= 0.0,-rd r- 1+ea V'e"r = 3/3' ff = z/30.0H81\ = 0.032/
-0 Dmiemove up'a- °r`r OF FLO -- OvEre t'FVF'C 5pP-Efg-JoEe- w6te .
as VA
O. 'M = V(0-0321)(t-5-15)
V = D. `h ?/s
BRIAR CHAPEL WATER QUALITY POND #4 J. FINCH, PE
NEW-05043 8/15/2006
VEGETATED FILTER STRIP WIDTH CALCULATION
. Calculation of Precipitation that Generates V of runoff
The precipitation that generates 1" of runoff on the watershed is calculated using the SCS curve
number method. No infiltration calculation will be provided for these areas. 'From SCS Soils
Survey map, predominant hydrologic soil type = B. Using basic SCS runoff methodology, with no
adjustments made to initial abstractions (0.2*S and 0.8*S).
Composite Curve Number Calculation ==>
Impervious Area = 10.57 acres
@CN= 98
Other areas draining to pond = 13.72 acres
@CN= 64
Composite Curve Number = 79
Calculation of Precipitation that Generates V' of runoff ==>
S (Ultimate Soil Storage Capacity) = 2.691 inches (calculated)
Q* (Runoff Depth) = 1.00 inches
Therefore, total precipitation that generates, 1" of runoff = 2.90 inches
Calculation of Vegetated Filter Strip Width
The precipitation that generates 1" of runoff on the watershed is input into PondPack and fitted
to an SCS Type II storm. The peak flowrate resulting from the rainfall that produces 1" of runoff
from the watershed is computed using PondPack.
Precipitation (Input as SCS Type II) = 2.90 inches
1" Runoff Storm Peak Inflow into WQ Pond #1 = 45.00 cfs
1" Runoff Storm Peak Outflow leaving WQ Pond #1 = 0.33 cfs
The ratio of the pond outflow to the pond inflow is then computed. This ratio can then be multiplied
by the total watershed area to determine what equivalent area would generate the peak flowrate
that results from a rainfall event that produces 1" of runoff.
Ratio of Pond Outflow/Pond Inflow = 0.007
Equivalent area that generates 1" runoff = 0.18 acres
According to the NCDENR "Stormwater Best Management Practices" manual (April 1999 edition),
the width of the filter strip perpendicular to flow must be 100 feet for each acre of drainage area.
Therefore, to obtain the required width of the vegetated filter strip, simply multiply the calculated
equivalent area above times 100'.
Minimum Required Vegetated Filter Strip Width = 18 feet
•
General Description
BRIAR CHAPEL - PHASE IV
Final Design - Water Quality Pond #4
Located off from US Highway 15-501, north of Andrews Store Road and south of Mann's
Chapel Road in Chatham County, NC is the proposed development known as Briar Chapel.
Phase IV of the proposed development is approximately 140-acres and will consist of mostly
single-family lots, along with the associated utility, parking, and roadway infrastructure. This
report contains the final design calculations for water quality pond #4, which is located within
Phase IV of Briar Chapel.
The proposed development is located within the Cape Fear River Basin, and drains to streams
(Pokeberry Creek & Wilkinson Creek) classified as Water Supply IV (WS-IV), and Nutrient
Sensitive Waters (NSW). As a result of the proposed development exceeding the maximum
allowable limit for stream impacts, an individual permit issued by The United States Army Corps
of Engineers (USACE) is required (Clean Water Act Section 404 permit). Also, a Clean Water
Act Section 401 Water Quality Certification from NCDWQ will be attached to the individual
permit. Under the 401 Water Quality Certification from NCDWQ, the proposed site will be
required to comply with the stormwater management requirements set forth in the Water Quality
Certification #3402 (WQC #3402). WQC #3402 has the following water quality requirements:
1. Site specific stormwater management shall be designed to remove 85% total
suspended solids (TSS) according to the latest version of DWQ's Stormwater Best
Management Practices Manual at a minium.
• 2. In watersheds within one mile and draining to 303(d) listed waters, as well as
watersheds that are classified as nutrient sensitive waters (NSYT9, water supply
waters (WS), trout waters (Tr), high quality waters (HWQ), and outstanding resource
waters (ORI9, the Division shall require that extended detention wetlands,
bioretention areas, and ponds followed by forested filter strips (designed according to
the latest version of the NCDENR Stormwater Management Practices Manual) be
constructed as part of the stormwater management plan when a. site-specific
stormwater management plan is required.
In addition to the above stormwater quality requirements, the following stormwater quality and
quantity items are required per Section 8.3 ("Stormwater Controls") of the Chatham County
Compact Communities Ordinance:
1. Control and treat the first inch of runoff from the project site and from any offsite
drainage routed to an on-site control structure. Ensure that the draw down time for
this treatment volume is a minimum of forty eight (48) hours and a maximum of one
hundred and twenty (120) hours.
2. Maintain the discharge rate for the treatment volume at or below the pre-
development discharge rate for the 1 -year, 24-hour storm.

To address these stormwater requirements, a water quality pond with a preformed scour
hole/level spreader outlet that will provide sheet flow of the 1" runoff volume into the stream
buffer is proposed for construction as part of the development of phase IV of Briar Chapel. This
report contains the design calculations for water quality pond #4 only. This water quality pond
will be designed so that both the water quality and water quantity requirements described above
are satisfactorily met.
Calculation Methodolo
? Rainfall data for the Chatham County, NC region is derived from USWB Technical Paper
No. 40 and NOAA Hydro-35. This data was used to generate a depth-duration-frequency
(DDF) table describing rainfall depth versus time for varying return periods. These
rainfall depths were then input into the meteorological model within HEC-HMS and
PondPack for peak flow rate calculations. Please reference the rainfall data section within
this report for additional information.
? Using maps contained within the Chatham County Soil Survey, the on-site soils were
determined to be predominantly from hydrologic soil group (HSG) `B' and HSG `C'
soils. Since the method chosen to compute the post-development peak flow rates and
runoff volumes is dependent upon the soil type, all hydrologic calculations are based
upon the assumption of HSG `B' and HSG `C' soils.
? A composite SCS Curve Number was calculated for the post-development condition
using SCS curve numbers and land cover conditions. Land cover conditions for the post-
development condition were taken from the proposed development plan.
? The post-development time of concentration to the water quality pond was assumed to be
• 5 minutes in the post-development condition.
? All on-site topo was taken from a topographic survey performed by The John R.
McAdams Company, Inc. The drainage map for the post-development condition has been
included in this report.
? HEC-HMS Version 2.2.2, by the U.S. Army Corps of Engineers, was used to generate
post-development peak flow rates for water quality pond #4. Routing calculations for the
pond were also performed within HEC-HMS.
? Pondpack Version 8.0, by Haestad Methods, was used to generate the stage-discharge
rating curves for the proposed water quality pond. These rating curves were input into
HEC-HMS for routing calculations.
? The stage-storage rating curve and stage-storage function for the proposed water quality
pond were both generated externally in a spreadsheet and then input into HEC-HMS.
? A velocity dissipater is provided at the end of the principal spillway outlet for the water
quality pond to prevent erosion and scour in the downstream areas. The dissipater is
constructed using riprap, underlain with a woven geotextile filter fabric. The filter fabric
is used to minimize the loss of soil particles beneath the riprap apron. The dissipater is
sized for the 10-year storm event using the NYDOT method. It is a permanent feature of
the outlet.
0
? Water quality sizing calculations were performed in accordance with the N.C. Stormwater
• Best Management Practices manual (NCDENR April 1999). The normal pool surface
area for the water quality pond was sized by calculating the average depth and then
selecting the appropriate SA/DA ratio from the water quality pond section of the
NCDENR manual. A temporary storage pool for the 1" runoff volume is provided in the
pond, to be drawn down in 2 to 5 days using an inverted siphon.
? For 100-year storm routing calculations, a "worst case condition" was modeled in order to
insure the proposed pond would safely pass the 100-year storm event. The assumptions
used in this scenario are as follows:
The starting water surface elevation in the pond, just prior to the 100-year storm
event, is at the top of the principal spillway structure. This scenario could occur as
a result of a clogged siphon or a rainfall event that lingers for several days. This
could also occur as a result of several rainfall events in a series, before the
inverted siphon has an opportunity to draw down the storage pool between NWSE
and the riser crest elevation.
2. An attempt was made to achieve a minimum of approximately 0.5-ft of freeboard
between the peak elevation during the "worst case" scenario and the top of the
dam for the pond.
? The downstream tailwater elevation for the pond was assumed to be a free outfall
condition during the 1-year storm event (a conservative assumption).
? The 100-year tailwater elevation for the pond was assumed to be free outfall because the
100-year floodplain elevation downstream of the pond is below the invert out elevation.
• Discussion of Results
As previously stated, this report contains the final design calulations for the proposed water
quality pond #4 located within phase IV of the Briar Chapel development. Ultimately, there will
be a total of six (6) water quality ponds for phase IV of Briar Chapel. The final design for the
remaining water quality ponds is under separate cover. These ponds will function as "dual-
purposed facilities" by providing both water quality and water quantity (for the 1-year storm
only). Please refer to the Summary of Results tables for additional information.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in the Water Quality Certification #3402 (WQC #3402) and Section 8.3 ("Stormwater Controls")
of the Chatham County Compact Communities Ordinance will be met with the proposed water quality
pond. However, modifications to the proposed development may require that this analysis be
revised. Some modifications that would require this analysis to be revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post-development watershed breaks change significantly from those used to prepare
this report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
apparent as development of the proposed site moves forward.
•
BRIAR CHAPEL SUMMARY OF RESULTS J. FINCH, PE
NEW-05043 Water Quality Pond #4 8/15/2006
is
Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft]
1-Year 47.9 0.6 421.21
10-Year 114.1 41.7 421.94
100-Year (Siphon Clogged) 181.1 120.6 422.89
Design Drainage Area = 24.29 acres
Design Impervious Area = 10.57 acres

To of Dam = 424.00 ft
Required Surface Area / Drainage Area Ratio = 1.49
Surface Area at NWSE = 36163 sf
Required Surface Area at NWSE= 15742 sf
Siphon Diameter = 3 inches
Total Number of Siphons = 1

Riser Length = 6 ft
Riser Width = 6 ft
Riser Crest = 421.25 It

Barrel Diameter= 42 inches
# of Barrels = 1
Invert In = 414.30 feet
Invert Out = 414.00 feet
Length = 54 feet
Slo e = 0.0056 ft/ft
•
...•

•
•
1 RAINFALL DATA
2 SOILS DATA
3 US GEOLOGICAL SURVEY MAP
4 FEMA FLOODPLAIN MAP
POST-DEVELOPMENT HYDROLOGIC
5 CALCULATIONS
WATER QUALITY POND #4 FINAL
6 DESIGN CALCULATIONS
i

RAINFALL DATA
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SOILS DA TA
•
•
BRIAR CHAPEL
NEW-05043
BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05043 INFORMATION 8/8/2006
WQ POND #4
__> Watershed soils - To WQ Pond #4
SymUol _ _Name _ Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
57B Vance Sandy Loam C
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
????% HSG B - ?? 98%
`%o HSG C = 2%
==> Conclusion
Watershed soils are.from 'HSG B' and 'HSG C'soils. The relative percentage Qf each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
•
Cover Condition f SCS CN - HSG B SCS CN?- HSG C
Impervious ,_, ,?,..,. ...?,.?..n. ,9?8 98?..?..?
Open. _ 61 74
Woodcd 55 70
Cover Condition Composite SCS CN
Impervious,
Wooded 55
0
BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05043 INFORMATION 8/8/2006
WQ POND #4
0, > Watershed soils - To WQ Pond #4
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
57B Vance Sandy Loam C
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
% HSG B = 98%
HSG C = 2%
_> Conclusion
Watershed soils are from 'HSG B' and 'HSG C'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
Cover Condition SCS CN - HSG B SCS CN - HSG C
Impervious 98 98
Open 61 74
• Wooded 55 70

Cover Condition Composite SCS CN
Impervious 98
Open 61
Wooded 55
0
0
US GEOLOGICAL S'URVEYMAP

BRIAR CHAPEL
NEW-05043

FEMA FLOODPLAIN MAP

•
BRIAR CHAPEL
NEW-05043
r?
POST DEVELOPMENT HYDROLOGIC
CALCULATIONS
•

BRIAR CHAPEL
NEW-05043
•

BRIAR CHAPEL
NEW-05043
1. SCS CURVE NUMBERS
HYDROLOGIC CALCULATIONS
Post-Development-To WQ Pond #4
Cover Condition SCS CN Comments
Impervious 98
Open 61 Assume good
Wooded 55 Assume ood
Water 100
11, POST-DEVELOPMENT
_> To WQ Pond #4
A. Watershed Breakdown
Total Number of 50' Residential Lots = 28 lots
Assumed Impervious Area Per 50' Residential Lot = 2200 square feet
Total Impervious Area from 50' Residential Lots = 1.41 acres
Total Number of 60' Residential Lots = 41.5 lots
Assumed Impervious Area Per 60' Residential Lot = 2600 square feet
Total Impervious Area from 60' Residential Lots = 2.48 acres
Total Number of 70' Residential Lots = 17 lots
Assumed Impervious Area Per 70' Residential Lot = 3200 square feet
Total Impervious Area from 70' Residential Lots = 1.25 acres
Total Roadway/Alleyway Impervious Area = 4.33 acres
Total Sidewalk Impervious Area = 1.10 acres
J. FINCH, PE
7/28/2006
Contributing Area SCS CN Area jacresl Comments
On-site open 61 12.84 Assume good condition
On-site impervious 98 10.57 -
On-site wooded 55 0.00 Assume goodcondition _
On-site water 100 0.88
Off-site open 61 0.00 Assume good condition
Off-site impervious 98 0.00 -
Off-site wooded 55 0.00 Assume good condition
Off-site water 100 0.00
Total area = 24.29 acres
0.0380 sq.mi.
Composite SCS CN = 79
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes = 0.29*SCS La
0

•
HEC-HMS
Project: NEW-05043
Basin Model: SWMF
To WQ Pond #4
fil
WQ Pond #4
0
HMS * Summary of Results
Project : NSW-05043 Run Name : 1-Year Post
Start of Run : 25Ju106 0100 Basin Model : SWMF Design
End of Run : 26Ju106 0100 Met. Model : 1-Year Storm
Execution Time : 28Ju106 1007 Control Specs : 1-Minute dT
Hydrologic Discharge Time of Volume Drainage
Element Peak Peak (ac Area
(cfs) ft) (sq mi)
To WO Pond #4 47.944 25 Jul 06 1257 2.4053
WQ Pond #4 0.63648 25 Jul 06 2327 0.40000
•
0.038
0.038
0
•
WATER QUALITY POND #4 FINAL DESIGN
CALCULATIONS
0
•
BRIAR CHAPEL
NEW-05043
BRIAR CHAPEL
NEW-05043
Stage-Storage Function
Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05043
Date: 7/25/2006
J. FINCH, PE
7/28/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

419.0 0.0 36163
420.0 1.0 38543 37353 37353 37353 1.00
422.0 3.0 43604 41074 82147 119500 2.96
424.0 5.0 48782 46193 92386 211886 5.04

Storage vs. Stage
250000
200000 1 0752
y = 37188x
i 150000 R2 = 0.9998
--
m
100000--
U)
50000--
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 37188
b = 1.0752

BRIAR CHAPEL
NEW-05043
• __> Stage -
Ks =
b=
Zo = Storage Fu
37188
1.0752
419 nction
Elevation Sto rage
[feet] [cQ [acre-fe
419 0 0.000
419.2 6590 0.151
419.4 13885 0.319
419.6 21472 0.493
419.8 29255 0.672
420 37188 0.854
4_20.2
420.4 45242
53397 1.039
1.226
420.6 61641 1.415
420.8 69964 1.606
_ 421
421.2 78356
86811 1.7_99
1.993
421.4 95325 2.188
421.6 103892 2.385
421.8
_ 112509 2.583
422 121172 2.782
422.2 129879 2.982
422.4 138627 3.182
422.6
i 147414 3.384
422.8 156238 3.587
423 165096 3.790
• 423.2 173988 3.994
423.4 1
423.6 182912
191867 4.199
4.405
423.8 ; 200851 4.611
424 209863 4.818
J. FINCH, PE
7/28/2006
•
•
Type.... Outlet Input Data Page 1.01
Name.... WQ Pond #4
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 419.00 ft
Increment = .20 ft
Max. Elev.= 424.00 ft
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Orifice-Circular OR ---> TW 419.000 424.000
Inlet Box RI ---> BA 421.250 424.000
Culvert-Circular BA ---> TW 414.300 424.000
TW SETUP, DS Channel
•
L'
SIN: 6217012070C3
PondPack Ver. 8.0058
The John R. MCAdams Company
Time: 10:04 AM Date: 7/28/2006
Type.... Outlet Input Data
Name.... WQ Pond #4
Page 1.02
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, El
Project Title: Briar Chapel - WQ Pond #4
. Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 419.00 ft
Diameter = .2500 ft
orifice Coeff. _ .600
Structure ID = RI
Structure Type
----------------- = Inlet Box
-------------
------
# of Openings = 1
Invert Elev. = 421.25 ft
Orifice Area = 36.0000 sq.ft
orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
•
is
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:04 AM Date: 7/28/2006
•
Type.... Outlet Input Data
Name.... WQ Pond #4
Page 1.03
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type
----------------- = Culvert-Circular
------
-

No. Barrels ----
--
= 1 ------
Barrel Diameter = 3.5000 ft
Upstream Invert = 414.30 ft
Dnstream Invert 414.00 ft
Horiz. Length 54.00 ft
Barrel Length = 54.00 ft
Barrel Slope = .00556 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .005885
Kr .5000
HW Convergence = .001
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
•

Use unsubmerged inlet control Form 1 equ, below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 418.35 ft ---> Flow = 63.00 cfs
At T2 Elev = 418.86 ft ---> Flow = 72.00 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:04 AM
Date: 7/28/2006
Type.... Outlet Input Data
Name.... WQ Pond #4
Page 1.04
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
• Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:04 AM Date: 7/28/2006
•
•
•
Type.... Composite Rating Curve
Name.... WQ Pond #4
Page 1.10
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ------ -- Converge ----------- --------------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
--------
419.00 -------
.00 ------
Free -- ----- -
Outfall -------------------------
(no Q: OR,RI,BA)
419.20 .06 Free Outfall OR (no Q: RIBA)
419.40 .12 Free Outfall OR (no Q: RI,BA)
419.60 .16 Free Outfall OR (no Q: RI,BA)
419.80 .19 Free Outfall OR (no Q: RI,BA)
420.00 .22 Free Outfall OR (no Q: RIBA)
420.20 .24 Free Outfall OR (no Q: RIBA)
420.40 .27 Free Outfall OR (no Q: RIBA)
420.60 .29 Free Outfall OR (no Q: RIBA)
420.80 .31 Free Outfall OR (no Q: RI,BA)
421.00 .32 Free Outfall OR (no Q: RIBA)
421.20 .34 Free Outfall OR (no Q: RI,BA)
421.25 .34 Free Outfall OR (no Q: RIBA)
421.40 4.54 Free Outfall OR,RI,BA
421.60 15.28 Free Outfall OR,RI,BA
421.80 29.75 Free Outfall OR,RI,BA
422.00 47.17 Free Outfall OR,RI,BA
422.20 67.08 Free Outfall OR,RI,BA
422.40 89.22 Free Outfall OR,RI,BA
422.60 118.22 Free Outfall OR,RI,BA
422.80 120.19 Free Outfall OR,RI,BA
423.00 122.13 Free Outfall OR,RI,BA
423.20 124.05 Free Outfall OR,RI,BA
423.40 125.92 Free Outfall OR,RI,BA
423.60 127.77 Free Outfall OR,RI,BA
423.80 129.59 Free Outfall OR,RI,BA
424.00 131.40 Free Outfall OR,RI,BA
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:04 AM Date: 7/28/2006
HMS * Summary of Results for WQ Pond #4
Project : NSW-05043
• Start of Run : 25Jul06 0100
End of Run : 26Ju106 0100
Execution Time : 28Jul06 1007
Computed Results
Run Name : 1-Year Post
Basin Model SWMF Design
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Peak Inflow : 47.944 (cfs) Date/Time of Peak Inflow : 25 Jul 06 1257
Peak Outflow : 0.63648 (cfs) Date/Time of Peak Outflow : 25 Jul 06 2327
Total Inflow : 1.19 (in) Peak Storage 2.0068(ac-ft)
Total Outflow : 0.20 (in) Peak Elevation 421.21(ft)
•
0
HMS * Summary of Results for WQ Pond #4
Project : NEW-05043
. Start of Run : 25Jul06 0100
End of Run : 26Jul06 0100
Execution Time : 28Ju106 1007
Computed Results
Run Name : 10-Year Post
Basin Model SWMF Design
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Peak Inflow : 114.08 (cfs) Date/Time of Peak Inflow : 25 Jul 06 1304
Peak Outflow : 41.698 (cfs) Date/Time of Peak Outflow : 25 Jul 06 1316
Total Inflow : 3.13 (in) Peak Storage 2.7195(ac-ft)
Total Outflow : 2.13 (in) Peak Elevation 421.94(ft)

0
BRIAR CHAPEL 100-YR-SSFXN J. FINCH, PE
NEW-05043 7/28/2006
• => Stage -
Ks=
b =
Zo= Storage Fu
37188
1.0752
419
.
. nction
Elevation .
..
. Sto rage
[feet] f cf] [acre-fe
419 0 0.000
419.2 6590 0.151
_ 419.4
419.6 13885
21472 0.319
0.493
419.8 29255 0.672
420 37188 0.854
420.2 45242 1.039
420.4 53397 1.226
420.6 61641 1.415
420.8 69964 1.606
421 78356 1.799
421.25 88934 2.042
421.45 97462 2.237
421.65
421.85 106042
_ 114671 2.434
2.632
422.05 123345 2.832
422.25 132063 3.032
422.45
422.65 140821
149617 3.233
3.435
422.85 158449 3.637
423.05 167316 3.841
• _
423.25 176217 4.045
423.45 185148 4.250
423.65 194110 4.456
423.85 203101 4.663
424 209863 4.818
421.25 0 0.0000
421.45 8527 0.1958
421.65
421.85 17107
25736 _ _0_.39_27
0.5908
422.05 34411 0.7900
422.25 43128 0.9901
422.45 51886
_ 1.1911

422.65 _
60682 R
1.3931
422.85 69515 1.5958
423.05 78382 1.7994
423.25
_ 87282 2.0037
423.45 96214 2.2088
423.65 105176 2.4145
423.85 114167 2.6209
424 120928 2.7761
? 61
•
•
I•
Type.... Composite Rating Curve Page 1.07
Name.... WQPond #4(100Yr)
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
--------- ------- ----- --- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
--------
421.25 -------
.00 -----
Free --- -----
Outfall --------------------------
(no Q: RIBA)
421.45 6.44 Free Outfall RIBA
421.65 18.21 Free Outfall RIBA
421.85 33.46 Free Outfall RIBA
422.05 51.52 Free Outfall RIBA
422.25 72.00 Free Outfall RIBA
422.45 94.65 Free Outfall RIBA
422.65 118.28 Free Outfall RIBA
422.85 120.23 Free Outfall RIBA
423.05 122.14 Free Outfall RIBA
423.25 124.03 Free Outfall RIBA
423.45 125.90 Free Outfall RIBA
423.65 127.72 Free Outfall RIBA
423.85 129.53 Free Outfall RI,BA
424.00 130.88 Free Outfall RIBA
5rka
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:17 AM Date: 7/28/2006
HMS * Summary of Results for WQ Pond #4
0
Project : NEW-05043
Start of Run : 25Jul06 0100
End of Run : 26Ju106 0100
Execution Time : 28Ju106 1018
Run Name : 100-Yr Post
Basin Model SWMP Design (100Yr)
Met. Model 100-Year Storm
Control Specs 1-Minute dT
Computed Results
Peak Inflow 181.06 (cfs)
Peak Outflow 120.59 (cfs)
Total Inflow 5.50 (in)
Total Outflow 5.48 (in)
Date/Time of Peak Inflow 25 Jul 06 1304
Date/Time of Peak Outflow 25 Jul 06 1310
Peak Storage : 1.6344(ac-ft)
Peak Elevation : 422.89(ft)
J
BRIAR CHAPEL Below NWSE J. FINCH, PE
NEW-05043 8/15/2006
Stage-Storage Function
• Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05043
Date: 7/25/2006
•
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
413.0 0.0 i 19559
414.0 1 1.0 1 21120 20340 20340 20340 1.02
416 0 3.0 24394 22757 45514 65854 2.92
417.0 ; 4.0 26107 25251 25251 91104 3.90
419.0 i 6.0 I 36163 31135 62270 153374 ? 6.22
Storage vs. Stage
180000
160000

140000
1 1151
y = 19966x
U 120000 RZ = 0.9983
d 100000

80000
2
N 60000
40000
20000
0

0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0
Stage (feet)
Ks = 19966
b = 1.1151
BRIAR CHAPEL Forebay J. FINCH, PE
NEW-05043 8/15/2006
Stage-Storage Function
• Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05043
Date: 7/25/2006

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

413.0 0.0 6896
414.0 1.0 _
-7524 7210 7210 7210 1.00
416.0 ;
417.0 3.0
4.0 8854
9557 8189
9206 16378
9206 i 23588
32794 2.98
4.03
C,
Storage vs. Stage
35000
30000 y = 7196.4x10"'
25000 R2 = 0.9999
LL
20000 -
d
c 15000
N
10000
5000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 7196.4
b = 1.0888
0
BRIAR CHAPEL Volume Check J. FINCH, PE
NEW-05043 8/15/2006
BRIAR CHAPEL - WO POND #4 DESIGN
• Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume = 153374 cf
B. Forebay Volume
Forebay Volume = 32794 cf
Forebay = 21%
Impervious Area = 1(; 1 acres
Drainage Area = 2.1 ?'. acres
% Impervious = 43.5%
Total Below NP Volume 153374 cf
Surface Area 36163 sf
Average Depth = 4.24 ft
From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
• 4.0 4.24 5.0
Lower Boundary => 40.0 1.43 1.25
Site % impervious => 43.5 1.54 L49 1.34
Upper Boundary => 50.0 1.73 1.50
Area Required = 15742 sf
Area Provided = 36163 sf YES

BRIAR CHAPEL
NEW-05043
1" RUNOFF VOLUME CALCULATION SHEET
•
Project Name: Briar Chapel - Phase IV
Checked by: J. Finch, PE
Job Number: NEW-05043
Date: 7/25/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
419.0 0.0 36163
420.0 1.0 38543 37353 37353 37353 1.00
422.0 3.0 43604 41074 82147 119500 2.96
424.0 5.0 48782 46193 92386 211886 5.04
•
Storage vs. Stage
250000
200000 " 0752
Y = 37188x
LLi 150000 R2 = 0.9998
m
rn
0 100000
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 37188
b = 1.0752
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the I " storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 24.29 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 88173 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
J. FINCH, PE
7/28/2006
0
BRIAR CHAPEL
NEW-05043
J. FINCH, PE
7/28/2006
Calculation of depth required for runoff storage pool (above normal pool)
• Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 88173 CF
Stage (above invert) associated with this storage = 2.23 feet
Therefore, depth required above normal pool for storm storage = 2.23 feet
26.78 inches
Set crest of principal spillway at stage = 2.25 feet
and EL = 421.25 feet
At principal spillway crest, storm pool storage provided = 88934 CF
0

•
Drawdown Time = 4.22 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 1.063 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 ft2
Q = 0.2436 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.23 days
BRIAR CHAPEL
NEW-05043
WATER QUALITY POND #4
Inverted Sip hon Design Sheet

D siphon = 3 inches
No. siphons = 1
Ks = 37188
b = 1.0752
Cd siphon = 0.60
Normal Pool Elevation = 419.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 419.00 feet
WSEL @ V Runoff Volume = 421.25 feet
WSEL
(feet) Vol. Stored
(cf) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
W) Incr. Time
(sec)
421.25 88934 0.344
421.05 80524 0.328 0.336 8410 25048
420.85 72175 0.310 0.319 8349 26184
420.65 63893 0.292 0.301 8282 27514
420.46 55686 0.272 0.282 8207 29102
420.26 47563 0.251 0.262 8123 31046
420.06 39536 0.228 0.240 8027 33509
419.86 31622 0.202 0.215 7914 36781
419.66 23845 0.173 0.188 7777 41458
419.46 16245 0.137 0.155 7600 49033
419.26 8893.4 0.088 0.113 7352 65275
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 4.22 days.
J. FINCH, PE
7/28/2006
0
E
•
BRIAR CHAPEL WATER QUALITY POND #4 -12" DIP
NEW-05043
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
J. FINCH, PE
7/28/2006
Anti-Seep Collar Design ==>
WQP h
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
4 - 12" DIP 39.0 1.50 1.95 21 2.00 13 YES
Note. If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
11
BRIAR CHAPEL
NEW-05043
• Input Data =_>
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) _
Trash Rack water displacement =
Concrete Present in Riser Structure =_>
J. FINCH, PE
7/28/2006
6.00 feet
6.00 feet
6.00 inches
8.00 inches
7.00 feet
7.00 feet
6.95 feet
142.0 PCF Note: NC rroduas Iis,6 unit w.. of
52.50 inches m::nb:;1c an:etLtz a; 242 P.-F.
8.0 inches
79.39 CF
Total amount of concrete:
Base of Riser = 32.667 CF
Riser Walls = 90.350 CF
Adjust for openings:
Opening for barrel = 7.517 CF
Opening for drain pipe = 0.175 CF
• Total Concrete present, adjusted for openings = 115.326 CF
Weight of concrete present = 16376 lbs
Amount of water displaced by Riser Structure =_>
Displacement by concrete = 115.326 CF
Displacement by open air in riser = 250.200 CF
Displacement by trash rack = 79.390 CF
Total water displaced by riser/barrel structure = 444.916 CF
Weight of water displaced = 27763 lbs
Calculate amount of concrete to be added to riser =_>
Safety factor to use = 1.15 :..s w lugherl!
Must add = 15551 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 224.668 CF of concrete
Standard based described above = 32.667 CF of concrete
• Therefore, base design must have = 257.334 CF of concrete
1 OF 2
BRIAR CHAPEL
NEW-05043
• Calculate size of base for riser assembly =>
Length = 10.000 feet
Width = 1.0.000 feet
Thickness = 31.0 inches
Concrete Present = 258.333 CF OK
Check validity of base as designed =>
Total Water Displaced = 670.582 CF
Total Concrete Present = 340.992 CF
Total Water Displaced = 41844 lbs
Total Concrete Present = 48421 lbs
Actual safetyfactor = 1.16 OK
Results of design =_>
17?
Base length = 10.00 feet
Base width = 10.00 feet
Base Thickness = 31.00 inches
CY of concrete total in base = 9.57 CY
Concrete unit weight in added base >= 142 PCF
•
J. FINCH, PE
7/28/2006
2OF2
BRIAR CHAPEL
NEW-05043
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 42 Flow depth (ft) = 1.87
slope S in %: 0.56 Outlet velocity (fps) = 8.034
pipe diameter D in in.: 42
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.5
Outlet velocity (fps) 8.03
Apron length (ft) 21.00
J. FINCH, PE
7/28/06
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
3 A 9
>> 6 B 22«
13 B or 1 22
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3.5'+ 21'
= 24.5 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
211L x 251W x 22" THK
•
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
%V/ 3 oS-o?32
BRIAR CHAPEL
CHATHAM COUNTY, NORTH CAROLINA
FINAL DESIGN CALCULATIONS
WATER QUALITYPOND #4
NEW-05043
August 2006
Research Triangle Park, NC
Post Office Box 14005
Research Triangle Park,
North Carolina 27709
2905 Meridian Parkway
Durham, North Carolina 27713
800-733-5646
919-361-5000
919-361-2269 Fax
Charlotte, NC
5311 Seventy-Seven Center Drive,
Suite 66
Charlotte, North Carolina 28217
800-733-5646
704-527-0800
704-527-2003 Fax
www.johnrmcadams.com
Jeremy V. Finch, PE
Stormwater Project Manager
Comprehensive Land Development Design Services
We help our clients succeed.
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® PROJECT NO. NEW-05043 ? CHAPEL ©THE JOHN R. McADAMS
? 11LENAIIE: NEW05043PD4-V COMPANY, INC.

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CHATHAM COUNTY
NC ENGINEERS/PLANNERS/SURVEYORS
9
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wg POND #4 - OiT= VEWCnY EXHIBIT RESEARCH TRIANGLE PARK. NC
P.O. BOX 14005 ZIP. 27709-4005
DATE:
08-15-2006 [phone]

Worksheet
Worksheet for Circular Channel
Project Description
Worksheet WQ Pond #4 Pipe Outlet (n?O (,p #y
Flow Element Circular Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.013
Slope 0.000100 ft/ft
Diameter 12 in
Discharge 0.24 cfs ?"- ?I) ?vntc?FF 5W-M e6ik
Results
Depth 0.60 ft
Flow Area 0.5 ft2
Wetted Perimeter 1.77 ft
Top Width 0.98 ft
Critical Depth 0.20 ft
Percent Full 60.1 %
Critical Slope 0.005756 ft/ft
Velocity 0.49 ft/s
Velocity Head 3.68e-3 ft
Specific Energy 0.60 ft
Froude Number 0.12
Maximum Discharge 0.38 cfs
Discharge Full 0.36 cfs
Slope Full 0.000045 ft/ft
Flow Type Subcritical
e---V Etoc-tT?
Project Engineer: Jeremy Finch
x:\...\design files\Ievelspreader velocity.fm2 The John R. McAdams Company, Inc. FlowMaster v6.0 [614b]
8/15/2006 2:27:46 PM © Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA [phone] Page 1
0
9
THE JOHN R. McADAMS COMPANY, INC.
P.O. Box 14005
Research Triangle Park, North Carolina 27709
[phone] [phone] Fax
PAGE OF
J R McA JOB NO. Nfw 0,5643 DATE 8 /t,5/0(.. BY Uf CHECKED BY
(Date)
CLIENT PROJECT
SUBJECT CA61 PON C> LEVE[- 5AQWEoe 0-71.6T V6WCITY CA&cux,A-ntAjS
?t?J 6Z po" b y
jeufjoFF Sln ?_ plc Fco F 0.47 cfj
pG-asemwe r)erP4 of FwL o,cR_ Vie. 5e(eeA0Eic cc-i,e
CC,,, Ll-f 3/y
0. ©`t$ Z1 (.? 216 0.0.181) = 0-032-/
OFTFA)i(eve VFtor-a r OF FLOW OvEv2 c,svFi- 5peeeaEee wftr.'
QS VA
0-119 V (0-032)(t-5-15)
0
- BRIAR CHAPEL WATER QUALITY POND #4 J. FINCH, PE
NEW-05043 8/15/2006
VEGETATED FILTER STRIP WIDTH CALCULATION
Calculation of Precipitation that Generates V of runoff
The precipitation that generates 1" of runoff on the watershed is calculated using the SCS curve
number method. No infiltration calculation will be provided for these areas. 'From SCS Soils
Survey map, predominant hydrologic soil type = B. Using basic SCS runoff methodology, with no
adjustments made to initial abstractions (0.2*S and 0.8*S).
Composite Curve Number Calculation ==>
Impervious Area = 10.57 acres
@CN= 98
Other areas draining to pond = 13.72 acres
@CN= 64
Composite Curve Number = 79
Calculation of Precipitation that Generates V of runoff ==>
S (Ultimate Soil Storage Capacity) = 2.691 inches (calculated)
Q* (Runoff Depth) = 1.00 inches
Therefore, total precipitation that generates 1" of runoff = 2.90 inches
Calculation of Vegetated Filter Strip Width
The precipitation that generates 1" of runoff on the watershed is input into PondPack and fitted
to an SCS Type II storm. The peak flowrate resulting from the rainfall that produces 1" of runoff
from the watershed is computed using PondPack.
Precipitation (Input as SCS Type II) = 2.90 inches
1" Runoff Storm Peak Inflow into WQ Pond #1 = 45.00 cfs
1" Runoff Storm Peak Outflow leaving WQ Pond #1 = 0.33 cfs
The ratio of the pond outflow to the pond inflow is then computed. This ratio can then be multiplied
by the total watershed area to determine what equivalent area would generate the peak flowrate
that results from a rainfall event that produces 1" of runoff.
Ratio of Pond Outflow/Pond Inflow = 0.007
Equivalent area that generates 1" runoff = 0.18 acres
According to the NCDENR "Stormwater Best Management Practices" manual (April 1999 edition),
the width of the filter strip perpendicular to flow must be 100 feet for each acre of drainage area.
Therefore, to obtain the required width of the vegetated filter strip, simply multiply the calculated
equivalent area above times 100'.
Minimum Required Vegetated Filter Strip Width = 18 feet
,•
BRIAR CHAPEL - PHASE IV
Final Design - Water Quality Pond #4
General Description
Located off from US Highway 15-501, north of Andrews Store Road and south of Mann's
Chapel Road in Chatham County, NC is the proposed development known as Briar Chapel.
Phase IV of the proposed development is approximately 140-acres and will consist of mostly
single-family lots, along with the associated utility, parking, and roadway infrastructure. This
report contains the final design calculations for water quality pond #4, which is located within
Phase IV of Briar Chapel.
The proposed development is located within the Cape Fear River Basin, and drains to streams
(Pokeberry Creek & Wilkinson Creek) classified as Water Supply IV (WS-IV), and Nutrient
Sensitive Waters (NSW). As a result of the proposed development exceeding the maximum
allowable limit for stream impacts, an individual permit issued by The United States Army Corps
of Engineers (USACE) is required (Clean Water Act Section 404 permit). Also, a Clean Water
Act Section 401 Water Quality Certification from NCDWQ will be attached to the individual
permit. Under the 401 Water Quality Certification from NCDWQ, the proposed site will be
required to comply with the stormwater management requirements set forth in the Water Quality
Certification #3402 (WQC #3402). WQC #3402 has the following water quality requirements:
1. Site specific stormwater management shall be designed to remove 85% total
suspended solids (TSS) according to the latest version of DWQ's Stormwater Best
Management Practices Manual at a minium.
2. In watersheds within one mile and draining to 303(d) listed waters, as well as
• watersheds that are classified as nutrient sensitive waters (NS99, water supply
waters (WS), trout waters (Tr), high quality waters (HWQ), and outstanding resource
waters (ORTP), the Division shall require that extended detention wetlands,
bioretention areas, and ponds followed by forested filter strips (designed according to
the latest version of the NCDENR Stormwater Management Practices Manual) be
constructed as part of the stormwater management plan when a site-specific
stormwater management plan is required.
In addition to the above stormwater quality requirements, the following stormwater quality and
quantity items are required per Section 8.3 ("Stormwater Controls") of the Chatham County
Compact Communities Ordinance:
1. Control and treat the first inch of runoff from the project site and from any offsite
drainage routed to an on site control structure. Ensure that the draw down time for
this treatment volume is a minimum of forty eight (48) hours and a maximum of one
hundred and twenty (120) hours.
2. Maintain the discharge rate for the treatment volume at or below the pre-
development discharge rate for the ]-year, 24-hour storm.

To address these stormwater requirements, a water quality pond with a preformed scour
• hole/level spreader outlet that will provide sheet flow of the 1" runoff volume into the stream
buffer is proposed for construction as part of the development of phase IV of Briar Chapel. This
report contains the design calculations for water quality pond #4 only. This water quality pond
will be designed so that both the water quality and water quantity requirements described above
are satisfactorily met.
Calculation Methodology
? Rainfall data for the Chatham County, NC region is derived from USWB Technical Paper
No. 40 and NOAA Hydro-35. This data was used to generate a depth-duration-frequency
(DDF) table describing rainfall depth versus time for varying return periods. These
rainfall depths were then input into the meteorological model within HEC-HMS and
PondPack for peak flow rate calculations. Please reference the rainfall data section within
this report for additional information.
? Using maps contained within the Chatham County Soil Survey, the on-site soils were
determined to be predominantly from hydrologic soil group (HSG) `B' and HSG `C'
soils. Since the method chosen to compute the post-development peak flow rates and
runoff volumes is dependent upon the soil type, all hydrologic calculations are based
upon the assumption of HSG `B' and HSG `C' soils.
? A composite SCS Curve Number was calculated for the post-development condition
using SCS curve numbers and land cover conditions. Land cover conditions for the post-
development condition were taken from the proposed development plan.
• ? The post-development time of concentration to the water quality pond was assumed to be
5 minutes in the post-development condition.
? All on-site topo was taken from a topographic survey performed by The John R.
McAdams Company, Inc. The drainage map for the post-development condition has been
included in this report.
? HEC-HMS Version 2.2.2, by the U.S. Army Corps of Engineers, was used to generate
post-development peak flow rates for water quality pond 94. Routing calculations for the
pond were also performed within HEC-HMS.
? Pondpack Version 8.0, by Haestad Methods, was used to generate the stage-discharge
rating curves for the proposed water quality pond. These rating curves were input into
HEC-HMS for routing calculations.
? The stage-storage rating curve and stage-storage function for the proposed water quality
pond were both generated externally in a spreadsheet and then input into HEC-HMS.
? A velocity dissipater is provided at the end of the principal spillway outlet for the water
quality pond to prevent erosion and scour in the downstream areas. The dissipater is
constructed using riprap, underlain with a woven geotextile filter fabric. The filter fabric
is used to minimize the loss of soil particles beneath the riprap apron. The dissipater is
sized for the 10-year storm event using the NYDOT method. It is a permanent feature of
the outlet.
•
? Water quality sizing calculations were performed in accordance with the N.C. Stormwater
• Best Management Practices manual (NCDENR April 1999). The normal pool surface
area for the water quality pond was sized by calculating the average depth and then
selecting the appropriate SA/DA ratio from the water quality pond section of the
NCDENR manual. A temporary storage pool for the 1" runoff volume is provided in the
pond, to be drawn down in 2 to 5 days using an inverted siphon.
? For 100-year storm routing calculations, a "worst case condition" was modeled in order to
insure the proposed pond would safely pass the 100-year storm event. The assumptions
used in this scenario are as follows:
The starting water surface elevation in the pond, just prior to the 100-year storm
event, is at the top of the principal spillway structure. This scenario could occur as
a result of a clogged siphon or a rainfall event that lingers for several days. This
could also occur as a result of. several rainfall events in a series, before the
inverted siphon has an opportunity to draw down the storage pool between NWSE
and the riser crest elevation.
2. An attempt was made to achieve a minimum of approximately 0.5-ft of freeboard
between the peak elevation during the "worst case" scenario and the top of the
dam for the pond.
? The downstream tailwater elevation for the pond was assumed to be a free outfall
condition during the 1-year storm event (a conservative assumption).
? The 100-year tailwater elevation for the pond was assumed to be free outfall because the
• 100-year floodplain elevation downstream of the pond is below the invert out elevation.
Discussion of Results
As previously stated, this report contains the final design calulations for the proposed water
quality pond #4 located within phase IV of the Briar Chapel development. Ultimately, there will
be a total of six (6) water quality ponds for phase IV of Briar Chapel. The final design for the
remaining water quality ponds is under separate cover. These ponds will function as "dual-
purposed facilities" by providing both water quality and water quantity (for the 1-year storm
only). Please refer to the Summary of Results tables for additional information.
Conclusion
If the development on this tract is built as proposed within this report, then the requirements set
forth in the Water Quality Certification #3402 (WQC #3402) and Section 8.3 ("Stormwater Controls")
of the Chatham County Compact Communities Ordinance will be met with the proposed water quality
pond. However, modifications to the proposed development may require that this analysis be
revised. Some modifications that would require this analysis to be revised include:
1. The proposed site impervious surface exceeds the amount accounted for in this report.
2. The post-development watershed breaks change significantly from those used to prepare
this report.
The above modifications may result in the assumptions within this report becoming invalid. The
computations within this report will need to be revisited if any of the above conditions become
• apparent as development of the proposed site moves forward.
BRIAR CHAPEL SUMMARY OF RESULTS J. FINCH, PE
NEW-05043 Water Quality Pond #4 8/15/2006

Return Period Inflow
[cfs] Outflow
[cfs] Max. WSE
[ft]
1-Year 47.9 0.6 421.21
10-Year 114.1 41.7 421.94
100-Year (Siphon Clogged) 181.1 120.6 422.89
Design Drainage Area = 24.29 acres
Design Impervious Area = 10.57 acres

To of Dam = 424.00 ft
Required Surface Area / Drainage Area Ratio = 1.49
Surface Area at NWSE= 36163 sf
Required Surface Area at NWSE= 15742 sf
Siphon Diameter = 3 inches
Total Number of Siphons = 1

Riser Length = 6 It
Riser Width= 6 ft
Riser Crest = 421.25 ft

Barrel Diameter= 42 inches
# of Barrels = 1
Invert In = 414.30 feet
Invert Out = 414.00 feet
Length = 54 feet
Slope = 0.0056 fl/ft
0

1 RAINFALL DATA
2 SOILS DATA
3 US GEOLOGICAL SURVEY MAP
4 FEMA FLOODPLAIN MAP
POST-DEVELOPMENT HYDROLOGIC
5 CALCULATIONS
WATER QUALITY POND #4 FINAL
U DESIGN CALCULATIONS
0
©1991 Wilson Jones Company
Auick Reference Index System
PAM NC
8C1 s' 1'=200• CHATHAM COUNTY, NORTH CAROLINA L ?URCH T /PUNMRS/SURW
DATE: Wg POND #4 DRAINAGE AREA EXHIBIT P.O. BOX 14005 ZIP 27709005
08-11-2006 (919) 361-5m
PRwzcr so. NEW-05043
CHAPEL _ THE JOHN R. McADAMS
fow NEwo5043-504.3COMPANY, INC.
BRIAR PHASE IV IM
:•
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E BRIAR CHAPEL °' `?"°"°' THE JOHN R
MCADAMS
a a NN
P
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MA
L '?h s' .
a
PHASE 4 CONSTRUCTION PLANS
-
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.
c.
I„ "201
5,5, ,..?
ROAD =

-

COMPANY, INC.
?, 0 r, U•8. HWT. 10601 $ MMrS CEiAFMRCLADDALDWIN Q W=AM$ .
DIIMML NOKM CLMUZ(A M13 5 ENCII(Etl?9/P!.?NNEIt9/3[AiPiY0IL9
l 7VWISU.CHMEM000N17.NORM CAROEM , RCMURM TRUNGIE PART. NC
a ''
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ZIP M09-4005
WA=QUAISIYPOND "DZrAM (919)
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•
FEMA FLOODPLAIN MAP

0
BRIAR CHAPEL
NEW-05043

?; : •
SOILS DA TA
I " ?,? o
BRIAR CHAPEL
NEW-05043

i
1 MILES

j l
BRIAR CHAPEL WATERSHED SOIL J. FINCH, PE
NEW-05043 INFORMATION 8/8/2006
WQ POND #4
> Watershed soils - To WQ Pond #4
Symbol Name Soil Classification
37C Wedowee Sandy Loam B
37D Wedowee Sandy Loam B
57B Vance Sandy Loam C
References:
1) SCS TR-55. UNITED STATES DEPARTMENT OF AGRICULTURE. SOIL
CONSERVATION SERVICE. 1986.
E %HSGB= 98%
% HSG C = 2%
Conclusion
Watershed soils are from 'HSG B' and 'HSG C'soils. The relative percentage of each HSG
was calculated. These percentages were then used in the computation of the composite curve numbers.
Cover Condition SCS CN - HSG B SCS CN - HSG C
Impervious 98 98
Open 61 74
. Wooded 55 70
Cover Condition Composite SCS CN
Impervious 98
Open 61
Wooded 55
sue: 1"=200• CHATHAM COUNTY, NORTH CAROLINA RESFASER4/PLAN LE PARK. NCORs
DATE: 08-11-2006 WQ FOND #4 DRAINAGE AREA EXHIBIT P.O. X 14005 GZIP 2777009-4005
[phone]
Paoracr No. NEW-05043 I I NJ THE JOHN R. MCADAMS
m'a'"'a` NEW05043-DWQ CHAPEL - E COMPANY. INC.
E
US GEOLOGICAL SURVEYMAP
•
-0
BRIAR CHAPEL
NEW-05043
BRIAR CHAPEL HYDROLOGIC CALCULATIONS J. FINCH, PE
NEW-05043 Post-Development-To WQ Pond #4 7/28/2006
•
1. SCS CURVE NUMBERS

Cover Condition -MMYOSITE
SCS CN
Comments
Impervious 98
Open 61 Assume good
Wooded 55 Assume good
Water 100
II. POST-DEVELOPMENT
=> To WQ Pond #4
A. Watershed Breakdown
Total Number of 50' Residential Lots = 28 lots
Assumed Impervious Area Per 50' Residential Lot = 2200 square feet
Total Impervious Area from 50' Residential Lots = 1.41 acres
Total Number of 60' Residential Lots = 41.5 lots
Assumed Impervious Area Per 60' Residential Lot = 2600 square feet
Total Impervious Area from 60' Residential Lots = 2.48 acres
Total Number of 70' Residential Lots = 17 lots
Assumed Impervious Area Per 70' Residential Lot = 3200 square feet
Total Impervious Area from 70' Residential Lots = 1.25 acres
Total Roadway/Alleyway Impervious Area = 4.33 acres
Total Sidewalk Impervious Area = 1.10 acres
is
Contributing Area SCS CN Area nacres] Comments
On-site open 61 12.84 Assume good condition
On-site impervious 98 10.57 -
On-site wooded 55 0.00 Assume good condition
On-site water 100 0.88 -
Off-site open 61 0.00 Assume good condition
Off-site impervious 98 0.00
Off-site wooded 55 0.00 Assume good condition
Off-site water 100 0.00
Total area = 24.29 acres
0.0380 sq.mi.
Composite SCS CN = 79
B. Time of Concentration Information
Time of concentration was assumed to be a conservative 5 minutes
Time of Concentration = 5.00 minutes
SCS Lag Time = 3.00 minutes (SCS Lag = 0.6* Tc)
= 0.0500 hours
Time Increment = 0.87 minutes (= 0.29*SCS Lag)
0
HEC-HMS Project: NEW-05043 Basin Model: SWMF
WQPond #4
e
•
WATER QUALITY POND #4 FINAL DESIGN
CALCULATIONS
0

BRIAR CHAPEL
NEW-05043
BRIAR CHAPEL
NEW-05043
Stage-Storage Function
• Project Name: Briar Chapel
Designer: J. Finch, PE
Job Number: NEW-05043
Date: 7/25/2006
•
Storage vs. Stage
250000
200000 , 0751
y = 37188x
? 150000 RZ - 0.9998
0 --
d
rn
100000--
U)
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 37188
b = 1.0752
J. FINCH, PE
7/28/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feetl (feet) (SR (SR (CF) (CF) (feet)

419.0 0.0 361.63
420.0 1.0 38543 37353 37353 37353 1.00
422.0 3.0 43604 41074 82147 119500 2.96
_
424.0 5.0 48782 46193 92386 211886 5.04
0
BRIAR CHAPEL
NEW-05043
• => Stage - Storage Function
Ks= 37183
b = 1.0752
Zo= 419
Elevation
419 1 0 0.000
419.2 1 6590 0.151
419.4 _ ] 3885 0.319
419.6 21472 _ 0.493
419.8 29255 0.672
420 37188 0.854
420.2
_ 45242 1.039
420.4 53397 1.226
420.6 61641 1.415
420.8 69964 1.606
421 78356 1.799
421.2 86811 1.993
421.4 95325 2.188
421.6 103892 2.385
_ 421.8 112509 2.583
422 121172 2.782
422.2 129879 2.982
422.4 138627 3.182
422.6
M- 422.8 1474_14
156238 3.384
3.587
423 165096 3.790
• 423.2 173988 3.994
423.4 182912
.
~ 4.199
4.405
423.8 200851 4.611
424 209863 4.818
J. FINCH, PE
7/28/2006

Copyright (C ) 1998, Maptech, Inc.

Type.... Outlet Input Data Page 1.01
Name.... WQ Pond #4
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 419.00 ft
Increment = .20 ft
Max. Elev.= 424.00 ft
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
++++++++++++++++++++++++++++++++++++++++++++++
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
----------------- ---- ------- --------- ---------
Orifice-Circular OR ---> TW 419.000 424.000
Inlet Box RI ---> BA 421.250 424.000
Culvert-Circular BA ---> TW 414.300 424.000
TW SETUP, DS Channel
•
•
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver: 8.0058 Time: 10:04 AM Date: 7/28/2006
C,
Type.... Outlet Input Data
Name.... WQ Pond #4
Page 1.02
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, El
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of openings = 1
Invert Elev. = 419.00 ft
Diameter = .2500 ft
orifice Coeff. _ .600
Structure ID = RI
Structure Type
----------------- = Inlet Box
-------------
------
# of Openings = 1
Invert Elev. = 421.25 ft
orifice Area = 36.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 24.00 ft
Weir Coeff. = 3.000
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
•

SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:04 AM Date: 7/28/2006
1 7_J
Type.... Outlet Input Data
Name.... WQ Pond #4
Page 1.03
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = BA
Structure Type =
------------------- Culvert-Circular
----

No. Barrels -------
1 ------
Barrel Diameter 3.5000 ft
Upstream Invert = 414.30 ft
Dnstream Invert = 414.00 ft
Horiz. Length 54.00 ft
Barrel Length = 54.00 ft
Barrel Slope = .00556 ft/ft
OUTLET CONTROL DATA ...
Mannings n .0130
Ke = .5000 (forward entrance loss)
Kb = .005885 (per ft of full flow)
Kr .5000 (reverse entrance loss)
HW Convergence = .001 +/- ft
E
•
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0098
Inlet Control M = 2.0000
Inlet Control c = .03980
Inlet Control Y = .6700
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.304
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below Ti elev.
Use submerged inlet control Form 1 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 418.35 ft ---> Flow = 63.00 cfs
At T2 Elev = 418.86 ft ---> Flow = 72.00 cfs
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:04 AM Date: 7/28/2006
Type.... Outlet Input Data
Name.... WQ Pond #4
Page 1.04
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
• Project Comments:
OUTLET STRUCTURE INPUT DATA
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
•
•
SIN: 621701207003 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:04 AM Date: 7/28/2006
•
•
•
Type.... Composite Rating Curve
Name.... WQ Pond #4
Page 1.10
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
WS Elev, Total Q
Elev. Q
ft cfs
--------
419.00 -------
.00
419.20 .06
419.40 .12
419.60 .16
419.80 .19
420.00 .22
420.20 .24
420.40 .27
420.60 .29
420.80 .31
421.00 .32
421.20 .34
421.25 .34
421.40 4.54
421.60 15.28
421.80 29.75
422.00 47.17
422.20 67.08
422.40 89.22
422.60 118.22
422.80 120.19
423.00 122.13
423.20 124.05
423.40 125.92
423.60 127.77
423.80 129.59
424.00 131.40
SIN: 621701207003
PondPack Ver. 8.0058
***** COMPOSITE OUTFLOW SUMMARY ****
Notes
----- --- Converge ---------- ---------------
TW Elev Error
ft +/-ft Contributing Structures
-----
Free --- -----
Outfall --------------------------
(no Q: OR,RI,BA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR (no Q: RI,BA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR (no Q: RI,BA)
Free Outfall OR (no Q: RI,BA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR (no Q: RIBA)
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
Free Outfall OR,RI,BA
The John R. McAdams Company
Time: 10:04 AM Date: 7/28/2006
HMS * Summary of Results for WQ Pond #4
Project : NEW-05043
is Start of Run : 25Jul06 0100
End of Run : 26Ju106 0100
Execution Time : 28Jul06 1007
Computed Results
Run Name : 1-Year Post
Basin Model : SWMF Design
Met. Model 1-Year Storm
Control Specs 1-Minute dT
Peak Inflow : 47.944 (cfs) Date/Time of Peak Inflow 25 Jul 06 1257
Peak Outflow : 0.63648 (cfs) Date/Time of Peak Outflow 25 Jul 06 2327
Total Inflow : 1.19 (in) Peak Storage : 2.0068(ac-ft)
Total Outflow : 0.20 (in) Peak Elevation : 421.21(ft)

0
HMS * Summary of Results for WQ Pond #4
Project : NEW-05043
Start of Run : 25Jul06 0100
End of Run : 26Ju106 0100
Execution Time : 28Ju106 1007
Computed Results
Run Name : 10-Year Post
Basin Model : SWMP.Design
Met. Model 10-Year Storm
Control Specs 1-Minute dT
Peak Inflow 114.08 (cfs) Date/Time of Peak Inflow : 25 Jul 06 1304
Peak Outflow 41.698 (cfs) Date/Time of Peak Outflow : 25 Jul 06 1316
Total Inflow 3.13 (in) Peak Storage : 2.7195(ac-ft)
Total Outflow 2.13 (in) Peak Elevation 421.94(ft)
•
0
BRIAR CHAPEL 100-YR-SSFXN J. FINCH, PE
NEW-05043 7/28/2006
• __> Stage -
Ks=
b =
Zo= Storage Function
37188
1.0752
419
Elevation Stora e
[feet] [cfJ [acre-fei
419 0 0.000
419.2 6590 0.151
_ 419.4
419.6 13885
21472 _
0.319
0.493
419.8 29255 0.672
420 37188 0.854
420.2 45242 1.039
_
420.4 53397 1.226
420.6 61641 1.415
420.8 69964 1.606
421 78356 1.799
421.25 88934 2.042
421.45 97462 2.237
421.65
421.85 106042
114671 2.434
2.632
422.05 123345 2.832
422.25 132063 3.032
422.45 _ 140821 3.233
422.65 149617 3.435
422.85 158449 3.637
423.05 167316 3.841
•
423.25
423.45 176217
185148 4.045
4.250
423.65 194110 4.456
423.85 203101 4.663
424 209863 4.818
421.25 0 0.0000
421.45 8527 0.1958
421.65
- 17107 0.3927
421.85 25736 0.5908
422.05 34411 0.7900
422.25 43128 0.9901
422.45 51886 1.1911
422.65 _ 60682 1.3931
422.85 69515 1.5958
423.05 78382 1.7994
423.25

- 87282 2.0037
_
423.45 96214 2.2088
423.65 105176 2.4145
423.85 114167 2.6209
424 120928 2.7761
0
J
Type.... Composite Rating Curve Page 1.07
Name.... WQPond #4(100Yr)
File.... X:\Projects\NEW\NEW-05043\Storm\Design Files\WQPOND#4.PPW
Title... Project Date: 7/18/2006
Project Engineer: Beth Ihnatolya, EI
Project Title: Briar Chapel - WQ Pond #4
Project Comments:
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft cfs ft
+/-ft Contributing Structures
-
421.25 -------
.00 -- -
Free --
----- -
Outfall -------------------------
(no Q: RIBA)
421.45 6.44 Free Outfall RIBA
421.65 18.21 Free Outfall RIBA
421.85 33.46 Free Outfall RIBA
422.05 51.52 Free Outfall RI,BA
422.25 72.00 Free Outfall RIBA
422.45 94.65 Free Outfall RIBA
422.65 118.28 Free Outfall RIBA
422.85 120.23 Free Outfall RI,BA
423.05 122.14 Free Outfall RIBA
423.25 124.03 Free Outfall RIBA
423.45 125.90 Free Outfall RIBA
423.65 127.72 Free Outfall RIBA
423.85 129.53 Free Outfall RIBA
424.00 130.88 Free Outfall RIBA
I0c)
•
C J
SIN: 6217012070C3 The John R. McAdams Company
PondPack Ver. 8.0058 Time: 10:17 AM Date: 7/28/2006
HMS * Summary of Results for WQ Pond #4
Project : NSW-05043 Run Name : 100-Yr Post
• Start of Run : 25Jul06 0100 Basin Model SWMP Design (100Yr)
End of Run : 26Ju106 0100 Met. Model 100-Year Storm
Execution Time : 28Ju106 1018 Control Specs 1-Minute dT
Computed Results
Peak Inflow 181.06 (cfs) Date/Time of Peak Inflow 25 Jul 06 1304
Peak Outflow 120.59 (cfs) Date/Time of Peak Outflow 25 Jul 06 1310
Total Inflow 5.50 (in) Peak Storage 1.6344(ac-ft)
Total Outflow 5.48 (in) Peak Elevation 422.89(ft)
•
0
BRIAR CHAPEL Below NWSE J. FINCH, PE
NEW-05043 8/15/2006
Stage-Storage Function
• Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05043
Date: 7/25/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)

413.0 0.0 ? 19559
414.0
. 1.0
_ ' 21120 20340 20340 20340 1.02
416.0 3.0 24394 22757 45514 65854 2.92
.11 417 0 z
_. 4.0 26107 25251 25251

--- 91104 3.90

419.0
6.0
i 36163
31135 --
---- -- -
62270 i
153374
6.22
0
Ks = - 19966
b = 1.1151
0
BRIAR CHAPEL
NEW-05043
Stage-Storage Function
Project Name: Briar Chapel
Designed By: J. Finch, PE
Job Number: NEW-05043
Date: 7/25/2006
Forebay

Contour
(feet)

Stage
(feet)
Contour
Area
(SF) Average
Contour
Area
(SF) Incremental
Contour
Volume
(CF) Accumulated
Contour
Volume
(CF) Estimated
Stage
w/ S-S Fxn
(feet)

413.0 OA 6896 -
414.0 1.0 V
7524 _
7210 7210 7210 1.00
416.0 1
417.0 30
4.0 8854
9557 8189
9206 16378
9206 23588
32794 2.98
4.03
•
Storage vs. Stage
35000
30000 y = 7196.4x""'
25000 R2 = 0.9999
LL.
v 20000 -
rn
a`o 15000
N
10000
5000
0
0.0 1.0 2.0 3.0 4.0 5.0
Stage (feet)
Ks = 7196.4
b = 1.0888
J. FINCH, PE
8/15/2006

BRIAR CHAPEL Volume Check
NEW-05043
BRIAR CHAPEL - WO POND #4 DESIGN
• Per NCDENR "Stormwater Best Management Practices ", the forebay volume should equal about 20% of the total
basin volume.
A. Water Quality Pond - Below Normal Pool Volume
Volume = 153374 cf
B. Forebay Volume
Forebay Volume = 32794 cf
Forebay = 21% 77-1
Impervious Area = 1 t;. S7 acres
Drainage Area = 24 29' acres
% Impervious = 43.5%
Total Below NP Volume 153374 cf
Surface Area 36163 sf
Average Depth = 4.24 ft
From the NCDENR Stormwater BMP Handbook (4/99), the required SA/DA ratio for 85% TSS Removal
in the Piedmont is as follows:
• 4.0 4.24 5.0
Lower Boundary => 40.0 1.43 1.25
Site % impervious => 43.5 1.54 L49 1.34
Upper Boundary => 50.0 1.73 1.50
Area Required = 15742 sf

Area Provided = 36163 sf YES
J. FINCH, PE
8/15/2006

BRIAR CHAPEL
NEW-05043
1" RUNOFF VOLUME CALCULATION SHEET
•
Project Name: Briar Chapel - Phase IV
Checked by: J. Finch, PE
Job Number: NEW-05043
Date: 7/25/2006
Average Incremental Accumulated Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fxn
(feet) (feet) (SF) (SF) (CF) (CF) (feet)
419.0 0.0 36163
420.0 1.0 38543 37353 37353 37353 1.00
422.0 3.0 43604 41074 82147 119500 2.96
424.0 5.0 48782 46193 92386 211886 5.04
F- I
L
Storage vs. Stage
250000
200000 0752
y = 37188x
LLi 150000 R2 = 0.9998
0 --
m
100000--
U)
50000
0
0.0 1.0 2.0 3.0 4.0 5.0 6.0
Stage (feet)
Ks = 37188
b = 1.0752
Calculation of Runoff Volume required for Storage
The runoff to the water quality pond for the 1" storm runoff requirement is calculated by simply multiplying the total
watershed area draining to the water quality pond times the runoff depth.
Total Drainage Area to WQ Pond = 24.29 acres
Runoff Depth = 1 inches
Therefore, total runoff from precipitation in question = 88173 CF
This amount of runoff must be stored in the pond above normal pool elevation,
and be released in a period of two (2) to five (5) days, by an inverted PVC
siphon, the invert end of which is set at permanent pool elevation.
J. FINCH, PE
7/28/2006
0
BRIAR CHAPEL
NEW-05043
J. FINCH, PE
7/28/2006
Calculation of depth required for runoff storage pool (above normal pool)
• Normal pool depth (above invert) = 0.00 feet
Storage provided at permanent pool depth = 0 CF (calculated)
Total storage required for normal + storage pool = 88173 CF
Stage (above invert) associated with this storage = 2.23 feet
Therefore, depth required above normal pool for storm storage = 2.23 feet
26.78 inches
Set crest of principal spillway at stage = 2.25 feet
and EL = 421.25 feet
At principal spillway crest, storm pool storage provided = 88934 CF
•
i
BRIAR CHAPEL WATER QUALITY POND #4 J. FINCH, PE
NEW-05043 7/28/2006
Inverted Sip hon Design Sheet
•
D siphon = 3 inches
No. siphons = l
Ks = 37188
b = 1.0752
Cd siphon = 0.60
Normal Pool Elevation = 419.00 feet
Volume @ Normal Pool = 0 CF
Siphon Invert = 419.00 feet
WSEL @ l" Runoff Volume= 421.25 feet
.7
WSEL
(feet) Vol. Stored
W) Siphon Flow
(cfs) Avg. Flow
(cfs) Incr. Vol.
W) Incr. Time
(sec)
421.25 88934 0.344
421.05 80524 0.328 0.336 8410 25048
420.85 72175 0.310 0.319 8349 26184
420.65 63893 0.292 0.301 8282 27514
420.46 55686 0.272 0.282 8207 29102
420.26 47563 0.251 0.262 8123 31046
420.06 39536 0.228 0.240 8027 33509
419.86 31622 0.202 0.215 7914 36781
419.66 23845 0.173 0.188 7777 41458
419.46 16245 0.137 0.155 7600 49033
419.26 8893.4 0.088 0.113 7352 65275
Drawdown Time = 4.22 days
By comparison, if calculated by the average head over the orifice (assuming
average head is half the total depth), the result would be:
Average driving head on orifice = 1.063 feet
Orifice composite loss coefficient = 0.600
X-Sectional area of 1 - 3" inverted siphon = 0.049 ft2
Q = 0.2436 cfs
Drawdown Time = Volume / Flowrate / 86400 (sec/day)
Drawdown Time = 4.23 days
Conclusion : Use 1 - 3.0" Diameter PVC Inverted Siphon to drawdown the accumulated
volume from the 1.0 " storm runoff, with a required time of about 4.22 days.
0
•
Anti-seep collars shall increase the flow path along the barrel by 15%.
Anti-seep collars shall be spaced a maximum of 14X the minimum collar projection
or 25 feet, whichever is less.
J. FINCH, PE
7/28/2006
Anti-Seep Collar Design =>
•
BRIAR CHAPEL WATER QUALITY POND #4 -12" DIP
NEW-05043
Anti-Seep Collar Design Sheet
This sheet will, given the barrel length of interest and minimum seep collar
projection from the barrel, determine the number of anti-seep collars to place
along the barrel section, and the expected spacing of the collars.
Design Requirements =>
WQP 3
Flow Length Min. Calc'd # Max. # of Use
Pond along barrel Projection of collars Spacing collars to Spacing Spacing
ID (feet) (feet) required (feet) use (feet) OK?
4 - 12" DIP 39.0 1.50 1.95 21 2.00 13, YES
Note: If spacing to use is greater than the maximum spacing, add collars until the
spacing to use is equal to or less than the maximum spacing allowable for the collar
design. Anti-seep collars shall be used under the structural fill portions of all berms/dams
unless an approved drainage diaphragm is present at the downstream end of the barrel.
•
BRIAR CHAPEL
NEW-05043
• Input Data ==>
Square Riser/Barrel Anti-Flotation Calculation Sheet
Inside length of riser =
Inside width of riser =
Wall thickness of riser =
Base thickness of riser =
Base length of riser =
Base width of riser =
Inside height of Riser =
Concrete unit weight =
OD of barrel exiting manhole =
Size of drain pipe (if present) =
Trash Rack water displacement =
Concrete Present in Riser Structure ==>
J. FINCH, PE
7/28/2006
6.00 feet
6.00 feet
6.00 inches
8.00 inches
7.00 feet
7.00 feet
6.95 feet
142.0 PCF i` aEc _ NC' Pr-)ducts lists ut t wt. Of
52.50 inches nVinh+,lc am+::itc at 142 K.F.
8.0 inches
79.39 CF
Total amount of concrete:
Base of Riser = 32.667 CF
Riser Walls = 90.350 CF
Adjust for openings:
Opening for barrel = 7.517 CF
Opening for drain pipe = 0.175 CF
• Total Concrete present, adjusted for openings = 115.326 CF
Weight of concrete present = 16376 lbs
Amount of water displaced by Riser Structure ==>
Displacement by concrete = 115.326 CF
Displacement by open air in riser = 250.200 CF
Displacement by trash rack = 79.390 CF
Total water displaced by riser/barrel structure = 444.916 CF
Weight of water displaced = 27763 lbs
Calculate amount of concrete to be added to riser ==>
Safety factor to use = 1.15 (rcw -YY;mi 1.1.5 w 3vnc?x)
Must add = 15551 lbs concrete for buoyancy
Concrete unit weight for use = 142 PCF (note above observation for NCP concrete)
Buoyant weight of this concrete = 79.60 PCF
Buoyant, with safety factor applied = 69.22 PCF
Therefore, must add = 224.668 CF of concrete
Standard based described above = 32.667 CF of concrete
• Therefore, base design must have= 257.334 CF of concrete
1 OF 2
BRIAR CHAPEL
NEW-05043
• Calculate size of base for riser assembly =>
Length = 10.000 feet
Width = 10.000 feet
Thickness = 31.0 inches
Concrete Present = 258.333 CF OK
Check validity of base as designed ==>
Total Water Displaced = 670.582 CF
Total Concrete Present = 340.992 CF
Total Water Displaced = 41844 lbs
Total Concrete Present = 48421 lbs
Actual safetyfactor = 1.16 OK
Results of design ==>
•
•
Base length = 10.00 feet
Base width = 10.00 feet
Base Thickness = 31.00 inches
CY of concrete total in base = 9.57 CY
Concrete unit weight in added base >= 142 PCF
J. FINCH, PE
7/28/2006
2OF2
BRIAR CHAPEL
NEW-05043
• NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 42 Flow depth (ft) = 1.87
slope S in %: 0.56 Outlet velocity (fps) = 8.034
pipe diameter D in in.: 42
Manning number n : 0.013
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3.5
Outlet velocity (fps) 8.03
Apron length (ft) 21.00
J. FINCH, PE
7/28/06
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
•
3 A 9
>> 6 B 22«
13 B or 1 22
23 2 27
CALCULATION:
Minimum TW Conditions: W = Do + La
= 3.5'+ 21'
= 24.5 ft
CONCLUSION:
USE NCDOT CLASS `B' RIP RAP
21'L x 25'W x 22" THK
•
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Michael F. Easley, Governor
August 21, 2006
NNP-Briar Chapel, LLC
Attn: Mr. Mitch Barron, Vice President Newland Communities
5850 Fayetteville Road, Suite 201
Durham, NC 27713
William G. Ross, Jr., Secretary
Alan W. Klimek, P.E., Director
DWQ Project # EXP 05-0732v3
Chatham County
Subject Property: Briar Chapel Community Phase I, Stormwater Plans Part 2
APPROVAL OF STORM WATER MANAGEMENT PLAN
Dear Mr. Barron:
The Division of Water Quality (DWQ) has reviewed the Storm Water Management Plan dated August 16,
2006 prepared by your engineer, Mr. Jeremy Finch, P.E., of John R. McAdams Company, Inc. This Plan
has been approved the DWQ and partially satisfies the stormwater conditions required by the Individual
Water Quality Certification issued on May 9, 2006. You are required to meet the following conditions:
1. The storm water treatment system, which includes the extended detention pond, preformed scour
holes, and forested filter strips, as approved by this Office, and the drainage patterns depicted on
the plan sheets, must be maintained in perpetuity. No changes to the structural storm water
practices shall be made without written authorization from the Division of Water Quality. The
storm water easements shall allow for the ability to maintain the structures, perform corrective
actions, and shall provide protection of the structures from potential alternations by future
property owners.
2. You must submit three (3) copies of an executed Declaration of Covenants and Restrictions-
Riparian Areas document within thirty (30) days of recording with the Register of Deeds,
Chatham County, North Carolina.
3. You must submit the remainder of the stormwater management plans as clarified by the
correspondence from DWQ dated August 11, 2006. You may submit these plans to DWQ in
phases provided that no impact to wetlands or streams occurs in a phase until written approval for
the stormwater plan is provided by DWQ.
4. The applicant and/or authorized agent shall contact the DWQ Express Review Program in writing
at the letterhead address within ten (10) days of the commencement of construction.
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet htto://h2o.enr.state.nc.us/ncweUands
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
NorthCarolina
Nahmaliff
Page 2 of 2
August 21, 2006
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please contact Cyndi Karoly at 919.9721 or Cynthia Van Der Wiele,
Ph.D. at 919.715.3473.
Sincerely,
C di Bell Karoly, Program Manager
401 Oversight, Express Review Program
CBK/cvdw
cc: Rick Shiver, DWQ
Todd Tugwell, USACE Raleigh Regulatory Field Office
Eric Kulz, DWQ Raleigh Regional Office
John Holley, DLR Raleigh Regional Office
File Copy
Central Files
Jeremy Finch, P.E., John R. McAdams Co., Inc., 2905 Meridian Pkwy., Durham, NC 27713
SENDING CONFIRMATION
DATE AUG-21-2006 MON 13:49
NAME DWQ-WETLANDS
TEL [phone]
PHONE : [phone]
PAGES : 3/3
START TIME : AUG-21 13:48
ELAPSED TIME : 00'29"
MODE : ECM
RESULTS : OK
FIRST PAGE OF RECENT DOCUMENT TRANSMITTED..
0? DG wiri-u V-h,S-
1 y
G T N.. W K3-, P F Dns;w
pi.m.ien M wab, Qualify
EXPRESS PERNtff REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
401 Oversight/Express Review Permitting Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
bia3l?ne Address 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Wormatioo: Phone #: [phone]
Fax 9: 919.733-6693
Fax To: Kevin Yates Fax #: [phone]
Mitch Barron, Newland Comm. 361.7011
ZI
Subject: Briar Chapel, Phase 1, SW Part 2 Date: August 4?, 2006
Number of pages including cover sheet: 3
Notes or special instructions:
rlrlogsi-CAUL?ll be sent lathe Lf yov hate anestons Dleaee enntaet C+n3lh'a Van Der ?l'ie'e at
919-715-3473.
h"?`rhC.vn as
.?t?rr6au9y
wip=. vie. -mg -
1mvwJ $-P ftl yh.W Carod99776N-1650
7!^.1 cll ? 1-bard. 1%- 250. ka1.pl9 M.Ih C-1-2
Mx (919)1-IIA61 Fe.19191 133-93
A E9010ppwt et ff?-&, AN Smvl?w-IW%R*gmW'I0% Foai;omw*drP=r
?F wAT?R Michael F. Easley, Governor
?
Q i
l
G
W
l
iam
. Ross Jr., Secretary
lam.- North Carolina Department of Environment and Natural Resources

Gy Alan W. Klimek, P.E. Director
Division of Water Quality
August 15, 2006
Chatham County
EXPRESS REVIEW ACCEPTANCE LETTER
Newland Communities, Inc.
Attn: Mitch Barron
5850 Fayetteville Road, Suite 201
Durham, NC 27713
Subject Property: Briar Chapel Community-Phase 1
On August 15, 2006, the Wetlands/401 Unit of the Division of Water Quality receiveda Fax/email
request from Kevin Yates, John R. McAdams, Inc., regarding a project known as "Briar Chapel
Community, Phase 1, Part 2 stormwater management plan" for acceptance into the Express Review
Program. This letter advises you that your project will be accepted into the Express Review Program
once the following items are received:
a. The application fee of 3,000.00 made payable to the North Carolina Division of Water-
Quality;
b. Three (3) complete and collated copies of the Express Review Stormwater Management Plan
Application fhttp://h2o.enr.state.nc.us/ncwetlands/documents/Exp Rev SWMA.pdfl;
c. Three (3) copies of all supporting information pertaining to this project (site development
plans, stormwater management plans, worksheets, etc.);
d. One (1) original and two (2) copies of an Operation & Maintenance Agreement for the
stormwater management facilities.
Details of the Express Review Program requirements can be found at:
httn://h2o.enr.state.ne.us/ncwetlands/express review.htm.
Thank you for your attention to this matter.
The clock for this project will not start until receipt of the completed application package and required fee
are received.
Please contact Cynthia Van Der Wiele at 919.715.3473 with any questions.
Sincerely, de'Z4t Q4
Cyndi B. Karo y, Manager
401 Oversite/ Express Review Program
CBK/cvdw
cc: File copy
Kevin Yates, John R. McAdams, Inc., 2905 Meridian Parkway, Durham, NC 27713
401401 Oversight/ Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet http:/,h2o.enr.state.nc.us%ncwetlands
None Carolina
Aa uradlry
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
I
&)Lp 05 » t)l 3 2 Y 3
INITIAL INTEREST IN PARTICIPATION IN THE EXPRESS REVIEW PROGRAM
WITHIN THE 401 OVERSITE/EXPRESS PERMITTING UNIT
September 1, 2004
Version 3
Applicant Name: Newland Communities Attn: Mitch Barron
Applicant Address: 5850 Fayetteville Road
Durham NC 27713
Applicant's phone number: [phone]
i ox number: [phone]
Applicant's email address: mbarronCcDnewlandcommunities. com
Consultant Name (if applicable):
The John R. McAdams Company. Attn: Kevin Yates
Consultant address (if applicable): 2905 Meridian Parkway
Durham NC 27713
Consultant's phone number: [phone]
NI-Eax number: [phone]
Consultant's email address: yates(a)iohnrmcadams.com
Type of action requested under the Express Review Program (check all that apply):
? 401 Water Quality Certification
? Isolated Wetland Permit
? Riparian Buffer Approval
Stormwater Management Plan (Phase 1 - Part 2
(1 Wet Pond))
? Stream Origin Determination For Buffer Rule
# of Determinations Requested
? Intermittent/Perennial Determination
# of Determinations Requested
? Mitigation Plan
? Stream ? Wetland ? Buffers (check all appropriate)
Name of Project: Briar Chapel Community (.Phase 1-Part 2) County: Chatham
Total project acreage: 1,589 (115 acres in Phase 1)(acres) Total built out impervious area:35% for Phase 1 (Part 2)
Nearest named stream (from USGS topo map): Pokeberry Creek
Please provide a brief description of this project (attach site plan if available):
Please reference our meeting on Tuesday July 11, 2006, at your office, regarding submission of the Stormwater
Management Plans for the Briar Chapel community, pursuant to the 401 Water Quality Certification (DWQ # 2005-
0732) As noted in the meeting an Individual 401 Water Quality Certification was issued on May 9, 2006, and
included Stormwater Management. The 401 stormwater management condition is currently being re-worded by Mr.
John Dorney of your office to allow for submission of the stormwater management plans in phases, and the plans are

"to be submitted within 30davs of approval of the phased construction drawings" This submittal is Phase 1- Part 2
and will be for () stormwater management facilities Due to minor layout changes the next round of stormwater
management submittals will be in approximately 6 weeks.
The proposed proiect consist of constructing a residential community and mixed-use community with multi-family
and single-family housing. The proiect will include roads, sewer line a force main stormwater collection and
amenities such as a pool and clubhouse. Stormwater management facilites will not impact waters of the U.S.
Traditional equipment will be used such as front-end loaders graders and earth movers ( Attached: Drainage Area-
w Proposed Wet Pond, USGS quad w/ Phase 1 inset, Chatham Ctv Soil Survey)
Please attach a map of site location using USGS 1:24,000 map and county soil survey.
Location of project site - please include reference to the county, nearest name town and highway number:
The proiect is located off of U.S. 15/501, is bound to the north by S.R. 1532 (Manns Chapel Road) to the east by
Route 15/501, to the south by Parker Herndon Road, adjacent to Pokeberry Creek in Chatham County North
Carolina (USGS quad w/ Phase 1 inset, Chatham Cty. Soil Survey attached
Proposed impacts:
Acres of 404 wetlands:
Acres of isolated wetlands: N/A
Linear feet of streams:
Linear feet of isolated streams: N/A
Square feet of protected stream buffers:
Has consultant or applicant attended any DWQ-sponsored training sessions in the past two years? If so, please list
which ones.Yes, I was invited to attend the wetland functional assessment methodology workshop headed by John
Dorney., As well I have attended numerous USACE sponsored training sessions as a former employee.
Has any DWQ staff visited the site? yes , if yes, please provide DWQ staff name, Raleigh Regional Office Staff and
date of visit: various occasion over the past 3 years
Which other environmental permits from other agencies will be needed for this project? Please list the permits and
issuing agencies below:
U.S. Army Corps of Engineers - 404 permit: Sedimentation and Erosion Control - Chatham County/State, Dam
Safety-State, 401 DWQ Certification
Does this project require approval under the State Environmental Policy Act or National Environmental Policy Act?
Yes, review completed, per the 401 Certification
Is this project an After-the-fact application or has this project received a previous Notice of Violation from DWQ?
19
Does this project require approval of a Variance from the NC Environmental Management Commission? No.
iV
Are you aware of any local controversy concerning this project? If so, please describe the controversy and any
measures that have been taken with respect to public involvement.
Numerous public hearings and negotiations by the permittee and the Haw River Assembly/General Public
This form must be submitted via email (Go 401expressanncmail.net), faxed (919-733-6893) or hand-delivered to the Parkview Building, 2321
Crabtree Blvd., Raleigh, NC 27604. Applicants who are selected to participate in the Express Review Program will be notified via email or fax
within 2 days. Successful applicants will then be instructed regarding detailed procedures for full application (Please Note: Submittals of the review
packages on Friday after 12:00 pm will be stamped as received on the next business day).
Please contact Debbie Edwards at 919-733-9502 if you have any questions regarding this form.
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CA °ATS: 07-10-06 [phone]
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SENDING CONFIRMATION
DATE a AUG-15-2006 TUE 13:17
NAME DWQ-WETLANDS
TEL [phone]
PHONE : [phone]
PAGES : 2/2
START TIME : AUG-15 13:16
ELAPSED TIME : 00' 22"
MODE : ECM
RESULTS : OK
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EXPRESS PERNUT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
401 Oversight/Express Review Permitting Unit
Street Address: 23210abaw Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #: [phone]
Fax A: 919-733-6893
Fax To: Kevin Yates Fax q: 361.2269
Mitch Bantus, Newland Coma 361.7011
Subject: Briar Cbapel, Phase 1, SW Part 2 Date: August 15, 2006
Number of pages including cover sheet: 2
Notes or special lostmetions:
The oriainaJ will be scut in the mail if you have o??es'iona oleasc contact Cvathia Van Da Wiele at
919-715-3473.
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SENDING CONFIRMATION
DATE AUG-15-2006 TUE 13:15
NAME DWQ-WETLANDS
TEL [phone]
PHONE
PAGES
START TIME
ELAPSED TIME
MODE
RESULTS
: 93612269
: 2/2
: AUG-15 13:15
: 00'22"
: ECM
: OK
FIRST PAGE OF RECENT DOCUMENT TRANSMITTED..
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EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
401 OversighVExpress Review Permitting Unit
tT.m.a ar Wa1aS QYahn'
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699.1650
Contact Information: Phonc #: 919-733-0203
Fax [phone]
Fax To: Kevin Yates Fax #: [phone]
Mitch Barron, Newland Comm. 361.7011
Subject: Briar Chapel, Phase I, SW Part 2 Date: August 15, 2006
Number of pages including cover sheet: 2
Notes or special instructions:
The on ein l will be sent in the mail. If you have auestions. olCWC contact Cynthia Van M wiele at
919-715-3473.
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o?oF W ATF?QG Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
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Alan W. Klimek, P.E. Director
` -- J Division of Water Quality
EXPRESS PERMIT REVIEW PROGRAM
Division of Water Quality
Department of Environmental and Natural Resources
401 Oversight/Express Review Permitting Unit
Street Address: 2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-2260
Mailing Address: 1650 Mail Service Center
Raleigh, NC 27699-1650
Contact Information: Phone #:
Fax #:
Fax To: Kevin Yates
Mitch Barron, Newland Comm.
Subject: Briar Chapel, Phase I, SW Part 2
919-733-0203
919-733-6893
Fax #: [phone]
361.7011
Zt
Date: August 45, 2006
Number of pages including cover sheet: 3
Notes or special instructions:
The original will be sent in the mail. If you have questions, please contact Cynthia Van Der Wiele at
919-715-3473.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone [phone] / Fax [phone]
Internet: littp:G`h2o.enr.state.nc.us/ncwetlands
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Project Name: Briar Chapel
Project No. D`VQ 050732
Pond 4
SUBMITTED DESIGN:
elevations
Bottom of Basin (ft) 413
Permanent Pool (ft) 419
Temporary Pool (ft) 421.25
areas
Permanent Pool SA (sq ft) 36163
Drainage Area (ac) 24.29
Impervious Area (ac) 10.57
volumes
Permanent Pool (cu ft) 153374
Temporary Pool (cu ft) 88173
Forebay (cu ft) 32794
other parameters
SA/DA 1.49
3
1
Linear Interpolation of Correct SAIDA
Orifice Diameter (in)
Design Rainfall (in)
% Impervious
Next Lowest 40
Project Impervious 43.5
Next Highest ' 50
GvCW 11/,7 1/ b(,
REQUIRED DESIGN:
4.2 average depth status
6 ft. depth ok
2.25 ft. depth ok
15220 sq. ft. ok
12128; based on avg depth ok
43.5 % -
21.4% ok
38941 cu. ft. ok
1.44 -
0.25 cfs drawdown -
4.1 day drawdown ok
6 ft. Permanent Pool Depth
SAIDA fron (Avg. Depth)
1.34 1.017291707 1.08
1.44 1.15 1.20
1.62 1.384174709 1.43
aft 4
7.7-1
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THE JOHN R McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Dr. Cynthia Van Der Wiele
NC Division of Water Quality
2321 Crabtree Boulevard
Raleigh, North Carolina 27604
"` FEDERAL EXPRESS "`
Re: Briar Chapel Community Job No.: NEW-05043
I am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 Application Fee -Check #1253 for $3,000
3 Express Review Stormwater Management Plan A
3 BMP Supplement Forms and O&M Agreements
3 Water Quality Pond Final Design Calculations Booklet
3 Water Quality Pond Construction Drawings
These are transmitted as checked below:
? As requested
® For approval
? For review and comment
Remarks:
CPI
Date: August 16, 2006
? For your use ???, rtr? D
?Y!
? Signature
0
? ?11Cx 1 '7 '?.?Ufi
Please feel free to contact me if you have any questions.
Copy to:
Signed:
V/Finch,
Engineer
FOR INTERNAL USE ONLY
? Copy Letter of Transmittal Only to File
® Copy Entire Document to File
CIVIL ENGINEERING - LAND PLANNING - SURVEYING
PO Box 14005 - Research Triangle Park, NC 27709 • [phone] • fax[phone]
www.johnrmcadams.com
V3
OFFICE 'USE ONLY
Date Received Fee Paid Permit Number(s)
i
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION p g RJ O W9 B
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the proje . UG '1-006
NNP-Briar Chapel, LLC
2. Owner/Signing Official's name and title (person legally responsible for facility and compl Ma,4TMWTiAPQAkWH
Mitch Barron, VP Newland Communities
3. Owner Mailing Address for person listed in item 2 above:
5850 Favetteville Rd, Suite 201
City: Durham State: NC Zip: 27713
Phone Number: ( 919 ) 361-9000 Fax Number ( 919 )361-7011 Email Address: mharron@p gland
communities. com
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Briar Chapel - Phase IV
Water Quality Ponds Phase 1 - Part 2 Pond 4 Construction Plans
5. Location of Project (street address):
City: County: Chatham
6. Directions to project (from nearest major intersection):
West of Hwy 15-501 and north of Andrews Stone Road
7. Latitude:
Longitude:
of project
8. Contact person who can answer questions about the project:
Name: Jeremy Finch, PE Telephone Number: ( 919 ) 361-5000
Fax Number : 919-361-2269 Email Address : ifinch@iohnrmradams. rnm
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
9/2004 Version 1.0 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N/A and its issue date (if known) N/A
3. Specify the type of project (check one):
X Low Density High Density Redevelopment General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major -Sedimentation/Erosion Control _X404/401 Permit _NPDES Stormwater -Other
401# 2005-0732
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
See Attached Narrative
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area: Approx 140 acres (Ph IV only4. Project Built Upon Area: Approx. 81 %
5. How many drainage areas does the project have? 3
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
See attached worksheet (nrainaLre Area Breakdown)
Basin Information Drainage Area I Drainage Area 2
Receiving Stream Name
Receiving Stream Class '
Drainage Area
Existing Impervious* Area
Proposed Impervious*Area
% Impervious* Area (total)
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings
On-site Streets
On-site Parking
On-site Sidewalks
Other on-site
Off-site
Total: Total:
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
9/2004 Version 1.0 Page 2 of 4
7. How was the off-site impervious area listed above derived? Ph
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes.vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state riparian buffer authori_-ation or General
Certification numbers as issued by the Division of Water Quality. These
covenants may not be changed or deleted without the consent of the state. (Draft Deed Restrictions attached)
2. No more than 4,500 sf square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a modified water quality certification prior to construction.
5. All permitted runoff from outparcels or f iture development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, 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 State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 401 /wetlands unit website.
Bioretention Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 of 4
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. The complete application package should be
submitted to the DWQ Central Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item. Initals
• Original and two copies of the Express Review Stormwater Management Application
• Signed and notarized Operation and Maintenance Agreement ui?
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to NCDENR) :T
• Detailed narrative description of stormwater treatment/management
• Three copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): The John R McAdams Company Inc.
Mailing Address: PO Box 14005
City: R.TP
Phone: ( 919 ) 361-5000
State: NC Zip: 27709
Fax: ( 919 ) 461-2269
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) .
certify that the information included on this 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 15A NCAC 2H .1000
Signature:
Date:
9/2004 Version 1.0 Page 4 of 4
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner
Name: Newland Communities: Attn: Mitch Barron
Address: 5850 Fayetteville Road, Suite 201, Durham, NC 27713
Phone: [phone]
Project Name/Description: Briar Chapel Community, Chatham County, NC
Date: 08-15-06
U.S. Army Corps of Engineers
Raleigh Regulatory Field Office
6508 Falls of Neuse Road, suite 120
Raleigh, NC 27615
Attn: Todd
Field Office:
A 'G 1 7 ?OpF?
Field Office
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:

I, the current property/agent owner, hereby designate and authorize The John R. McAdams
Company, Inc. to act in my behalf as my agent in the processing of permit applications, to
furnish upon request supplemental information in support of applications, etc. from this day
forward. The day of
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only
for government officials to enter the property when accompanied by The John R.
McAdams Company, Inc. staff. You should call The John R. McAdams Company, Inc. to
arrange a site meeting prior to visiting the site._
C 1 t'2q Dih(L2ar 1
Print Property/Agent Owner's Name Property/Agent Owner's Signature
cc: Ms. Cyndi Karoli
NCDENR-DWQ
2321 Crabtree Boulevard
Raleigh, NC 27604
Ms. Cynthia Van Der Wiele
NCDENR-DWQ
2321 Crabtree Boulevard
Raleigh, NC 27604
C I V I L E N G I N E E R I N G • L A N D P L A N N I N G • S U R V E Y I N G
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
BRIAR CHAPEL - PHASE IV
Final Design - Water Quality Pond #4
General Description
Located off from US Highway 15-501, north of Andrews Store Road and south of Mann's
Chapel Road in Chatham County, NC is the proposed development known as Briar Chapel.
Phase IV of the proposed development is approximately 140-acres and will consist of mostly
single-family lots, along with the associated utility, parking, and roadway infrastructure.
The proposed development is located within the Cape Fear River Basin, and drains to streams
(Pokeberry Creek & Wilkinson Creek) classified as Water Supply IV (WS-IV), and Nutrient
Sensitive Waters (NSW). As a result of the proposed development exceeding the maximum
allowable limit for stream impacts, an individual permit issued by The United States Army Corps
of Engineers (USACE) is required (Clean Water Act Section 404 permit). Also, a Clean Water
Act Section 401 Water Quality Certification from NCDWQ will be attached to the individual
permit. Under the 401 Water Quality Certification from NCDWQ, the proposed site will be
required to comply with the stormwater management requirements set forth in the Water Quality
Certification #3402 (WQC #3402). WQC #3402 has the following water quality requirements:
1. Site specific stormwater management shall be designed to remove 85% total
suspended solids (TSS) according to the latest version of DWQ's Stormwater Best
Management Practices Manual at a minium.
2. In watersheds within one mile and draining to 303(d) listed waters, as well as
watersheds that are classified as nutrient sensitive waters (NSW), water supply
waters (WS), trout waters (Tr), high quality waters (HWQ), and outstanding resource
waters (ORW), the Division shall require that extended detention wetlands,
bioretention areas, and ponds followed by forested filter strips (designed according to
the latest version of the NCDENR Stormwater Management Practices Manual) be
constructed as part of the stormwater management plan when a site-specific
stormwater management plan is required.
In addition to the above stormwater quality requirements, the following stormwater quality and
quantity items are required per Section 8.3 ("Stormwater Controls") of the Chatham County
Compact Communities Ordinance:
1. Control and treat the first inch of runoff from the project site and from any offsite
drainage routed to an on-site control structure. Ensure that the draw down time for
this treatment volume is a minimum of forty eight (48) hours and a maximum of one
hundred and twenty (120) hours.
2. Maintain the discharge rate for the treatment volume at or below the pre-
development discharge rate for the 1 -year, 24-hour storm.
To address these stormwater requirements, a water quality pond with a preformed scour
hole/level spreader outlet that will provide sheet flow of the 1" runoff volume into the stream
buffer is proposed for construction as part of the development of phase IV of Briar Chapel.
BRIAR CHAPEL DRAINAGE AREA BREAKDOWN 8/16/2006
NEW-05043
Basic Information Drainage Area 4 (To Pond #4)
Receiving Stream Name Pokeberry Creek
Receiving Stream Class WS-IV, NSW
Drainage Area 24.29
Existing Impervious Area" 0.00
Proposed Impervious Area" 10.57
% Impervious' Area (total) 43.52%
.a.'x?E'.d3[.::-51!'iRC'^aL2.v??[:N.,Ais6;'::C?a4A'4R6?LL"?.l(C2?3s `t..;..'8 ?'::' :f"I'+w,W9w':^..??iC:xai•^T^°-•••,•°.".a:GTS?'GT.u`W'^n..'3A:.??'::-CSt:I?
Impervious* Surface Area 1 Drainage Area 4 (To Pond #4) I
On-site Buildings 5.14
On-site Streets 4.33
On-site Parkin 0.00
On-site Sidewalks 1.10 _
Other on-site 0.00
Off-site 0.00 _
Totals 10.57
'Impervious area is defined as the built upon area including, but not limited to, buildings, roads
sidewalks, gravel areas, etc.
DRAFT
DECLARATION OF COVENANTS AND RESTRICTIONS - RIPARIAN AREAS
THIS DECLARATION OF COVENANTS AND RESTRICTIONS ("Restrictive
Covenant"), is made on this day of , 20 by NNP-Briar Chapel, LLC,
(the "Declarant);"
WITNESSETH:
THAT WHEREAS, the Declarant is the owner of certain property located in Chatham
County, North Carolina, constituting approximately [insert number] acres, more or less, which is
more particularly described on Exhibit A attached hereto and incorporated herein by this
reference (the "Property"); and
WHEREAS, for the purposes of this Restrictive Covenant, the "Conservation Area"
within the Property shall mean the following wetlands, streams, and riparian buffers:
(a) All perennial and intermittent streams located on the Property;
(b) All wetlands regulated by the Department of the Army ("DOA") as waters of the
United States under the Authority of Section 404 of the Clean Water Act and
implementing regulations, as may be amended from time to time;
(c) 100-foot buffers along all perennial streams; 50-foot buffers along all intermittent
streams; 50-foot buffers along all ephemeral streams shown of the Soil Survey
maps and having a drainage area of more than 25 acres; 30-foot buffers along all
ephemeral streams shown of the Soil Survey maps having a drainage area of
between 10 and 25 acres (the "Riparian Buffers").
Notwithstanding the foregoing, the "Conservation Area" shall not include wetlands,
streams, and riparian areas authorized for impacts in accordance with the following permits
issued to the Declarant.: (a) DOA Permit No. dated , 2006, and (b)
North Carolina Department of Environment and Natural Resources, Division of Water Quality
(`1DWQ1') Certification No. dated 2006 (collectively, the
"Permits").
NOW THEREFORE, the Declarant hereby unconditionally and irrevocably declares that
the Property shall be held and subject to the following restrictions, covenants and conditions, as
set out herein, all of which are for the purpose of enhancing and protecting the value,
desirability, and attractiveness of the real property and to comply with the Permits, to run with
US2000 9395029.3
Page 1 of 7
the subject real property and to be binding on all parties that have or shall have any right, title, or
interest in said property.
1. Purposes. The purposes of this Restrictive Covenant are to maintain, restore,
enhance, and create wetland and/or riparian resources in the Conservation Area, as more
particularly described below, to contribute to the protection and improvement of water quality,
flood prevention, fisheries, aquatic habitat, wildlife habitat, and recreational opportunities;
except as otherwise provided herein, to maintain permanently the Conservation Area in its
natural condition, consistent with these purposes; and to prevent any use of the Conservation
Area that will significantly impair or interfere with these purposes, all in accordance with the
Permits.
2. Permitted Uses. The Conservation Area shall be owned, exclusively controlled,
and maintained as far as practicable, in its pristine and natural state in perpetuity; provided,
however, that notwithstanding anything to the contrary in this Restrictive Covenant, the
following uses shall be permitted in the Conservation Area to the extent they do not directly
impact waters of the United States (the "Permitted Uses"):
(a) Any use of the Conservation Area as expressly permitted in the Permits or as
otherwise may be required by Declarant to comply with the Permits or other regulations or
requirements of DOA, DWQ, or other governmental agencies with jurisdiction over the
Conservation Area;
(b) Use of the Riparian Buffers as follows:
• Construction on pilings including without limitation elevated walkways,
roads, or utility lines;
• Water dependent structures;
• Signs, security lights, and flag poles;
• Utility lines where no practical alternative exists;
• Passive recreational activities with very low impact walking trails with no
impervious surface that are located at least thirty feet from the edge of the
stream;
• Paved trails up to eight feet in width that are located at least fifty feet from
the edge of perennial and intermittent streams, provided that the buffer as
a whole is extended a distance equal to the width of the trail;
US2000 9395029.3
Page 2 of 7
• Clearing and re-vegetating the stream buffer for the purposes of improving
its pollutant removal efficiency, provided that no such clearing is allowed
within 30 feet of a stream;
• Clearing, grading and filling within the buffer in connection with road
construction provided that affected areas are revegetated;
• Removal of invasive species listed by the North Carolina Botanical
Garden; and
• Desirable artificial stream bank or shoreline stabilization, as determined
by Chatham County.
3. Effect. The covenants and restrictions contained in this Restrictive Covenant
shall be perpetual, shall run with the land, and shall be binding on Declarant and its successors
and assigns.
4. Restrictions on Use. Except as expressly reserved as a Permitted Use in this
Restrictive Covenant, the Conservation Area shall be maintained in its natural, scenic, wooded
and open condition and restricted from any development or use that would impair or interfere
with the purposes of the Conservation Area. The following uses are prohibited, restricted, or
reserved as indicated:
(a) Prohibited Uses. Except for the Permitted Uses, all industrial, residential, and
commercial activities are prohibited in the Conservation Area.
(b) Agricultural, Timber Harvesting, Grazing and Horticultural Use. Agricultural,
timber harvesting, grazing, horticultural, and animal husbandry uses of the Conservation
Area, including the use of the Conservation Area for cropland, waste lagoons; or
pastureland, are prohibited.
(c) Construction. Except for the Permitted Uses, there shall be no roads, buildings,
signs, building, facility, mobile home, or other structure constructed or placed in the
Conservation Area for occupancy by humans or for storage of equipment or materials not
directly related to the operation and maintenance of the Conservation Area for the Permitted
Uses.
(d) Dumping. Dumping of soil, trash, ashes, garbage, waste, abandoned vehicles,
appliances, machinery, or other material in the Conservation Area is prohibited.
(e) Grading, Mineral Use, Excavation, Dredging. Except for the Permitted Uses,
there shall be (i) no grading, filling, excavation, dredging, mining, or drilling for mineral
resources on the Conservation Area; (ii) no removal of topsoil, sand, gravel, rock, peat,
US2000 9395029.3
Page 3 of 7
minerals, or other materials from the Conservation Area; and (iii) no change in the
topography of the land in any manner except as necessary for the purpose of combating
erosion or incidental to any conservation management activities consistent with the purposes
of the Conservation Area.
(f) Streams, Wetlands, Water Quality, and Drainage Patterns. There shall. be (i) no
pollution or alteration of water bodies; (ii) no activities that would be detrimental to water
quality or that would alter natural water levels, drainage, sedimentation, and/or flow in or
over the Conservation Area or into any surface waters, or cause soil degradation or erosion;
(iii) no diking, draining, dredging, channeling, filling, leveling, pumping, impounding, or
related activities; and (iv) no altering or tampering with water control structures, or devices,
or disruption or alteration of the restored, enhanced, or created drainage patterns. In
addition, diverting or causing or permitting the diversion of surface or underground water
into, within or outside of the Conservation Area by any means, removal of wetlands,
polluting or discharging into waters, springs, seeps, or wetlands, or use of pesticide or
biocides is prohibited, except activities to restore or enhance natural hydrology or manage
stormwater as permitted by state or any other appropriate authorities.
(g) Disturbance of Vegetation and Natural Features. Except for the Permitted Uses,
there shall be no cutting, removal, mowing, harming, or destruction of any vegetation in the
Conservation Area or disturbance of other natural features in the Conservation Area except
for selective cutting and prescribed burning or clearing of vegetation and the application of
approved pesticides for fire containment and protection, disease control, restoration of
hydrology, wetlands enhancement and/or control of non-native plants.
5. Additional Rights of Declarant. Declarant shall have the right to undertake or
continue the Permitted Uses on the Conservation Area. No provision of this Restrictive
Covenant shall be construed to impair the ability of Declarant to sell the Conservation Area or
Property subject to this Restrictive Covenant or to use the Conservation Area or Property for
collateral for borrowing purposes, provided that any mortgage or lien arising from such loan
shall be subordinated to this Restrictive Covenant. Any deed to secure debt, deed of trust, or
mortgage affecting any portion of the Conservation Area or Property shall at all times be subject
and subordinate to the terms of this Restrictive Covenant, and any party foreclosing any such
deed to secure debt, deed of trust, or mortgage, or acquiring title by deed in lieu of foreclosure,
shall acquire title subject to all of the restrictions and covenants of this Restrictive Covenant.
6. Transfer of Conservation Area and Property. Nothing in this Restrictive
Covenant shall preclude Declarant from imposing additional easements on the Conservation
Area or Property or conveying any interest in the Conservation Area to a donee eligible to hold
property for conservation purposes within the meaning of Section 170(h)(3) of the Internal
Revenue Code and the regulations promulgated thereunder.
US2000 9395029.3
Page 4 of 7
7. Amendment. This Restrictive Covenant may be amended, modified, or
terminated by Declarant or its successors or assigns only with the written consent of DOA and
DWQ.
8. Interpretation. This Restrictive Covenant shall be construed and interpreted
under the laws of the State of North Carolina. Any ambiguities herein shall be resolved so as to
give maximum effect to the conservation purposes of this Restrictive Covenant.
9. Termination. If it is determined that conditions on or surrounding the
Conservation Area have changed to such an extent that it becomes impossible to fulfill the
purposes set forth in this Restrictive Covenant, a court with jurisdiction may, at the joint request
of Declarant, DOA, and DWQ (or their respective successors and assigns) terminate the
covenants and restrictions in this Restrictive Covenant. If a condemnation of a part of the
Conservation Area or of the entire Conservation Area by a public authority or other authorized
entity renders it impossible to fulfill any of these purposes, the covenants and restrictions in this
Restrictive Covenant may be terminated through such condemnation proceedings.
10. Severability. If any covenant or restriction of this Restrictive Covenant is found
to be invalid, the remaining provisions of this Restrictive Covenant, and the application of such
provision to persons or circumstances other than those as to which it is found to be invalid, shall
not be affected thereby.
IN WITNESS WHEREOF, the undersigned have executed the foregoing instrument the day and
year first above written.
NNP-Briar Chapel, LLC
By:
Its:
US2000 9395029.3
Page 5 of 7
STATE OF
COUNTY OF
I, the undersigned, a Notary Public of the County and State aforesaid, certify that the following
person(s) personally appeared before me this day, and
? I have personal knowledge of the identity of the principal(s)
? I have seen satisfactory evidence of the principal's identity, by a current state or
federal identification with the principal's photograph in the form of a
? A credible witness has sworn to the identity of the principal(s);
each acknowledging to me that he or she voluntarily signed the foregoing document for the
purpose stated therein and in the capacity indicated:
Date:
Notary Public
(print name)
(official seal) My commission expires:
US2000 9395029.3
Page 6 of 7
Exhibit A
[Exhibit Depicting Property Owned by NNP-Briar Chapel, LLC within the Proposed Briar
Chapel Development]
US2000 9395029.3
Page 7 of 7
Permit No.
p5-n132 Y3
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: Blel4P- CHAPEL- pHASF_ 127--
Contact Person: Z'Ve-EMY FiNCµ, PE Phone Number: ('1101) 3(a1-5000
For projects with multiple basins, specify which basin this worksheet applies to: INCA &NO *P+
elevations
Basin Bottom Elevation 413-00 ft. (floor of the basin)
Permanent Pool Elevation '-i'l`l • 00 ft. (elevation of the orifice)
l El
ti
T
P N21
ZS ft
eva
on
emporary
oo . .
tt guv jaFl= va vrnE GL-06710(J
areas
Permanent Pool Surface Area 36, 10 sq. ft. (water surface area at the orifice elevation)
Drainage Area ',7 4.21 ac. (on-site and off-site drainage to the basin)
Impervious Area 10.5-7 ac. (on-site and off-site drainage to the basin)
volumes II r')N0Fc-
Permanent ool Volume 1533-14 cu. ft. (combined volume of main basin and forebay)
Volume R311-13 cu. ft. 111 poNoFl-
Forebay Volume 32,-1'ft_ cu. ft. (approximately 20% of total volume) V°WeAC
Other parameters
SA/DAI I • y °? (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3 in. (2 to 5 day temporary pool draw-down required)
Design Rainfall I #I PZUNOHF in.
Design TSS Removal 2 65 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page I of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85%o TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
7?_F a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
SF b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
JT_' _ d. The temporary pool draws down in 2 to 5 days.
_ NSA ?. If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
calculations)
f. The basin length to width ratio is greater than 3:1.
_JF g. The basin side slopes above the permanent pool are no steeper than 3:1.
Tf' h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
?F i. Vegetative cover above the permanent pool elevation is specified. -
j. A trash rack or similar device is provided for both the overflow and orifice.
To gE pgov?oEO _ k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.
?? 1. If the basin is used for sediment and erosion control during construction, clean out of the

basin is specified prior to use as a wet detention basin.
-FF in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of4
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
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 H-50 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads '(•So feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fill in the h1anks)
Permanent Pool Elevation 411-'00
Sediment Re oval El. HI `1 •50 175°
------ 'gf -- - Sediment Removal Elevation 414-50 75%
Bottom Ele ation yl3•? % ---------------------------------------------- ----
Bottom Elevation 413.00 25%
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Form SWU-102 Rev 3.99 Page 3 of4
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed within. I agree to notify DWQ of any problems with the system or prior to any changes to the
system or responsible party.
Print name: Pi? Bafr-&I
Title
Add i
Phoi
Sign
Date: '!? •f S • U (.0
S , a Notary Public for the State of AG
County of L , do hereby certify that `fY2i A& A-4-?
personally appeared before me this IS day of and acknowledge the due
execution of the forgoing stormwater management facility maintenance requirements. Witness my hand and
official seal,

.
tlY
'`A S

.

SEAL
My commission expires I (- 7--07
Page 1 of 2
Pre-FORMED SCOUR HOLE / LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreaders(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
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 of prior to any changes to the
system or responsible party.
Print name: Newland Communities; Attn: Mitch Barron
Title: Newland Communities -Vice President
Address: 5850 Fayetteville Road, Suite 201, Durham, NC 27713
Phone:
SignatL
Date:
Note: The legally 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.
1, , a Notary Public for the tate of N C - &_Cl? County of kJA 0,4- q /_ , do hereby certify that '--/'Yl. rki,, &A.A t1L?
personally appeared before me this ' /5- day of , 2w4- , and acknowledge the due
execution of the forgoing wet [wetland] detention basin main enance requirements. Witness my hand and
official seal,
A
.cP
NOTARY ••
'0,
PUBLIC
•
5- O
"NomwO
SEAL
My commission expires
v3 05-0'132.
OFFICE USE ONLY
Date Received Fee Paid Permit Number(s)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality 401/ Wetlands Unit
EXPRESS REVIEW PROGRAM STORMWATER MANAGEMENT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicant's name (specify the name of the corporation, individual, etc. who owns the project): 6
NNP-Briar Chapel, LLC _ WFn
2. Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Mitch Barron VP Newland Communities
3. Owner Mailing Address for person listed in item 2 above:
5850 Favetteville Rd. Suite 201
QuAurv
"'1163 8%C11
City: Durham State: NC Zip: 27713
Phone Number: ( 919 ) 361-9000 Fax Number: ( 919 ) 361-7011 Email Address: mharrnnfdnPwland
Communities. com
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Briar Chapel - Phase IV
Water Quality Ponds Phase 1 - Part 2 Pond 4 Construction Plans
5. Location of Project (street address):
City: County: Chatham
6. Directions to project (from nearest major intersection):
West of Hwy 15-501 and north of Andrews Stone Road
7. Latitude: Longitude: of project
8. Contact person who can answer questions about the project:
Name: Jeremy Finch, PE Telephone Number: ( 919 ) 361-5000
Fax Number : 919-361-2269 Email Address : ifinnh(dinhnrmca8amc cam
II. PERMIT INFORMATION:
1. Specify whether project is (check one): X New Renewal Modification
. 9/2004 Version 1.0 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number N/A and its issue date (if known) N /A
3. Specify the type of project (check one):
X Low Density High Density Redevelopment General Permit Other
4. Additional Project Requirements (check applicable blanks):
_CAMA Major -Sedimentation/Erosion Control _X404/401 Permit _NPDES Stormwater -Other
401# 2005-0732
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
See Attached Narrative
2. Stormwater runoff from this project drains to the Cape Fear River basin.
3. Total Project Area: Approx 140 acres (Ph IV on1p. Project Built Upon Area: Approx. 81%
5. How many drainage areas does the project have? 3
6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
See attached worksheet (Drainave Area Breakdown)
Basin Information ? Drainage Area _1 Drainage Area 2
Receiving Stream Name
Receiving Stream Class
Drainage Area
Existing Impervious* Area
Proposed Impervious*Area
% Impervious* Area (total)
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings
On-site Streets
On-site Parking
On-site Sidewalks
Other on-site
Off-site
Total: Total:
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
9/2004 Version 1.0 Page 2 of 4
7. How was the off-site impervious area listed above derived? IJIA
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state riparian buffer authorization or General
Certification numbers as issued by the Division of Water Quality. These
covenants may not be changed or deleted without the consent of the State. (Draft Deed Restrictions attached)
2. No more than 4,500 sf square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a modified water quality certification prior to construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, 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 State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable stormwater management supplement form(s) listed below must be submitted for each BMP specified
for this project. The forms are located on the 401/wetlands unit website.
Bioretention Worksheet
Dry Detention Worksheet
Level Spreader Worksheet
Grassed Swale Worksheet
Extended Detention Wetland / Pocket Wetland Worksheet
Wet Detention Worksheet
9/2004 Version 1.0 Page 3 of 4
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. The complete application package should be
submitted to the DWQ Central Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item. Initals
• Original and two copies of the Express Review Stormwater Management Application
• Signed and notarized Operation and Maintenance Agreement Uf
• Three copies of the applicable Supplement Form(s) for each BMP
• Application processing fee (payable to NCDENR) O
• Detailed narrative description of stormwater treatment/management
• Three copies of plans and specifications, including:
- Development/Project name
- Engineer and firm
- Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands and streams delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm): The John R. McAdams Company, Inc.
Mailing Address: PO Box 14005
City: RIP State: NC Zip: 27709
Phone: ( 919 ) 361-5000 Fax: ( 919 ) 361-2269
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2)
certify that the information included on this 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 15A NCAC 21-1.1000
Signature:
Date:
9/2004 Version 1.0 Page 4 of 4
Since 1979
THE JOHN R. McADAMS COMPANY, INC.
AGENT AUTHORIZATION FORM
All Blanks To Be Filled In By The Current Landowner
Name: Newland Communities: Attn: Mitch Barron
Address: 5850 Fayetteville Road, Suite 201, Durham, NC 27713
Phone: [phone]
Project Name/Description: Briar Chapel Community, Chatham County, NC
Date: 08-15-06
r=
U. S. Army Corps of Engineers ?;( U V D
Raleigh Regulatory Field Office tltl
6508 Falls fNeusRoad, suite 120 AU6 1 7 2006
Raleigh, NC 27615
WETt?ENR • w<,rt tJ QUAUTY
na ?r?? ??as???,yar,'.A FRd??GN
Attn: Todd Tugwell
Field Office: Raleigh Regulatory Field Office
Re: Wetlands Related Consulting and Permitting
To Whom It May Concern:
I, the current property/agent owner, hereby designate and authorize The John R. McAdams
Company, Inc. to act in my behalf as my agent in the processing of permit applications, to
furnish upon request supplemental information in support of applications, etc. from this day
forward. The day of
This notification supersedes any previous correspondence concerning the agent for this project.
NOTICE: This authorization, for liability and professional courtesy reasons, is valid only
for government officials to enter the property when accompanied by The John R.
McAdams Company, Inc. staff. You should call The John R. McAdams Company, Inc. to
arrange a site meeting prior to visiting the site._
d OTA DA"1`3
Print Property/Agent Owner's Name
cc: Ms. Cyndi Karoli
NCDENR-DWQ
2321 Crabtree Boulevard
Raleigh, NC 27604
- At
Property/Agent Owner's Signature
Ms. Cynthia Van Der Wiele
NCDENR-DWQ
2321 Crabtree Boulevard
Raleigh, NC 27604
C I V I L E N G I N E E R I N G • L A N D P L A N N I N G • S U R V E Y I N G
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax [phone]
www.johnrmcadams.com
BRIAR CHAPEL - PHASE IV
Final Design - Water Quality Pond #4
General Description
Located off from US Highway 15-501, north of Andrews Store Road and south of Mann's
Chapel Road in Chatham County, NC is the proposed development known as Briar Chapel.
Phase IV of the proposed development is approximately 140-acres and will consist of mostly
single-family lots, along with the associated utility, parking, and roadway infrastructure.
The proposed development is located within the Cape Fear River Basin, and drains to streams
(Pokeberry Creek & Wilkinson Creek) classified as Water Supply IV (WS-IV), and Nutrient
Sensitive Waters (NSW). As a result of the proposed development exceeding the maximum
allowable limit for stream impacts, an individual permit issued by The United States Army Corps
of Engineers (USACE) is required (Clean Water Act Section 404 permit). Also, a Clean Water
Act Section 401 Water Quality Certification from NCDWQ will be attached to the individual
permit. Under the 401 Water Quality Certification from NCDWQ, the proposed site will be
required to comply with the stormwater management requirements set forth in the Water Quality
Certification #3402 (WQC #3402). WQC #3402 has the following water quality requirements:
1. Site specific stormwater management shall be designed to remove 85% total
suspended solids (TSS) according to the latest version of DWQ s Stormwater Best
Management Practices Manual at a minium.
2. In watersheds within one mile and draining to 303(d) listed waters, as well as
watersheds that are classified as nutrient sensitive waters (NSW), water supply
waters (WS), trout waters (Tr), high quality waters (HWQ), and outstanding resource
waters (OR99, the Division shall require that extended detention wetlands,
bioretention areas, and ponds followed by forested filter strips (designed according to
the latest version of the NCDENR Stormwater Management Practices Manual) be
constructed as part of the stormwater management plan when a site-specific
stormwater management plan is required.
In addition to the above stormwater quality requirements, the following stormwater quality and
quantity items are required per Section 8.3 ("Stormwater Controls") of the Chatham County
Compact Communities Ordinance:
1. Control and treat the first inch of runoff from the project site and from any offsite
drainage routed to an on-site control structure. Ensure that the draw down time for
this treatment volume is a minimum of forty eight (48) hours and a maximum of one
hundred and twenty (120) hours.
2. Maintain the discharge rate for the treatment volume at or below the pre-
development discharge rate for the ]-year, 24-hour storm.
To address these stormwater requirements, a water quality pond with a preformed scour
hole/level spreader outlet that will provide sheet flow of the 1" runoff volume into the stream
buffer is proposed for construction as part of the development of phase IV of Briar Chapel.
BRIAR CHAPEL DRAINAGE AREA BREAKDOWN 8/16/2006
NEW-05043
6.
Basic Information Drainage Area 4 (To Pond #4) I
Receiving Stream Name Pokeberry Creek
Receiving Stream Class WS-IV, NSW
Drainage Area 24.29
Existing Impervious Area* 0.00
Proposed Impervious Area* 10.57
% Impervious* Area (total) 43.52%
My, UUMMI
Impervious* Surface Area Drainage Area 4 (To Pond #4)
On-site Buildings ? 5.14
On-site Streets 4.33
On-site Parkin 0.00
On-site Sidewalks 1.10
Other on-site 0.00
Totals i 10.57 i
*Impervious area is defined as the built upon area including, but not limited to, buildings, roads
sidewalks, gravel areas, etc.
DRAFT
DECLARATION OF COVENANTS AND RESTRICTIONS - RIPARIAN AREAS
THIS DECLARATION OF COVENANTS AND RESTRICTIONS ("Restrictive
Covenant"), is made on this day of , 20 by NNP-Briar Chapel, LLC,
(the "Declarant);"
WITNESSETH:
THAT WHEREAS, the Declarant is the owner of certain property located in Chatham
County, North Carolina, constituting approximately [insert number] acres, more or less, which is
more particularly described on Exhibit A attached hereto and incorporated herein by this
reference (the "Property"); and
WHEREAS, for the purposes of this Restrictive Covenant, the "Conservation Area"
within the Property shall mean the following wetlands, streams, and riparian buffers:
(a) All perennial and intermittent streams located on the Property;
(b) All wetlands regulated by the Department of the Army ("DOA") as waters of the
United States under the Authority of Section 404 of the Clean Water Act and
implementing regulations, as may be amended from time to time;
(c) 100-foot buffers along all perennial streams; 50-foot buffers along all intermittent
streams; 50-foot buffers along all ephemeral streams shown of the Soil Survey
maps and having a drainage area of more than 25 acres; 30-foot buffers along all
ephemeral streams shown of the Soil Survey maps having a drainage area of
between 10 and 25 acres (the "Riparian Buffers").
Notwithstanding the foregoing, the "Conservation Area" shall not include wetlands,
streams, and riparian areas authorized for impacts in accordance with the following permits
issued to the Declarant.: (a) DOA Permit No.
North Carolina Department of Environment and Natural
("DWQ") Certification No. dated
"Permits").
_ dated , 2006, and (b)
Resources, Division of Water Quality
2006 (collectively, the
NOW THEREFORE, the Declarant hereby unconditionally and irrevocably declares that
the Property shall be held and subject to the following restrictions, covenants and conditions, as
set out herein, all of which are for the purpose of enhancing and protecting the value,
desirability, and attractiveness of the real property and to comply with the Permits, to run with
US2000 9395029.3
Page 1 of 7
the subject real property and to be binding on all parties that have or shall have any right, title, or
interest in said property.
1. Purposes. The purposes of this Restrictive Covenant are to maintain, restore,
enhance, and create wetland and/or riparian resources in the Conservation Area, as more
particularly described below, to contribute to the protection and improvement of water quality,
flood prevention, fisheries, aquatic habitat, wildlife habitat, and recreational opportunities;
except as otherwise provided herein, to maintain permanently the Conservation Area in its
natural condition, consistent with these purposes; and to prevent any use of the Conservation
Area that will significantly impair or interfere with these purposes, all in accordance with the
Permits.
2. Permitted Uses. The Conservation Area shall be owned, exclusively controlled,
and maintained as far as practicable, in its pristine and natural state in perpetuity; provided,
however, that notwithstanding anything to the contrary in this Restrictive Covenant, the
following uses shall be permitted in the Conservation Area to the extent they do not directly
impact waters of the United States (the "Permitted Uses"):
(a) Any use of the Conservation Area as expressly permitted in the Permits or as
otherwise may be required by Declarant to comply with the Permits or other regulations or
requirements of DOA, DWQ, or other governmental agencies with jurisdiction over the
Conservation Area;
(b) Use of the Riparian Buffers as follows:
• Construction on pilings including without limitation elevated walkways,
roads, or utility lines;
• Water dependent structures;
• Signs, security lights, and flag poles;
• Utility lines where no practical alternative exists;
• Passive recreational activities with very low impact walking trails with no
impervious surface that are located at least thirty feet from the edge of the
stream;
• Paved trails up to eight feet in width that are located at least fifty feet from
the edge of perennial and intermittent streams, provided that the buffer as
a whole is extended a distance equal to the width of the trail;
US2000 9395029.3
Page 2 of 7
• Clearing and re-vegetating the stream buffer for the purposes of improving
its pollutant removal efficiency, provided that no such clearing is allowed
within 30 feet of a stream;
• Clearing, grading and filling within the buffer in connection with road
construction provided that affected areas are revegetated;
• Removal of invasive species listed by the North Carolina Botanical
Garden; and
• Desirable artificial stream bank or shoreline stabilization, as determined
by Chatham County.
3. Effect. The covenants and restrictions contained in this Restrictive Covenant
shall be perpetual, shall run with the land, and shall be binding on Declarant and its successors
and assigns.
4. Restrictions on Use. Except as expressly reserved as a Permitted Use in this
Restrictive Covenant, the Conservation Area shall be maintained in its natural, scenic, wooded
and open condition and restricted from any development or use that would impair or interfere
with the purposes of the Conservation Area. The following uses are prohibited, restricted, or
reserved as indicated:
(a) Prohibited Uses. Except for the Permitted Uses, all industrial, residential, and
commercial activities are prohibited in the Conservation Area.
(b) Agricultural, Timber Harvesting, Grazing and Horticultural Use. Agricultural,
timber harvesting, grazing, horticultural, and animal husbandry uses of the Conservation
Area, including the use of the Conservation Area for cropland, waste lagoons, or
pastureland, are prohibited.
(c) Construction. Except for the Permitted Uses, there shall be no roads, buildings,
signs, building, facility, mobile home, or other structure constructed or placed in the
Conservation Area for occupancy by humans or for storage of equipment or materials not
directly related to the operation and maintenance of the Conservation Area for the Permitted
Uses.
(d) Dumping. Dumping of soil, trash, ashes, garbage, waste, abandoned vehicles,
appliances, machinery, or other material in the Conservation Area is prohibited.
(e) Grading, Mineral Use, Excavation, Dredging. Except for the Permitted Uses,
there shall be (i) no grading, filling, excavation, dredging, mining, or drilling for mineral
resources on the Conservation Area; (ii) no removal of topsoil, sand, gravel, rock, peat,
US2000 9395029.3
Page 3 of 7
minerals, or other materials from the Conservation Area; and (iii) no change in the
topography of the land in any manner except as necessary for the purpose of combating
erosion or incidental to any conservation management activities consistent with the purposes
of the Conservation Area.
(f) Streams, Wetlands, Water Quality, and Drainage Patterns. There shall be (i) no
pollution or alteration of water bodies; (ii) no activities that would be detrimental to water
quality or that would alter natural water levels, drainage, sedimentation, and/or flow in or
over the Conservation Area or into any surface waters, or cause soil degradation or erosion;
(iii) no diking, draining, dredging, channeling, filling, leveling, pumping, impounding, or
related activities; and (iv) no altering or tampering with water control structures, or devices,
or disruption or alteration of the restored, enhanced, or created drainage patterns. In
addition, diverting or causing or permitting the diversion of surface or underground water
into, within or outside of the Conservation Area by any means, removal of wetlands,
polluting or discharging into waters, springs, seeps, or wetlands, or use of pesticide or
biocides is prohibited, except activities to restore or enhance natural hydrology or manage
stormwater as permitted by state or any other appropriate authorities.
(g) Disturbance of Vegetation and Natural Features. Except for the Permitted Uses,
there shall be no cutting, removal, mowing, harming, or destruction of any vegetation in the
Conservation Area or disturbance of other natural features in the Conservation Area except
for selective cutting and prescribed burning or clearing of vegetation and the application of
approved pesticides for fire containment and protection, disease control, restoration of
hydrology, wetlands enhancement and/or control of non-native plants.
5. Additional Rights of Declarant. Declarant shall have the right to undertake or
continue the Permitted Uses on the Conservation Area. No provision of this Restrictive
Covenant shall be construed to impair the ability of Declarant to sell the Conservation Area or
Property subject to this Restrictive Covenant or to use the Conservation Area or Property for
collateral for borrowing purposes, provided that any mortgage or lien arising from such loan
shall be subordinated to this Restrictive Covenant. Any deed to secure debt, deed of trust, or
mortgage affecting any portion of the Conservation Area or Property shall at all times be subject
and subordinate to the terms of this Restrictive Covenant, and any party foreclosing any such
deed to secure debt, deed of trust, or mortgage, or acquiring title by deed in lieu of foreclosure,
shall acquire title subject to all of the restrictions and covenants of this Restrictive Covenant.
6. Transfer of Conservation Area and Property. Nothing in this Restrictive
Covenant shall preclude Declarant from imposing additional easements on the Conservation
Area or Property or conveying any interest in the Conservation Area to a donee eligible to hold
property for conservation purposes within the meaning of Section 170(h)(3) of the Internal
Revenue Code and the regulations promulgated thereunder.
US2000 9395029.3
Page 4 of 7
7. Amendment. This Restrictive Covenant may be amended, modified, or
terminated by Declarant or its successors or assigns only with the written consent of DOA and
DWQ.
8. Interpretation. This Restrictive Covenant shall be construed and interpreted
under the laws of the State of North Carolina. Any ambiguities herein shall be resolved so as to
give maximum effect to the conservation purposes of this Restrictive Covenant.
9. Termination. If it is determined that conditions on or surrounding the
Conservation Area have changed to such an extent that it becomes impossible to fulfill the
purposes set forth in this Restrictive Covenant, a court with jurisdiction may, at the joint request
of Declarant, DOA, and DWQ (or their respective successors and assigns) terminate the
covenants and restrictions in this Restrictive Covenant. If a condemnation of a part of the
Conservation Area or of the entire Conservation Area by a public authority or other authorized
entity renders it impossible to fulfill any of these purposes, the covenants and restrictions in this
Restrictive Covenant may be terminated through such condemnation proceedings.
10. Severability. If any covenant or restriction of this Restrictive Covenant is found
to be invalid, the remaining provisions of this Restrictive Covenant, and the application of such
provision to persons or circumstances other than those as to which it is found to be invalid, shall
not be affected thereby.
IN WITNESS WHEREOF, the undersigned have executed the foregoing instrument the day and
year first above written.
NNP-Briar Chapel, LLC
By:
Its:
US2000 9395029.3
Page 5 of 7
STATE OF
COUNTY OF
I, the undersigned, a Notary Public of the County and State aforesaid, certify that the following
person(s) personally appeared before me this day, and
? I have personal knowledge of the identity of the principal(s)
? I have seen satisfactory evidence of the principal's identity, by a current state or
federal identification with the principal's photograph in the form of a
? A credible witness has sworn to the identity of the principal(s);
each acknowledging to me that he or she voluntarily signed the foregoing document for the
purpose stated therein and in the capacity indicated:
Date:
, Notary Public
(print name)
(official seal) My commission expires:
US2000 9395029.3
Page 6 of 7
Exhibit A
[Exhibit Depicting Property Owned by NNP-Briar Chapel, LLC within the Proposed Briar
Chapel Development]
US2000 9395029.3
Page 7 of 7
NNP-BRIAR CHAPEL, LLC
VENDOR: NORTH CAROLINA DIVISION OF WATER QUALITYV-NCDWQ CHK NO: 1253 CHK DT: 8/14/06
INV.DATE INVOICE COST CODE INVOICE AMOUNT RTN/HLD AMT DISCOUNT NET AMOUNT
JOB CONTRACT DESCRIPTION
7/14/06 71406 004 060435 3,000.00
040710 SPRAY IRRIG./STORAGE & PU
3,000.00
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3,000.00 3,000.00

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BRIAR CHAPEL, LLC
r VENDOR: NORTH CAROLINA DIVISION OF WATER QUALITYV-NCDWQ CHK NO: 1253 CHK DT: 8/14/06
INV.DATE INVOICE COST CODE INVOICE AMOUNT RTN/HLD AMT DISCOUNT NET AMOUNT
JOB CONTRACT DESCRIPTION
7/14/06 71406 004 060435 3,000.00 3,000.00
040710 SPRAY IRRIG./STORAGE & PU

3,000.00 3,000.00

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v3 US-0132
TIE JOHN K McADAMS COMPANY, INC.
LETTER OF TRANSMITTAL
To: Dr. Cynthia Van Der Wiele Date: August 16, 2006
NC Division of Water Quality
2321 Crabtree Boulevard
Raleigh, North Carolina 27604 FEDERAL EXPRESS
Re: Briar Chapel Community Job No.: NEW-05043
am sending you the following item(s):
COPIES DATE NO. DESCRIPTION
1 Application Fee - Check #1253 for $3,000
3 Express Review Stormwater Management Plan A
3 BMP Supplement Forms and O&M Agreements
3 Water Quality Pond Final Design Calculations Booklet
3 Water Quality Pond Construction Dra
These are transmitted as checked below:
? As requested
® For approval
? For review and comment
Remarks:
L5 %?_W um U
?D
? For your use
DENR - WAl iJI L2u-f jL11Y
? Signature ?si+Etalp°r7Vbnan?ay+?+T??#T?r±t?Yi4w
Please feel free to contact me if you have any questions.
Copy to:
Signed:
:rhy V/ Finch,
ect Engineer
FOR INTERNAL USE ONLY
? Copy Letter of Transmittal Only to File
® Copy Entire Document to File
CIVIL ENGINEERING • LAND PLANNING • SURVEYING
PO Box 14005 • Research Triangle Park, NC 27709 • [phone] • fax[phone]
www.johnrmcadams.com
Permit No. Y S O S - t) '13 Z.
(to be provided by DWQ)
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form may be photocopied for use as an original
DWO Stormwater Management Plan Review:
A complete stormwater management plan submittal includes an application form, a wet detention basin
supplement for each basin, design calculations, and plans and specifications showing all basin and outlet
structure details.
1. PROJECT INFORMATION
Project Name: B1214fe CatAPELL- PHASE 3Y__
Contact Person: JEe-Ef -FOC4, PE Phone Number: (119) 3(o1-5000
For projects with multiple basins, specify which basin this worksheet applies to: INCA POND #4-
elevations
Basin Bottom Elevation 413-00 ft. (floor of the basin)
Permanent Pool Elevation `fl°I.OO ft. (elevation of the orifice)
Temporary Pool Elevation y21. 25 ft.
?t gvmoF1= VcwoiF_ Gi.-O 1100
areas
Permanent Pool Surface Area 36, 1(3 sq. ft. (water surface area at the orifice elevation)
Drainage Area 2`1-21 ac. (on-site and off-site drainage to the basin)
Impervious Area 10.5-7 ac. (on-site and off-site drainage to the basin)
volumes I II C`w°?
Permanent Pool Volume 1533-14 cu. ft. (combined volume of main basin and forebay)
Volume 8911-13 cu. ft. PoNOFr-
Forebay Volume 32,-)'1t cu. ft. (approximately 20% of total volume) VO1''`' C
Other parameters
SA/DAI 1.49 (surface area to drainage area ratio from DWQ table)
Diameter of Orifice 3 in. (2 to S day temporary pool draw-down required)
Design Rainfall I RUMORc in.
Design TSS Removal 2 Q5 % (minimum 85% required)
Form SWU-102 Rev 3.99 Page 1 of 4
Footnotes:
When using the Division SA/DA tables, the correct SA/DA ratio for permanent pool sizing should be computed based upon the
actual impervious % and permanent pool depth. Linear interpolation should be employed to determine the correct value for non-
standard table entries.
In the 20 coastal counties, the requirement for a vegetative filter may be waived if the wet detention basin is designed to provide
90% TSS removal. The NCDENR BMP manual provides design tables for both 85% TSS removal and 90% TSS removal.
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual
(N.C. Department of Environment, Health and Natural Resources, February 1999) and Administrative Code
Section: 15 A NCAC 2H .1008.
Initial in the space provided to indicate the following design requirements have been met and supporting
documentation is attached. If the applicant has designated an agent in the Stormwater Management Permit
Application Form, the agent may initial below. If a requirement has not been met, attach justification.
Applicants Initials
75_F
SF
a. The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
b. The forebay volume is approximately equal to 20% of the basin volume.
c. The temporary pool controls runoff from the design storm event.
Tir- d. The temporary pool draws down in 2 to 5 days.
NJA If required, a 30-foot vegetative filter is provided at the outlet (include non-erosive flow
7r
calculations)
The basin length to width ratio is greater than 3:1.
g. The basin side slopes above the permanent pool are no steeper than 3:1.
h. A submerged and vegetated perimeter shelf with a slope of 6:1 or less (show detail).
'J7F i. Vegetative cover above the permanent pool elevation is specified.
j. A trash rack or similar device is provided for both the overflow and orifice.
To gE P90'4?0E0 k. A recorded drainage easement is provided for each basin including access to nearest right-
of-way.

ZFF
1. If the basin is used for sediment and erosion control during construction, clean out of the
basin is specified prior to use as a wet detention basin.
in. A mechanism is specified which will drain the basin for maintenance or an emergency.
III. WET DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
The wet detention basin system is defined as the wet detention basin, pretreatment including forebays and the
vegetated filter if one is provided.
This system (check one) 0 does does not incorporate a vegetated filter at the outlet.
This system (check one) 0 does does not incorporate pretreatment other than a forebay.
Form SWU-102 Rev 3.99 Page 2 of 4
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow vegetative
cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the wet detention basin system semi-annually or when depth is
reduced to 75% of the original design depth (see diagram below). Removed sediment shall be disposed of
in an appropriate manner and shall be handled in a manner that will not adversely impact water quality (i.e.
stockpiling near a wet detention basin or stream, etc.).
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 4.50 feet in the main pond, the sediment shall be removed.
When the permanent pool depth reads 11.50 feet in the forebay, the sediment shall be removed.
BASIN DIAGRAM
(fi11 in the Hanks)
Permanent Pool Elevation 419- 00
Sediment Re oval El. I'll N•so ? 75 0
______________ _ Sediment Removal Elevation H IH•50 75%
Bottom Ele ation 9l -Ca % ----------------------------------------- ----- ------
Bottom Elevation 413• 25% /
FOREBAY MAIN POND
5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment through
the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet detention basin system shall be maintained in good working order.
Form SWU-102 Rev 3.99 Page 3 of 4
I acknowledge and agree by my signature below that I am responsible for the performance of the maintenance
procedures listed within. I agree to notify DWQ of any problems with the system or prior to any changes to the
system or responsible party.
Print name: P I4Th P rr-Ag
44-?uS , a Notary Public for the State of IJG ,
County of QY4::14L .,do hereby certify that `1Y2i A
personally appeared before me this 15 day of , and acknowledge the due
execution of the forgoing stormwater management facility maintenance requirements. Witness my hand and
official seal,
,?•.,tttt?t?t?>??
SEAL
My commission expires I (- 7-07
Page 1 of 2
Date: •f ° o (n
Pre-FORMED SCOUR HOLE / LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
The level spreader is defined as an elongated, level threshold, designed to diffuse stormwater runoff.
Maintenance activities shall be performed as follows:
1. After construction and until vegetation has been established, level spreaders(s) shall be inspected after
every rainfall. Thereafter, level spreader(s) shall be inspected at least every month and more
frequently during the fall season and after heavy rainfall events:
a. Accumulated sediment, leaves, and trash shall be removed, and repairs made if required.
b. Inspect level spreader(s) for evidence of scour, undercutting, settlement of the structure, and
concentrated flows downhill from the level spreader(s).
c. A level elevation shall be maintained across the entire flow-spreading structure at all times.
Repair or replace the level spreader if it is damaged.
d. Mow vegetative cover to a height of six (6) inches and prune plants if they cover over half of the
level spreader surface.
e. Repair eroded areas and replace/replant dead or damaged vegetation.
2. The contractor should avoid the placement of any material on and prevent construction traffic across
the structure. If the measure is damaged by construction traffic, it shall be repaired immediately.
3. Inspect and repair the collection system (e.g., catch basins, pipes, swales, riprap) four (4) times a year
to maintain proper functioning.
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 of prior to any changes to the
system or responsible party.
Print name: Newland Communities, Attn: Mitch Barron
Title: Newland Communities -Vice President
Address: 5850 Fayetteville Road, Suite 201, Durham, NC 27713
Phone:
SignatL
Date:
Note: The legally 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 tate of gel
,
County of , do hereby certify tha _`1q +J1 E:q a.lA la--/
personally appeared before me this /.S day of , and acknowledge the due
execution of the forgoing wet [wetland] detention basin main Hance requirements. Witness my hand and
official seal,
.cP
NOTARY .
PUBLIC ; U
?/1111I11\
SEAL
My commission expires
•
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~ ~i~~--~~_ --l~~ / ^ ~ -'l"T`-' ~j~`\ . / i l I / d \ \ r I _sf ~ / ~ 1 \~•,`--1' ~ / - ~ / ; ` , / • , , - i ~ ' j , , ; r~~ ~ 1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFlED BY THE CONTRACTOR V o
r ~ / ' ~J i ~ 1 1 ~j ~ j PRIOR TO CONSTRUC110N. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY DISCREPAN ' ~ p / . ~ ; LIES EXIST PRIOR TO x. i / 1, ~ PROCEEDING WITH CONSTRUCTION FOR NECESSARY PLAN OR GRADE C
%i 'PAYI,bR R(ZAD S1P/ ~ "p' ~ ~ ~ /,.~~~s v / / , ? / / 1 , ..-.`-.A r ~ rte/ i ~ , ~ A i ~ ~ I ...i T r y r y S~ / ,w~~'`_'.~ -rte / ~ / \.~I' i ' A V', A / r , / - / _ , ~'I ~ 1 / ; / RANGES. NO EXTRA COMPENSATION . W ~ !i r SHALL BE PAID TO THE CONTRACTOR FOR ANY WORK DONE DUET ~ ' ~ ~ r~ ; , 0 DIMENSIONS OR GRADES SHOWN L.~ F
/ ~ _-~,f , ! f ~ INCORRECTLY ON THESE PLANS IF SUCH NOTIFlCATION HAS NOT BEN ~ ~ ~ E GIVEN.
` . \ `rte , ~ r ~.C_ _ R . / - • , \ / \ ~ 1 ~i ~J /i ~ ! I w ~ Qi ; 2. THERE MAY BE WETLANDS WITHIN THIS SITE. IT I I"~ ; ; ~ . S THE OWNER S R z E5PONSIBILITY FOR WETLANDS
' i JURISDICTION AND PERMIT DISTURBANCE PRIOR w ! ~ TO ANY GRADING ACTIVITY. A ~ O
\ \ \ ~ \ \ . i \ \ \ \ / ~ I ~ ~ ~ \ I ~j ~ O 1 ~ ~ ~ ' ' ~ ~ - ' 3. THESE DRAWINGS CONTAIN CONSTRUCTION aa
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•i rHO~ECZ xo. NEW-05043 200 0 Ioo 20o aoo
F NEW05043-OAS
t° - - 1 inch = 200 ft DESIGNED HY: -
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SCALE: 1"=200'
DATE: 08-14-2006
SHEET NO.
OAS
_ JiMcADAMS FINAL DRAWING NOT RELEASED FOR CONSTRUCTION lip
AdEk-

V ~ ~ ~ ~ \ ~ ~ ~ ~ 1 { a ~ ~ I
V \ V \ ~ i _ 1 i ~ , [ .poi ~ - 1 ~ I ~ r;~ !
N SPECIFICATIONS - WATER UAI.ITY POND #4 CONSTRUCTlO ' ~ r
` ~ I ~ ~ ~ ~ t 1 ~ ~
MPA N SPECIFICATIONS ` GENERAL NOTES BERM SOIL AND CO CTIO , , _ - { ~ 1 { 't
1 1 _ _ i i i i 1 ~ -
1. PRIOR TO CONSTRUCTION, THE ON-STYE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENTS SHALL BE ~ ~ SUITABILITY OF THE PROPOSED BORROW AREA /FILL FOR USE IN THE DAM TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL
EMBANKMENTS /KEY TRENCH. ENGINEER. THE FIU_ MATERIAL SHALL BE FRED FROM ROOTS, STUMPS, WOOD, ~ 1 I I i t j ~ I ! ~ 1 I ~ ~ r , i~ !i i
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE ` ~ ~ 2. THE ON-S(fE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL. THE FOLLOWING SUIL TYPES ARE SUffABLE FOR USE AS FILL ~ ~ ~ 1 f I i ~ ~ t. _ `~j
PRIOR TO PLACEMENT OF ANY BACKFlLL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL. ~ - _ _ _ _ _ _ N 1 I I I ~ 'j O , ~ I 1 / { i~ i ~~,i ~ I a ~y O O
TRENCH PRIOR TO INSPECTION THEN THE KEY ~ ~ ~ ' , CONSTRUCTS AND COVERS UP THE KEY ~ r / I ~ i C y L' ~ ~ ~ % ~ W F-1 U ~
VERED AND TESTED AT THE CONTRhCTOR'S EXPENSE. 2. FILL PLACEMENT SHALL NOT EXCEED A UAXIMUM 8" UFT. EACH LIFT ` TRENCH SHALL BE UNCO ~ SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH OF EMBANKMENTS BEFORE ~ ~ , i I I I ~ ~ _ ~ ^ ~ "d a
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL 1 ~ i i i i , , ~ ~ x tv
PLANTING PLAN SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL ~ ~ ~ , / PLACEMENT. 1 ~ ~ MAY BE PLANTED ON THE PROPOSED DAM EMBANKMENT (FILL AREAS). ~ ~ ~ i ~ ' ' L4
1\ ~ ~ i I. i i I ® ~ ~ ~ ~I ~I` w wN
4. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING 3. ALL FILL SOILS USED IN THE EMBANKMENTS /KEY TRENCH )1 ~ a
CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERM CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95% OF THE STANDARD 1~ , ' SHOWN ON THIS PLAN UNTIL APPROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN PROCTOR MAXIMUM DRY DENSITY (ASTM-698). THE FILL SOILS SHALL BE 1 ~ ~
GRANTED BY THE EROSION CONTROL INSPECTOR. COMPACTED AT A MOISTURE CONTENT WITHIN -1 to +3 PERCENT OF ITS 1 ~T'~,, ~ , I OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY \ ~ i ~ ~ ~ 1~ ~ Gk'r CJ O
5. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING THE ON-SITE GEOTECHNICAL ENGINEER DURING CONSTRUCTION TO VERIFY 1 " I ! ~ , ~ ~ ~ O, ~ ~ u~ ~ , a.a ~ ~ i l y ~ G, I
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (LE. SEDIMENT, TRASH, ETC) AND THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL ~ 1, 39 LF 12 0 IDIP i o ~ 434 ~ ~ , ~ ~ ~ ~ , ~ ~a ! E `as
REVEGETATED IF NECESSARY PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER ~ ~ I ®0.00% I ~ I ( ) TO PREVENT DAMAGE TO THE PIPE NO COMPACTION EQUIPMENT SHALL 1 01 432 i I i TOP OF DAM / I ~
THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY {LE. -LANDFILL}. R SS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. 1 ~ I ~ ~ C0 1 I I ~ { 430 ~ i MAINTENANCE ' Jr,' ~ Iii c"°"'"~~9 ~
l I ~ 4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE 5 COUNTY STREAM I ~ I ~ li ACCESS ~ ~ sa 1? ~ / :4~ ' C ! is i ~ ~ r »
1 ~ I ~ CONSTRUCTION PREPARATION BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW IXISTING I i I a,~m -
GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY ~ ~ BU FER (EPHEMERAL) \ 1. PRIOR TO PIACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS TO BE .THE KEY TRENCH , I ~ P© I { ~ ~ I '
~ ATION TRENCH SIDESLOPES SHALL BE A MINIMUM OF 1:1 (H:V) ~ I , CESS MAINTENI C PLACED SHALL BE CLEARED AND STRIPPED OF TOPSOIL, TREES, ROOTS, VEGET SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE. \ I ~ /
AND OTHER OBJEC710NABLE h1ATERIAL. THE AREAS ON WHICH FILL IS TO BE PLACED 1 1 \ I SEMENT I SHALL BE SCARlF,ED, 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH ~ I ~ I I ! 4 Q
REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFlED 1 I I ~ I ~ i---- \ 0 i / ~ _ ~ tel.
2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR USE IN PLANTING (SEEDING) ON COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING ~ I i i I I I 1 \ f t ~y
THE DAM EMBANKMENTS ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. 1 I I~ BEEN ESTABLISHED WITH COMPACTED FlLL THEREFORE, IT IS THE CONTRACTORS RESPONSIBILITY TO ENSURE 11
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. ~ I I 1 42 ~ s~, _ R ~ ; ~ ~t ~ ,,tb ~ y = ~ X26 i / ~ ' _ ~ ~ t ''',Yls ~ N,oV*
3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING ~ STEEL A I-SE'EP ' a TO EQUIPMENT ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE COLLA X2 EE ~ D`'ti 11 S~0 ~ A ~ t I N
' , ~ ( ) `ti pf qQU STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE SPILLWAY PIPE SUBGRADE SUPPORTAND DEr SHEET P 4e ,ati 1 qri
E CH . DURING PLACEMENT OF FILL WTTHIN THE KEY ' ~ 'i ~ 0 OM F ~ Sy EXCAVATION AREAS (LE. -KEY TR N ) 1 1 / 4 f(F Y
TRENCH OR OTHER AREAS AS NECESSARY , THE CONTRACTOR SHALL KEEP THE WATER BEDDING SPECIFICATIONS / 1 1 ~ '90 { LEVEL BELOW THE BOTTOM OF THE EXCAVATION. THE MANNER IN WHICH THE WATER IS 1 1 1 tx ; F ~g s ~ ~ ~~t- ~
E SUCH THAT THE IXCAVATION BOTTOM AND SIDESLOPES ARE L ~ 1 I k1~ ' ~ ~ REMOVED SHALL B 1. FILL IN THE AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD 1,y I i a I 4 ~ ~ I ~ - ~ "
STABLE. I T OF 7 TO 3' OR MORE ABOVE THE TOP PREAD~R 4- ~ I \ BE BROUGHT UP TO A PO N ELEVATION OF THE PIPES IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT SCOUR` f10LE ' •1 I ~ 1 ~ ~7 ~ - 419.00 , ~ \ _
THE SPILLWAY PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE (SEE DET } 1~ I ~ i~\ ~ ~ i j ~ i
THE FlLL IS BROUGHT UP TO ABODE THE TOP OF PIPES THE PIPE SHE =4D ~ ~ i~ \ ~ ~ p~q ~ ~r?~•p r~ MATERIAL aPECIFICATIONS ) OV ii~i`ii ~71AUC~1 Vi~L' c '1 SIRHON HEADWALL TRENCHES SHOULD THEN E_ EXCAVATED FOR INSTALLATION OF THE PIPES. \ ~l r I IEADWALL 413 ~ - - ~ ~ ~ ~ A I
" ~ (SEA DETAIL SHEET PD-4 ~ ~ 41L SHEET PD-4C 1 ~ ~
1. THE 42 RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT ~ ~ ~ ~ SIPHON~INVERT = 419.00 MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFlNED / 1 ~ JVERT = 419.00 ~ ~ A i , ~
GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE ,I ~ 0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL _ PUMPING (OR STREAM DIVERSION, ETC.) DEPENDING ON THE TOPOGRAPHY. / 43 ~ ~
BE TYPE R 4. SINCE IT IS NECESSARY TO WORK IN A "DRY" CONDITION, THIS SITUATION I ~ ~ ~i ~ ~ ~ ~ ' ~ I + 1 I PERMANENT POOL ~ ~ ~ ~ 1 ( ~ ~ ~ ~ ~
MAY REQUIRE USE OF L;:AN CONCRETE BACKFlLL, PLOWABLE FlLL, ETC. TO 1 ~ I a! ` 2. THE STRUCTURAL DESIGN FOR THE 6x6 {INTERNAL DIMENSIONS) RISER BOX WITH ESTABLISH SUBGRADE CONDITIONS SUITABLE FOR SOIL TYPE BACKFlLL ' o \ N~ ~ NORMAL POOL = EL 419.00 ~ ~ ~ ~ a ' ; { ? ~ / V ~p N N f ~ ~ ~
EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING THE STRUCTURES, THE PLACEMENT. ~ ~ ~ ` ~ , PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY A P.E. ~ ~ ~ ` CONTRACTOR SHALL ~ 1 ~ r~~ ~ ~ ~ ' N {a _ ~ ~ i ~ ~ i I i i ~ ~ i i ~ Z
REGISTERED IN NORTH CAROLINA, FOR REVIEW. ~ 12° DIP, 1 3. PRIOR TO INSTALLATION, SUBGRADE CONDffI01JS ALONG THE SPILLWAY " t INV OUT = 419:,00 1 d I ` `r ~ / j ~ i~ t C) PR T RhER OUTLET STRUCTURE ~ : ~
SHAPE = SOUQRE ~ ~ I ~ i pt11! ?
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. PIPE SHOULD BE EVALUATED BY THE ON-SITE GEOTECHNICAL ENGINEER TO ~ ~ ~ STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER 80X. STEPS SHALL BE IN ASSESS WHETHER SUITABLE BEARING CONDITIONS EXIST AT THE SUBGRADE ` 3 1 ~ I TERNAL DIMENSIONS = 6 FT. x 6 FT. , ~ ~ ~ S;r~IMENT ' ~ ' f ~ ~ . N _ _ ~ ~ ~'FOREBAY ~ ~ I - w ~ TOP OF RISER ~ 421.2 ~ ~ i !
LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ~ 1 ~ WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-4B FOR LOCATION ~ << , ~ ACCORDANCE ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIALS SHOULD BE v ~ ~ INVERT OUT (42 D 0-RING RCP) = 414.30 i ~ _e~ ;
OF THE RISER STEPS. T AS IRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT r i ~ i a ~ ~ UNDERCU D _ I_ ~ ~ ~ ~ f SEE DETAIL SHEET PD-46 ~ . ~ ~ ;
ADE UATE Y COMPACTED STRUCTURAL ~ ~ ~ • ~ ' - UAUTY POND MATERIALS SHALL BE REPLACED WITH Q L ~1 \ ~ i 4. THE 10'Lx10 Wx31 THICK CONCRETE ANTI FLOTATION BLOCK FOR WATER Q EAN CONCRETE OR PLOWABLE FILL AS DIRECTED BY THE ON-SITE ! ~ ~ 4 ~ I , 4,16 `~1 ~ ~ ! j ~ r yy' ,
DED BASE OF THE RISER BOX DURING FABRICATION. FILL, L ~ ,ls 4 SHALL BE PRECAST AS THE EXTEN GEOTECHNICAL ENGINEER. ~ ~ ~ ~ WI L BE j '~-rA~ ~ _ ~ ~ ''l~.j i
THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT L END A LPER~ NCDOT-STD. 838:8 I , SUBMITTED TO THE ENGINEER FOR REVIEW (SEE ITEM 2 ABOVE). 4. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION I V: T 4 "RCP = i'4. 4~9
DUE TO EXPOSURE RAINFAL SEEPAGE AND RUNOFF BEFORE THE CRADLE N., 0 (2 ) EL. 4 Ob 1
5. EACH RISER BOX JOINT DESIGN SHALL CONFORM TO ASTM C 478. THE JOINTS SHAL Y R ~ M ND THAT A 3" TO 4" THICK ~ ~ 4 UTYL RUBBER SEALANT CONFORMING TO ASTM-990. THE CONTRACTOR CAN BE POURED, IT IS STRONGL ECOM E ED I ? BE SEALED USING B CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS I ~ ~ 2 ~ ~
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE MUD MAT WILL ~ ~ 0 ~4 ~.E-t ~ ESL Nw5 ~ _ - 4 ~1 ,t
ALSO PROVIDE BEARING FOR THE BLOCKS THAT TEMPORARILY SUPPORT THE ! - 19, 1 - , 417 ~ ~ _ 00 2~ AQUATIC SHELF (6:1) ~ / ~ ~ ~ ~
6. THE PRECAST RISER BOX STRUCTURE FOR WATER QUAUTY POND #4 SHALL HAVE A SPILLWAY PIPE UNTIL THE CRADLE CAN 8E POURED. THE METHOD OF ~ ,I I WEIGHT SHALL BE THE SHIPPING \ S. THE STRUCTURE C T CLASS 'B' RIP P ~ ~ ~ ~ 424 SHIPPING WEIGHT OF 48,425 LB BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE (u+ 1 , ~ ~ ~ ~ rOF 4 70 SLOP Es ~ - - - E -FRO ~ - M 2 EL 41 _ - 9. _ 4 rOF 0 TO EL; 417.0 419 ~ r , i~ _ ~ . --a
WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY SUBMITTED TO THE JOHN R. MCADAMS COMPANY FOR APPROVAL. 1 x 25'W x 22" THK I ~ ~ 4 OF ~ x , . ~ _ ~ y~' '1 5 , n r
BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT. THIS INFORMATION SHALL BE SHOWN ; E 'DETAIL SHEET PDr48 ~ ~ ' ~ _ _ ON THE SHGP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. 5. Flll MATERIAL ADJACENT TO THE 42"~ 0-RING OUTLET BARRELS SHALL ? ~ \ _ _ _ _ _ _ DqM it . ° ~ ' - 4 ~ 422 ~ ~ 3 r ; _ .00 j _ ~
MEET THE SPECIFICATIONS LISTED IN ITEMS 1 THROUGH 3 IN THE SECTION - ~ 1 - 424 / \ ,,~0,~ ~ s a ~
7. PRIOR TO ORDERING, THE CONTRACTOR SHALL SUBMfT TRASH RACK SHOP DRAWINGS TITLED 'BERM SOIL & COMPACTION SPECIFICATIONS." THE CONTRACTOR SHALL ~ TO THE ENGINEER FOR APPROVAL. CONTRACTOR SHALL ENSI,RE THAT AN ACCESS HATCH PAY SPECIAL ATTENTION TO THE COMPACTION EFFORTS ALONG THE PIPES TO ~ ~ ~ ~ WIDE ~ - p
IS PROVIDED WITHIN THE TRASH RACK (SEE DETAIL FOR LOCATION) THAT WILL ALLOW FOR ENSURE THAT ALL SPACES UNDER AND ADJACENT TO THE PIPES ARE FILLED 42U`
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK WITH PROPERLY COMPACTED MATERIAL. 54 LF 42'0 OARING RCP ON FOR SECURING THE ACCESS HATCH. ~ ~ ~ ~ ~ ~ 422 ! ' ( ~
I 1 C RETE CRADLC~ SEE DETAIL. ~p~ ~ 6NQ ( _ A 420 - ; ~ 1 + ~ a
OTHERWISE TESTING OF TIC E 1~ 1 t7TS WRAPPED ` 8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 PSI (28 DAY) UNLESS SHEET J?D-4C) (J01
NOTED. , IN> GEOTEXZILE FABRIC) ~ 0.56% 1. TESTING OF THE NEW FlLL MATERIALS SHALL BE PERFORMED TO VERIFY _ WOODSIJNE - 1 _ , L7
JOINTS SHALL BE AMOCO STYLE THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING j ~ EXISTING WOODSLINE 9. GEOTEXTILE FABRIC FOR THE 42-INCH OUTLET BARREL CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR , ~ a ~ ;EXISTING 200' M
DL PUNCHED OR APPROVED EQUAL NON-WOVEN 4553 POLYPROPYLENE NON-WOVEN NEE E ( EVERY 2,500 SQUARE FEET OF AREA FOR EVERY LIFT OF FILL. _ ~ DUKE POWER ~ ~ ~ RIGHT OF WAY l i
FABRIC) _ _ ~ - / _i_ ~ ~ - \ s~ 1
POND EMERGENCY DRAWDOWN FOR THE POND SHALL BE ACHIEVED 2. TESTING WILL BE REQUIRED ALONG THE 42" 0-f;ING OUTLET BARREL AT ~ 10. WATER QUALffY A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL FOOT OF _ ~ - - ~ ~ y/
VIA AN 8"0 PLUG VALVE. THE VALVE SHALL BEAM&H STYIE 820 X-CENTRIC VALVE OR Flll. \ \ ` APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5.5. THE ~ \ ~ ~ ~ ~ 1
WITHIN THE 6 X 6 RISER STRUCTURE, AND SHALL BE ~ ~ ' VALVE SHALL BE LOCATED - -POND ~ ~ ~ , r _ _ ~ ~ EXISTIN~~ ~IOOv SL'•Ea~.
URE VIA A HANDWHEEL SEE DETAIL SHEET PD-4B). ~`ME~ QF rJC~~~; OPERABLE FROM TOP OF STRUCT ( STA RESPO S ~ ~ ACCESS MAINTENANCE - _ ~ ~ i
ALL REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE ~ " A , 11. THE 12 0 DIP OUTLET PIPE SHALL BE CAPPED ON THE UPSTREAM END WITH A MEi L THE RESPONSIBILITY OF THE OWNER, PER THE EXECUTED OPERATION AND ~ _ - _ _ EASEMENT 1 ! ~ ~
ORIFlCE PLATE. THE PLATE SHALL BE 18"x18"x1/2" (GALVANIZED) AND SHALL HAVE A 3"0 MAINTENANCE AGREEMENT FOR THIS FACIUTY. -
ORIFlCE AT THE BOTTOM. PLEASE REFER TO DETAIL SHEET PD-4C FOR ADDITIONAL - - ~ ~ ~ 0
INFORMATION. 4z _ ~ _ I - - ~
- \ - 100` COUNTY ~ ~
~ ` ~ `~-STREAM BUFFER 1 i r ~ V \ ~ ~ \ _ _ ~ (PERENNIAL) c
_--1---- ~ , 1 _ - w
~ , . ~ - ~ ~ i° ~ Q ~ ! ~
_ _ ~ ~ ~ Z
\ w
T_-
~ ;i j e ~ I ` . ~ ~d
- I, - , , _ - I ~ I d~
x ~ I ~ ~ - I ~ i 1
_ { ~ ~ _~..~w.~

WATER UAL11Y POND #4 PLAN
1'=30'
}r sv~ 7 1 ~
- f
i

Pfd ` i
~ ~
PBO~ECT No. NEW-05043
NEW05043PD4
DESIGNED BY; JF
DRAIYN BY: ~F
rAE NTS GRAPHIC'
30 0 E0 7-27-2006 li
NO.
1 lI1Ch fir; r
AtMS
FI\AL DR a~cI G - i C -

APPROXIMATE LOCATION
OF EXISTING GROUND
TDP OF HANDwHEEL TO EXTEND 1—FOOT
ABOVE TRASH RACK
TRASH RACK
(�[E DETAIL) ` — 12—FT. AQUATIC SHELF FROM
EL 419.80 TO EL 417.00
~�~~
SLOPED AT 6:1 /M�0
^ ^
TOP OF DAM EL. 424.00
TOP OF RISER EL 421.25
INVERT OUT EL 414.30
8~ PLUG VALVE. THE VALVE SMALL BE & M&M—
SlYLE 820 X—CENTRIC VALVE OR ENGINEER
APPROVED EQUAL. THIS VALVE SHALL BE IN
ACCORDANCE WITH AWVA C-504 SEC. 5.5, AND
SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HAN0NHEEL.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REEAR AND ANGLES TO BE HOT—DIP GALVANIZED AND BE PROVIDED WITH AN
EPDXY COATING.
3. THE HOT -0P GALVANIZED 2^x3.x1/4~ ANGLES SHALL BE WELDED TO THE R[8AR
TRASH RACK. ONCE VYELDED, THE ENTIRE ASSEMBLY SMALL BE PLACED ONTO THE
RISER YYRH ANGLES SITTING DIRECTLY ON TOP OF RISER.
--
ANGLE )
THE BOLD UNElYPE DENOTES
THE ACCESS HATCH TO BE
PROVIDED BY THE TRASH RACK
FABRICATOR (SEE SHEET
PD -4A ITEM 7 — "OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS^�
NOTES-
1. ALL REBAR TO BE #4 REBAR.
2' GROUT SHOULD BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE.
CLEA
TO C
OF #
REBA
5
ANCHOR
CE
13.9 UF
2"x2"x1/4"
ANGIE
'~~~~'— '—'--- — THE
A�E�M��
\ /
| --
2]5`
�
0.75'
TPASH RACK DETAIL
R�C TO
OF ��
CLEARANCE TO
DS|DE OF #4
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR SEE
1,5 Fr OF
COVER (MIN.) KEY TRENCH (SEE BERM SOIL &—
COVE
13.9 LF---
2"x2"x1/4"
ANGLE
0.98 F[ (TYP.)--
7.84'
1
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO STRUCTURE WALL
WITH FOUR EQUALLY SPACED HOT
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO STRUCTURE BY 2-4'xl/4"
CONCRETE ANCHOR BOLTS EACH CLAMP TO
BE COATED W/ AN EPDXY COATING.
PRECAST BASE SECTION
:R
#4 REBAR -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPXOY GROUT
PRECASTSTRUCTURE WALL
-------
3~ CLEARANCE TC
OUTSIDE OF #4
COMPACTION
10 Fr. WIDE MINIMUM
1-11 I=EI 11-1111
COMPACTED BERM/ --APPROXIMATE LOCATION
SECTION (SEE OF EXISTING GROUND
SHEET PD -4A) y
'--NON—WOVEN CEOTEXTIL[
FABRIC SMALL BE PLACED
AROUND EACH JOINT OF THE
42^ O—RING RCP BARREL |N
2' WIDE STRIPS CENTERED ON
JOINT.
IMINSIANEUr D" CROSS SECHON
-14 .
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. (SEE
SHEET PD -4C) STEPS SMALL
BE PLACED AT 16^ O.C. PLmvmw
4- SOLID BRICK (BY OTHERS)
3" ANCHOR DEPTH AND LAY TIGHT AGAINST
NOTE: BRICK SHALL ATTACH
PRECAST STRUCTURE WITH NO
VOID SPACE BETWEEN
3000 PSI CONCRETE COLLAR
PRECAST
VOID SP'
F (MIN. 28 DAY STRENGTH)
CL
LY CLEARANCE TO
OU I
OUTSIDE (OF #4
TO CENTER
42^O—RING
RCP
FLOW
1' ANCHOR DEPTH
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL INTO
PRECAST BASE AND SET
ANCHORS USING EPXOY GROUT
42" O—RING
RCP
FLOW
4- SOLID BRICK (BY
NOTE: BRICK SHALL
ATTACH AND LAY TIG
AGAINST PRECAST
STRUCTURE WITH NO
VOID SPACE BElWEG
CONCRETE COLLAR (T
BE CONSTRUCTED IN
THE R[U} BY THE
CONTRACTOR — SEE
PRECASTER SHALL
PROVIDE BLOCK OUT
FOR THE 42l» O—RING
RCP
,
�
42^ RCP
6' WIDE—/
NCDOT STD.
838.80 MEN
(SEE DETAIL:
NOTE
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE R|PRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST UFA
M|m|WUW 4" THICK LAYER OF STONE (NCDOT
#57\ UNDERLAIN WITH M|RAF/ FILTER WEAVE 700
OR APPROVED EQUIVALENT
PROPOSED GR,
1' CCVER AJ|NJ
PRECASTER SHALL
PROVIDE BLOCK OUT
FOR THE 42'0 O—RING
RCPMONTVMW
SPILLWAY FILTER (SEE
.^^— DETAIL SHEET PD-4D)
SPILLWAY
ENDY0ALL PER NCDOT
STD. 838.80
OUT 414.00
TOP OF HA«DWHEEL TO EXTEND 1'ABOVE TRASH RACK
TOP OF RISER EL. 421.25
--^~
r-- YEL8CAY D|SSIPATOR
NCDOT CLASS 'B' R|PRAP
21^_ X 25`YY X 22~ THICK
BRACKET / SU|DE SJ -EDN
/
' 4' 3QUD BRICK (9Y
ATTACH AND LLAY Tl(�Pr
=41 AGAINST PRECAST
STRUCTURE WITH NO
4 VOID SPACE BETWEEN
.
)7 iBE CONSTRUCTIT) IN
THE FIELD' BY �11E
CON
INVERT EL 414.30
413
4.
.41 -
-PERMANEUr OLT= STRUCTURE MILS
RIPRAP
CK
�~ LA/ER OF
ASS ^B~ OR ^1~ RIP—RAP
FILTER BLANKET
BLANKET
(SEE NOTE)
PRE
SME VIM
CONTRACTOR SHALL CORE-'UtRi'�­_ 'H"_
AND SHALL Br__ OPEP111�11-3ull'-,
CONTRACTOR SHALL SEAL THE PI E
FROM To"' Li; f T E -i
PENETRATION USING A RUBBER BCOT AND
SJRUCTURE V'.A EE�
STAINLESS STEEL HARDWARE. THE VOID
SPACE SHALL BE FILLED WITH NON—SHR|NK
GROUT.
4.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REEAR AND ANGLES TO BE HOT—DIP GALVANIZED AND BE PROVIDED WITH AN
EPDXY COATING.
3. THE HOT -0P GALVANIZED 2^x3.x1/4~ ANGLES SHALL BE WELDED TO THE R[8AR
TRASH RACK. ONCE VYELDED, THE ENTIRE ASSEMBLY SMALL BE PLACED ONTO THE
RISER YYRH ANGLES SITTING DIRECTLY ON TOP OF RISER.
--
ANGLE )
THE BOLD UNElYPE DENOTES
THE ACCESS HATCH TO BE
PROVIDED BY THE TRASH RACK
FABRICATOR (SEE SHEET
PD -4A ITEM 7 — "OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS^�
NOTES-
1. ALL REBAR TO BE #4 REBAR.
2' GROUT SHOULD BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE.
CLEA
TO C
OF #
REBA
5
ANCHOR
CE
13.9 UF
2"x2"x1/4"
ANGIE
'~~~~'— '—'--- — THE
A�E�M��
\ /
| --
2]5`
�
0.75'
TPASH RACK DETAIL
R�C TO
OF ��
CLEARANCE TO
DS|DE OF #4
CONCRETE COLLAR (TO BE
CONSTRUCTED IN THE FIELD
BY THE CONTRACTOR SEE
1,5 Fr OF
COVER (MIN.) KEY TRENCH (SEE BERM SOIL &—
COVE
13.9 LF---
2"x2"x1/4"
ANGLE
0.98 F[ (TYP.)--
7.84'
1
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO STRUCTURE WALL
WITH FOUR EQUALLY SPACED HOT
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO STRUCTURE BY 2-4'xl/4"
CONCRETE ANCHOR BOLTS EACH CLAMP TO
BE COATED W/ AN EPDXY COATING.
PRECAST BASE SECTION
:R
#4 REBAR -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPXOY GROUT
PRECASTSTRUCTURE WALL
-------
3~ CLEARANCE TC
OUTSIDE OF #4
COMPACTION
10 Fr. WIDE MINIMUM
1-11 I=EI 11-1111
COMPACTED BERM/ --APPROXIMATE LOCATION
SECTION (SEE OF EXISTING GROUND
SHEET PD -4A) y
'--NON—WOVEN CEOTEXTIL[
FABRIC SMALL BE PLACED
AROUND EACH JOINT OF THE
42^ O—RING RCP BARREL |N
2' WIDE STRIPS CENTERED ON
JOINT.
IMINSIANEUr D" CROSS SECHON
-14 .
CONTRACTOR SHALL PROVIDE
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. (SEE
SHEET PD -4C) STEPS SMALL
BE PLACED AT 16^ O.C. PLmvmw
4- SOLID BRICK (BY OTHERS)
3" ANCHOR DEPTH AND LAY TIGHT AGAINST
NOTE: BRICK SHALL ATTACH
PRECAST STRUCTURE WITH NO
VOID SPACE BETWEEN
3000 PSI CONCRETE COLLAR
PRECAST
VOID SP'
F (MIN. 28 DAY STRENGTH)
CL
LY CLEARANCE TO
OU I
OUTSIDE (OF #4
TO CENTER
42^O—RING
RCP
FLOW
1' ANCHOR DEPTH
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL INTO
PRECAST BASE AND SET
ANCHORS USING EPXOY GROUT
42" O—RING
RCP
FLOW
4- SOLID BRICK (BY
NOTE: BRICK SHALL
ATTACH AND LAY TIG
AGAINST PRECAST
STRUCTURE WITH NO
VOID SPACE BElWEG
CONCRETE COLLAR (T
BE CONSTRUCTED IN
THE R[U} BY THE
CONTRACTOR — SEE
PRECASTER SHALL
PROVIDE BLOCK OUT
FOR THE 42l» O—RING
RCP
,
�
42^ RCP
6' WIDE—/
NCDOT STD.
838.80 MEN
(SEE DETAIL:
NOTE
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE R|PRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST UFA
M|m|WUW 4" THICK LAYER OF STONE (NCDOT
#57\ UNDERLAIN WITH M|RAF/ FILTER WEAVE 700
OR APPROVED EQUIVALENT
PROPOSED GR,
1' CCVER AJ|NJ
PRECASTER SHALL
PROVIDE BLOCK OUT
FOR THE 42'0 O—RING
RCPMONTVMW
SPILLWAY FILTER (SEE
.^^— DETAIL SHEET PD-4D)
SPILLWAY
ENDY0ALL PER NCDOT
STD. 838.80
OUT 414.00
TOP OF HA«DWHEEL TO EXTEND 1'ABOVE TRASH RACK
TOP OF RISER EL. 421.25
--^~
r-- YEL8CAY D|SSIPATOR
NCDOT CLASS 'B' R|PRAP
21^_ X 25`YY X 22~ THICK
BRACKET / SU|DE SJ -EDN
/
' 4' 3QUD BRICK (9Y
ATTACH AND LLAY Tl(�Pr
=41 AGAINST PRECAST
STRUCTURE WITH NO
4 VOID SPACE BETWEEN
.
)7 iBE CONSTRUCTIT) IN
THE FIELD' BY �11E
CON
INVERT EL 414.30
413
4.
.41 -
-PERMANEUr OLT= STRUCTURE MILS
RIPRAP
CK
�~ LA/ER OF
ASS ^B~ OR ^1~ RIP—RAP
FILTER BLANKET
BLANKET
(SEE NOTE)
NOTES�
/
1. AN�—SEEP CDL���S `X2) SHA"LL BE J/5~ ST[[ -_L
z' STEEL COLLAPS (X2�m 8E C_'OmNILCTED T0
12' DIP WITIH � W^TE� � j NT
J' COLLARS (x_� 5�4!.
13 —0" �N CEWT[�
4- AND-5:_:�_P �3�''�8� �<2� �nl�'_'- BE _'L'��� �
MINIMUM
5' ASPHAL'TC
THE ARE�- A'HERE THF �EEp
WELDED WITH WA'�-H 07
TORCH TH7
THEN BE yE�4L �R!OR
ANY WELDING.
6. UPON
COLLARS TO 12' DIP. rH[ 7,T[EL 5�Ep
SHALL BE SpRAe�ED A (-,4u/xN|ZED COAT\�t3
AkM-SEEP COLLAR WOR IT DO
FINAL DRAWING — IGT FOR C0���7|l[JC7l3�
PRE
SME VIM
CONTRACTOR SHALL CORE-'UtRi'�­_ 'H"_
AND SHALL Br__ OPEP111�11-3ull'-,
CONTRACTOR SHALL SEAL THE PI E
FROM To"' Li; f T E -i
PENETRATION USING A RUBBER BCOT AND
SJRUCTURE V'.A EE�
STAINLESS STEEL HARDWARE. THE VOID
SPACE SHALL BE FILLED WITH NON—SHR|NK
GROUT.
NOTES�
/
1. AN�—SEEP CDL���S `X2) SHA"LL BE J/5~ ST[[ -_L
z' STEEL COLLAPS (X2�m 8E C_'OmNILCTED T0
12' DIP WITIH � W^TE� � j NT
J' COLLARS (x_� 5�4!.
13 —0" �N CEWT[�
4- AND-5:_:�_P �3�''�8� �<2� �nl�'_'- BE _'L'��� �
MINIMUM
5' ASPHAL'TC
THE ARE�- A'HERE THF �EEp
WELDED WITH WA'�-H 07
TORCH TH7
THEN BE yE�4L �R!OR
ANY WELDING.
6. UPON
COLLARS TO 12' DIP. rH[ 7,T[EL 5�Ep
SHALL BE SpRAe�ED A (-,4u/xN|ZED COAT\�t3
AkM-SEEP COLLAR WOR IT DO
FINAL DRAWING — IGT FOR C0���7|l[JC7l3�

NOTES ALL STEPS SHALL PROTRUDE 4' FRpM INSIDE FACE pF STRUCTURE WAL Z
STEPS D]FFERING IN DIMENSIONS, CpNFIGURATION pR MATERIALS FRpM T THE ENGINEER WITH DETAILS pF THE PRpPOSED STEPS AND HAS REC HOSE SHOWN MAY ALSp BE USED PROVIDED 1HE CON
EIVED WRITTEN APPRpVAL FROM THE ENGINEER FOR THERUSEpR HAS FURNISHED QQa 3.0'
pF SUCH STEPS ZI-3
1' WJOl7U \ 0.2---~- 2,8'
W Q Z 2 h -g ,
~ ~ F-U~~H \ ~ ¢=~ZJ
518 ~ ~~LLpQ
n O?~d' Z H~ 4" ' ° e .q ~ ~ ° R
PLAN PLAN T-T °'A ~ SIDE W . ° . ° ° d . ~ ;fit
ELEVATI ti SIDE ^ ~N ELEVAT
INN ~ ° e ~ 6--5¢. i~.s rte' ° d
o ~ I'-o' 14I/z' CAST IRON r` W a
ELEVATION CAST IRON ELEVATION z ~ '~--FLOW rf ° e ~ I
12"~ DIP H 3W I2"~ DIP ° ' , . ° ° ' ~ ~ ' e.d. ° 2.1 2.8' ~
a~ 13116' ~ ~ c DOLE TO CONTRACTOR• 4
A~ _ •a •e ° . THE TRASH GUARG FOR THE 0
1' B 3/4' ~ ~ 1 ll4' Ga U a #6 BAR DR ~ ~ ° ; PLATE IS NOT SHO RIFlCE ~ 'a. ° ° WN ON THIS DETAIL ' FOR CLARITY. A ~ r d TRASH GUARD SHALL BE
V4' ~ #B BAR Q ~ 5/B' ~ PpLYPROPYLENE = GALV'D, Z I- d PER VDOT STD. 116.05 y e d ° f
I.- \ PLASTIC Q vj M ® e' ° e' ' ~ d ° ~ ~ ~ H
T -T w < 4„ 'La txi c~ ~
ve' .~L.AL(. SIDE z L7 " 4 THICK CONCRETE I/e' ~ " . ELEVATIDN ~ ~ ~ H~
I ^ \ SIDE J L BASE (MIN 28 DAY COMPOSITE PLAN ELEVATION ~ H STRENGTH = 300 ~ x ~ W U ~ cp
Z Q 0 PSI} #3 DEFORMED ~ REINFpRC[P:5 STEEL LJ Q W a, O ~'J Z d~,-,
1!4' 18"X 18"X ~ U~2
ELEVATION SECTIpN A-q 12, NprE, „ ~ O GALVANI ~ z W ZED STEEL 4 BRICK ENDWALL w a a
NOT TO BE USED IN ELEVATION SANITARY SEWER MANHOLES. HEET i OFI ORIFICE PLATE WITH 3"~ (BY OTHERS)
840,66 ORIFICE AT EL 419.00 P,~~~4uuudr
N CARP
PLAN V1E9V , S~fI `'a " " " ~ O • 18 X18 X~ pk .,9
MAIl~TI'ENAN CE ACC ESS STEPS GALVANIZED STEEL Q ~
N.T.S. ORIFICE PLATE L~
15 .0~~
F ~,~b~..
4 BRICK ENDWALL 'i~~•Q<(. ~G e~~~ BY OTHERS ~,,1~V ~ F~ 4" BRICK ENDWALL ( ) ~ ~
(BY OTHERS) (4) ~"x4"GRADE 8 '1jrnn~4``
~r:,t STAINLESS STEEL I I
dti ~ ~ ADHESNE BOLTS, ? ' ~ ! ~ ~ ! SELF LOCKING HEX ~ '
s~Ha~° eck~a: H~ ~ 18 X 18 X r~ „ ~ GALVANIZED STEEL 1 1~, ~ x,~~.1 r.,~~i __.e__~ ~ z ORIFlCE PLATE WITH 3"0 I E NUTS, & FLAT I ~ ; I
k-i ~:"r,'~ r^_~_,-_lt_, " iH;9 FFEW,9T E1641;•'_ N,~,l+i#e to 1 r -.3-~~ J EC ]9 T hE „~fif•+3 "r- WASHERS I a ,
1 j a r4i+rYC. n1u.±, !rn),g* ~ry11 q H2~~x ORIRCE AT EL 419.00 E .A'Itc I,~t:a, ,A c.~ ° ~r ...n, y-.." ~ ~ Ct~fML~ arts) ~^.ltl.~" t ~ 1 hf..,~Y YJ. y ~
z„C!`Qi"J" 'J Y r ~p~TAil Si3i (trCT fr!' T• ~ . ~ . ~ v ' ~ •~~i Ili xCf'3 Ati{;_ 3YITh a?_v'IFIC.ts:]'I SECr:Q'i .°„?5. ~ ~Gja~ ~ r^ , 1 ~.1- ~ 11 D ~ ! ~ LN;i 41:L0'SI Cth6F~TC, W~t;ZW•.„" , I ' ~ i
C~ .+5 ) I' ~ _ ' ~~:c7PICE,.? L AEIA:I?. Ik;1 ~'TeEI ' HF ' •c ~ ~ ~ ~ v r', b- ~ .r I ~ 5 _ d .Cd VEE'„ x3T61 Dil1+~ t- ra { !
~ ~ I ~ 'w _ F179 .P, L_ G~7 ~L9G !7= t,EG aTIRE FBCF~fi. LCBFC'EIIka tt! ~ I'sl i.. i• R r'' T~ tinTp nlnti '8`fT~ .S 41~'. ~LF,ApAA4~, Jy; i+. ~ . 12"~ DIP € ?
~p ' 1 ~ ! ~ I I HC I ~ri ~ ~ ~ ~ d"LEA X73 FIA3 Itl i,CLCF4.'1CE fif~4 ~ j ~j 3, j Iwi/flGP + ~ C.~~,, SiJbJ.t,4° '.~'D.E 1.9' I E
• I 111! t re' ti ' 1 a Cd ~ , ~ t . 1 ?If I ; I B:>'- TL~G' '3>iuLTEi~ IhTI~ HI:JA'~LL Js7 ~J4C3 ti?ii?` 13'd ~ ILH ~--FLOW _ ~ ~ t r~rr;ls4.rr~ 12"~ DIP DIP 3" 0 ORIFICE i
I - ~ • _ . , INVERT = El. 419.00 s ~ ~ '
. ' R-'y G R FdER:C hUtY 8.s135iiiUT`C FCP :e ~ I 5 °hA I G r_._i.:.! I, t e d4V L-I fl F'S TNP °r+N' !•Il±'_A 4" rIiCC.i. 7!I (lllr~.~!:;. d I ! I (EQUAL TO NWSE) j ! I b.>
i ; `s C~.;1lrEP..,ii CCI'1%3 1'' tx. HLVE f:4]ILS C~= 111• • ti V; i
cc. I 1 . I ~1ti.. ~_-cn T4 Gy~nr ; • ~ _ r:ern Tw ~lanT oa. q 4" 4"• ° a: e . e ETE 4" THICK CONCf~ ~ I G
C7 t~,? 31+R 3F~E fGq 3hA a':Tc 5 _ - _ _ ~ 1 GLEY~[ TUtl '7TE: TAE 9iti11fJ4 7"H u;~=_ ~I~,~~~_ n~ t;, ~,z, ~ ~ 4" THICK CONCRETE ° ~ d BASE (MIN 28 DAY e ~ ° STRENG - o I ! ~
~t cT ~ ~ J IhCFrh3E TH;3 ~/Ji ,iZ-~~h3LhE'DEC~•E 4i?TII1`i ~ r4 ~ r BASE (MIN 28 DAY # TH - 3000 : Si) 3.0'
I ~ C7'1 ref ~ ~ { V.. a } STRENGTH = 3000 PSI) 2.8'
s 'wr{ 9 ~ T qi 9 ~ ~ 1
~ ~ ~ $;i ~ ~ I _ 11. ! NZNINLk NE5_iF1R~'. ! 4IN.JIU,)(, r , 1" [C " , SIDE VIL~4V U o I~tO.=VlEQV . ~ M
~ ~ 1 ~~1.,NI,X.' kE?f.ilb:!C. U: .71L',x. ,7 W C i
~ ~ PIPE DIr1,. ~;?B BIZ= Ht FT. , ~1 ~ ~ ~ 1 ! ( H2~ K'f. I t3 . j ~ SV2 ' . ~ .0 `506 ,1., i.C _ ~ W rJ 'w~ a~~
.,,'r ~ 5. v i?.MarD.~~~ I.]~f1.7G ~~>T,di3.?_~ c - iL 1`~ ~ ~ ~ ~ ' c.., ; ~ ~ P fi" 1 .2512 I a. QUID r "'.."w=-----... ~ SIPHON ~ ~ ~wALL
i C ?>a X9+2 dU ' _ _ • Ir . ; ~ I~" I ~5 ~ t; I..Jr2.ta ,~.oor~.~- r: . _ _ . ~U~. , 1N ~ _ _ ~ - .Gd/1x.J6 .I.D!'li.i7 G.G3+G. DETAILS T ~ z N..S. I 1
Pl a•t ~ 1 ~ .I it~a. ~ i 2.t1 ~5 8 l1" 1.5:1 $.Sn I 't 1 ~ GJI :,r 1 L~ 1 t•\ j r - _ r.., .7fi ~.^Oj<.~; 7.~^I6..C J: W A~
q r ~ ~,1 ~ 11 ( .5 a 2. , ~1~.D B 2,v^rL.uJ I ~e.id73.%d 2,D - I'~ ~ . I , ,'~1 - Cra,d4 Sflib.5J r c f.. o ~ J5e { I i t1 _ iD,GC.11.~d i O ©tY.,
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r _ . U•~ ky 8 5' ?.2514 rJ j7.IQJ~J.Iu ~r,l _ f'C ~ ~ ~5f"~ - -,a.SD._]._Ofr7 71 12.O,j13.i:., C7 C31_ ~1 4.0 hB p B T oyl4 I q.~q,, _,?l7 ! ~ . pp L ~1y L.~ W" U x a
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a,b1 ~11 6.~~; 5.C7 1 - f r.~:~ r _ 1J,6 J19.?3 a , Hz
f ! r:SO H _D 3 ~rd4 UD 7 •u~y.2:i IZ. rr r - 1 TF= ',r~~+~ yy r~, r C _ I J, i -.7J 1 L'rJ 4l~l.IllrS 1l TH;. GS.QRI~ III ~l G r~9 4" ~ e.CiG1E•.[? ?,5413.yp 3.2B(4.DC ` + •~-t ~ ~ I +JP,RI e? ' ~ , J, lAI F G"` TH=' GEQF'sIS f~1.G~R MAY Bi: +~yUJ'E~ ;ra il1t~,+:~5, ~ ~ ~
~ 'o9iiEN TIE' R~ d,d Fn Ij D a " 4 EC ; ?.°41ti.5D cr. 1 ,~DCR QGI, ;.f,~,+ t1 :._..t . ~ 2 ~ i~+Tf; r 7ii`1.7j 14,75!`9.7 5+14:Lryryt 1 nr~ ~ ~ _ _ . _ . ~ ; ~GLT LENC"H IJ iJ _ SHG~TEli JC1~~~•i2~ F DER QGIF r1 ;.r,~,lT[D G~ TF_ l~r~A~, PL:tiE x
S?il~.~t! I~71,`, RACK !!1,'lJt+t n5. 1 'J G ,1.'_ r. S i0 SHC~TI=IiL`U iv p1;G si~l'~~-.r 1i~ 1{I~~-•L,G~~, ~ CYi CIDt-, n'.G ~t1L htr,~t}grr,R C
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11 'f 1~4 ~ 1/i.; ~s ENnw ALL DET r , :i" ,
AILS ~ ~ N.T.S. :~I]~~J~I!~'_i.r`.~r,/~- ~ r. f+~1[ . fi
r,l ! 1 s~~- !f~lj~i,fi~ll ..x ! ~'1 j I
iR ~5~....,_ bqe Se~. F_ q I ;i-
I, ..1;4„1? - I ~ z
I'~ l
5.38' +,'a i I y e z 4 r
~IGE'tlt#1' ~ C1Ctl7 ~'"I.DC7'~'`~1--~~.., i fY4 T-~ C«!ETh', r' ~ t"r. i 1~ r: `'t 1!
VvE~r 6" 52.5° 6" 8~?I~ ~ . r. ~ ~ r ~ ~
, ra. D_P, ~.f -
-j - ' [.1 _ bt11T , Ti} 1;! Li~,++ {ii l:";15 ' a.. t,I~P~
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_ ti~ I ~ 71., cru ~ d ill S.~ra~:i •Pi~T ' ~r~'r'~.[;,
_ufr ' I~ ` "~~'t? ~"T~ RL ;;T.r~Glil;f~ k,UE'! h:;;L~ r~$ ;~I10~'~! `i! L~
t ~ ~ ....~-.-lM ° -.1 _ - J--'' V. i- - r:~r;~av~Q BY ,Ilc ~r,~lhe_~4. ~r~th3, 'T~~ ',+fAY ~U3~ ~ii:iE ~„a: ~Rf~~LE
~ ~ CLSlv,J ArN~~~iE[r F~y iNf ~j,r" 4C'_F•S. C,r;1~;i T67 k ? gJ~,lg7F"'7 '?i FRIi;E FII; f (1r; ;3;4A1
.t-.. L,-~-- s "'P '~`l~,r~' HI 4!! 7r3 S7tip1 lift~S!!dA(;F' S".~?!Ir>ili~c- a .4 W
I G4~:., .iyti`kr `.lr~~l ~:.ti 47(S~~1L1 I:f? F3~~*131~ ln" tn'A:{, A q
c__ ~ TS~~ T~ DE~ s,~.,cD r1~~LC1~ -iww I `t~~+t~F ,I,irllf'f ~4i(t `i' F.tH, f}i~;,i Itrr; t;~iltlt;H V t+l :CfS fc~LG'rY S4?E~
3000 PSI STRENGTH CONCRETE _ 1~~L I~C.3r~t ~cl~rl. ,z~~,~5+f:, 42 0 RING - ~ ~ ?
• RCP d. e.. ---i,4 i ti V ' i ~ ( 4
d 4 r
v 6 ~ REBAR (GRADE 60) - ° 11!114.,-"1,:"..'; r ~ I S~ r1 ~
1 ~ ~ ~ r~~ ® e' ~ , a 12 ON CENTER d ~ ~ ~e. ~ t. r' ~•r r.u, r,r~t'~_~; ~ t~l,•. ; r ~ ~ o ,
~ ? e d t `4 ~"M e t 4 'i ' ~ i ~ ~ 1 I I ~ ~ V N ~,r ~ I ~ e~ - W
a --w-; f I ~ ~ i ~ i ~ : ~ ~ ~I ''~1 ~71'.l;•• i i .r ; .
-ea'Q e o _ , I
°a e.. .e. 3.2' . 3" COVER ~ a -4, i i ! !
. _ ' " ~ ~ 3.52' J 3 CO ~ ~ e , a~ ' a (MIN, . ~ < ~ ~ ~1 VER >1. „....9.m^
~ A a. (MIN. a ~ ° - d .rr I ) d e T wl+' ,tll, 1 b~ i~ r ~ 1 ~i i ` I' !`s'1~,?~.4~ ~LJu' t~' (,iF'ii "1; d!=;~~r ~l ,_:YS~tro~ ~ ~'I h.i E r.L. s r t~.AiA'! 1'~I I ~I 4.14. L_i ~~~.5 1 ,i~•,i x' i
4~• d a•.. a ? d o e 4 ---~.~.f ~ I.YA V, r~IC„L v,4#~ DAP.
e' a ~ ° ` ~~.11` ~ f ~ ti ~T4 d i '.a 12" r[^
_ e 4 d. e ~ ~ ~ u ~ ~ ' e e e ~ l~I,. I !a.', p:, ~ 4 r~5 11. d~. 5. C a e _ L 41p F~F l~~~l~l~ F';;~`i1 ~
' e ~ ~ LEARA'NCE ~ ' .o >j e til' 111f,TLr e o. '~ISr..I k . ea e '
" ~ ~TIRt~A'F +'1 M I
•..i o .,,.slal~idt'.:~ Lid ~tia ~ ptl e CC`ii1i~,, ri sF r-; ar-~f a~,~.CC,1~~ ! ~ ~ ~ ~ T ,,~~11~1., 1 ~cnn~ yp, , „ ~ CT;~:~
-~di 5 ~ _dFl',,. FLFT 5*,TE~t C4lfi~ii~( ~Gf=1C~,CG<< ~;'1'r~ y~; r. CF rd 5."°r.9 f ~1!V,dF~ ,;~l!..T:1'J;_7 rlll,l F;Ij.3 F1i~tr ,tis•~ $'~;e.l ,°Yi'.,P't,T h~, a
#4 REBAR TIES GRADE _ '1[~"u{` b1 i -1x. - ~ - r _ ~ t?e~Jj;: 9,eF'Fft+`_ ai ! G~.PdP.,,,_1i ,R.•4~:rCi~TdT1Ct ~.,~~3
60) ®5 ON CENTER
~ 4" THICK CONCRETE MUD MAT POURED 7F'Sid'+E:P si r.
APPROVED SUBGRADE. MUD OVER 1AWNT BY,
BLOCK SUPPORT FOR MAT TO PROVIDE R PIPE UNTIL CRADLE IS 42" CONC POURED. (SEE CONCRETE CRADLE 12' DE P TRAS HRACK DET AIIS , 7 Cj 27 2006
BETE CRA?D LE DETAIL SPECIFICATIONS SHEET PD-4A) N.T.S. N.T.S. N _
DRA,ql E3:' NO. PD-4C
FINAL DRAWING t:FI a,o w M^ADAMS

Q
~
i ~ V t~ O ~ V'
i~ I
~ °1 ~v ~ " d
p~ ~ ~
~ ~ , e
`~i"irg ~'~n 9.:y Lam. ~1
: J"
TEMPORAR 6" rMPORAI~Y SEEDING SCHEDULE pE - ~ ~ , ' ~ . RMANENf SEEDING SCI~,~~._ , n
SEEDBED PREPARATION AM AM E NTS ~ Y,1
AM E ~
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDffIONS, IF
"0 GRADE 8 AVAILABLE. F~.~Q1NG DATE SEEDIP STAINLESS STEEL 2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH. SEEDING DATE SEEDING MIXTURE ~ " ~ ~ ~ SEEDING MIXTURE APPLICATION RQjF ~k~,~ ~ r~ , AUG 25 -OCT. (BEST} TALL FESCUE ' R~~ ~
SAN t -MAY 1 RYE CONCRETE LAG 3.} REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND RYE GRAIN u'' G -a ( ) 120 LBS/AC - _-.._~I ~ ~ °
SCREW UNIFORM. KOB FEB. -APR 15 POSSIBLE ~ ( ) ~ ~ .d KOBE LESPEDEZA 50 LBS/AC
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE MAY 1 -AUG 15 GERI ° BELOW''). GERMAN MILLET 40 LBS AC SOIL AMENDMENTS
5.) CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FlRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 AUG 15 -DEC 30 RYE APPLY LIME AND F ' ~ ej°""irrr;,er RYE (GRAIN} 120 LBS/AC ERTILIZER ACCORDING TO SOIL TESTS, OR APPS, 4uuJ LBf'AC~E e~°' CA
12' X 4" X INCHES DEEP. ° GALVANIZED STEEL 6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER OIL AMENDMENTS GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERT:'[.iZE~c. , R~
STRAP (4 PER 7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. FOLLOW RECOMMENDATIONS OF MULC ~ ~ ~ F .9 MENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND ~
RISER JOINT) 8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDING AGRICULTURE LIMESTONE AND i S WITHIN THE PLANTING 15 -DEC 30, INCREASE 10-1 MESTONE AND 750 LB/AC 10-10-10 FERTILIZER (FROM AUG APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH AS°NAI_T, ~!e`TZiNG, ~
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60~ DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, INCREASE 10-10-10 FERTILIZER TO 1000 LB AC , OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STR,4iGHT : ~ / ) 45 BE USED AS A MULCH ANCHORING TJOL ;
3.0" FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING. ~1ULCH 9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT
COVER IS ESTABLISHED. APPLY 4000 LB/AC STRAW. ANi OR A MULCH ANCHORING TOOL I ''•H~ I NE~•~ ~ AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, MAINTENANCE ~ •••.,,,,,.••'~G,~~ NCHORING TOOL. A DISK WITH BLADES SEf NEARLY STRAIGHT CAN '.,~'My F~ e.~
BE USED AS A MULCH ANCHOR ~ SEE SEASONAL APPLICATION SCHEDULE MULCH ANCHORING TOOL INSPECT kND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE ~ „~o`
MAINTENANCE FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. ~iOW' REGULARLY f0 A HEIGHT OF 2-4 INCHES.
JAN 1 -AUG 15: REFERT1LIi 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. NURSE PLANTS
RESEED, f RESEED, REFERTILIZE, AND MULCH IMMEDIATELY BETWEEN MAY 1 AND AUG. 15 ADD 15 LB
FOLLOWIN( FOLLOWING EROSION OR OTHER DAMAGE. /ACRE SUDANGRASS OR 10 LE3/AC'R= GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LE/,~~RE F.YE (G!?r'P•i}.
RISER JOIl1Tf CONNECTION DETAIL _ AUG 15 DEC 30: REPAIR A~ 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
N.T.S. TOP DRES IF IT IS N TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH. y9IE~ PERMANENT SEEDING SCHEDULE IS FOR IXTERIOR SLOPES OF T!-!C ~~!H, TcVP I j IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND THE BERM, AND BASIN FLOOR. I
JUNE 15, JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBF LATE FEBRUARY OR EARLY MARCH. ~ I
y9~;. USE THE TEMPORARY SEEDINi TO USE THE PERMANENT SEEDING S( IPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT i ENT SEEDING SCHEDULE. ~ I
i
j ~
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tnj ~ 1 € ~ i r.. ~ I ~ r A ? i
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-,e
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p1 ~ x V a
,o, F " ~ a
10'-4.5 ~ o ~z
" ~ ~ 4 4 5 O.D. ~
i
~ W ~A
z
0
42" 0 RCP
PERMANENT SOIL INSTALL LEVEL AND REINFORCEMENT FLUSH
MATTING (PSRM) WffH NATURAL GROUND.
(SEE NOTE) ON TES;
12"4 DIP OUTLET 4 FT. 1. RIPftAP LINER SHALL BE
UNDERLAIN WITH MIRAFl 4'-0"
(RIP RAP IN BASIN NOT FILTERWEAVE 700 OR APPROVED SHOWN FOR CLARITY, EQUIVALENT.
FLOW 3.75' n 2. PERMANENT SOIL - 7.75 FT. 15.75 FT. RE-INFORCEMENT MATTING SHALL ri
BE LANDLOK TRM 450 OR
APPROVED EQUIVALENT. SOUARE PREFORMED
SCOUR HOLE (PSH) 3. BOTH THE RIP RAP ENCASED ITV ! '
4 FT. UNDERLINER AND THE LANDLOK TRM 450 SHALL BE INSTALLED FlLTE^r, ~A5~
PER MANUFACTURER'S F~ IG! , , . p OR _.,~..,~E. , c~ ENDWALL PER NCDOT STD. 838.80
SEED W~(H NATIVE 7.75 FT. 4 FT. SPECIFICATIONS. NOTE: 4" WEEPHOLES TO BE PROVIDED
GRRSS~S AT INSTALLATION. 11.75 FT. WITH VARMIT GUARD ON DOWNSTREAM ~
SIDE AND GALVANIZED HARDWARE CLOTH ~ ~ ~ ON UPSTREAM SIDE ~'4' MAXIMUM '
PLAN VILW PROPOSED GRADE E OPENINGS ~ ) F
FILL SLOPE 12"0 DIP 4 FT. t FT.
FLOW -i? 2:1 2:1 NATURAL 42" N RCP ~
GROUND N0. 67 WASHED STONE ~ ENCASED IN NON-WOVEN r
RIP RAP LINER W/ 1" 1' COVER (MIN.) FlLTER FABRIC (MIRAFI 1 BON ,
FlLTER FABRIC (SEE TUCK NOTES) 3.75' f PERMANENT SOIL _ OR EQIVALENT 3 3
NCDOT CLASS 'A' RIP REINFORCEMENT _ - ~ N
RAP -9" THICK MATTING (PSRM) - SIDE VlEOV - W - ~ .
O
42" 0 RCP 1'
FLOW 76,5"
LEVEL SPREADER SCO[1R HOLE
DETAILS
NTS
rxo~cT xo. NEW-05043
1' ENDWALL PER NCDOT - ~t~N~: N p STD. 838.80 EW05043~ D4
4' 4' JESIGhEll BY:
~ 4" 0 WEEPHULES ON EACH
4" ~ WEEPHOLES ON EACH slnF nF sPn ~ waY nea~~ e~~:
i SIDE OF SPILLWAY
STS
f G 6 `L`JU6
SPILLWAY FILTER DETAIL AT ENDWALL NMI- Y . N.T.S.
FINAL M-c-ADAMS,
1te4~gaiT66~'452CttYi:~a'r-=..~.~... y~~r•~

302
PC
PONTEDERIA CORDATA
340
JE
JUNCUS EFFESUS
269
SV
SCIRPUS VALIDUS
296
PV
PELTRANDRA VIRGINICA
230
AC
ACORUS
l
PICKEREL WEED
.'.'.
4" POT
SOFT RUSH
1 QT.
SOFT -STEM BULRUSH
4" POT
ARROW ARUM
4" POT
SWEETFLAG
1 QT.
SEEDBED PREPARATION
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX
WITH SOIL (SEE BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL -PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6.N SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED,
REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH
SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION
AFTER PERMANENT COVER IS ESTABLISHED.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APP (CATION RATE
JAN 1 - MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 - AUG 15 GERMAN MILLET 40 LBS/AC;
AUG 15 - DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURELIZER
-DC30,I�INCREASE lo -10-0
0 10ESTONE AND 75-10 /FERTILIZER TOAC 01000TILB/AC)( FROM AUG
MULCH
ALY 4000 LBWITH ASPHALT, NETTING,
OR A MULCH N/CHORI NVTOOL. AO DISK WITH BLADESSTRAW BY( SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 - AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 - DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 L9/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE WAM EMBANMMPM
SEEDING DATE SFFDING MIXTURE APPLICATION RATE
AUG 25 - OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. - APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE WINTER OF THE
FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW
REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDNGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
GRAP:� iC S AIS
30 0 SL`
1 incn 30 1t.
FI\AL DRAWN( G

~ s
STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM JOINS PANEL 9776 s ~ ° ~ , ~ ~~e
79°06`00" 79°05'30" 79°05'00" 1970 000 FEET 672 coo M 673 ago os' oo° ~s°oa' 30~~ oco M 1980 000 FEET - ~ _ 1977 500 FEET 674 t ~ ,.PFD ;`~L P=Lt`~,E.?i] !t~`''pl~ A1~tH5 (~t~ft0 ~~i)afE~ ~E~ 8
760 000 FEET ~ ' a' - 760 000 FEE; ~ ;JU~~Ar'C"J 41 ~ :~,NF;',iAi CilA1WCF fL~>~D _ ~
GUILFORD-ALAMANCE ~-JP,ANGE , ;®~Eh92 - ~ , _ ~ ,<<;, ~ i -'~'EZ1201 i DURHAM '.~~ES ~ i ~c;eunr~ual ciranee hood i?DC ~ ~ ~ r _looa), d~«: xnew~ as the base rood, is ttre food . ~ " ~ ~S ruF1 ~ ~ `ha ~ ~ .:hence of being Pr ~:~e,i cr , x:_~er.Pd In anv givP~i year. The S edal ~ ~ ,
~ h L , ~ " i • - ,a•a ; f,rea is h~ area .Ja ct 'o .Jr sFz annual chancy fiocc'. ArcEs
- ~ ~ ~oPC~ I~iood Hazard incl„de ~ r.:_~ ? , 4F'; a, , AR, P,~'3, V, and V5, The Base ~ `,0:1~ _ca.~,.. IS the w,. ~Cr a.~:_ P ~.ir i5 r ii:°. ' ~Cn;Ja~ han Ce fi0od.
- - 1, ~ ZONE'~X'~ i Zt~fiiE,, h„ Bae .lood ._v.~~.,,,5:,c..r,r...ac. , ,
, ,l I.. tr i p `fin ,;u+~f 1~~j1~~. - ~ ~ _ . , ~ ~ ZCF~;E AE 3ase Ficod ~ , ,
l I ~~`Nr ~Fi Flood depths ~ r ~ ' .e _ airy areas of ponding); 8 e Plo _ - ~ ~ _I:vat;~ims dctrrr~i' +t't'
WAKE ' I~
_ , ~ ~ Zi9;UE A~ Flood depths of ~ to 3 reet l,s,e~,ily sheet flow on sloping terrain); r,,, ~ I , averaoe de the dc'.rr,:..;. f~ a•es ofaliuvial ran floodin , veiacities " f . a P g
I ' ~ - ~ ~ , 4 also determined. r,
' o ~ ~ z 1 - , ,V CR S~'~LDGr ~ - ~ Q ~ r n~' C~~' ~ r. ° ' E UNE AR Special Flood Ha~ rd Aria c ,r ri; protected from the 1% annual chance flood cy a foc ~ 'rr,troi system that was subsequently
~ ~ 1 ~ , ~ decertified. ~c-ne AR Indira ` :r~a. rice former flood control system is
. .J_ - LEE ' Y' being restored to ; ~ 'r1e p o:er r. ~r~ fro!n the i % annual chance or r-' ' ~ ti`.~ ' greater flood.
~ ~ HARNFTT _ ~ , ~ ~ . MOOAE _ . , , i - ~r ~ ~ ~ ~ /'r ` I ~oR]s X99 Area to k~e protc~ kr, f;-;r annua; chance flood b a Federal ,v. y
• • _ , , , , .i ; flood urotectfon sys c . , rrsi~uct on; no Base Flood Elevations
h _ .;C ,s ?4., - ~ determined. LGF~ri +;i: Coastal flood z,mF ,~?th i~ic~n, ;waw-e ar_tion); Base Elcod Elevations
- ~ determined. 'r ; ~ -
~ ~ ir,~: vg rr i(,G. ~ . , r ~ h; ' i.' ~ ' ~ ~ F co n «
35° 50' 00 1 '4.
1' _ _ ':lie Ic_,!wa~r Is the channel cta s[rca.~, ~rlc 2r, :~c-acent flood lain areas that must be ` - ` r.' rii. t+r, .rep ~ 9r1s t';~~. ! w t P --t- M o '<ept±ree of encroachment so ;hat tie ?ia °nn„ ! .^znce `loud can be carried without r~ ,
lr~ . ! ~ ~ SUh~t 4~ I~*':"Ca5G5 Itl fI00d I1P~~MhtS,
J ,c~ ` L ~ ~2; -ra-~-'r^-'. 2,9 ~ r t , { OTHER FLOOD P„t~,.~
3967 a:a i ~ ~ ~ r '~~1 ,
~s: ~ ir,~. °yv 1. ' `np- _ ~ ~ ~.t_ >t Areas ci Q~io arsnual char-P ~o~~ri, areas o(1% annual cha.,nce flood ,
~ i ,.nut r» ~ y, 9'?, m: r ~ tia!th aaera;e c?Fhths n' iess'n~ ~ or with drainage areas less than Y , ; :Y ,in ~ ~ ~ - 3967 1 ~~Iic, ~,~o ~ ,,.3 ortc , u b;, IP„eas f,om _ i~ a ~ , r.»~ _ _ annual chance :n
, - r , I J 7,1- l n ~U __ti
DATUM INFORMATION ~ ~ r - i ~ ~ ~ ` ` I_ J ic?~. ~,K~';5 i
b~ r he ro ection used in the re oration of this map was the North Carolina ' 355 9 , . o. , T P j p P . r' ~ ~ I ZOPtE~ A ~ _ :e r, ~e~ GJ oe n~[sac ,i , _ annual chance t1oodp;ain.
I ZONE 3200, The horizontal datum was the North American rip: ~m'3 t^ ti~e3 _ , f State Pane (F(PS t.. Zv.~~ a A°=as Irr ,cP. ,ooe ha~arrr, are uncle<erm,ned, bu. possw,e.
r A 'n datum elli soid ro'ect'c~, c' ' ~ ~ ,"09 ~ Datum of 1983 GRS80 el,ipsoid, Differenc..s i p , P I 3 ~ g~- de - ~ : B f or adiacant ~ . ~ P,o~eberry Creek.';, ~ . ~ . -~ENWa ~ - - y. c - : O4SiA~ 3ARolFt. ?~S4 JI~,Z~ 5':'STE~~1 ;C',R$? A~cAS
Universal Transverse Mercato- zones used in the production o~ FIRMs f - _ , ` " _ . w , 'urisdictions ma result in sli ht positional differences in map features ac•css _ ~ ~ ~ . r ! ~ ~ ~~E~~A~ 1 , y 9 ~ ~ . ~~AA~~if~'~y~ _ ~ Xr ~ ..__s_~_.r
jurisdictional boundaries, These differences do rot affect the accuracy of this ~ ~ ~ I _ <
RM A I coordinates on this ma are in U,S, Surrey Feet, where Fl I P 3 . • ~ ~ < fl,-icR~'rb~ ~{ev;~c_.-~- .r~,.~ CipAsM ~ •
= 1200/3937 Meters, 1 U,S, Survey Foot y, ~ j {Ch~aC~h~ITh.. Collntl ,.u dLb nl~ 'lJ t',a]~u' 1. . r.~ 1 Cfi,;Ii tJ ~~7PG.al F~IOGCrZCiv nr`=;.5. r
r re erenced to the North American Vertical ,ZQNE SAE : - _ - , Flood elevations on this map a e f . emu,; z _ i°{~ r.a _ cJG_3~'? iJUUnCIar~ ~p ~Un>;ncor orated Areas . i _ p ,
red to structure ZONE X ~ - Datum of 1988 (NAND 88)~ These flood elevations must be compa r X370299
. and round elevations referenced to the same vertical datum, An average ' ~ - g ' offset between NAND 88 and the National Geodetic Vertical Datum of 1929 ' ~ Floc.r,..y na.,rJ,r,, ''>ZONE ~X`
h North Carolina count ~ This offset was (NGVD 29) has been computed for eac y ~ _ ;rr~Ul. ~sr'., f ?r;rr . Bou~~
r v'sed durln the ~ '1DC t oar=~ ` then applied to the NGVD 29 flood elevations that were not e i g f: 349 i -
n shown on ~ >>a creation of this statewide format FIRM, The offsets for each cou ty - this FIRM anel are shown in the vertical datum offset table below, Where a 'F,' ' , - `ion. d`.~:. i :-'^o~a Hazard Area Zones and _ ~ _ - y~-- ~o.; i f-,, ~ ~ ~ ~ ;:,ci ii~zard Areas of diiierent ,
P ~ ood'n source with unrevlsed NGVD 29 flood elevations ~ ( ' N'~;~;c~ ~~^I ' ?EHs~ ,~Ir~E. county boundary and a fl I g :a - ' Base Floyd ~iara~~ns, fecd depths or flood velodties. - , - Ba c rIC , n a I IFVatlrn in feet*
are coincident, an Individual offset has been calculated and applied during the t,_ '
creation of this statewide format FIRM, See Section 6J of the accompanylno - nce Stud re ort to obtain further Information on the conversion , , , r"• 9as: rl~-;c ='rvl`~o: '<•.ue where unitorm within zone; ' ' ti elevacar; in .
F oo nsura y P NGVD 29, To obtain current elevation, ' ' ~ ~a of elevations between NAND 88 and ~ , *R2iereacPd to the North American 4erlcal ~:ti~r of 1988
descri tion, and/or location information for bench marks shown on this map, P • - ~ r`
s co act the North Carolina Geodetic Surve at the address shown below, ''''~r~ - r plea e nt V r, ,x, ~ _ os} Croa.ec.,~n u~,v
n ormation Services Branch of the National Geodetic a s contact the I f , You may I o ~ hi . ~ , Survey at [phone], or visit its website at vvvvw,ngs,noaa,gov, ~ r
,i _ ' Geoa, ar ~ :;o r; ~+'e> refer"enced to the North American
e Vert ca Datum Offset Tabla r, North Carolina Geodetic Survey County Averag I I ' : r, r, ~ ; . - _ ~ ~ 30 - I
121 West Jones Street County vertical Datum offset lftl - _ , ...j . Raleigh, NC 27601 Chatham - o,7s 35°q9' 3D ' 35° 49' 30" ~ ~ - aaz 3Gf~ ^r to r. ' T~= rs;c~rse Mercator grid ticks, zone 7i ~ ~ _ ; V ~ U; sA ~
~ I [phone] , ` . _ ~ , F( l:;Or to. fir,: a-tii i:arohna State Plane coordinate ! ~ ~ _ r a ~ s'stcrn IpS%. 3?c;+_'. State Plane NAD 83 feet)
~ ~ www,ncgs,state,nc,us ! ~o~,~:- Ltir~c - + -0,76 J Example; NAND 88 - NGVD 29 ( 1 u1 - ~ ~ ~ ~ ' ~ r` rF~ r Nortf7 Ca°ol+ra r_ : de~tii 5urdey bench mark (see explanation m l L?~~, o1u
Z , ~ ~r ~ i X ;n tie Da±um i 2.'.'.m section of this FIRM panel).
Q , a is -..I - W • 7 f 'p;~ iatr,^.~i Gecu. ~;c x. v2 r t~encl•~ mark (see explanation in Q ~ ~ the ,0_~,.,. . , ~:~a:r -lion of this FIRM panel).
M , . , _ • ;ZONE• All streams listed in the Fiood Hazard Data Table below were studied by rn ~ X z `
detailed methods using field survey, Other flood hazard data shown on this ~ ~ i (n I . Z j
map may have been derived using either a coastal analysts or limited detailed ' Q s
r'v r'n n I s's, More information on the floodin sources studied by these s96s ieieaayl g r nce Ctud re ort ~ ° analyses is contained in the Flood Insu a y p - - . ~ ~ _ ` - ~ ~ I ~ _ ~ ~
13906. 1 _ ' . a 1
r ~ - - _ I
ZONE `X' , _ 501 i r
r.. _ ~ _ - r r . ~ .:5
~s _ . , ~ t., _ _ 15: ,i r F s' - "x c t i a f~ a r
r`~, r i ~ i ~r I
' ~ ` t ~ ,F ? , ~~~iMCGR ~R~~OOC s~ L~~ ~ EGO r ~ R~ J" ~ ~ ,
_ _ t s 4 r"~ ' ~i^.~~ 1
:~s t, r ~ - r ' i ; 1 ~ r ~ ~'1,
t bE,a {~r~ I :`~'1
I ~ i r' Li (`ERS . , - - . _ n VI ~E4;.RD . , ~ ~ u ~ t ti
- _ <a''P ~ , r-' ~ ~ i
f~ - ~ 4--- _ r,.. - aER;~ I ``k ,
. - - I
~ - _ ~~h:FEPIPJ rlilES+fMhF~RD` ~ ~ r~ St(M~h6~I;D~ "~~r~,,
. _ ' P IPI ~ i :.F~ •
r' ~ ~ -
' R / ~,,2 \ m r ~ r \
i _ _ 752 50D FEE _ r ~ i
~ ~ 1 Uil~i~ Jii?L 11'
292 ~ t° ' ~ , ~r ~ .t •
" ' ZONE~AE' - MAP SCALE 1" - ~0 6,000 ) 4 ,f3~ 35° 49' 00' ! 25D 0 ! ~;t1 10D0 - X ~ r:: ! -
35°49 00 ! ~ _ ~ ~ E 14393 - ET , - , - - _ FE r-. i
I t ~ _ _ € ~ - - METERS ,
/ _ I , Y~ r:~. .~...,.~.A_ .~~..~m~...
rLGODIIJ~ ~FF,F,ECi~ iF,~P0~1e ;rr'~~i pp t ; uri _~t. + r
~f.L~r lJ Er1 CAF-1 , } ~ ~ `Y ,
- ; ~ J i" , 1!! E V r r ;t.. a u i E ~ 7
ZONE`;rAE ~ , i i! ~ ! z r'i~~i. ~f N I,
. ~ ~ r , w t1 _ _ ~ _ _JJii~ - - I --T-i_, _ i
ri ~ Y%^• } - s f. ? ~ . 3 , i ,
3965 ooc M ~ ~ } E ; t~
t ~ s ~ t -r
~ ,,~~~t#ia ~ - I
~ - I ivi ~~~a'
- ~ ~J T - R `;ORTI~ ~,AROLii i~~ r~
~ i, i I~ I ~ I' I 1
' ~ - ~ACLENDA Tout I,I{ r. ~ I i ~ n- ..,...t ;q" ,I , J~ ..n i w l . ,
- - ~ s _ F i , , f, r ' ~ ~ - 'Z ' NE 3X
i v rA ~ iRJ~. .
I i ~~i - / ~L ,~.'J, i ~ ~ ~J - ^ I - ~
_ , . ' k~t J t# _ , ' y" i - . I
~ ~ ,r9EW5 S?ORE~Ai `ii, " • f; , i ~ ~0~ , ~,TY ~ o,_ PAJEL .F~I~
, FOREST CREEK UR _ ~ ~ q,.,. f,^.z - ~ _ ~ ~ ~ ~I'~ Q . ~ ~ ~ , CWaI,.r , ,J~~.t 370299 „775 J . , ~ ~ . 750 000 FEET ~
750 000 FEET i' I' ' i 674 ooc M 1 980 000 FEET ' I ~ ~ ~ ;iii ! ~ i i ICI 0
1970 000 FEET 672 1 972 500 FEET ~ 673 °0° 79°06'00" 79°05'30" 79°05'00" 05' 00 " 7 9 ° 04' 30 " ~ I
JOINS PANEL 9774 74 ~~I` ~l~ I Ii~l~ lil~l'
i ~-rr~ -rh ~ ~nrr~n ~ rnrr~n ! ~ I i-~renr-rrnerer~ nn~r~
NU ItS IU U5tK5 U5tK5 lI II !I~li~ I ~~sLsiu~uur+nr
I, Ii
This map Is for use in administering the National Flood Insurance Program, It does not Certain areas not in Special Flood Hazard Areas may be protected by flood control This-map reflects m 3- map reflects more detailed and up-to-date stream channel configurations than MAP REPOSITORY JUL 13 2005
necessarily identify all areas subject to flooding, particularly from local drainage sources structures, Refer to Section 4,4 "Flood Protection Measures" of the Flood Insurance those shown on th se shown on the previous FIRM forthis jurisdiction, The floodplains and floodways Referto listing of Map Repositories on Map Index or visit www.ncfioodmaps.com. it were transferred frorn the previous FIRM may have been adjusted to conform to i f - -
~i~rstiiiza ~~~A of small size, The community map repository should be consulted for possible Study report for Information on flood control structures in this jurisdiction, that were transferre updated or additional flood hazard information, these new stream Y ,II ,I ® new stream channel configurations, As a result, the Flood Profiles and Floodwa se l
Base map Information and g data used to develop this FIRM were obtained from Data tables in the eospat~al d t J.U e},:,J To obtain more detailed information in areas where Base Flood Elevations (BFEs) :a tables in the Flood Insurance Study report (which contains authoritative hydraulic EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
various organizations, including the participating local community(!es), state and federal data) may reflect stn 'd ® and/or floodways have been determined, users are encouraged to consult the Flood a encies, and/or other sources, The rima basis for this FIRM is aerial ima e ac ulred b a) may reflect stream channel distances that differ from what is shown on this map, i
EEri0.'S000PERATING TECHNICA~PAATIJER ¢ g p ry g ry q Y Profiles, Floodway Data, Limited Detailed Flood Hazard Data, and/or Summary of Stillwater Chatham County, The time period of collection for the imagery is 2002, Information and Please refer to the Ha 4umber shown below should be used ase refer to the separately printed Ma Index for an overview ma of the county P p EFFECTIVE DATE(S) OF REVISION(S)TO THIS PANEL i I, en o r; use Community Number shown
Elevations tables contained within the Flood Insurance Study (FIS) report that accompanies geospat!al data supplied by the local communlty(les) that met FEMA base map specifications showing the layout wing the layout of map panels; community map repository addresses; and a Listing of d nuraoce applications forrhe subjeci
this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded were considered the preferred source for development of the base map. See geospatial Communities table r whole-foot elevations, These BFEs are Intended for flood insurance rating purposes metadata for the associated digital FIRM for additional information about base map as well as a listing timunities table containing National Flood Insurance Program dates for each community
This digital Flood Insurance Rate Map (FIRM) was produced through a unique only and should not be used as the sole source of flood elevation information, Accordingly, well as a listing of the panels on which each community is located, tE 9R~y E:A. MAP NUMBER
cooperative partnership between the State of North Carolina and the Federal flood elevation data presented in the FIS report should be utilized in conjunction with preparation, ou have questions about this map, or questions concerning the National Flood IT
Emergency Management Agency (FEMA), The State of North Carolina has the FIRM for of construction and/or flood !ain management, If you have questi purposes P Base map features shown on this map, such as corporate lim.-Its, are based on the Insurance Program implemented a long term approach of floodplain management to decrease f urance Program in general, please call 1-877-FEMA MAP (1-877-336-2627) or visit the 3310977300J I t I I r ?a
the costs associated with flooding, This is demonstrated by the State's com- Boundaries of regulatory floodways shown on the FIRM for flooding sources studied most up-to-date data available at the time of publication. Changes in the corporate FEMA website at ~ I ww fema,9ov, si NA webte at w prior to statewide mapping, refer to the Commrmt Map For community map revision , ,tiaF history History located in the Flood Insurance Study report for this jurisdiction,
mitment to map floodplain areas at the local level. As a part of this effort, the by detailed methods were computed at cross sections and interpolated between cross limits may have occurred since this map was published, Map users should accompanying Flood Insurance Study report, Letter of Map Revision (LOMR) or Letter
State of North Carolina has joined in a Cooperating Technical State agreement sections. The floodways were based on hydraulic considerations with regard to recuirements consult the appropriate community official or website to verify current conditions of An accompanying F With FEMA to produce and maintain this digital FIRM, of the National Flood Insurance Program, Floodway widths and other pertinent floodway jurisdictional boundaries and base map features, This map may contain roads that were of Map Amendmer Map Amendment (LOMA) revising portions of this panel, and digital versions of this To determine if flood insurance is available in this community, contact your insurance < g e:x 00- Pro er~~r_m a t th
data for flooding sources studied by detailed methods as well as non encroachment widths not considered in the hydraulic analysis of streams where no new hydraulic model was FIRM maybe availab M may be available, Visit the North Carolina Floodplain Mapping Program website North Carolina Division of Emergency Management or the National Flood your rat 1-800 358-9616 following phone numbers or websites; nrww,ncfloodmaps,com, or contact the FEMA Map Service Center at 1-800--358-9616 t~ _
for flooding sources studied by limited detailed methods are provided In the FIS report created during the production of this statewide format FIRM, at www,ncfloodmap www.ncfloodmaps.com for this jurisdiction, The FIS report also provides instructions for determining a floodway for information on a # 6r,„4i t; ~ a ~ n idC ~r Flood insurance Emergency gra~r. of information on all related products associated with this FIRM, The FEMA Map Service NC Division Management National 1-800-638--6620 www.fema.~o~inii riut ' f~itiP? 'et1C r Af.a.-age xt fionC r
may also be Center using non-encroachment widths for flooding sources studied by limited detailed methods. iter may also be reached by Fax at 1-800-358-9620 and its website at wwwmsc,fema,gov, (919) 715-800o www.nfip.ncem.org r l g }

i
ORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM JOINS PANEL 9766 STATE OF N 79°06'30" i
l9°08' 00° 79°07' 30" 79°07' 00" 1960 000 FEET 669 °C°'v 670 oooM sit o0o M ~ s~o 00o FEET ~ SPECIAL FLOO© HAZARfD AREAS SFHAs1 Sl.!BJECT TO
760 000 FEET ~ __,....,._-~..z---„ ---r-----•--~-----~--- ~--~----~--r--~ , 760 000 FEET ~ I ~ { i " " ~ ~ ~ ~ ~ h~JLPJDATION BY I'NE , ANNUAL CFiP,NCE FLOO[3 I. • ~ -
GUILFORD I ORANGE ~ AL4MANCE I i ~ 44e 5~, i"`~,,,t ~;i,4T I DURHAM • I he ~ annual chance flood (100--year Hoed), also known as the base flood, is the flood i ~ that ..as a 1 / chance of being equaled er exceeded In any given year. The Special
i , i~~. ^ ~r ~ , ~ t~ , ' ~ ~ ` 9 ~ Fiord Hazard Area is the area subject Co Hooding by the i% annual chance flood. Areas
_ . w ;t~ _ _ . ~ I of S ecial Flood Hazard include Zones A; AE, AH; AO, AR, A99, V, and VE. The Base P ` :ZONE X ; , ~ Flood Eevation is the water-s,lrface elevation of the 1,a annual chance fleod•
r. ~ ~ ;.,i ~ „ i ~ ~ y~~.- „I i - n ' ~ ~ ~ I„ ~ J. - ZONE A No Base Flood Elevations determined.
- r - • ~I ~ - i ZONE AE Base Flood Elevations determined.
i ~ I _ ' ] 1.. ~~°~~,v~ ~ ZONE AH Flood de the of 1 to 3 feet (usua)l areas of ondin Base Flood ,a~ P Y P g, - . , , _ . ' , Elevations determined.
WAKE ~ 4 ~ jib~yi ~ L _ ~~r -
- fit` ZONE ,X~ , _ _ ~ r • ` ~ ZONE AO Flood depths of 1 to 3 feet (usually sheet flow on sloping terrain); ZONE .X ~ _ average depths determined. For areas of alluvial fan floodin ,velocities g
' I ~ ti, o r t ~ aaa , ~ Q - ` - , ~ also determined. r • ! F i ` , Y
~ ~ a ~~~C~ _ ~ - ~V ~ _ m. i „ _ - , r ~ ZONE AR Special Flood Hazard Area formerly protected from the 1% annual chance flood by a flood control system that was subsequent) ,.j. ~ . Y
~ ~ ~ , ~ ~ r_ ~ ~ - r _ , - I-- ~ - _ d19 , ' _ ; i decertified. Zone AR indicates That the former flood control system is
M f 4~~ LEE 1 ~ , ' 'f,. , I being restored ±'o rovide rotection from the 1% annual chance or P P " I neater flood. _ g.
~ ~ HAANETr ~ ~ i~ MOORE ~ : . . ~ ~ - ZONE A94 Area to be protected from 1 % annual chance flood by a Federal
; _ - fl o o e ~s o d r t coon s tem un er o d c nstructlo • no Base F o0 . n I d Elevat'o s I P } In
~ - determined. r ZONE VE Coastal flood zone with veiori hazard (wave action); Base Flood Elevations
• ~ ~a' .A, , 6;:; _ ' ry determined.
i'' ~ r '
' ~ ZONE AE, asa ~ i 35°50' 00" r ~ ' ~ ~ ~ FLCO(3WAY AREAS IN ZONE AE > ~-k,''• ~2~:r-.', ,~-!ZONE AE 35°5000° ~ f o1,cb~r'' , (rc •
709. ~ j The fir:od',rday is the channel of a Stream P'-=. any adjacent f~ouopla;n areas that must be - , ~ w w _ ~ kept free of encroachment so that the 1 annuai chance flood can be carried without
_ ~ ~ 3967 ac° Fn r 'r' a ~ ~i - ~ i .urJ~t,t ;dal increases in flood heights. ,
~ _ ~ ~ ~ t~~ ~ i, ~ , i 7G ' ~s > ; ~ O fi-1ER FLOOD Ah.,.A.S
~r ~r ~ , 4~~' 1 1' ~ ~.M 406 r I aoa - , . 3967
w ~ ZoN2 Areas of C.2/° arn~al chance ,load; areas o. 1 annuai chancy fioo~i 1
. ' os ti 9ss ' , W`:, _ . ses _ with averagF deptns of ;ess than 1 foot or with drainage areas less than, ' i~ , I f ~ P "1 ` ~ E Mua.c mire; .:nu :yeas t,or_cted a levees from . ~:~.n4a. chancy , I Y I
a 1 ,57 50D REF' ~ ~
RMATION i , - - DATUM INFO ~ ~ _ , : r N ,...i '~~T''_k 1~._ _
'n the re oration of this ma was the North Carolina - - the projection used i p p p ~ - ~ _ r. 368 ~ i . r ro~, M _ ,
( ; tat a ~ ••rr ~ , S e PI ne FIPSZONE 3200), The ho^izontal datum was the North American ' - 'G: ~ ~ ZnNE X Areasaetermmed cr. ~e cuts~de (he 0.2% annual trance tloodp~ain. _ - 3ga ZONED Areas in which fieed hazards are undetermined, but possible.
al i soid, Differences In datum, ellipsoid, projection, or ~ ' w ~ ~ ~ rF ~ - ' ~ ~ • Datum of 1983, GRS80 I p , ~ ,.r; J ` , ` ~ ' ~ I _ r , - t~ ~ I - t
Unlversa Transverse Mercator zones used In the production of FIRMs for adjacent ~ ~L `'i~ a eatures across 'urisdictions ma result in s~i ht osltional differences in m p f ~ : ~ r-. - _ E . ~ ~ PokeSerryiGrrleek~:. '`~r~''~ ' LOP.'>?'AL nnP.RiER I~ESOUKCES SYSTEM (CRRS) AREAS
of a ect the accurac of this ~ ~ ~ ~`t jurisdictional boundaries, These differences don ff Y ~ _ . . .t 1~' ~ ~ ' x i , r , , 4- ~ - "'.'I
FIRM, All coordinates on this map are In U,S, Survey Feet, where - ~ ~ ~ ~ . - :,h - _ ~r° ' ~ . U H R Vi. E PRrJ, _C .J .AR~.AS ~OI~As
1 U,S, Suroey Foot = 1200/3937 Meters, ` _ r ~4' " ~r i - ~ C3Fa areas aad OFAs are norma!I inter.,.! ,vlthin oradiacentto S aaia Food a ar ~ ~ I Y P I I H z d Area..,
Flood elevations on phis map are referenced to the North American Vertical - , ZONE`'X E , a i 1 / inual cnance flon-lolain , - bound ' any
Datum of 1988 (NAND 86), These flood elevations must be compared to structure 3 ~ - ~ ~ ~ - , ~ , ; C... are^ual chance r'ioodplaln boundary
n e vations referenced to the same vertical datum, An average - ~ . and grou d le , Geodetic Vertical Datum of 1929 f ` offset between NAND 88 and the National , r ~ i ~ ~ ~ n ZONE':X F~cod+.vay . ou..dan, I
_ NGVD 29 has been com uted for each North Carolina county, Thls offset was ' i 1 p ~ ~ ~ ~ ~ _ _ ; ; _ ~ nit°Y Chatham Cou , • - - Zone D Boundary I` • ~ -
r _ , then applied to the NGVD 29 flood elevations that were not revised during the ~ ~ , 'nc.or ~ o.rated Areas - _ U,n1 p saaaaaesaaasaaaaasu and boundary
creation of this statewide format FIRM, The offsets for each county shown on ~ ~ - ` i this FIRM panel are shown in the vertical datum offset table below, Where a ~ . - - ---~i Boundary dividing Special Flood Hazard Area Zones and I - ~ - ' - " boundary' dividing Special Flood Hazard Areas of different
I ~ - , 7.0299 ' vations , county boundary and a flooding source with unrevised NGVD 29 flood ele f ~ ~ - - Floer,• E!evariol~s flood de the or flood velocities. I ~ ~1 Base
~ ;ZONE ^X ~ ~.i are coincident, an individual offset has been calculated and applied during the W - ' ' s..: z~ ~ b p~; ~ ^^^~~d13^^^~ Base Fiocd Elevation line and value; elevation in feet* < ,z i
creation of this statewide format FIRM, See Sactlon 6,1 of the accompanying ° a ~ ~ ~ w 987) Base Elood Elevation value where uniform within zone;
Flood Insurance Study report to obtain further information on the conversion d ' ' evations between NAND 88 and NGVD 29, To obtain current elevation, rn , of el , ~ ~ Z elevation In feet* , ZONE,AE • ~ r' ~ ~ ~ Referenced to the North American Vertical Datum of 1988
z ` descri tion and/or location information for bench marks shown on this map, - _ ~ ~ • ' p p :
rth Carona Geodetic Surve at the address shown below, ~ ' ' please contact the No II V r z % Goss szctir;n line
You ma also contact the Information Services Branch of the National Geodetic y ~ ~ ~ ' , Survey at [phone], or visit its website at www,ngs,noaa,gov, _ - ~ - O v ~ ~ - ~ ; . ~ 23 Transed lir
- ~ t . , ~ . • _ . ~ ~ ~ ~23~- tP Geographic coordinates referenced to the North American
rve Count Averaae Vertical Datum Offset Table ~ , - North Carolina Geodetic Su y y i u - _ r , ~ , _ , -i _ ` _ - 731 ~ aj;,~' 91°07'30", 32°22'30' Daum of `!983 (F1AD 83) o- ~ _ G. _
121 West Jones Street County yemcal Dawm offset I1t) - i Y ...1 r. h 35°49' 30" r, r , Ralei h, NC 27601 Chatham - 0,76 ~ ' ^ ~ ~ - _ , , i _ I - ~ 7 - 35° 49' 30 ° 47.76 ~o h~ 1DC0-meter Unlversa~ Transverse Mercator rid ticks, zone 17 •
9 1919) 733-3836 ~ ' ' _ _ ~IQ ' ~ ~ 2500-foot ggrid values: North Carolina State Plane coordinate „ .9 p 1477 5D0 FEET system (FlFSZONE 320C, State Plane NAD 83 feet)
www nc s~state,nc,us - a . . .e. . . I ~ ti - ~ I I= ,Brr,n Nor!); Ca.>I~.a ~eodct'e Suave' bench mark (see ex-ianatlon
Example; NAND 88 = NGVD 29 + (-a,76) ~ _ I Li+lvvlli } p ~ 9se t ~ ~ X in the Datum Information section of this FIRM panel}, ' _ : ; - y nor:
s r - I ~ - , . ~ , ' - _ ~ I E~~ v~or,1U ^JatlonarGeodetlc Survey bench mark (see explanatto • ' i~8..~~ ~ the Datunl information section of this FIRM paneE).
- ~ OC° !d ~ All streams listed In the Flood Haaard Data Table below were studied by 39ss ~ _ - ~ ~ ^?),5 Rive°rvi~ie
'n e d suroe ,Other flood hazard data shown on this _ - i detailed methods usi g fl I y I ~I ~ i
ma ma have been derived usln either a coastal analysis or limited detailed , p Y 9 i, r ~ , 5 - ' 3956 cog M I
r'v r'n anal s's More information on the floodin sources studied by these ' ieie yi, 9 anal ses is contained In the Flood Insurance Study report, r 3 , , Y - f . ~ - I -
- - r 1,- 'tr - 920 5;"1 ! I ~ i a
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- ~ - r > • i . - , _ ' . ~ - yl ' i'' LIMIT OF FCOODWAvv t
- ~ ~ ~ " ' ~ rV' i _.,Lv"C ?~~GP~Ar:9 OH ~1AP INDEX FOR FIRM
~ • i _ ~ - ~ n. '~Y~' , , I, _ v.,T! ~ .t9 , ,
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r ~ ,jl 38- ~ 'I ~y,, , 4~'" ~ i ~i ~r is , ~ ~ ~ J!'I 1. , dI • I ~ / Z ~.N ~ ~ , ~ ~ i ~D~~:~, h'~!iY CID No, PANEL S
,'t ! ~ ~ ~.r ~ ~ - ° y~ r ~ j y'. ~ ZONE X 0 E X ~l • ~ ~ ~:i • . - ~ CHHT~Atv1 COUPdTY 370299 '°9786 _ , I _ __~_____.__1;:_..:.- ~:~L~___'__~ 750 OGO rE"T ,I i i~, ~
750 000 FEET ~ ~l - - o0o M 1 970 000 FEET ~ ~ ~ i ~ ~ c~ 171 5 ~i 0 i zr
1 960 000 FEET 669 ~0 1 962 500 FEET ~ 670 0~° 79° 07' 00" 79°CB'00" 79°07'30" 79° 06' 30" I ~ I z il, ~r" v _
JOINS PANEL 9764 ' i l i~ I I
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NUI t5 IU USLK5 rhWIVIIIIiVHtMY
This map is for use in administering the National Flood Insurance Program, It does not Certain areas not in Special Flood Hazard Areas may be protected by flood control This map reflects more detailed a MAP REPOSITORY JUL 13 2005 more detailed and up-to-date stream channel configurations than
necessarily identify all areas subject to flooding, particularly from local drainage sources structures, Refer to Section 4,4 "Flood Protection Measures" of the Flood Insurance those shown on the previous FII the Previous FIRM for this jurisdiction, The floodplalns and f0odways Refer to listing of Map Repositories on Map Index or visit www,ncfloodmaps,com, t ~ rred from the previous FIRM may have been adjusted to conform to
^~sFAv ~~Ar of small size, The community map repository should be consulted for possible Study report for information on flood control structures in this jurisdiction, that were transferred from the p updated or additional flood hazard Information, these new stream channel config In channel configurations, As a result, the Flood Profiles and Floodway
Z ® Base map information and geospatial data used to develop this FIRM were obtained from Data tables in the Flood Insuran ie Flood Insurance Study report (which contains authoritative hydraulic EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL (ID ~I
iii' r ~~'l'r.rfe o obtain more detailed information in areas where Base Flood Elevations(BFEs) r • T various organizations, including the participating local community(ies), state and federal data) may reflect stream channel d ` 1W J and/or floodways have been determined, users are encouraged to consult the Flood stream channel distances that differ from what is shown on this map,
rEM aL PARTNER Profiles, Floodway Data, Limited agencies, and/or other sources, The primary basis for this FIRM is aerial imagery acquired by A~s COOPERATING TECH JIC. Detailed Flood Hazard Data, and/or Summary of Stillwater Chatham County, The time period of collection for the imagery is 2002, Information and Please refer to the separately pi !Il'I .I l~i i he separately printed Map Index for an overview map of the county Notice to user: The Map Number shown below should be used p EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL :•~hen pia'_ing map orders; the Community Number shown
Elevations tables contained within the Flood Insurance Study (FIS) report that accompanies geospatial data supplied by the local community(!es) that met FEMA base map specifications showing the layout of map panels Lit of map panels; community map repository addresses; and a Listing of ;;i l~l ,kill ;I, above should be used on insurance applications forthe subject
this FIRM. Users should be aware that BFEs shown on the FIRM represent rounded were considered the preferred source for development of the base map, See geospatial Communities table containing Nat! whole-foot elevations, These BFEs are intended for flood insurance rating purposes metadata for the associated digital FIRM for additional Information about base map as well as a listing of the pane containing National Flood Insurance Program dates for each community community.
This digital Flood Insurance Rate Map (FIRM) was produced through a unique only and should not be used as the sole source of flood elevation Information. Accordingly, n9 of the panels on which each community is located, Iji I,, Ii ili'I! EFFECTIVE DATE MAP NUMBER
cooperative partnership between the State of North Carolina and the Federal flood elevation data resented in the FIS report should be utilized in conjunction with Preparation, P ~ If you have questions about otions about this map, or questions concerning the National Flood
Emergency Management Agency (FEMA), The State of North Carolina has the FIRM for purposes of construction and/or floodplaln management. Base map features shown on this map, such as corporate limits, are based on the Insurance Program in general, ple implemented a long term approach of floodplaln management to decrease m i n general, please call 1.877-FEMA MAP (1-877-336-2627) or visit the 31109165001 ;
the costs associated with flooding, This is demonstrated by the State's com- Boundaries of regulatory floodways shown on the FIRM for flooding sources studied most up-to-date data available at the time of publication, Changes in the corporate FEMA website at www,fema,go~, It www,fema, ov, For community map revision history prior to statewide mapping, refer to the Community b1a~ ty ap y p > r Y History table located in the Flood Insurance Study report for this )jurisdiction,
mitment to map floodplaln areas at the local level, As a part of this effort, the by detailed methods were computed at cross sections and interpolated between cross limits may have occurred since this map was published Map users should State of North Carolina has joined in a Cooperating Technical State agreement sections, The floodways were based on hydraulic considerations with regard to requirements consult the appropriate community official or website to verify current conditions of An accompanying Flood Insuranc( t ~ r Letter of Ma Revision LOMB or Letter I Flood Insurance Study report, p ( ) t:
with FEMA to produce and maintain this digital FIRM. of the National Flood Insurance Program, Floodway widths and other pertinent floodway jurisdictional boundaries and base map features, This map may contain roads that were of Map Amendment (LOMA) revi i l r ® portions of this panel and digital versions of this To determine if flood insurance is available in tN.is community, contact your insurance agent, the lent (COMA) revising North Carolina Division of Emergency Management or the National Flood Insurance Program at the
data for flooding sources studied by detailed methods as well as non-encroachment widths not considered in the hydraulic analysis of streams where no new hydraulic model was FIRM may be available. Visit the No arolina Flood lain Mapping Program website table. Visit the North C p following phone numbers or websites , ia_ps,com, or contact the FEMA Map Service Center at 1--800--358-9616
for flooding sources studied by limited detailed methods are provided in the FIS report created during the production of this statewide format FIRM, at www,ncfloodmaps.com, or cons www.ncfloodmaps.com for this jurisdiction, The FIS report also provides instructions for determining a floodway for information on all related prodL gram State O' NC Division of Emergency Management National Flood Insurance Program i all related products associated with this FIRM, The FEMA Map Service ~~o:~. h Carolina ~
using non-encroachment widths for flooding sources studied by limited detailed methods. Center may also be reached by Fa> 919 715-8000 www.nfl.ncem.or 1-800-638-6620 nMw.iema ov/nfip r ,dera E,ITiepsyth^y ~aT?i~gEl?tt tit t~gGCiC~r Ie reached by Fax at 1-800-358-9620 and its website at www,msc,fema,gov, ( ) P g -

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PD-4A WATER ~UAilIY POND ~4 DET~II.S
PD-4B WATER QUAIIIY POND ~4 DETf~II,S
PD-4C WATER QUAIIIY POND ~4 DETAId.S
PD-4D WATER ~UAIl1Y POND #~4 DET~S
PD4-LS WATER QUAIlIY POND ~4 PL~'II~NG PIAN
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` ' ~ ; r ; f ~ - / ; , / • ; 1. ALL DIMENSIONS AND GRADES SHOWN ON THE PLANS SHALL BE FIELD VERIFIED BY THE CONTRACTOR U o 1 / ,!iJ/// PRIOR TO CONSTRUCTION. CONTRACTOR SHALL NOTIFY THE OWNER IF ANY DISCREPANgES EXIST PRIOR TO
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FINAL DRAWING - NOT RELEASED FOR CONSTRUCTION
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PECIFICATIONS CATER UALI1'Y POND #4 CONSTRUCTION S ~ ~ : ,
~ - ~ ~ i - i 1 1 1 ~ - - ~ ~ ~1 ~
GENERAL NOTES BERM SOIL AND COMPACTION SPECIFICATIONS - _ _ - - ~ 1 l V i i p,.; o y i~z I i ~ ~ ;
1. PRIOR TO CONSTRUCTION THE ON-SffE GEOTECHNICAL ENGINEER SHALL VERIFY THE 1. ALL FILL MATERIALS TO BE USED FOR THE DAM EMBANKMENTS SHALL BE ~ \ ,
SUITABILITY OF THE PROPOSED BORROW AREA /FILL FOR USE IN THE DAM TAKEN FROM BORROW AREAS APPROVED BY THE ON-SITE GEOTECHNICAL I I ~ I~ i
EMBANKMENTS /KEY TRENCH. ENGINEER. THE FILL MATERIAL SHALL BE FREE FROM ROOTS, STUMPS, WOOD,
STONES GREATER THAN 6", AND FROZEN OR OTHER OBJECTIONABLE ~ ~ ~ 2. THE ON-SITE GEOTECHNICAL ENGINEER SHALL INSPECT THE KEY TRENCH EXCAVATION MATERIAL 1HE FOLLOWING SOIL TYPES ARE SUffABLE FOR USE AS FILL ~ / ~ i' ! ~ ,,i,
PRIOR TO PLACEMENT OF ANY BACKFlLL WITHIN THE KEY TRENCH. IF THE CONTRACTOR WITHIN THE DAM EMBANKMENT AND KEY TRENCH: ML AND CL ~ \ _ _ _ _ _ _ _ N I i 1 ,a O 1 i i' I ~ ' ~ / I i / I r ~ j ~ - _ _ _ ~ y Qa' I - ~ F~ O C3
CONSTRUCTS AND COVERS UP THE KEY TRENCH PRIOR TO INSPECTION, THEN THE KEY TRENCH SHALL BE UNCOVERED AND TESTED AT THE CONTRACTOR'S EXPENSE, 2. FILL PLACEMENT SHALL y0T EXCEED A MAXIMUM A" OFT. EACH LIFT f / i ~ ~ ~ ,'N U d~ I I I ! i I ~ ~-T-- ( ~:'i W T I
SHALL BE CONTINUOUS FOR THE ENTIRE LENGTH 0`." EMBANKMENTS BEFORE ~ ~ I ! t l ' ~ i ~ F ~ , ~ a
3. THE CONTRACTOR SHALL REFER TO THE LANDSCAPE PLAN FOR THE PERMANENT PLACEMENT OF FILL FOR THE BERM SECTION, ALL UNSUITABLE MATERIAL ` ~ ` ~ i li i ~i 'r ~ ~
PLANTING PLAN /SCHEDULE. PLEASE NOTE THAT NO TREES /SHRUBS OF ANY TYPE SHALL BE REMOVED AND THE SURFACE PROPERLY PREPARED FOR FILL ~ ` SED DAM EMBANKMENT FILL AREAS . PLACEMENT. MAY BE PLANTED ON THE PROPO ( ) ~ i ! I I ~ I i ' ~ i U] ~ i`'
.1~ / ! I I / / ~ ~ ! , ~ LL / I I / ~ I ~ ~ ~ ~ ~ ~ ~ L1,
T BASIN DURING 3. ALL FILL SOILS USEC IN THE EMBANKMENTS KEY TRENCH 4. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMEN / ~ ~ CONSTRUCTION, THE CONTRACTOR SHALL NOT CONSTRUCT THE INTERIOR EARTHEN BERM CONSTRUCTION SHALL BE COMPACTED TO AT LEAST 95~ OF THE STANDARD ~ ~ ~ / I ~ r-i ~I I I ~
P ROVAL TO REMOVE THE SEDIMENT BASIN HAS BEEN PROCTOR MAXIMUM DRY DENSITY ASTM-698 . THE FILL SOILS SHALL BE ~ SHOWN ON THIS PLAN UNTIL A P ( ) 1 ~ , ~ I p~z~
GRANTED BY THE EROSION CONTROL INSPECTOR. COMPACTED AT A MOISTURE CONTENT WffHIN -1 to +3 PERCENT OF ITS ~ ~ ~ OPTIMUM MOISTURE CONTENT. COMPACTION TESTS SHALL BE PERFORMED BY \ ~ ~o
5. IF THE WATER QUALITY POND IS TO BE USED AS A SEDIMENT BASIN DURING THE ON-SITE GEOTECHNICAL ENGINEER DURING CORSIRUCTION TO VERIFY 1 \ ~ t ! ~ ~ (t - t w xoo
CONSTRUCTION, THE AREA SHALL BE CLEANED OUT (LE. SEDIMENT, TRASH, ETC) AND THAT THE PROPER COMPACTION LEVEL HAS BEEN REACHED. THE FILL ~ ~ 39 LF 12"m ,DIP i I ~ ~ ~ ~ ~ ~ ~ ~ I 434 ~ ~ ~ J ~ ~ ~ x x
REVEGETATED (IF NECESSARY) PRIOR TO USE AS A STORMWATER MANAGEMENT FACILITY. SHOULD BE COMPACTED USING A SHEEPSFOOT TYPE COMPACTOR. IN ORDER ~ ~ ~ 0.00 i I THE TRASH AND SEDIMENT SHOULD BE DISPOSED OF PROPERLY (I,E. -LANDFILL), TO PREVENT DAMAGE TO THE PIPE, NO COMPACTION EQUIPMENT SHALL , ~ ~ I 4 , , w ~o~ OI 3Z ; I ~ TOP OF DAM ~ ; I i ~ W ~
CROSS ANY PIPE UNTIL MINIMUM COVER IS ESTABLISHED ALONG THE PIPE. ~ ~ ~ I I I I 430 ~ , MAINTENANCE h ~ ~ Z d ~
4. A KEY TRENCH SHALL BE PROVIDED BENEATH ALL FILL AREAS OF THE 1 ~ I I 1~ ~ ~ W I ACCESS ~ ~ 1 ~ • ~ I ~ / ~ ' ~ i _ ~ O ~
CONSTRUCTION PREPARATION BERM. THE TRENCH SHALL EXTEND A MINIMUM OF 5 FT BELOW EXISTING 1 ~ 5 COUNTY STREAM I ~ GRADE AND SHALL HAVE A MINIMUM BOTTOM WIDTH OF 5 FEET. THE KEY ~ \ BU FER (EPHEMERAL) I I 'r 3 ~ z w • rn I , ~ ~ EI ~ I ~ ~ w ~a,..;
1. PRIOR TO PLACEMENT OF THE NEW FILL, THE AREAS ON WHICH FILL IS TO BE ~ I PES SHALL BE MUM OF 1:1 H:V . T E KEY TRENCH I I P© I I / I 7~ ~fJ 4 ~ ~ . ~ ~ I .r9 ~ I + j nn I
I P D OF TOPSOIL TREES ROOTS VEGETATION, TRENC.i SDESLO A MINI ( ) H 1 PLACED SH,~LL 3E CLEARED AND STR P E ~ SHALL BE COMPACTED TO THE SAME SPECIFICATION LISTED IN ITEM 3 ABOVE. ~ I ~ CESS/MAINTEN C / i ~ 1 ~
AND OTHER OBJECTIONABLE MATERIAL. THE AREAS ON WHICH FILL IS TO BE PLACED ~ i ISEMENT i SHALL BE SCARIFIED. 5. UPON REQUEST, THE CONTRACTOR SHALL PROVIDE THE ENGINEER WITH ` ~ ~ ~ ~ I I !y ~ ~ ~~f S~° OARp
REPORTS TO VERIFY THAT THE DAM EMBANKMENT MEETS THE SPECIFlED I ~ I I ~ ~
US IN PLANTING SEEDING ON ~ I I ' i 2. ANY REMOVED TOPSOIL SHALL BE STOCKPILED FOR E ( ) COMPACTION REQUIREMENTS. COMPACTION REPORTS WILL BE NEEDED DURING , I I i I I THE DAM EMBANKMENTS ONCE FINAL GRADES (AS SHOWN ON THE GRADING PLAN) HAVE THE AS-BUILT CERTIFICATION PROCESS FOR THIS STORMWATER FACILITY. I I~ I ! e ~ i4~ ~ - a 1 ~ _
BEEN ESTABLISHED WITH COMPACTED FlLL THEREFORE, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ENSURE 11 •
COMPACTION TESTS ARE PROPERLY PERFORMED DURING CONSTRUCTION. \ I I I ` 3. THE CONTRACTOR SHALL FURNISH, INSTALL, OPERATE, AND MAINTAIN ANY PUMPING STEEL A I-SEEP I I 4 i FM ~ F~, e
I ~ l0 ' ~ EQUIPMENT, ETC. NEEDED FOR REMOVAL OF WATER FROM VARIOUS PARTS OF THE ~i ~s ~rT~ T~ I~ COLLA {X2) EE I ~`'~V ~ S(pp~ 'q S( ~ ~ ~4?6 ~ ` , fib ~ . u r ~ ~ ; Op ' A . ~ - ~ ~'4 ~ ~ ~ ,~s
STORMWATER POND SITE. IT IS ANTICIPATED THAT PUMPING WILL BE NECESSARY IN THE SPILLWAY Puri SUBGRADE SUPPORT AND DET SHEET P 46 ~~ti , £ ~ ~ Q(/ 4 ~ i ~ ~ ~ - _ , . ,fir ~`~t` y ~ qrl ~ t
EXCAVATION AREAS (LE. -KEY TRENCH). DURING PLACEMENT OF FILL WITHIN THE KEY ! ~ I I ~ Q SHALL KEEP THE WATER i ` ~ I a'` ~ ' TRENCH (OR OTHER AREAS AS NECESSARY), THE CONTRACTOR BEDDING SPECIFICATIONS ~-1 \ 41 ~ i ~ I ' f ~ ~ 9,0 ~6,•l
LEVEL BELOW THE BOTTOM OF TFiE EXCAVATION. THE MANNER IN WHICH THE WATER IS \ c~ ~ o
REMOVED SHP,LL BE SUCH THAT THE IXCAVATION BOTTOM AND SIDESLOPES ARE 1. FILL IN 111E AREA OF THE SPILLWAY PIPE AND ADJACENT AREAS SHOULD L ~ t a k'` STABLE PREAD~ER ~1 ~I ~ ~
BE BROUGHT UP TO A POINT OF 2' TO 3' OR MORE ABOVE THE TOP I ` ELEVATION OF THE PIPES IN ADVANCE OF SPILLWAY CONSTRUCTION SO THAT SCOUR HOLE l ` ~ 1 ~ '0 41j~ N?1'SE - 4x9,0 ~ ~ ! -I _ , ~
THE SPILLWAY PIPES CAN BE INSTALLED IN A TRENCH CONDITION. ONCE (SE,E DET ~ It ~ 1 ~ ~ ~ t \ ~ i ' ff d ~ ~ ~ I
~ THE FlLL IS BROUGHT UP TO ABOVE THE TOP OF PIPES, THE PIPE SHE-4D) 1 ~ \ ~ OUTLET STRUCTURE MATIwRIAL SPECIFICATIONS TRENCHES SHOULD THEN BE EXCAVATED FOR INSTALLATION OF THE PIPES. 1 STRHON HEM STWiON HEADWALL 413 ~ - - ~ ~ r K ' ' ± I ~
~ ~ (SEE~~ETAIL 1. THE 42" RCP OUTLET BARREL SHALL BE CLASS III RCP, MODIFIED BELL AND SPIGOT, / ~ ` \ ~ ! ~ ~ 6 g If ' (SEE~~ETAIL SHEET PD-4C ; ~ ' ~ ; i , ~ i I
MEETING THE REQUIREMENTS OF ASTM C76-LATEST. THE PIPE SHALL HAVE CONFlNED 2. IF SEEPAGE OR FLOW OCCURS IN OR ALONG THE PIPE ALIGNMENT, ~ ~ SIPHON INV SIPHON INVERT - 419.00 ~ ~ • ~ F ~ ~ ' i ~ !
0-RING RUBBER GASKET JOINTS MEETING ASTM C-443-LATEST. THE PIPE JOINTS SHALL GROUNDWATER CONTROL WILL BE NECESSARY. THIS COULD INVOLVE \ I ~ ~ ~ PUMPING (OR STREAM DIVERSION ETC.) DEPENDING ON THE TOPOGRAPHY.
BE TYPE R-4. „ \I ~ 1 ~ ~ ` SINCE IT IS NECESSARY TO WORK IN A DRY CONDITION, THIS SITUATION ~ } I ~ ~I PERMANENT POOL ~ ~ ~ i hl ~
2. THE STRUCTURAL DESIGN FOR THE 6'x6' (INTERNAL DIMENSIONS) RISER BOX WITH MAY REQUIRE USE OF LEAN CONCRETE BACKFILL, PLOWABLE FlLL, ETC. TO T A . ~ N ~ tJ~ NORMAL POOL = EL 419.00 ~ ~ ~ ~ ~ ~ ~ A ~ p; '~I, ~ I
EXTENDED BASE SHALL BE BY OTHERS. PRIOR TO ORDERING 1HE STRUCTURES, THE ESTABLISH SUBGRADE CONDITIONS SUffABLE FOR SOIL TYPE BACKFILL ~ '1 0 \ ~ ~ CONTRACTOR SHALL PROVIDE THE ENGINEER WITH SHOP DRAWINGS, SEALED BY A P.E. PLACEMENT. i~ ~ ~ N ro ~ It 1 1 v n ~ ~ E ~ r'"= (h • r .
~ ~ REGISTERED IN NORTH CAROLINA, FOR REVIEW. 3. PRIOR TO INSTALLATION, SUBGRADE CONDfTIONS ALONG THE SPILLWAY - _ INV OUT = 41900 I a I \ ~ pRE~AST RISER OUTLET STRUCTURE i
3. THE RISER BOX OUTLET STRUCTURE SHALL BE PROVIDED WITH STEPS 16" ON CENTER. PIPE SHOULD BE EVALUATED BY THE ON SITE GEOTECHNICAL ENGINEER TO I , ~ _ ~ t ~ i ~'6~ ~ SHAPE -SQUARE „ ~ ~ I ~ ~
STEPS SHALL BE PROVIDED ON THE INNER WALL OF THE RISER BOX. STEPS SHALL BE IN ASSESS WHETHER SUITABLE BEARING CONDmONS EXIST AT THE SUBGRADE 4 ' ,4 a ~ LEVEL SHOULD SOFT OR OTHERWISE UNSUITABLE CONDITIONS BE ~ ~ ~ i 1 a INTERNAL DIMENSIONS = 6 FT, x 6 FT. , ~ SEDIMENT ~ ' ~ , f y I •t ~ ~ TOP OF RISER = 421.23 - ~ FOREBAY i ~ ~ ~ L~7
ACCORDANCE WITH NCDOT STD. 840.66. PLEASE REFER TO SHEET PD-48 FOR LOCAl10N -~--,~,/`0, ~ I ~ INVERT OUT {42"0 0-RING RCP) = 414.30 ~ A ! ~
OF THE RISER STEPS. ENCOUNTERED ALONG THE PIPE ALIGNMENTS, THESE MATERIAIS SHOULD BE ~ ~ ~ ~ \ UNDERCUT AS DIRECTED BY THE GEOTECHNICAL ENGINEER. THE UNDERCUT x - ~1 I ~ SEE DETAIL SHEET PD-46 Z ( ) ~ ~
MATERIALS SHALL BE REPLACED WITH ADEQUATELY COMPACTED STRUCTURAL `t J, ~...e ~ 6i 4. THE 10'Lx10'Wx31" THICK CONCRETE ANTI-FLOTATION BLOCK FOR WATER QUALITY POND FILL, LEAN CONCRETE JR PLOWABLE FILL AS DIRECTED BY THE ON-SITE / ~ t R~ g
#4 SHALL BE PRECAST AS THE EXTENDED BASE OF THE RISER BOX DURING FABRICATION, GEOTECHNICAL ENGINEER. ~ ~ ~ ~~s_ THE PRECAST BASE SHALL BE INCLUDED AS PART OF THE SHOP DRAWINGS THAT WILL BE - 1 0 _ ~ ' ~.,..4~~,~ a ' ~ / ~ ~ I,,
SUBMITTED TO THE ENGINEER FOR REVIEW SEE ITEM 2 ABOVE . END A L PER NCDOT STD. 838:8 ( ) 4. IN ORDER TO HELP PROTECT THE SOIL SUBGRADE FROM DETERIORATION ~ ~ - r ~ ~ O ? A , ~ r / ~ r- EX'S11'~0 ?OC~ . ~ e7
INV. 0 T {42" RCP) =>EL. 41`4.06
SHALL CONFORM TO ASTM C-478. THE JOINTS SHALL (DUE TO EXPOSURE, RAINFALL, SEEPAGE, AND RUNOFF) BEFORE THE CRADLE I 5. EACH RISER BOX JOINT DESIGN CAN BE POURED, IT IS STRONGLY RECOMMENDED THAT A 3" TO 4" THICK ` BE SEALED USING BUTYL RUBBER SEALANT CONFORMING TO AS11~1-990. THE CONTRACTOR I ~2 ~ _ %v y ~ _ 1
SHALL PARGE JOINTS ON BOTH THE INSIDE AND OUTSIDE WITH NON-SHRINK GROUT. CONCRETE MUD MAT BE POURED OVER THE SUBGRADE ONCE IT IS ~ APPROVED BY THE ON-SITE GEOTECHNICAL ENGINEER. THE MUD MA: WILL I o ,
ALSO PROVIDE BEARING FOR THE BLOCKS MAT TEMPORARILY SUPPORT THE ; >a ~ 6. THE PRECAST RISER BOX STRUCTURE FOR WATER QUALITY POND #4 SHALL HAVE A SPILLWAY PIPE UNTIL 1HE CRADLE CAN BE POURED. THE METHOD OF ' ~ I ~ \ ~ ~ - _ E . - / ~l Z 4 ~ _ 's i ~ I 1 9-00 12 A U 417 • li ~ ~ ~ _ _ W q Q AT1C SHELF (6:1) / I, - ~ O
SHIPPING WEIGHT OF 48,425 LBS. THE STRUCTURE WEIGHT SHALL BE THE SHIPPING BLOCK SUPPORT FOR THE PIPE PROPOSED BY THE CONTRACTOR SHOULD BE COT CLASS 'B' RIPRAP ~ ~0 4 42 _ _TO SLOPE-FRO ~ ~4 1 ~ - 4 - - M EL 419.0 TO EL. 417.0 ~ O ~
WEIGHT AND SHALL BE DETERMINED BY SUBTRACTING THE WEIGHT OF THE FACTORY SUBMfTTED TO THE JOHN R. MCADAMS COMPANY FOR APPROVAL. ~ ~ ~ BLOCKOUTS FROM THE GROSS STRUCTURE WEIGHT, THIS INFORMATION SHALL BE SHOWN 1 x 25 W x 22 THK I i lOP 419 r ~ , p - _ - , ~ d F ~ ~
E DETAIL SHEET PD~4B \ ~ ON THE SHOP DRAWINGS SUBMITTED TO THE ENGINEER FOR REVIEW. 5. FlLL MATERIAL ADJACENT TO THE 42"~ 0-RING OUTLET BARRELS SHALL ~ ~ _ _ _a DqM x ~i4 ~ ~ ~ - ~1 - - - _ 424 422 ~ ~ i ~ _ ~1
MEET THE SPECIFICATIONS LISTED ~N ITEMS 1 THROUGH 3 IN THE SECTION 1 - 7. PRIOR TO ORDERING, 111E CONTRACTOR SHALL SUBMfT TRASH RACK SHOP DRAWINGS - , 10- ~ 424 / i # ~ C Fr. ~ r - ~ ~ a x
TIT1~D BERM SOIL & COMPACTION SPECIFlCATIONS." THE CONTRACTOR SHALL TO THE ENGINEER FOR APPROVAL CONTRACTOR SHALL ENSURE THAT AN ACCESS HATCH ~ PAY SPECIAL ATTENTION TO THE COMPAC110N EFFORT':, ALONG THE PIPES TO ~ ~ w~DE M~ - ~ ~ ~ - N ~ i ice':
IS PROVIDED WITHIN THE TRASH RACK (SEE DETAlL FOR LOCAl10N) THAT WILL ALLOW FOR ENSURE THAT ALL SPACES UNDER AND ADJACENT T4 THE PIPES ARE FILLED ~
FUTURE MAINTENANCE ACCESS. CONTRACTOR SHALL ALSO PROVIDE A CHAIN AND LOCK MPA T \ Willi PROPERLY CO C ED MATERIAL. ` ~ FOR SECURING THE ACCESS HATCH. , .54 LF 42'0 OARING RCP ON \ I V ~ ' i I A 422 ~ ~ j f ~
CONI~RE7E CRADLE,`(SEE DETAL° . - ~ ~ I i ~ ~ 420 a ,f ~
P 128 DAY UNLESS OTHERWISE TESTIl~TG OF THE E Nf 8. ALL POURED CONCRETE SHALL BE MINIMUM 3000 S ( ) SHEEI''~'D-4C) (JOINTS WRAPPED NOTED. IN GEOTEXZILE FABRIC i~ 0.56 ~ i I ; ~ I y ; ~
1. TESTING OF THE NEW FlLL MATERIALS SHALL BE PERFORMED TO VERIFY ~ . ) ' I ~ 1 .
TS SHALL BE AMOCO STYLE THAT THE RECOMMENDED LEVEL OF COMPACTION IS ACHIEVED DURING ~ ~ EXISTING Wt 9. GEOTEXTILE FABRIC FOR 111E 42-INCH OUTLET BARREL JOIN CONSTRUCTION. THEREFORE, ONE DENSITY TEST SHALL BE PERFORMED FOR EXISTING WOODSLINE - - ~ ~ w ~ t ~ ~ _ ,`EXISTING 200' ~ ~ ! ~ ~
4553 POLYPROPYLENE NON-WOVEN NEEDLE PUNCHED OR APPROVED EQUAL {NON-WOVEN FABRIC EVERY 2,500 SQUARE FEET OF AREA FOR EVER`.' LIFT OF FILL. ~ DUKE POWER II ~ ~ ~ ~ ~ {1 ~ I RIGHT OF WAY 3 j'`.,,,\ _ ~i.~ - ~ 1
TIN BE R I - _ ~ - 7 ~ ~ ` ~
10. WATER QUALITY POND EMERGENCY DRAWDOWN FOR THE POND SHALL BE ACHIEVED 2 TES G WILL EQU RED ALONG THE 42 0 RING OUTLET BARREL AT V - _ " G VALVE. THE VALVE SHALL BEAM&H STYLE 820 X-CENTRIC VALVE OR A FREQUENCY OF ONE TEST PER 25 LF OF PIPE PER VERTICAL F00T OF _ VIA AN 8 0 PLU FILL. - ' ~ ~ 1 ~ ~
APPROVED EQUAL. THIS VALVE IS IN ACCORDANCE WITH AWWA C-504 SEC. 5,5. THE ~ ~ _ ~ ~ . - _ ~ I F i
VALVE SHALL BE LOCATED WITHIN THE 6' X 6' RISER STRUCTURE, AND SHALL BE - ~ _ - • ~ ~ 4 ~ - ~ ~
OPERABLE FROM TOP OF STRUCTURE VIA A HANDWHEEL SEE DETAIL SHEET PD-48). ~ c STATEMENT OF RESPONSIBILITY. ACCE INTENAN ( i ek....,,L ..~~~S.~IL ~ SS/MA CE ~
" STREAM END WITH A METAL ~ REQUIRED MAINTENANCE AND INSPECTIONS OF THIS FACILITY SHALL BE 11. THE 12 0 DIP OUTLET PIPE SHALL BE CAPPED ON THE UP THE RESPONSIBILITI' OF THE OWNER, PER THE EXECUTED OPERATION AND ~ - l - ~ ~ EASEMENT ; i ~ I i _ ~ sk
ORIFICE PLATE. THE PLATE SHALL BE 18"x18"x1/2" (GALVANIZED) AND SHALL HAVE A 3"0 MAINTENANCE AGREEMENT FOR THIS FA I ~ ~ ~ . r
RIFlCE AT THE BOTTOM. PLEASE REFER TO DETAIL SHEET PD-4C FOR ADDITIONAL C UIY. ~ ~ = 0 , INFORMATION. - ~ ~ _ - ~ I,
/ - - ~ _ _ - ~ 7U - _ ~ 0 ~
- _ - _ ~ ~ ~ _ ~ 100' COUNTY ~
_ ~ . - STREAM BUFFER I 1 1~' _ Q \ - - - ~ _ _ _ 1 (PERENNIAL) I
_ , i A
~ _ ~
t ~ 0
1, 1 j i t ~ a ~ I
- ' i _ _ , __-5--- ~
' i f,l o a
,t 1~ .L
_ II . t
WATER UAL11Y POND #4 PLl~N VIEW . ~ 1 = 30
~ ~ :4
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r~o~cr vo. NEW-05043
FILENAME: NEW05043PD4
iiE;;?CNED BY: ~F•
nxnWV ar: JF
SCALE: NTS
GRAPHIC SCALE
30 0 15 30 60 DATE: 7_27_2006
SHEET NO.
I inch = 30 ft.
JiMcADAMS
FINAL DRt1IYI1G - X01' Rl!i:I;P.'Shi FOR COi'J5i'I Ui`F':i'`;

APPROXIMATE LOCATION
OF EXISTING GROUND
TOP OF DAM = EL. 424.00
TOP OF RISER = EL 421.25
INVERT OUT = EL 414.30
8" PLUG VALVE. THE VALVE SHALL BE A M&H -
STYLE 820 X -CENTRIC VALVE OR ENGINEER
APPROVED EQUAL. THIS VALVE SHALL BE IN
ACCORDANCE WITH AWWA C-504 SEC. 5.5, AND
SHALL BE OPERABLE FROM TOP OF OUTLET
STRUCTURE VIA A HANDWHEEL.
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. ALL REBAR AND ANGLES TO BE HOT -DIP GALVANIZED AND BE PROVIDED WITH AN
EPDXY COATING.
3. THE HOT -DIP GALVANIZED 2"x2"x1/4" ANGLES SHALL BE WELDED TO THE REBAR
TRASH RACK. ONCE WELDED, THE ENTIRE ASSEMBLY SHALL BE PLACED ONTO THE
RISER WITH ANGLES SITTING DIRECTLY ON TOP OF RISER.
9
nE\VLL
THE BOLD LINETYPE DENOTES
THE ACCESS HATCH 10 BE
PROVIDED BY THE TRASH RACK
FABRICATOR (SEE SHEET
PD -4A ITEM 7 - "OUTLET
STRUCTURE MATERIAL
SPECIFICATIONS")
NOTES:
1. ALL REBAR TO BE #4 REBAR.
2. GROUT SHOULD BE USED TO FILL ALL VOIDS INSIDE
THE STRUCTURE AROUND THE PIPE.
3"
CLE
TO
OF
REB.
ANCHOR
CE
13.9 LF
2"x2"x1/4"
ANGLE
E llUl\I Vf�I l_v E EEE9V LJ E VE\ EHE
ACCESS HATCH
TOP OF HANDWHEEL TO EXTEND 1 -FOOT
ABOVE TRASH RACK
2.'0'
0.5' (TYP.)
2.75'
0.75'
I
TRASH RACK DETAIL
N.T.S.
FRONT VEW
ARANCE TO
OF #4
CLEARANCE TO
UTSIDE OF #4
EBAR)
PRECAST BASE SECTION
13.9 LF-
2"x2"x 1 /4"
ANGLE
0.98 FT. (TYP.) -
7.84'
9.8'
TRASH RACK
(SEE DETAIL)
#4 REBAR TRASH RACK (ABOVE)
ANCHOR TRASH RACK TO STRUCTURE WALL
WITH FOUR EQUALLY SPACED HOT -DIPPED
GALVANIZED STEEL CLAMPS. EACH CLAMP
ATTACHED TO STRUCTURE BY 2-4'x1/4"
CONCRETE ANCHOR BOLTS EACH CLAMP TO
BE COATED W/ AN EPDXY COATING.
#4 REBAR ANCHORS. -
CONTRACTOR SHALL
DRILL INTO PRECAST
STRUCTURE WALL AND
SET ANCHORS USING
EPXOY GROUT
PRECAST
STRUCTURE WALL
3" CLEARANCE TO -
OUTSIDE OF #4
REBAR)
CONCRETE COLLAR DETAIL
N.T.S.
12 -FT. AQUATIC SHELF FROM
10 FT. WIDE MINIMUM
COMPACTED BERM
SECTION (SEE
SHEET PD -4A)
rmomil.i JmALL uL F'LAutu
AROUND EACH JOINT OF THE
42" O-RING RCP BARREL IN
2' WIDE STRIPS CENTERED ON
JOINT.
PERMANENT DAM CROSS SECTION
N.T.S.
10.0'
1.5' I 7.0' i 1.5'.
CONTRACTOR SHALL PROVIDE -�
STEPS IN ACCORDANCE WITH
NCDOT STD. 840.66. (SEE
SHEET PD -4C) STEPS SHALL
BE PLACED AT 16" O.C. Pim VIEw
1' DEPTH
3" ANCHOR DEPTH- 4" SOLID BRICK (BY OTHERS)
NOTE: BRICK SHALL ATTACH
AND LAY TIGHT AGAINST
PRECAST STRUCTURE WITH NO
VOID SPACE BETWEEN
3000 PSI CONCRETE COLLAR
(MIN. 28 DAY STRENGTH)
e.
3" CLEARANCE TO
OUTSIDE OF #4
REBAR
d
A.
0.46 FT
CENTER TO CENTER
42" 0 -RING
RCP
FLOW
d °
SIDE VIEW
1' ANCHOR DEPTH
#4 REBAR ANCHORS.
CONTRACTOR SHALL DRILL INTO
PRECAST BASE AND SET
ANCHORS USING EPXOY GROUT
42" 0 -RING
RCP
FLOW ---►
4" SOLID BRICK (BY -
OTHERS)
NOTE: BRICK SHALL
ATTACH AND LAY TIGHT
AGAINST PRECAST
STRUCTURE WITH NO
VOID SPACE BETWEEN
CONCRETE COLLAR (TO
BE CONSTRUCTED IN
THE FIELD BY THE
CONTRACTOR - SEE
DETAIL)
PRECASTER SHALL
PROVIDE A BLOCK OUT
FOR THE 42"0 0 -RING
RCP
NCDOT STD.
42" RCF
A
6' WIDE-
NCDOT STD.
838.80 HEAT
(SEE DETAIL;
NOTE.
A FILTER BLANKET IS TO BE INSTALLED
BETWEEN THE RIPRAP AND SOIL FOUNDATION.
THE FILTER BLANKET WILL CONSIST OF A
MINIMUM 4" THICK LAYER OF STONE (NCDOT
#57) UNDERLAIN WITH MIRAFI FILTER WEAVE 700
OR APPROVED EQUIVALENT
4" (TYP.) W °
APPROXIMATE LOCATION
OF EXISTING GROUND
PROPOSED GRADE
F 1' COVER (MIN.)
7.0'
6.0'
6" WALL
-THICKNESS
(TYP.)
d
6.95'
e
_x14"O
.4
(TYP.)
e 0 . C - . d • . e ... - e .
• e
31 " ° d e.
° d e
• °
6 ° d
d - ... ° •. A .
d •w
e
SPILLWAY FILTER (SEE r�'"' - °ELOQTY DsSSIPA±OR
DETAIL SHEET PD -4D) r N`%", 07 C�ASS 'B' RIPFA'7
21"L 2'5`'Y X 22" T Hi -;F:
ENDWALL PER NCDOT
STD. 838.80
7 ."+moray
TOP OF HANDWHEEL TO EXTEND 1'
ABOVE TRASH RACK
TOP OF RISER = EL. 421.25
{;ERS'
_= *4 NOT'_: BR!C'K
•' E� �.,-.. AT'ACH ANL
AGAiN T `'RECAS'
a L-' * RUC L=RE k! i ,, .
031D SPACE 3E"-q._E :
1 7HE OPE
' l.'E
CONTRACTOR - Svc.
I DETAIL.)
(•
42" D -RING
RCP
I Y I FLOW � e
INVERT = EL 414.30 E�
J
d Q
• ° 4
°- • e °.. d. ° 8" DIP DRAIN VALVE °
•�=- PRECASTER SHALL
42" 0 -RING RCP PROVIDE A BCK OUT
PRECASTER SHALL SIDE VIEW \ FOR THE 42. 0';C -RING
PROVIDE A BLOCK OUT a._ RCP
FOR THE 42"0 0 -RING
RCP FON. VILW
\ _
8" PLUG VALVE. '-'r VA:, -
8"0 DIP DRAIN PIPE SHALL BE A a, -- a; ; - 8 0)
CONTRACTOR SHALL DRE ¢^<TnI;;; "R
FOR THE 8"0 DIP PIP N r " ,_ V'r ROVED E` UA'_. TH''I �°AI2 ..
VF
PRECASTER SHALL .4 t T F;�- SE , Ni, ' .. RaA:E
THIS AREA
PERMANENT OUTLET STRUCTURE DETAIIS CONTRACTOR SHALL SEAL T'RA- LE
= r _
PENETRATION USING A RUBBEI + S; ,r ?r e L e �x `L,
N.T.S. STAINLESS STEEL HARDWAPF. ter,
SPACE SHALL BE FILLED '14,Fry : p ---
GROUT.
3" RIPRAP
HICK
2 LAYER OF
LASS "B" OR "l' RIP -RAP
" FILTER BLANKET
BLANKET
(SEE NOTE)
42" OU.TIET BARREL VELOCITY DISSIPATOR
N.T.S.
--j f -- 3/8"
PROJECTION
NOTES:
1. ANTI -SEEP COLLARS 'X2' SHALL BE 3/8" STEEL PLATE
2• STEEL COLLARS ;X21 SHALL DE CONNECTED TO
12" DIP WITH A WATER TIGEIT JOINT,
3. CO�LA�2S (X2? SHALL BE SPACED ALONG BARREL AT
13 -0 ON CEN?F R
4. ANTI -SEEP COL A.."tS X2) SHALL BE PLACED A
MINIMUM OF 2` 'ROM PIPE JOINTS.
5. ASPHALTIC CO.ATIN3 SHA!._ 6_ REMOVED FRONS
THE AREA WH -RE ;ric SEEP COLLAR WILL BE
WELDED WrrH A_, E.. 'w i ; CR WITH
TORCH. TH.� S- r " m-;)CATiC''iHE�,;)Li
THEN BE GR i d'" IVar METAL •SRI: I' T�
ANY WELDING.
6. UPON rTMP --;C, ; % f;
COLLA?S
SHALL 1. JkI, I _
STEEL AND -SEEP COLLAR
N.T.S.
FINAL DRAM"ING - Nt) � P•.` �L'`.��%�i i�'OI', (; �`;:_ ;r, !':.:,

Z NOTES ?N 3.0'
ALL STEPS SHALL PRGTRUDE 4' FROM INSIDE FACE OF STRUCTURE WALL, ~r STEPS DIFFERING IN DIMENSIONS, CONFIGURATION OR MATERIALS FROM THOSE SHOWN MAY ALSO BE USED PROVIDED THE CONTRACTOR HAS FURNISHED QF3
THE ENGINEER WITH DETAILS OF THE PROPOSED STEPS AND HAS RECEIVED WRITTEN APPROVAL FROM THE ENGINEER FOR THE USE OF SUCH STEPS, Z~=v 0.2~ N L'-D~~Z o.z' z.a'
1' ?~v,= A
r ro wQZ~2 1' I M ~ t- uQ?~
~ W m Q=~ZJ 4"
~~~?a a d /Ny
5/B' nI ~ ' L H~ o. v a'.. e p ° ~ 0 W 0
aH e PLAN ~ ~ wQ d p d' p ~ ~ CJ~ p . d d. . d ' ..E ~ TII
M E PLAN ~ SIDE ~ N SIDE p } V+
ELEVATION ELEVATION ~ v ~ ° ~ ~ ~ •p.• a
~ ~ °w CAST IRON I- -•+-FLOW 12"0 DIP 12 0 DIP ? e.d: ° a ,1..
I4 1/2' ? ~ 1'-0' A T R N ` ° d' NOTE TO CONTRACTOR:
C S I O ELEVATION 3 w ELEVATION . p ~ ~ G ° t ~ ,-eat r _ E-:`y' i-^r <.a d, THE TRASH GUARD FOR ,HE ORIFCE
~ ~ • . ' p. PLATE IS NOT SHOWN ON THIS DETAIL ~ d d . , s. p. n e FOR CLARITY. A TRASH GUARD SHALL BE _ ~ h
13116' ~ ~ qU p . ~ . d PROVIDED PER VDOT STD. 116.05 _ ~ ~
#6 BAR OR ~ ~ d a d p
a 3N' m I I/4' m #B BAR q~ d•
e POLYPROPYLENE Q ~ 5/A' ~ o, \ PLASTIC ~ w n ~ v~~ a, `N~~ ~
4 THICK CONCRETE ® _ ~ BASE MIN 28 DAY Z _
~ cn Q ( ~ ~ tk
~ v~' SIDE SIDE ~ Z STRENGTH = 3000 PSI) - J ~ w W w ~
i/a• I~ ELEVATION PLAN ELEVATION z Q ! ~ ~ COMPOSITE Lil ~ 18" X 18" X 4" B GALVANIZED STEEL RICK ENDWALL
'r, REINFORCING STEEL Q #3 DEFORMED ORIFICE PLATE WITH 3"~ (BY OTHERS) io`6'+++u'!''f'f,
1/4' NOTEt ORIFICE AT EL. 419.00 ~Y1 GkRp , .
SECTION A-A 12' NOT TO BE USED IN HEET l Of 1 ELEVATION SANITARY SEWER MANHl1LES, ~~.`~SS~~ 'L ®4 v
EL~vartON 840,66 PLAN VIEW 1 a" x 1 a° x ; a4
~ L~ GALVANIZED STEEL
ORIFICE PLATE 1 5~ ~p .Oto• "i ~ U'(`b(Q-: ~
MAIl~TfENANCE ACCESS STEPS N.T.S. CC < CC'' ~
4 BRICK ENDWALL nnnn+
4" BRICK ENDWALL (BY OTHERS) (4) ~"x4"GRADE 8
(BY OTHERS) STAINLESS STEEL ADHESNE BOLTS,
SELF LOCKING HEX
18" x 18" X r NUTS, & FLAT WASHERS
~,°i-,; § ~ GALVANIZED STEEL
I.r,-_a. ~ r i ORIFlCE PLATE WITH 3"0
~ ~ ~ ~ ~ ~ , ~ ORIFlCE AT EL. 419.00 ~.~d~ ~ ' ~H:3 FFEt'~ST EhLS95?'; If,7.Y3= 1°_E0.7i iFE "•yLL'„^tYit,3 '~-2-ta I .H ~ Wt i F } . l_,. H C;1 I E
~b t~~ _ !,",rv+t16 P1art, U~n],e IYn,Jhl( I'I tt.~~ri~ , H ~~'r. , ! CRYIbL6 -risSL~;IT CI17tiaLl.a +I? i'I Y+IM1flS tt~G ~,aY ? CJ;,q I
I ~j -i fi?:~~ ? %G? Ili diC!"` ~StiC SiIThc3;;,?FICAT~]'I EECi:Q'1 9,?`~. W~Y,~IL-r 12"0 DIP ~ I
.r, ~ ~ i ~ ~ 1 " lvC 4CC~ ?9I CC~G4=TC. L7 O ~ .~.4~.-I~ ~ ~ ' F-?UPICE:.L? ffEI6~.^„IkCS^~cEl'hH;C~l4EE'&FBTIdAxi1# }-~{"-ZI;1 I
~~d~-s + ~r , , { =03 aP9L Gu t1C ~r cCG °T;3E FaC•E'„ CCt!fC=III!iG' ~ ~,p,:t q [y.,,.L1 ~ # y ` r ~,f ! _ r"` ~ ~^_I Tt) ASTlI n1I15 'h`lI1' VI4. ~'Lt!~(I~}it:M, ` -17 ,,,~,.I ~,r ~ ~ o u~ FLOW 3" ~ ORIFICE ` I ~ I I I
~ ? ,'f ~'y , ~r r t I ; F_e G LY- I1SLE~, !7i FII+i :1~ /•CCCF4.'1CF. A'I'D , I`~t 12"~ DIP ~-r I i,.. 'rf ~ I 4'. ',l2 Ca{n S~ft'J~L?" SiJ rC~+ r1~.H I INVERT = EL. 413,30 ~ j ! I j 12"~ DIP (EQUAL TO NWSE) ~ ' I ! I
v7~ r ~;:SINCW I ~ + ` + F:PC T4 GE 'd!#CLTCCY 16TG Hl,:hS!~ll AF JCC! CYiTi i1'fi CI ~ I a
` y . - - ~ rr " ! c ( " ~ eLEl~c`';19 FRG'a31 TG N:°i 1SitS ~~~1°. -.,._,._.T _
~ ~ ta.=!7cCTF:=E F.d ~C'^ 5. ST35'::Ui- ~.'7h F ~ 4" THICk CONCt2EiE p m .d 4„ 4„ p d. p c BASE (MIN 28 DAB' ? i
3 - ~A ' •ti ~ I its L?1!t! 9,~ Tf!Y °„N` ral!-A r]e'IIiCL 19 )'U!t:~!"r, , I ~G'r ' ' LY.'.1lrElE:,L~, CCF!Gc-~ S' tai HO'gE h RL]ILS L'= t": 1 w_ ~ t ~ > ° a p. , . . pQ , ; a STRENGTH = 300 ~=S'!
j u, ,i M1
1 ~ ~ G tl I - r:frn T~ !..~K+It _ _ ~ ~ 4 THICK CONCRETE 'n ti S~"=CA TO CiL11T =0? 31<A a:tc u 3.0' 2.8' j _
, 3AA sI~E ~JTEr r=_: wlnlNay Jr~ v?~_ eP,±i~_ aE es a~,aJ d ~ ~ ~ BASE (MIN 28 DAY r,T o c-9,n~C W`T~~S-[t?'KILL I,ti~rE n~E anlu~l STRENGTH = 3000 PSI) ~i ~ ~
N ~ ~L:E'~AFT~M ~y~G -J ItiLF. f.ie TH:3 ~Ji ~i+:i_ i19 GE.[?EC. ~ c i SIDE VIEW FRONT VIEW ~ ~a 4
~ u P Vl
~ iii 1~
-I ~ ~I _ _KC_~Cr•~_ ~ fI. N'_NINIk G:S.iP1rAX~.I NIN•~IhY,. 1A~Y•iV~..~: kI?LihlrC. ~ Ila.71L',X. ~ I ~ ~ ,.W,-.~_.-.- ' PIPE L~In,; CVa.~ Sii: H'1FT.1 ! Ilt FT I [3 JI t.j 'fr1 _.._,Y2 ~ {~J la SIPHON HEADWALL DETAILS N.T.S. c, C O~
c ~ , ~ ~y U B'' , 1.:51'r C~ ~'7,~,~44D =3 ~T,~'5~1 QCs' 3 ~Oiaro_,9 ~_6'~F~d.DD Ifs .
jY1 ~ t.75 »@ P 1,25r'2,C•;r ! 9,~Cr~ 0.:'8 ".24)z.£t!r ~ :1,5Dj,l.'J5 C,54i~.i~5 ~ Y i rv I - ~ ~ ~ ~
~ ~i ~ --h-..r,_ _ I X60 ~ ~5 P B" t.27~'2,G;t I~.~O7d.23 .GGJ2.~L' d .0.3. G.5'~JG.73 h-~ , ~ ~ ! It( ~.,p , i.r G r... !d.~~ ~ ~.i70i~.?S -c,2. F i4 ^i ar. !f ~ N ~ a
6 ~ ~ ; r r ,w . e n f c ~ Wo
~ !,l f~ ~ } 2.~ . a s" t.,.,.,3 ~ ! a~£0'4.9D 2.00,3.00 a•5U?b.5.1 iD,G><JTL.,U I~ N ~ ~ ~ t~ ~ 3 i J.a 'S k~ 5" J.~loi:3 ~~.^r i Il.~i~irLub ~~,(C~!~.4U `,2~J,~.1~5 1[•!r~jEl.l'~ ! Q U Ez
~a t~.~. _ J,J ~~_@ o '+~251d ~J B_40t9 7., :.~'r_~ ~Ql ]^'Oit7.?u G.'f3YSJ Z W G~ , _ ~
. t? I- ~ `A d~0 ft'S tt ~,Et"a14 ~ a.~Qr, ::^.0 n ~c„s.if 9 ;.Oip.?j 19.4:,J13.9S ~ ~ ~ _ . _ . _ __1 I . _ - _ . d ~ ; T?-_ LGCr1,iti7t D TNr Cc
d ~ ! r~ A 5 9 D 1~ C] "U aU!d ~0 t."r'S~d QD , ~SIt5.l~ .~Of9.2~ 11 w Y _ T, _ ~ Y'.FI~~I, C~JNl11IItw'~±~. G~1tl~t, C-; rHr CE6FciC Rr,C.d rr,~LCEn kJ,,~Y Fr n5.G5'E9 F,a~ , ~ 1 x .7 L T t a O
e 5 ~7 ki 116' 4 ~1~.ri C} I r ?S01j rp 3 ~r~d UO ' '.t3~9.z5 13.t5~!E.75 C} ^r _ !_u_____.___~._._..._~~-'-----._.~.---.---_~ ~~II_.~ T~.rI€ IIv~cER acL- __~,.w_., ~ ~ r]•r. 1 r ~r.i f ;r - 1 ruli' CENCiH IS TJ F.;; 4 ~i~{E I?~~DCR OCL- ~ ;.C;:ATEa C'd Ti= F'!:"'k ~L,~T: ' ~JI~, ~ ~ A ;a W O CNC",H IS TJ F;; 5HL'';:1Lttl`U TG `'l."ar,1p 4itL');-~ Tit TIfL~~LRi°:,
',Y•~ h'~ ~ 0" d•a r,.CO 7,u0J3.30 .irrd..lA .761'x.:. 1a.G0J'E.7o 3 - I G_~~~~~5 f}!,u'K ~tt}LUt7i ivt~ 4 ~ " i~ FI , n ~~'6 F~ ~ ~ 9 °0 l•'z'~fI 1(ti' 1 719.76 14,75;`?.7~ I z ~ Rl;,`K +IBLIJE'; rJ.fir ?L? Y'!:'i~)Yi}1!t~ 1$ TC~ ~r""_ Cpl''it'v?~G.
. , v,_.._
~!IC;P;f~ j fl{ 7~i "=i`rf I ItF g~1t~}~~yy ~~jj(~ I ~}tr~~pp pp(~ _ • '3F,L~'-;'J:KI4:; f?!'~'. fJJ1T' M_L` L:JCitiitlG t~%. rlu-~, r,_,-.;:_-~- ~r Fy,AC ~,~.~,~jR : _AT Y~lih~f{~ --7
gs~ET ~ [7~ t D~74.O~ 1Ja ; , ~i J.. il4,.~ ~4 GIP,. `1< V/I
J'' i"-'' G - ~ !
- I fl K° i;~L:
48 ErrnwA~t, n~r~s r _~r f ~ I ~i/~ • , f
N.T.S. i.-.,....,,., (qi Tay
@; PIkT~ ~ i~' % i ~ ,7 , ~ ..I 1J LI,
f
k S1DE '71@ R' t~T L~J_ i i,'~_D{n ~e
I 5.36 al_.~, d.L~ I7~.Lf;i.. r? 1.,}, -1,~LC_R .~,r_., =J~~~~ .,~T~;t. _~tiT~ Of-'T. i
1 PJf?pC~;':. f'i' UliIT L'• TIS r,iLJ',L' ,ILC:~; ,
6" 52.5' 6" ' - _ TG~ rLS'~~" ^3C - DEi"; r;'n4is tr,n -n xa~:airi~ ~ _ _ '
„ - - - I w ~ ~ - . _ f;lyCi~t*'i:,7f '-F l4A'E3 :;IiAtIT'' :1@I'I~~~, - - _ ~ I;I117 TS5 C~L13C~~t£C CF '7aF:(CEU r
g '--~,k - ~F~.•,.M", TC' ~L 1:T~'h.CI!C? VIII ! I.ii~~ ~Ih4•iJ ~ r
t, . : ~ , ~ "Ili. h;ri~'~ ~ s.
- _ _ f_i:~~iT.7~`,'.'T~J~'aAY 5U3~''•TL'~E uv3~',tr/i~LE I ~ _-,i. CE51~`J ;5 nr~RC~~.G 5r TAE =lr~;_cF
C'1L~t T;'1 E~~= .`I:'.i t~RF', FF.iCc rll; L ilk 'i;4ri - p
i,-~' _ t . rr S 'F 'irf(;~ Yell. (.A:! 7rti '"+B•4 I:i{A'VhGF" S'~+aC'!f7= ~ IW ,~r~~J~! ~ C'\~:=.'~~'~' '~i11 ~ stt11Jt3~i (,d?' ~i:.1A?f' 1:" hiAR,
4 1 ~ °3 'i" F.tS~', tyiraCt';G is -i)U~ H ~°.~~t.E I7;~,
~ ~.-~~Or~f G1't!,GE~fi ~iI.J ~C, OE' !-tt.aC1Y?C Pe,LC',Y _ V • • _.~i ~ r,'~h~- ~~,I~,.Ir~r ~~~='Ir,~ ~ , ~ U3
J ! ~i ~
r t G C, ~ ~ ~ ~ h"+' _ --t
42" 0-RING ;'~I. 3000 PSI STRENGTH CONCRETE RCP I I ~ 1 , ~
d 9,~, • It s q f f s } , Iry I ~ r~~ IJt., rwl_ , I 9, w::~:' ~ I ~ ~ ~ ' R a
d . c + AI 'y fr ti~i;' I .a ~ 1 `1.,' J° ; ti f ~Ji;' ~aL.'1ti1~T~ " ~ , ~ ~'i ~ t ' I I f, r
. a e I ~ t 1 ' I j ~ i +-i , r, ~ t ~ i - ! ~~t
#6 REBAR (GRADE 60) a a ® 12 ON CENTER d 'i f ~ ' ~ "JK @A~CJ A t ~ <<ti, rrn
.W.,.. t.~.....-:: ,..~-.+..,...a..~:.:.. a. d ° I ~ „ ~ ~ ~ ~ ~ ' o mz ,
a n I a ' a a Z ~ I ' ,1 ' ~ f 1 ~I;'~ ~11~ . ~R ..,ET>~_ L~,T~ ~~C .:;D~ 'i ~J~ 'a',~I~,~ ~ , + ~ ~ i ~ ~ ~ !i~Ji; t, t;, .'v t ~ v_ ?A.,1 '~i'll~ r. 7t=f3
1 ~ ~ r ? ~ I ` t ~ i
3 COVER a 3.52 . ,.Ild. ~ TYrft„,L W.+tJ. Dk~~.4
° °(MIN•~. o 3" COVER ~ e' °:e e. a d it ! --f-i ~ w
MIN. Q e e ~II;F.. IEIh ( ) ~d a a~. ~ e e 4 d
. e as .e 4 e a ~ til'OR YI'>".I f7~T,~..,. I? ter, ~1~~h1,~ F:...,i~
d 12" tir"C' n'P~i~ ~~tir•IrY CCI"ICE} 5~EE+ Jr 5
e.d,.. `~.5". CLEARANCE ~TIA;~r~ d a e.. < ti) ~7T ~~?~Ct~1',1~,, I1 {:J~~11.i 1L C~':I~St'~ I ~~'~~';~'1~1 ~ :JL 1 i.L j PR07ECT N0. I ~ ~ r r'-~. ? ~ ' NEW-05043
a ~ e e G~~~?IS :~,~'_ti,'dfTt. ~L/,T:.?i„TES CL'1~,1"~ ,7?FICE,CO<<;":;,'fi: "~?~!;.f r~ ~;t 5;••F.? rat.v.erf. 5'~II1^7:Y7~_;, $'!,),I Flora rli~;;r ~~.o s'~~.I o,a, eIC,EN~: NEW05043PD4
4" SCI: 'PI7u~ll1 RFR1~P"6S;Vi Cr -2:.'JrCiridTlCt
~•b','~ DESIGNED BY: JF
~ r,~nt~v BY: JF
!!4 REBAR TIES (GRADE
60) @ 5' ON CENTER Sc 1. _F:: F4 9 W
\-4" THICK CONCRETE MUD MAT POURED OVER 12n DIP TRASHRACK DETAILS ~~m r:-~_.. ,-7
APPROVED SUBGRADE. MUD MAT TO PROVIDE N.T.S. 1006
BLOCK SUPPORT FOR PIPE UNTIL CRADLE IS POURED. (SEE CONCRETE CRADLE Sf'tEk:'~' Nt;.
42" CONCRETE CRADLE DEEM SPECIFICATIONS SHEET PD-4A)
N.T.S. r•r qp
_ Cl
f';. . : i FINAL DR~d) , ~ :

J"O GRADE 8
STAINLESS STEEL
CONCRETE LAG
SCREW
0
12"X4"X�"
GALVANIZED STEEL
STRAP (4 PER
RISER JOINT)
3.0"
RISER JOINT CONNECTION DETAIL
N.T.S.
PERMANENT SOIL
REINFORCEMENT
MATTING (PSRM)
(SEE NOTE)
12"0 DIP OUTLET
(RIP RAP IN BASIN NOT
SHOWN FOR CLARITY)
FLOW
SQUARE PREFORMED
SCOUR HOLE (PSH)
SEED WITH NATIVE
GRASSES AT
INSTALLATION.
7.75 FT.
11.75 FT.
FLAN Vim
FILL SLOPE
FLOW �—
RIP RAP LINER W/
FILTER FABRIC (SEE
NOTES)
NCDOT CLASS 'A' RIP
RAP —9" THICK
PREPARATION
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF
AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND
UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE
BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL—PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6
INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING
SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME,
FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH SEEDING EQUIPMENT OR CUL11PACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION AFTER PERMANENT
COVER IS ESTABLISHED.
INSTALL LEVEL AND
FLUSH
WITH NATURAL GROUND.
NOTES:
4 FT. 1. RIPRAP LINER SHALL BE
UNDERLAIN WITH MIRAA
FILTERWEAVE 700 OR APPROVED
EQUIVALENT.
2. PERMANENT SOIL
7.75 FT. 15.75 FT. RE—INFORCEMENT MATTING SHALL
BE K TRV 450 OR
APPROVED
EQUIVALENT.
3. BOTH THE RIP RAP
4 FT. UNDERLINER AND THE LANDLOK
TRM 450 SHALL BE INSTALLED
PER MANUFACTURER'S
SPECIFICATIONS.
12"0 DIP4 FT.
1 FT.'
2:1 2.1 NATURAL
►"""" GROUND
1"
TUCK
3.75' PERMANENT SOIL
REINFORCEMENT
SIDE VIEW MATTING (PSRM)
LEVEL SPREADER / SCOUR HOLE
DETAILS
NTS
* SEE SEASONAL APPLICATION SCHEDULE
TEMPORARY SEEDING SCHEDULE
(DAM EMBANIMIEMM)
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TEST'S OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
15 — DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 — AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTILIZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 — DEC 30: REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY.
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH.
IF IT IS NECESSARY TO EXPEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT
TO USE THE PERMANENT SEEDING SCHEDULE.
PROPOSED GRADE
1' COVER (MIN.)
42" 0 RCP
FLOW
1 >J
4'
PERMANENT SEEDING SCHED
(DAME )
SEEDING DATE SEEDING MIXTURE
AUG 25 — OCT. (BEST) TALL FESCUE
FEB. — APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OP
GROUND AGRICULTURAL LIMESTONE AND 1000 LB/ACRE 10—
MUL
APPLY 4000 LB/AC STRAW. A�'CHOR STRAW BY TACKING WIT i :=,5';<,a, *a ':;•
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET N A '`-'
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTILIZE IN LATE _;HL
FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10
REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS 0'? 10 €3/A Rr
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, ADD 40 ! Br`: C u RYA (GF A!N)_
NOTE; PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE BASIN, TOP OF
THE BERM, AND BASIN FLOOR.
10'-4.5"
ENDWALL PER NCDOT STD. 838.80
NOTE: 4" WEEPHOLES TO BE PROVIDED
WITH VARMIT GUARD ON DOWNSTREAM
SIDE AND GALVANIZED HARDWARE CLOTH
ON UPSTREAM SIDE (V4" MAXIMUM
OPENINGS)
N0. 67 WASHED STONE
ENCASED IN NON—WOVE
FILTER FABRIC (MIRAFI
OR EQIVALENT)
ENE
STD
NO. 67 WASHED STONE
ENCASED IN NON -WOVEN
FILTER FABRIC "'MIRAFi 1 SON
OR EQIVALEN"
4" 0 WEEPHOLES ON EACH
SIDE OF SPILLWAY
SPILLWAY FILTER DETAIL AT ENDWALL
N.T.S.
SIDE OF SPILLWAYv - �v
FINAL I)PAIVINk"

302 PC PONTEDERIA CORDATA
340 JE JUNCUS EFFESUS
269 SV SCIRPUS VALIDUS
296 PV PELTRANDRA VIRGINICA
230 AC ACORUS
LEGEND
PICKEREL WEED
SOFT RUSH
SOFT—STEM BULRUSH
ARROW ARUM
SWEETFLAG
SEEDBED PREPARATION
*++++ 4" POT
1 QT.
® 4" POT
4" POT
O
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ii
.❖.•.
1.) CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL
CONDITIONS, IF AVAILABLE.
2.) RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3.) REMOVE ALL LOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
REASONABLY SMOOTH AND UNIFORM.
4.) APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX
WITH SOIL (SEE BELOW*).
5.) CONTINUE TILLAGE UNTIL A WELL—PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS
PREPARED 4 TO 6 INCHES DEEP.
6.) SEED ON A FRESHLY PREPARED SEEDBED AND COVER
7.) MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH.
8.) INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN
THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER 60% DAMAGED,
REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. SEED LIGHTLY WITH
SEEDING EQUIPMENT OR CULTIPACK AFTER SEEDING.
9.) CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND FERTILIZATION
AFTER PERMANENT COVER IS ESTABLISHED.
TEMPORARY SEEDING SCHEDULE
SEEDING DATE SEEDING MIXTURE APPLICATION RATE
JAN 1 — MAY 1 RYE (GRAIN) 120 LBS/AC
KOBE LESPEDEZA 50 LBS/AC
MAY 1 — AUG 15 GERMAN MILLET 40 LBS/AC
AUG 15 — DEC 30 RYE (GRAIN) 120 LBS/AC
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/AC GROUND
AGRICULTURE LIMESTONE AND 750 LB/AC 10-10-10 FERTILIZER ( FROM AUG
15 — DEC 30, INCREASE 10-10-10 FERTILIZER TO 1000 LB/AC).
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
JAN 1 — AUG 15: REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE.
RESEED, REFERTIUZE, AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
AUG 15 — DEC 30: REPAIR AND REFERTIUZE DAMAGED AREAS IMMEDIATELY.
TOP DRESS WITH 50 LB/AC OF NITROGEN IN MARCH.
IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND
JUNE 15, OVERSEED WITH 50 LB/AC KOBE LESPEDEZA IN
LATE FEBRUARY OR EARLY MARCH.
NOTE: USE THE TEMPORARY SEEDING SCHEDULE ONLY WHEN DATE IS NOT CORRECT TO USE
THE PERMANENT SEEDING SCHEDULE.
PERMANENT SEEDING SCHEDULE (DAM EblBANElv%"
AUG 25 — OCT. (BEST) TALL FESCUE 200 LBS/AC
FEB. — APR 15 (POSSIBLE)
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4000 LB/ACRE
GROUND AGRICULTURAL UMEST014E AND 1000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4000 LB/AC STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING,
OR A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN
BE USED AS A MULCH ANCHORING TOOL.
MAINTENANCE
INSPECT AND REPAIR MULCH FREQUENTLY. REFERTIUZE IN LATE WINTER OF THE
FOLLOWING YEAR; USE SOIL TESTS OR APPLY 150 LB/ACRE 10-10-10. MOW
REGULARLY TO A HEIGHT OF 2-4 INCHES.
NURSE PLANTS
BETWEEN MAY 1 AND AUG. 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE
GERMAN MILLET. BEFORE MAY 1, OR AFTER AUG. 15, PDD 40 LB/ACRE RYE (GRAIN).
NOTE: PERMANENT SEEDING SCHEDULE IS FOR EXTERIOR SLOPES OF THE DAM, AND
INTERIOR SLOPES OF THE DAM (FILL EMBANKMENT) TO NORMAL POOL ELEVATION.
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434
432
430
50� COUNTY STREAM
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GRAPHIC" SCALE
30 0 15 :.0 60
„
1 inch = ',0 tt-
FINAL DRAI1'INC; — \O'1 7 LIr_`.SLD FOR : O`: R T :110\T

- _ a4__... - ~m._~.u..~.2_~ __,.s..a.
JOINS PANEL 9776 79°04' 30" - ~,,7r=4..~ ~~FHAs) ~UBlEC1~ TO
OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM 79°a5'3o" i9°osoo~~ STATE 79° 06' 00" ~ 673 aao ~+n 1977 500 FEET 674 oao M 1980 000 FEET j `;.PF~Ir1 r~ t - ~ 760 000 FEET L ; _ } 1NUNDAi ION Bti ~ r~ I ;o r,NNUAL CHANCE FLOOD
1 970 000 FEET 672 00o rn , ucr.aa! c~arce flood 1C6 ~~I ~ ` ~.•~1!, a'~o kno~wr ~s the base flood, is the flood ~ r~~ - lt
760 000 FEET ~ , ~ •-r.~'~Ei~ 32 _ ' a`s~ r.. , ~ _ r,a- has a a chance of 'nef7~ eru f_a or:._:. {._d In arn/ given year. The Specfa! I~4; =h,~:d Hazard Area is the area sr~icct ~ f_cc~~ the i% annual chance flood. Areas
FORD ~ NCE ORANGE ~ "`~tE 120' - ~ DURHAM - - ~ I r Apr ~f,_I Fiucd Hazard include ;tF "F t',O, AR, A99, V, and VE. The Base
, r i 1 _ _ a,~ci Fevation is the water-surface el vatul: cf the 1% annual chance flood.
/~'L - _ ~ H~ bC't16 A No Base Flood E!~,°.tt.n 'ern~incd. ~ ZONE AE Base Flood Elevai~rr..:e.c~n~iro-u,
! ~ ~ ZQNEt~X~ I , I, ~ ~ ~ ~ . 3.C~NE AH Flood de ;ths o{ 1 t. 3 sae? ..rfai~y areas of ponding); Base Flood F
~I ~ ~ t Elevations dct~rm!ner'. „r .
. , r inQ terrain i ZCNE .~0 Fluod depths o+ i ro 3 r° ,ts.~a... sheet flow on sop a
WAKE C r,' ~ ~ ' - ~ ~ _ r , " n a~~erage depths Brien d, F seas of alluvial fan flooding, velocities r t a'so determines. t I
~ ~ ~ _ i r , .f - i 1 Z~.n,c AR S .ec~a~ Flood Hazz raR , ~eri;~ protected from the 1% annual r f F
a • c, ' ~r (R ~ LC6L , o ~ ' w i cham:e +Icod ~~r fiaod ~ -.~i svscem that was subsequently t • ~ a e is 1 deeertifled. 7_cne t a a :.:e for;n. r flood contro syst m
. o z ~1 ~ rv i gain restored to p ~:iae prl%~.i~a' srom the 1% annual chance or g
l \ - _ y. i tivEE~F~,faL r' ' ~ rester flood_ L ~
LEE ~ ~ ~ .t!e L99 Area tr? Le .~t,° ,rl ~ annual chance flood by a Federal f ~ f fh,od ;;rctE.ctior v- .n.er const~uc*.~ar; no Ras? FfGOd Elevations •,`v I , i
--J- - - ~i`~, - ~ ~ r `v . - ~ ~ HARNETr ~ - - ~ ~ MOORE ~ ~ i ~ _rr~-'it-s. . , i
i; _ !mss ~ ~ 4 7~~~~i~ " ~.~St;- f!~0,~ t_"F ,+,I • .cfOCil'. noZ~J ,St'aVe aet~f-n;; Base F,oed EleVdtlOf?S x _ s ~ - - fr. .~~d.
z'_ , _ , m~ - .y~ - - _
_ 1 ~ . $ 0 G~ f . ~ .r- _ ~ ~ . p _ i f' - 3 ~ e
i i9 , . - I . , , - - ~ ;'oar!i ~ ,t° ,iw ~ v sc;a~..en liun~r?ni ~ t r , t ue n
~ IF ` ' 7 Rihi,.I,~iNH ~tr~; T~7 `f r . a. i ~ ail 31,.4 1 ~ q .,1 e~~ ~ ~ ~
~ ~ -r . , r ~ - 1 - 3
~ y. 1"~1 _ . . - ~ o
6 ~ ~ - . , ~C~~ 1,~ - i = v . - f' f t,r,~~: _ ~ . _ ~r~i:~ ~r ~ t~: .d areas ci annual c` _.n~
. ~ .'r,,. , r~~_ 4 00o rt - , , y _ - . 1', , @`: 3967 _ , z .Q, ~ ` ~ ~ . . ~ • . . ~ .Y,'a •.'h. ,.'_i? .'h"~~ orwttn.1 R P2 ~rGnS ~NaS!i?:=~ i
- ~ r r ~ . • ~ - ~ - - - 3967400 M i I iG.t f at'. ~rc`v ~ by ~eVeeS irem 1 at:n U31 :haf C~~ r~ n ~ i
tt °a~ ` , `S _ ~ ~ icy. _ x~ , ' ,R ' 757 5G0 FEET -
~ ~ ''t - ,4 • - ,I itiZ ~R_;~S - - ~
NATION DATUM INFOR ~ry1 ~o~ _ ~,?rJE if u_.._ ~:Ir_, s;.7~ _ cha f,'ocut~la'•n.
of this ma was the North Carolina 'S' ~ ~s9~-~ - '•0~ti ~ ' , , The ro ection used in the preparation P ~ ~ , ~ ~ ; ~ ~ , , ~ F ~I I. ~ „I, 1~'.er-rined 'out ossibie. Zt..,JE i) Areas in ~,.hi ~ ,,,za,., P f ~ -
p ~ NE 3200 , The horizontal datum was the North American , . i~~6: ' . t ,o _ State Plane (FIPSZO 1 ~ a. ~ ~ ~ ~ 11i ~ ~ ~ ~l CGP.STAL 6;,RR=. ~;::,C~:>`,C_:. 'STEM (C~RSt AREAS
ro'ection or ~e N'~ Datum of 1983, GRS80 ellipsoid, Differences m datum, ellipsoid, p } ~,p~IEborn CrtE~ ~ ~ ~ ~ ~ ~ ~",..ia "~NNIP s or ad'acent ,,w.... . r tr~~cEOtia ,L~, - - _
Universal Transverse Mercator zones used in the production of FIRM f } ~ • , ' h ositional differences in map features across jurisdictions may result in sllg t p ~TriC-F:V1J~~.. I KID ' c~ rr. aG ~ c a~~s; f
h' ~ ~i - ' jurisdictional boundaries, These differences do not affect the accuracy oft is a ~ ~ I . I S ecial Flood Hazard .Areas, r? ;S alerts :Ind O, As are norm~l~~ ~c ~,!.hii ~_r a~ ,cen to p > •
FIRM, All coordinates on this map are In U,S, Survey Feet, where ~ - - ~ ~GYi~ _ , 1 iChat~ham 'County - ~ y ~ _n . o- in boundary
1 U,S, Survey Foot = 1200/3937 Meters, q15 - ' _ ~ - , , ~ ~Uniln ~a reaS ~ 0.2 is a~~rlua. c~a .F `i;odplain bocndary ~Uninco~porated Are.°_ a. , r
r erenced to the North American Vertical •ZON~ ~AE _ elevat'ons on this map are of Flood i ZONE X c r X0299 ~ Flood>va,t bo:.m~;rr~ 3.7
hese flood elevations must be compared to structure Datum of 1988 (NAND 88). T same vertical datum, An average . . ~ , iZONE .X _ _ _ 7_one. C, Boun, ary
and ground elevations referenced to the 1929 et between NAND 88 and the National Geodetic Vertlcal Datum of _ _ •r~~rr~aAO~sero~aat~• ~BF',`, ~~T.: C.?r. ~GlJil'.~ary
offs p~~~,,, s~-. r~ a r;~ - (NGVD 29) has been computed for each North Carollna county This offset was ~ ~ ~ ~ - ~ ' ~ ~ ~ d .^iu~~- S ~.fal i lood Hazard Area Zone and f Boonf r, r • - r Pr^ azar Areas of different _ I
a 'ed to the NGVD 29 flood elevations that were not revised during the ~.Ay. 748 ~ _ _ - then ppll ' . !aounc~~rf, di.-u,r.g ~petfal ~ lood H d Base flood ;_,a 2t~. n:•, food depths or flood veloctties.
' atewlde format FIRM, The offsets for each county shown on , , creation of this st - , _ - Where a ~ ~ - f - - _ _ B.3se o~.~u Hie~a~e~,. I ~ and value; elevation fn feet*
this FIRM anelare showninthe vertical datum offset table below, ~ ~ ~,r,~~R ~~Ir `_.,sE LIriE; P count bounda and a flooding source with unrevised NGVD 29 mood elevations _ ~ 1 ~r,` ~ - 8.=c ,,~i ~iw:. °~;alue where uniform within zone;
ncident an Individual offset has been calculated and applied during the _ are coi " _ ~ i
1 ~ the ascom anying creation of this statewide format FIRM, See Section 6, f P ` _ . ~ - ~ i Re~e,enc~d ro the North American t J. `988
ood Insurance Stud report to obtain further Information on the conversion ~ ,Q 3a3 t , FI Y evatlons between NAND 88 and NGVD 29, To obtain current elevation, ~ ' r.• . ~ of el , ~ `
t,: rid/or location information for bench marks shown on this map, - : descri tion, a >t' P o - _ ~ ;;e
please contact the North Carollna Geodetic Survey at the address shown bel w, , ~ ° t'c ~ 1 i
You may also contact :he Information Services Branch of the National Geode I a3z rve at 301 7133242, or visit its website at vvww ngs,noaa,gov, ~I Su y t ) _ - _ i ~ Geo. _.i`lic cooEctlncies :efererced to the North Amzrican ~ - `G z_ __'2'30" i;t~t.° I ~f 98_ uAC 88i
° JfiC I_ . vr?, ~ i~tdfs~•esn ,~~er au~~ grit? i,:,ks. r:one 1,
0 set able ~ ' North Carolina Geodetic Survey County Average Vertlcal Datum ff T ~ ~ , 35 49'30 f fJ[~flr _ - _ r~iu t2-L1efi NCf~ C..~i Cilna State Plane CGOfdinatP, 9 sa, s~~~.tiE .%OsO,s~t;, I'iana NAG 3? feee; 1
et Count Vertical Datum Offset (ftl ` 121 West Jones Stre v - 0,76 35° 49' 30 - I ~ ~
Raleigh, NC 27601 Chatham ~ 3-3836 ~ (919, 73 _ • _ ~ „ ~ v~~ ~ ~ ~ ~ :r < .:u`la ~.__OGEi.C ass,... re., r' ^1 ~G i:,8 aFIaIiP't I ~ ~-eta one!}. - ~ -
c s state,nc,us rn ~ ~ cqr: i~c www, n q , ~ , J - - x ~ ~ W ~ u~°r f~Pi e Idnat,On in Z ,~U~.lr:rt n SeCt:On 0{hi, Fil~w1 1d1121,i, i
Exam le; NAND 88 = NGVD 29 + (-0,76} W P Z Q
Q o_ >ZONE X . ~ ~ ..'1=' - / ~ i 1 J7 ~ ~
Table below were studied by ~ All streams listed in the Flood Hazard Data z f.
Other flood hazard data shown on this p , detailed methods using field survayo
ta' anal sis or limited detailed ~ map may have been derived using either a Boas ~ y 3966 o~ + ood n sources studied by these _ ^ ~ ~
rivenne analysis, More infcrmation on .he fl i g ~ ~ ~ y _ anal ses is contained in the Flood Insurance Study report, - - 3966 000 3
I- ,
ZONE 'X~ ~ 5G~ ~ ~ ~ - ~ ,
- - ~ ~ ,r - r
_ 'Vi'i" 4 r ~ : I y~ ~
15,
fl`(•G9EGGn~IlCO`JS RJ > . . w _ . ~ ~ v I ,
j ",.P. f ~ i
1.1... - . ~
- - . .
rr' °I rE4~ RG L _ ~ ~ IC,.r~~• - ~~ti'e . ~ - - "`C y ..a ~ Apr)- - _.l - ~ ~ 7
- - :i C: ~ w - i
F~ ~
~ C" ' ~;P' -
'i ~ ~ ~ •ti~~ T ~
~ , - ' .~~F~r)rrhF~N~'~ ~lhS y/ I q~ € il
I i~~ z~ ~ _ rl 't' f
/ _ , 1 ,A'~. ~ r /n ~ , ~
j '~'t
- ~ ~ ~ . ~ r G ~ ~ - ~ -
752 500 FEE1 a~i~~ rll~"i`'s s
- 292 ~ ~ ~ ~ - • ~yBc V ° ~ ( 750 r. 50Q 1000
' . i. ~ fJ 35 49 00 I --r- FEET Y-~: r :1_ i_-- X _ F I
ZONE~(AE; . ~ , 35°49 00 i n.; - ~ ' - - - - - , EL_ - -
F~'393 F vrOt; ti ~ .~-~.m~.~..w~...n_,,.mm,,.. „~...,.._e,.
. , ~ - ~ r,~- - ,e. _.-.m.. r 1 µ ~'Y CC ~ _ r, . i
~ , rl f ~5nrlfTT •~n'. / ~
F.GODPIC ICFr EI I~ IAR. 'O~ I+ ~ 1 ! 1 t,r ~ ~ ,`i~ ~ 1 ~ _ ~,1
'~hEI~B~FI ~~EE~' _ ~ ~ ~ , _ t~g~ E - i f _s I _ .--r ~ ~ ,
ZONE'7AE _ , - - r° _T_ - _
~ ~ I'-~ `ti t. 4 . - ,
t. r i, ~ ~ FIB f ,ice id
~
3965 aao M - - i ~ { ~A~~ ~sl~ n RA , i ~ ~ 3965 . i
''ZONE ,;X" ~y
` . NORTH CAROLINA , f ~ ~ I

i i • ~ • - r ~ F.r ~R° . -
a , - ~ ~ . ? e . ~ . 1 - . i ~ N ~ - t
rr l , . ' ' . , 1. i~ ZONE r~Xr' ~ i ~E LOC~iOR D':.•1uRA"~l OR MAP INDEX FGR FIRM I .
L.......! ".'~=L ~~;~L'' ' i ~
i I ~ ~ ,~v~~N ;I'J I
' 4'sit i i~I ' I i rv FF Y, I PANEL f ID No C I I 'P: d. I ,
j; I ~I~ „ ~ ~ 7o2ss sn3 t 3 d °1 -Jl;f~1 I ~ ~ a, i
ANf19 ~TrjoF rN~ . ~~~R~~( ~r~tE} +'sP , - .0..t,.. y~ I K . y. . III' . ( 750 000 FEET I, l ~ I~ II
f_ - ~ ~ ~ ~ A7 i i w III' 000 FEET 0 980 1 I 674 oaa
750 000 FEET o0o M 2 500 FEET ~ 673 °0° ° 5' 0" 1970 000 FEET 672 197 Z9 0 0 79°04'30" I i ~ ~~I , I ,III;
79°06'00° z9°05'30' JOINS PANEL 9774 ~i: i' ~i llj~li~ !IC'I' ~
I I i I ,IIII ~'I'' I~~~LITtiI~ARY i
E ~ i ~ ~ ,L' I ~ ~ I: ~ r---------, i
NOTES TO USLK5 JUL 13 2005 MAP REPOSITORY
are detailed and up-to-date stream channel configurations than of Map Repositories on Map Index or visit www,ncfloodmaps,com, ~I ~IL III ©t~ l ct~Ion The flood lalns and fioodways Refer to listing
This ma Certain areas not in SP ecial Flood Hazard Areas may be protected by flood control Thls,map reflects more detailed and the Flood Insurance those shown on the previous FIRM P Is for use in administering the National Flood Insufromrance local drainage It age does sources structures, Refer to Section 4,4 "Flood Protection Measures" of previous FIRM for this jurisdl p i d from the previous FIRM may have been adjusted to conformto
necessarily identify all areas subject to flooding, particularly should be consulted for possible Study report for Information on flood control structures in this jurisdiction, that were transferred from co the u prev ev mmv of small size, The community map repository these new stream channel f g :hannel configurations, As a result, the Flood Profiles and Floodway I
dated or additional flood hazard information, up Base map Information and geospatial data used to develop this FIRM were obtained from Data tables In the Flood Insurance EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL which contains authoritative hydraulic -lood Insurance Study reporC (
a f r a detailed information where Base Flood Elevations (BFEs) r To obtain more various orgCounty,The time Period of collection for the Imagery is 2002, Information and Please refer to the separately print yam channel distances that differ from what is shown on this map I I,I~Ja ~ F p ttam`er vn t~ciov ,shcuid be ~sac pan
ag , and/or other sources, The primary basis for this FIRM is aerial ima9ery acquired by and/or floodways have been determined, users are encouraged to consult the Flood ma o ro v tould r Index for an overview map of the county ft e e sub;ec EFFECTIVE DATE(S) OF REVISION(S) TO THIS PANEL EFFE I n~ mice ~p,;I~~ t,~n. ro t~, nted Map separately p I
#FEMASCODOPERAT WTECHt motion in are as anizations includin9 the Parricipating local community(ies), state and federal data) may reflect stream channel dlst< Chatha atham Detailed Hood Hazard Data, and/or Summary of StIIlwater r~c P rofiles, Floodway Data, Limited Detailed Flood Hazard Data, and/or Summary of Stillwater ni ma re osito addresses; and a Listing of ~f map panels; commu ty p p N ! -
ontained emsPatial data supplied by the local communlry(les) that met FEMA base map specifications showing the layout of map panes; c( Elevations tables contained within the Flood Insurance Study (FIS) report that accompanies g this FIRM, Users should be aware that BFEs shown on the FIRM represent rounded were red the preferred source for development of the base map, See geospatial Communities table containing Nation, considered :ontalning National Flood Insurance Program dates for each community ee r # i NUMBER E MAP NUMBER,
whole-foot el Es are Intended for flood Insurance rating purposes metadata for the associated digital FIRM for additional information about base map as well as a listing of the panels elevations, These BF of the panels on which each community is located, 1 .7500
This digital Flood Insurance Rate Map (FIRM) was produced through a unique only and should not be used as the sole source of flood elevation information. Accordingly, preparation, If you have questions about th 3 .ons about this map, or questions concerning the National Flood
the State of North Carolina and the Federal flood elevation data presented in the FIS report should be utilized in conjunction with cooperative partnership between A MAP (1-877-336-2627) or visit the lease call l -877-FEM in general, p For community map revision history prior to statewide mapping refer to the Community wtap `~i Ldp
Emergency Management Agency (FEMA), The State of North Carolina has the FIRM for purposes of construction and/or floodplain management, Base map features shown on this map, such as corporate limits, are based on the Insurance Program in general, pleas time of ublication~ Changes in the corporate FEMA website at www,fema,gov, vvvw,fema,qov. HHistory table located in the Flood Insurance Study report for this jurisdiction. w
im lemented a lon term approach of floodplain management to decrease floodwa s shown on the FIRM for flooding sources studied most up-to-date data available at the tlm p costs associated g with flooding, This is demonstrated by the State's com- Boundaries of regulatory Y limits may have occurred since this map was published, Map users should ~ the p food Insurance Study report, Letter of Map Revision LOMR ) or Letter
agffort,reeme ent e by detailed methods were computed at cross sections and interpolated between cross sections. The floodways were based on hydraulic considerations with regard to requirements consult the appropriate community official or website to verify current conditions of An Amendment (COMA} revisin State of North map Carolina odplai hans joiareasned i an the coca; level, this To determine if flood insurance is available in this community, contact your insurance agent, the of Program at the it (COMA} revising portions of this pariah and digital versions o~ North Carolina Division of Emergency Managementor the National Flood Insurance Prog l I Program website
with s FEN accompanying Flood Insurance Cooperatievel,ng As a Technipartcal S l S this effort, of the National Flood Insurance Program, Floodway widths and other pertinent floodway jurisdictional boundaries and base map features, This map may contain roads that were of Map State considered in the hydraulic analysis of streams where no new hydraulic model was FIRM maybe available. Visit the Nort MA to produce and maintain this digital FIRM, encroachment widths n le. Visit the North Carolina Floodplain Mapping following phone numbers or websites: t ar01 i nOY~ t gc s,com, or contact the FEMA Map Service Center at 1-800-358-9616 g p National Flood Insurance Program
data forflooding sources studied by detailed methods as wellas non for flooding sources studied by limited detailed methods are provided In the FIS report created during the production of this statewide format FIRM, at www ncfloodmaps,com, or contac rrrww.nCfl00dmgpS for information on all related product e 1 c y ar t gg,i C. 1, a c i, Ai3 II related products associated with this FIRM, The FEMA Map Service NC Division of Emergency Management www.nfi .ncem.or 1-800-638-6620 www.fema.goy/nf,p
.COm for this jurisdiction, The FIS report also provides instructions for determining a floodway Center may also be reached by Fax a -800 358-9620 and its website at vvww.msc,fema,gov, (~1~) 715-8000 P reached by Fax at 1
ed detailed methods, using non-encroachment widths for flooding sources studied by limit

i
STATE OF NORTH CAROLINA FIRM PANEL LOCATOR DIAGRAM JOINS PANEL 976fi L~~ 79°06'30"
79°GS' 00" 79° 07' 30" 79° 07' 00" 1 960 OOD FEET 669 670 _ 67t ooo.+n t 9~o ago FEET SPL'v'!A~ FLCt?~ ; hD r,iZEAS (SFHAsj SUBJECT TO
._....!_~,,,._-M-,---••__•._.__~.-..,._ DOOM 760 000 FEET "'I'`~, """'E,"'"'-~r-~-~--r;- _ GUILFORD I gLAMANCE , ORANGE ~ a4a Gj2, - , , r_ ~ 760 00o FEET INUNDATION BY ~ ~fE 1 °i~ A1~INUAL CHANCE FLOOD d~ ~ ~t,• r ~ ~ _ ' _ ,
' ~T ' DURHAM ~ ~ r ~ . :,nn~.~ ' ~ I ~nc : ;rt I chancy flood (100 vea~ tiuod), also known as uae hasp flood, is the flood
i ~ ;r~ ~ ~~:~~J - ~ gas ~ "'6 ci,an e of t cn k eq~~a ed cr exceeded In an}' given year. The Special ~ 1, i 'G:i~ { L ~ I /area t, a:c jDj.. r' rIDC'_{in~ by th2 t°,~o d'~nual :~'anCc i~00d. Af°a5
'~_i~, - ri ~ ~ ,r ~i. . q ~ ~ r ~ i ~,F ,~~ecial blood hazard '.r-dude Zones A, .AF, ,AH; AO, AR, A9),'J; and '~E. The Base 'ZONE SX` ' ~ i, ~ oc` ev~tio°, is vGa:~.:-- ~ es.on o the s9: annual chance flora,
_ I , ~ ~ ~ _ ; ! I i lNE ,J d sa nwG z ins et m _ d.e d . . . i
i ~ ,1~ O - . _ , ~ ~ ~ . Base oc,d ~s detern• ' ` Z03LdF r~E r, tiuva~,c. Linea.
' ! ~ ~ `ZONE 'AE r , ZONE AE - ~ n; WAKE a ' 441 ' ~ ~ i y' ~ ~ - - i ~~~t~`; FIC f J. ! 3 fe?t ~15iJa~ @d i C~~. ~ ~<t ~ ~ ~ 'P ~ , F~ v er s o,~ pr;n ~~rg,; r r_e iozru ~
i ~ ~ ay, H', ~ , ~t:.' EiF._ . .,e~a:mi~~c~, t ! _ _ ~ ~ qq
- _ fir, a ~ r _ _ - i - ~ - r - x , 1. ' r `t',4 0~, ZQNE X a ~ t e l - ~ZONE,,X ~ `s j ~~NE A~ F~:c_ ~ep'n~ rf " ao 2 Est (usually sheet flow on sloping terrain!; s ~ d'verc ~ depulS :.ieter"1fnPd. For ared5 Of aililVld ian ilOOdln VeIQCit:es R _ ~
~ ~ ~ j ~ ~ ~ o ~ ~r b o ~ - _ ~ - alSG qe?e~`7iiY1E'C~.
i ~ I Z I - r~;°' 1 i r ~ l _ ~ ~ i . , 'i ~ w r0~ ~ - ~ , ~ r' t ~ , , i i yt, _ ` ~ a r I `+E ~ R Spec'a~ °"ood :~zare r a 9os~w~Er;y protected from the 1% annum 7 a . ~ f r ~ , ~ = i ~ha c ~ ;ou ay ~ flood _~itrcl system Chat was s.~hsequently
, . Z9 u 4 I' i w i , . i ~ - . - , ~ - _ _ ° I decert;tied. Zone ,r,R indic~testhaC the former flood contro; satem is
1 . ~ LEE - , ~ ~ f 48~. ~ , P ` , , ~ HARNETT e ~ , ' j being restorca to nrov'sde protecr=en fron-~ Che ? % annual chance or - ~ ,
. , . . ~ . , MOORE ~ ~ ~ZONE~ X , , ° ~ ~ 48' _ - 'I I greater flood. - ~ i? I r, 1 i ZuNE X94 Arca co be r ri r cea ,m 1 ; ~.~"n~;al chance flood by a Federal
, sy !a- l fiooJ protec,~t~n ~~~ierr ~,t~cler construction; no Base Flood Elevations
~ ~ - ~ deterr<<ner1. ~ ~ ~ y~6 a ' I nrI t , , • r.
u; { , p , „ ` : , ~ ~ 3~rNF . , Coas'a~ flood zone N~tr 4e r i. , r, iwave ac_icr), Base lood Flevations _ i ~ determined.
~ _ .ZONE ~AE iL aia F
_ ~ r' ~ ~,Ir' y . _ ~ FLOODINAY P,REAS IN ZONE. AE r--° , °'ZONE AE - - 3s°so' oo ~ f'beni Crcck~'~ , U 1 o c L..,
_ , _ ` ~ The flop-away is the channel of a s4ream plus any ~diacest 5oodplain areas that must be ~ 389
000 M - ' ,i„ '411 U': 3967 - / ' w ~ . ' ~ Ncpt free of encroachment so that the i `h a~mu3i chance flood can be carried without ~ ,A ~ ;ub~tantial increases in Flood heights.
~ ~ , , b'. ~ 1 ~.i; - as ~'~_..Q~1 OTHER FLOOD ARFAS
r „ , . ~ ' 4~,. 40a , ' ~ . ~ ~ eao ti~ I h~~ . . E fi
, ' -P, ;A _ - ~ _ - , A 406 ~ A..~ . _ i _ o, - ~ l ~ ZONE X Areas of 0.29° annual -fiance fiuod; areas of 1 % annual change flood
~ ~'1 ' 395 ~ W, 3B2 Jf~ ~ - ~ f - ~ with arcr~ ge depths o, less than i foot or .vith drainage areas less than 399.,5 N.,, i s \ o _ , :>n _ _ ~1,r. N, , 9 square mile; end areas pr~~-Tec+~d by levees from 1 annual ahanee
i~ , j F - - . , ~ ~1.. J flood. ` - ~ 57 500 EET
DATUM INFORMATION ~F~i _ ~ ~ ' - , ` 7 _.1 7. E . _ . , ~ OTH~R rAREAS
The projection used in the preparation of this map was the North Carolina ~ aee ~ ~J _ ~
E 200 The horizontal datum was the North American State Plane (FIPSZON 3 I. •rr x so i . ~ . datum e I i rences in - ZONE X Areas determined to be outsiae the 0.2°o annual chance floodplain. < 'E67 ZONE D Areas in which flood hazards are undetern-.fined, but possible.
'fe soid Dif 1 3 GRS80 el i , Datum o 98 I , p , , f P 1 , _ , P ~ ~ . , ' ' .r Universal Transverse Mercator zones used in the production of FIRMS for adiacenc w ~ ~ _ , r
jurisdictions may result in slight positional differences in map features across ~ _ ` - ~ ~ , i ~ "Poke6er„ ~Crer~ ~ ~ I ~ \i COJASTAL BARRIEk RES~QURCES SYSTEM (CBRS) AREAS t ~~'f,~,.. _y , ~ z;,~,, i
ese differences do not affect the accurac of this ~ ' - ' - 1 'urlsdictional boundaries, Th Y ~ ~f ~ -H ~
FIRM, All coordinates on this ma are In U.S, Survey Feet, where , - 1 U.S. Survey Foot = 1200/3937 Meters, .i. I l ~j ~~Ti SLR<~ iS~ P(:°~ , c=... c'J , .o (i7f'Asi
.t i ~aF ` v.,,~~ Ana OFAs a~s ro;mally located wit"'~~ ^~r adjaceni ;o Special Flood hazard Areas,
Food e evations on this ma are referenced to the North American Vertical ~ ~ . ZpNE I I p ~ ~ ti , . ~ ~ - . ..ZONE''.X~ _ , i 2 ~nr _ t'.3 SI~3nCe f`GOdn~ain bOLndal'y , -
Datum of 1988 (NAND 88), These flood elevations must be compared to structure , and around elevations referenced to the same vertical datum, An average ~ , G,~ % „_ai cra•u.e Poodpialn ~undary 3 - i !
offset between NAND 88 and the National Geodetic Vertical Datum of 1929 , ZONE•:,X - ~,a~_ oouncarr tl
NGVD 29 has been com uted for each North Carolina county, This offset was ~ ' I I P , Ira ~ nit~r I
v t' ns that were not revised Bunn the ~ - ~ _ ;ChaGhalll' COU~ . . then applied to the NGVD 29 flood ele a io g r ' . _ . ~ ~ r h o n ho non ac c u s w is o e F RM h offse f rma T e - creatio of t is state ~ N ~ , ~ ~ ~ ~ Unin~o>•pot~aied ,A n h' w'de fo t I ~ _ - - - x.~ero.>::.,~r;:;asomcaaz~s ~i`{,~i anC+ PP~ "C~lnda ;
' ~ ' yeas . ~ , this FIRM panel are shown in the vertical datum offset table below, Where a ~ ~ ' - ividina Special e~ooa i-~azar;a Area ,'.ores ar d srv ~ , . 1 r _,,~~c .ry dwid~n~ .,h,,,ial Flood Hazard Areas :~f N~fferent
- 37.0,299 county boundary and a flooding source with unrevised NGVD 29 flood elevations ~ ~ ~ ~ ' ~ ~ ~ ' . ti , ,t • : . ~ ~ _ _ _ E.~,.,_ tietat,ar {;god depths ar flood velccifles. a - 3ai r",
d and a lied Burin the ~ ~ 'ZONE °X - ~ - , are coinclden~, an individual offset has been calculate pp g W ~ , ,a, _ , creation of this statewide format FIRM, See Saction 6,1 of the accompanying Z ~ _ ~ ~ - 3LS_ , Fic4a'fc ' ne aic elevation (n ieet* . .
` , Flood Insurance Study report to obtain further information on the conversion d s ~ i ~ r.,, i .r4,. F1e~3rlU~. ,'alas v?~E ra' unl~Hm Nlt,}ll LLr}~'~ ~ z _ ~ ~
VD and NGVD 29, To obtain current elevation, rn ~ ~ of elevations between NA 88 _ ° z - ~ ~ Z~, NE~AE~~ , _va. ~ feet 0 1 `c Q , . ~ . , s r rt , ~ t P ~P
description, and/or location informaton for bench marks shown on this map, ~ - O h d R-~~ t .a tL_ .c.t,~ , rnencah Yc,...,, ~~,tum s9&8 1 . _ . . ' ~ ~ ~
please contact the North Carolina Geodetic Survey at the address shown below, ~ _ ~ p ' n rmat on Services Branch of the National Geodetic '`i You may also contact the I fo f - _ - ,P 1 c , - t ,0, 5 L Cwt n . z ! ~ ;1 ~ i
we ite at www,n s,noaa, ov, ~ " Survey at (301) 713.32A2, or visit its bs g g t~ _ r '7 - - ~ ~ rY3 ~~..~-m 23 1-an~rt line
f - _ . ~
North Carolina Geodetic SL:wey County Average Vertical Datum Offset Table I ' 121 West Jones Street County Vertical Datum Offset litl ~ - - ' j I Ceogr,f;0 coo~dsn,r ref~-crtced to the North American J3t ,'-q ~ ; ai G~" ~0 "2r' 30" t , , dOt4 Gatum o~ i983 (t~lP,~ 83?
, - ~ ~ 'r' Raleigh, NC 27601 Chatham - 0,76 35° 49' 30' _ 1 ~ - 5 49 30 .n ~ - 3 J 1c0~'rnctc L~,uve;sa, Transverse Mercator grid ticks, zone 1i
(919} 733-3836 ~ _ _ - ;~c o'' ' _ 2500-foot rid values: North Carolina State f lane coo ' a e „J„ e rain t - ~ 1 477 500 FEtT system (F~r~SZONE 3200, State Plane NAD 83 feet)
. www,ncgs,state,nc,us _ - , , ~ _ r,' ~i~ . - _ _ _ ' PM^' 10 North l.a~oiina Geo~i~tic Survey bench mark (see explanation
Example; NAND 88 = NGVD 29 + (-0,76) i ' ' , , . ' ~ in the D?rum information section of this FIRM anel , . 37s p
_ . - , ~ .4 Nationa' C:eo + .ti c; - ~ 3M551i) i ce c .,.,rvey bencn mark (see explanation in
A I s reams li ed n the Flood Hazard Data Table below were studied b 39ss o0o M ' I t st I Y ~ ' , _ ~ ' I' ~'f~~ ~ ® the Datum Information section of this FIRM anel . - ~ ~ ~ 0 M1,~ River n-Ills
detailed methods using field survey, Other flood hazard data shown on this _ s o m'ted Beta led , map may have been der(ved using either a coastal analyst r II i ( , - - ~ ~l
n rm on on the floodin sources studied b these ' ~ . nvenne analysis, More i fo ati g Y ' ~ . ~ { 003 m 3966
_ _ . . analyses is contained In the Flood Insurance Study report, ' . _ _ - i
~ ~ ~,0 - 370 ~
- ~ - . . . i ~ _ ~ ~
- -~.o ~ _ ' it ~ >ZONE',AE i
- . , - _ LF, i
a E, - i - ZONE X'` ~ '
i -i - '~A ,i i '-1.' , - - 315 'L _ ~ i 1~ - "1
if ~ tj" _
, i _ 1 ' r o~ . _
- ~ ~ ZONE~~X~ > ~ , _ -
~ . ' _ ~1 'OE~ 1
- `t' ' i~ ~ p{ i 9
' S ~ i
' . ~ ~ i ; ~ i d ~ - - f 3
_ ~ _ - - - 3~8 }
S, r, r~ 299 '
. - . , i
f ~;r~ ~ ~f:': _ _ x G. } - ~ X ~JC ~

P ~ , _ ~ ; i I ~ ~
4 . 752 500 FEET - ~ - - - _ 1 ~ ' 1 l L''Fn~ I~ S
_ - _ ~ ^u;. i l~:i i ~:;~~1 - ~ t l ~ f -v is5;il F30E~?"n t
_ - . ~ u ~ti. ~ ' - - _ " _ c i 79b
_ , 35°49'00" i r~~aP s~,A~~ - ~~a' s,ooa~
" u' _ . ° t ~ - \ ' ~ W , - ,1.~ 1 35°a9~ oo~, ~ 2sc a 5r,,. ~ooo - - - . ~ Ci~~~ FEET
I `I i . ~ - , ~ r. a ~i ~ . ' - . ~ ~ i I . _ C j ~ METERS
, i i . 1 , ~ _E„ 3J2~' : ` 150 0 150 300 ZONE X
_ - e ~ , i. , . , _ ~ - _ . ~ - , I ;ZONE Xr
1 _ . , I I' , ,.r ..y ~ - , 286
~ , l 1 _
P,ohcbtm C~r~Erf ~ D I ~'I ~ ~ PANEL 9765) . ~ .787 j
3965 00o M , i = ~ ' - I
. k. ' - ~ - , i ~ , 'I i l~
o-~ ~ 3965 i i ' I
ZONE~~X I®~~ I' `qFw 777 : I ~ „s asro Q ~
. ~ ~ ~ . , . . - ~ . ~ FI~OD ~N URANCE RAE AP S TM
7, ~ '~o._ , ' _ ~ ~ . ;c° r ~ ~ ' OZONE-SAE i
r ~ , . ~ n. ' S -,i ' ` ' ~ ~t _ I ~ NORTH CAROLINA z, ~ - I ~l i'
. .m - I ~1 ..ti ~ tie - r; _ ~ 'd8 I~ ~i~i ~I ~ - i
- ~ - ~ _ t~ . ae ; . ~ a i I ~ ire , Q
)~~F , r ~ ~ ~ ~ I'~
~LIMJT 0@.-FLOODWA~~-. - r ~ r~ 'S_E LOCAT~'~ G~AGRAP~ OR MAP INDEX FOR FIADA
- _ _ ~ ~ ' i' I ' r i~ ~ v I L~I Hi~~. A 0 L i
- y . ~ II r~i~ j, i I rP~ ~ ~3y5; • :ZONE rX~ ~ ~ ~9 fC~JiAINS;
~ 8~ r _ , i '4r'~~' 'I!, r1~1, ~
''``~4 ~ s, a ZONE.X ~ ZONE"'X~ _ , I _~'v:~' CID ho, PAVEL SJFFIX .r, ~i a ~ - ' I i v ~ i Ati i J b T ~ ~ ~ G..`~ L' I ~ CHA.?li i f COUNTY 3102G5 87E6 J ~ _ _L.~~ ~ 7-0 000 FEE II
760 OOC FEET , ' ~ ~ k~'~ - 1960 000 FEET 669 00o M 1 962 500 FEET 1610 aoa M 1671 1 970 OOU FEET
79°J8'00" 79'07'30" 79°07'00" JOINS PANEL 9764 P9°06'30" I 'illi~~i ~i ~ m-r
) c_
i ' j ~ i J.
NUI t~) IU U5tK5 PRELIMINARY 1
j i h Jl i ail i I
This map is for use in administering the National Flood Insurance Program, It does not Certain areas not in Special Flood Hazard Areas may be protected by flood control This map reflects more detailed ai .IU ,3205 ; more detailed and up-to-date stream channel configurations than MAP REPoslToav
necessarily Identify all areas subject to flooding, particularly from local drainage sources structures, Refer to Section 4,4 "Flood Protection Measures" of the Flood Insurance those shown on the previous FIF of small size. The community map repository should be consulted for possible Study report for information on flood control structures in this jurisdiction, that were transferred from the p the previous FIRM for this jurisdiction, The floodplains and floodways Refer to listing of Map Repositories on Map Index or visit www.ncfloodmaps.com. C I, rred from the previous FIRM may have been adjusted to conform to
I ® updated or additional flood hazard fnfurmatlon, these new stream channel configr n channel configurations, As a result, the Flood Profiles and Floodwa y
r Y S Base ma information and eos atial data used to develop this FIRM were obtained from Data tables in the Flood Insuranr e Flood Insurance Study report (which contains authoritative hydraulic EFFECTIVE DATE OF FLOOD INSURANCE RATE MAP PANEL
14 WTE~Clj To obtain more detailed information in areas where Base Flood Elevations (BFEs) various organizations, including the participating local community(ies), state and federal data) may reflect stream channel dand/or floodways have been determined, users are encouraged to consut the Food reMa°scooaeaar~rrc rnca~PaRrn.GR , Flootlwa ry agencies, and/or other sources. The primary basis for this FIRM is aerial imagery acquired by ,tream channel distances that differ from what is shown on this map, i
Profiles ~~7~~°`'bo y Data, Limited Detailed Flood Hazard Data, and/or Summa of Stillwater Chatham Coun ,The time period of collection for the ima e is 2002 Information nd P le re er to the se aratel ri I , vcqc G ra,,n,t+~r ,h~w~i below should be used ie separately panted Ma Index for an overview map of the county r EFFECTIVE DATE(S) OF REVISIONiS}TO THIS PANEL when rIadne mop orders, the Community Number shown
Elevations tables contained within the Flood Insurance Study (FIS) report that accompanies p 9 ry , a eas f p y p this FIRM, Users should be aware that BFEs shown on the FIRM represent rounded geospatial data supplied by the local community(ies) that met FEMA base map specif'cations showing the layout of map panels; it of map panels, community map repository addresses; and a Listing of I ~I 111 I ~ ~ I ! i I 'above ahould he used on insurance applications for the subject
whole-foot elevations, These BFEs are intended for flood insurance rating purposes were considered the preferred source for development of the base map, See geospatial Communities table containing Natic 1 containing National Flood Insurance Program dates for each community ig of the panels on which each community is located,
This digital Flood Insurance Rate Map (FIRM) was produced through a unique only and should not be used as the sole source of flood elevation Information. Accordingly, metadata for the associated digital FIRM for additional Information about base map as well as a listing of the panel cooperative partnership between the State of North Carolina and the Federal flood elevation data presented in the FIS report should be utilized in conjunction with preparation, Ifyou have questions about i it I~il,! -ZA , II EFFECTIVE BATE MAP NUMBER
Emergency Management Agency (FEMA), The State of North Carolina has the FIRM for purposes of construction and/or floodplaln management, tions about this map, or questions concerning the National Flood ill (III, 37109765001
implemented a long term approach of floodplaln management to decrease Base map features shown on this map, such as corporate limits, are based on the Insurance Program in generate pie Tt in generate please call 1.877-FEMA MAP (1-877-336-2627) or visit the
the costs associated with flooding, This is demonstrated by the State's com- Boundaries of regulatory floodways shown on the FIRM for flooding sources studied most up-to-date data available at the time of publication, Changes in the corporate FEMA website at www,fema,gov mitment to map floodplaln areas at the local level, As a part of this effort, the by detailed methods were computed at cross sections and interpolated between cross limits may have occurred since this map was published, Map users should ~s t www,fema,gov. For community map revision history prior to statewide mapping, refer to the Community Ma , P History table located m the Flood Insurance Study report for this jurisdiction: ,1 t N
State of North Carolina has joined in a Cooperating Technical State agreement sections, The floodways were based on hydraulic considerations with regard to requirements consult the appropriate community official or website to verify current conditions of An accompanying Flood Insurance Flood Insurance Study report, Letter of Map Revision (LOMB) or Letter
with FEMA to produce and maintain this digital FIRM. of the National Flood Insurance Program, Floodway widths and other pertinent foodway jurisdictional boundaries and base map features. This map may contain roads that were of Map Amendment (LOMA) revis ant LOMA) revising Portions of this panel, To determine if flood insurance is available in this community, contact your insurance agent, the an~h and digital versions of this (
data for flooding sources studied by detailed methods as well as non-encroachment widths not considered in the hydraulic analysis of streams where no new hydraulic model was FIRM may be available, Visit the Noi for flooding sources studied by limited detailed methods are provided in the FIS report created during the production of this statewide format FIRM, at www.ncfloodmaps.com, or cony able, Visit the North Carolina Floodplain Mapping Program website North Carolina Division of Emergency Management or the National Flood Insurance Program at the .<C3 s,com, or contact the FEMA Ma Service Center at 1-800-358-9616 following phone numbers or websites: a
wuwu.ncfloodmaps.com for this jurisdiction, The FIS report also provides instructions for determining a floodwaY for information on all related produ P , State of North Carolina all related products associated with this FIRM, The FEMA Map Service NC Division of Emergency Management National Flood Insurance Program
using non-encroachment widths for flooding sources studied by limited detailed methods, Center may also be reached by Fax 3 reached by Fax at 1-800-358-9620 and its website at www,msc.fema.gov, [phone] www.nfip.ncem.org 1-800-638-6620 www.fema.gov/nfip ~i 11 ~ii reClr,rdi Emergency Management AgenCy~

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S~~~ INDEX
OAS- OVERALL SIfEPLAN
Pn-~, wATER guALrT,Y POND #4 DE`s
PD-4B WATER gUALtlY POND #4 D
PD-4C WATER gUAIlI~' POND #4 DETAILS
PD-4D WATER gUALT1Y POND #4 DETAILS
PD4-LS w~r<TER guALtIY Porn PLArmrrG PLAN
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Y~.2~ (1 F •~1~ i~ I. C9~w._ PLANS FOR WATER QUALITY PONDS #1, #2, #3, #5, ANC ~eB (WN,'C~t p:.RE: ALL iN PHASE iV A'l ~ ARC
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I ` .AL DRAWING ~ ; T , L) FOR CONSTRUC T'ION