20050539 Ver 1_SW Complete File_20050329

OF W A
O .?
(L6- T D?:G
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
July 22, 2005
McCar Homes
Attn: Mr. Jeff Akin
15401 Weston Parkway, Suite # 175
Cary, NC. 27513
Subject Property: Weston Place.
Approval of Storm water Management Plan
Dear Mr. Akin:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 05-0539
Wake County
On June 30, 2005 the Division of Water Quality (DWQ) received the revised storm water management plan
prepared by your engineer, Mr. Ted Credle, P.E., of Withers & Ravenel Inc, to comply with the conditions of 401
Water Quality Certification issued on May 25, 2005.
The Plan has been reviewed and satisfies the storm water management conditions of the 401 and Neuse River Buffer
Rules as stated. The structural storm water practices as approved by DWQ as well as drainage patters must be
maintained in perpetuity. In addition, you should obtain or otherwise comply with any other required federal, state
or local permits before you go ahead with your project including (but not limited to) Erosion and Sediment Control,
Neuse Buffer Rules and Non-discharge regulations.
No changes to the structural storm water practices shall be made without written authorization from the Division of
Water Quality. Storm water easements shall be recorded for a distance of at least 10 feet on each side of all storm
water conveyances on all lots containing these structures including future access for maintenance. The storm water
easements shall allow for the ability to maintain the structures, perform corrective actions as described above and
shall provide protection of the structures from potential alternations by future property owners. The authorization to
proceed with your proposed impacts or to conduct impacts to waters as depicted in your application and as
authorized by the Certification shall expire upon expiration of the 404 Permit.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act and the
Neuse riparian buffer protection rule as described within 15A NCAC 2B .0233. If you have any questions, please
telephone Sam A. Aghimien, at 919-733-3574.
CBKlsaa
Sincerely,
1 AlA?WK m ek, P. E.
cc: USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Ted Credle, Withers & Ravenel Inc, # 111 MacKenan Drive, Cary, NC.27511
Filename: 05-0539 Weston Place SWM Approval, 7-22-05
401 OversighVExpress Review Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone]/ Internet: htt;)://h2o.enr.state.nc.us/ncwettands
o One
NhCarolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
Project Name: Weston Place
Project No. DW Q 05-0539
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
7/7/2005
elevations 3.0 average depth status
Bottom of Basin (ft) 344
Permanent Pool (ft) 347 3 ft. depth ok
Temporary Pool (ft) 350 3 ft. depth ok
areas
Permanent Pool SA (sq ft)
13939
13382 sq. ft.
ok
Drainage Area (ac) 12 13493 based on avg depth ok
Impervious Area (ac) 7.6 63.3 % -

volumes
Permanent Pool (cu ft) 41600
Temporary Pool (cu ft) 41820 27007 cu. ft. ok
Forebay (cu ft) 8000 19.2 % ok

other paranieters
SA/DA 2.56 2.56 -
Orifice Diameter (in) 2 0.13 cfs drawdown -
Design Rainfall (in) 1 3.8 day drawdown ok
Linear Interpolation of Correct SA/DA***
3 ft. Permanent Pool Depth
% Impervious SAIDA fron (Avg. Depth)
Next Lowest 60 2.4 2.420549537 1.08
Project Impervious 63.3 2.56 2.58 1.20
Next Highest 70 2.88 2.902573355 1.43
3 ft 4

s
Project Name: Weston Place
Project No. DWQ 05-0539
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
6/13/2005
elevations 2.7 average depth
Bottom of Basin (ft) 344
Permanent Pool (ft) 347 3 ft. depth
Temporary Pool (ft) 350 3 ft. depth
areas
Permanent Pool SA (sq ft)
13939
13382 sq. ft.
Drainage Area (ac) 12 15.453:; based on avg depth
Impervious Area (ac) 7.6 63.3 %
volumes
Permanent Pool (cu ft)
37766
Temporary Pool (cu ft) 41820 27007 cu. ft.
Forebay (cu ft) 8000 21.2 %
other parameters
SA/DA 2.4 2.56
Orifice Diameter (in) 2 0.13 cfs drawdown
Design Rainfall (in) 1 3.8 day drawdown
Linear Interpolation of Correct SAIDA * **
Next Lowest
Project Impervious
Next Highest

3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
60 2.4 2.783622928
63.3 2.56 2.96
70 2.88 3.301403974
3 ft
nsec? A C13Ib?

status
ok
ok
ok
check- surfac
ok
ok
ok
1.08
1.20
1.43
4
L
?
Project Name: Weston Place
v
Project No. DWQ 05-0539
Pond No.
SUBMITTED DESIGN. 1 REQUIRED DESIGN:
6/13/2005
elevations 3.0average depth status
Bottom of Basin (ft) 344
Permanent Pool (ft) 347 3 ft. depth ok
Temporary Pool (ft) 350 3 ft. depth ok
areas
Permanent Pool SA (sq ft)
13939
13382 sq. ft.
ok
Drainage Area (ac) 12 13493; based on avg depth ok
Impervious Area (ac) 7.6 63.3 % -
volumes
Permanent Pool (cu ft) 41600
Temporary Pool (cu ft) 41820 27007 cu. ft. ok
Forebay (cu ft) 8000 19.2 % ok
other parameters
SA/DA 2.4 2.56 -
Orifice Diameter (in) 2 0.13 cfs drawdown -
Design Rainfall (in) 1 3.8 day drawdown ok
Linear Interpolation of Correct SAIDA * * *
3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 2.4 2.420549537 1.08
Project Impervious 63.3 2.56 2.58" 1.20
Next Highest 70 2.88 2.902573355 1.43
3 ft 4
dak cF c?es:? ?s sfi??
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WITHERS RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
MEMORANDUM
TO: Alan W. Klimek, PE, Director of Division of Water Quality
FROM: Stephanie Hall, Withers & Ravenel
DATE: June 7, 2005
PROJECT: Weston Place - McCar Homes
SUBJECT: Condition for Approval #7
Per the condition for approval #7 included in your letter dated May 25, 2005 - the site plan was
modified to include an extended dry detention basin at the outfall numbered "FES 80." The Best
Management Practices for the site are as follows:
• BMP 1: Wet Detention Basin with level spreader at outlet - 85% TSS Removal
• BMP 2: Extended Dry Detention Basin (50% TSS Removal) with level spreader at outlet
discharging sheet flow into natural forested filter strip (40% TSS Removal) - 90% TSS
Removal
• BMP 3: Extended Dry Detention Basin (50% TSS Removal) with level spreader at
outlet discharging sheet flow into natural forested filter strip (40% TSS Removal) -
90% TSS Removal
The basins are designed to retain the first inch of rainfall and allow it to draw down over a
period of 2 to 5 days. Attached you will find the calculations used for sizing the basins and
the draw down orifices. See the Stormwater Management Plan included with the previous
submittal for routing information on the wet detention basin. Please contact me with any
comments or questions.
iii MacKenan Drive Cary, North Carolina 27511 tel:[phone] fax:[phone]oo8 www.withersravenet.com
Project Name: Weston Place Project #: 204070.01
City/St.ite: Cary, NC Date: 7-Jun-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiencv in the Piedmont
% Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DVVQ Stormwater Best Management Practices, pg. 5, April 1999
STORMWATER BMP 1 - WET POND (25% TN Removal and 85% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 7.39 98 7.2
Open Space 3.78 10 0.4
Woods 0.859 0 0.0
Totals 12.029 7.6
Total % Impervious Surface Area = 63.3 %
Normal Pool 3 4 5 6 7 8 9
SA/DA 2.40 2.03 1.71 1.51 1.29 1.18 1.10
SA Required 12575.598 10636.860 8960.113 7912.147 6759.384 6183.002 5763.816
Normal pool depth - 3.0 feet
Normal pool elevation = 343.0 feet
Surface area required = 0.289 acres
Normal pool elevation = 343.0 feet
Surface area provided - 0.320 acres
13939 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I - Percent impervious
Rv = 0.62 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.622 acre-ft
27078 cu. ft.
Water quality pool elevation- 345.00 feet
Storage volume provided - 0.688 acre-ft
29969 cu. ft.
Draw down device: Draw down time:
2" Orifice 79 hours
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.26 100 1.3
Open Space 3.14 10 0.3
Woods 0 0 0.0
Totals 4.4 1.6
Total % Impervious Surface Area = 35.8 %
Normal pool elevation = 343.0 feet
Surface area provided = 0.217 acres
9.353 sq. ft.
Project #: 204070.01
Date: 7-Jun-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I = Percent impervious
Rv - 0.37 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.136 acre-ft
5941 cu. ft.
Water quality pool elevation= 324.50 feet
Storage volume provided = 0.142 acre-ft
6168 cu. ft.
Draw down device: Draw down time:
1" Orifice 49 hours
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 3 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 0.68 98 0.7
Open Space 0.14 10 0.0
Woods 0 0 0.0
Totals 0.82 0.7
Total % Impervious Surface Area = 83.0 %
Project #: 204070.01
Date: 7-Jun-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv - 0.80 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.054 acre-ft
2372 cu. ft.
Water quality pool elevation = 352.30 feet
Storage volume provided = 0.054 acre-ft
2352 cu. ft.
Draw down device: Draw down time:
1" Orifice 48 hours
RESERVOIR WATERSHED PROTECTION DETENTION DEVICES MAINTENANCE AGREEMENT
PROJECT: Weston Place Cary Project # 05-SP-004
RESPONSIBLE PARTY: McCAR Homes PHONE NO.: 919-678-0016
ADDRESS: 15401 Weston Parkway, Suite 175
Carv. NC 27513
Monthly
a) Remove debris from detention devices
b) Remove any rodents that may be present a source of blockage for the discharge pipes
c) Inspect for proper drainage from the detention devices
d) Inspect the discharge outlets for erosion, debris, etc.
II. Semi-Annually
a. Inspect the collection systems (i.e., riser, piping, grassed swales) for proper functioning.
b. Clear accumulated trash from basin bottoms and check piping for obstructions.
c. Remove accumulated silt in order to maintain adequate runoff storage.
d. Reseed the grass slopes around the pond to prevent erosion and unnecessary silt
contribution to the ponds.
e. Inspect the pipes for cracks in the joints or damage. Repair any signs of infiltration or
exfiltration.
III. General
a. All components of storm water detention devices are to be kept in working order.
b. This property and storm water. detention devices are also subject to the Operations and
Maintenance Manual filed in relation to this project.
c. In case the ownership of the impoundments transfers, the current owner shall, within thirty (30)
days of transfer of ownership, notify the Town of Cary Engineering Department, Stormwater
Management Division of such ownership transfer.
\?" 1-? K-t y
hereby acknowledge that I am the financially responsible party for Maintenance of these impoundments.
I will perform the maintenance as outlined above, as part of the Certificate of Compliance with
Stormwater Regulations received for this project.
Signature: Date: - QI?Ak 01--- I, Yie 61 ?? V) W? r, a Notary Public for the State of , County of 'IJUr a? ,
o hereby certify that SVN personally appeared before me this g day of
,¢, , 20 05 and acknowledge due execution of the foregoing instrument. Witness my
hand an ficial seal. da,
Seal My commission expires:
NOTARY .
PUBUC
Watershed Protection Agreement Page 1 of4
OPERATIONS & MAINTENANCE MANUAL
Project: Weston Place
WATERSHED PROTECTION DETENTION DEVICES
Cary, NC
Owners: McCAR Homes
Address: 1540 Weston Parkway; Suite 175
Cary, NC 27513
Phone Number: 919-678-0016
Prepared by: Withers & Ravenel
Date: June 8, 2005
Project: Weston Place
Date Constructed: 06/13/05 (anticipated plan approval date)
Location: Cary Parkway
Receiving Water Course:
Contractor:
Grading Contractor:
Unnamed Tributary to Crabtree Creek
ForMatt Bobcat Services Inc.
ForMatt Bobcat Services Inc.
OPERATIONS AND MAINTENANCE MANUAL
WESTON PLACE WATERSHED PROTECTION DETENTION DEVICES
This manual establishes procedures for maintenance and operation of the Weston
Place storm water detention devices in accordance with the Town of Cary guidelines as
set forth in Section 4.6 of the Cary LDO.
SECTION I - MAINTENANCE OF DETENTION DEVICES
Erosion - Erosion occurs when the water concentrates causing failure of the vegetation
or when vegetation dies and sets up the environment for rill erosion and eventually
gullies from the stormwater runoff. The areas should be inspected. Proper care of
Watershed Protection Agreement Page 2 of4
vegetative areas that develop erosion is required to prevent more serious damage to
the site. Rills and gullies should be filled with suitable soil compacted and then
seeded. Where eroded areas are detected, the cause of the erosion should be
addressed to prevent a continued maintenance problem. This can be corrected by
reshaping, to more evenly distribute the runoff to areas not experiencing erosion
problems.
Rodent Control - Any rodents that have fallen into the device should be removed so
that they do not present a source of blockage for the discharge pipe.
Trash and Debris - Trash acts as a barrier to stormwater discharge and attracts
unwanted pests. The detention device should be kept clear of debris such as loose
bottles, cans, food containers and other forms of rubbish.
SECTION II - MAINTENANCE OF THE CONTROL STRUCTURE
Inspection of Conduits - Conduits should be inspected thoroughly on a semi-annual
basis. Conduits should be visually inspected at the joints. Pipes should be inspected
for proper alignment (sagging), elongation and displacement at joints, cracks; ,leaks,
surface wear, loss of protective coating, corrosion and blocking. Problems with
conduits most often occur at joints and special attention should be given to them during
inspection. Joints should be checked for gaps caused by elongation or settlement and
loss of joint filler material. Open joints can permit erosion of the earthwork and possible
the piping of soil material through the joints. A depression in the soil surface over the
pipe may be signs that soil is being removed from around the pipe.
The riser structure should be visually inspected semi-annually for any seepage through
mortar joints or cracks in the walls of the structure.
The skimmer should be cleared of any debris that may build up around the screen and
the PVC extension should be checked for damage.
SECTION III - RECORD KEEPING
Operation of the storm water detention device should include recording of the following:
Semi-Annual Inspection Reports - A collection of written inspection reports should be
kept on record in Section IV of this manual. Inspection should be conducted semi-
annually. Copies should be provided to the Town of Cary Town Engineer.
Observations - All observations should be recorded. Where periodic inspections are
performed following significant rainfall, these inspections should be logged into the
Periodic Inspection, Operations and Maintenance Form in Section IV of this manual.
Watershed Protection Agreement Page 3 of4
Other Operational Procedures - The owner should maintain a complete and up-to-date
set of plans (as-built drawings) and all changes made to the detention device over time
should be recorded on the as-builts.
Sedimentation and Dredging - Sedimentation from on-site and off-site soils will
eventually result in a decrease of the storage capacity for these ponds and will have to
be removed. The frequency of this sediment removal can be reduced by ensuring that
the site areas be stabilized with a vegetative ground cover such that it restrains
erosion. This would include a periodic application of fertilizer and/or other treatment
necessary to promote a stable ground cover and minimize sedimentation to the device.
The removed material should be hauled offsite to a suitable landfill site or mounded
somewhere on site and stabilized with a ground cover sufficient to restrain erosion.
Watershed Protection Agreement Page 4 of 4
SECTION IV - INSPECTIONS REPORT LOG
ITEM INSPECTED I DATE I NECESSARY REPAIRS I DATE REPAIRED
Project No. DWQ U 5-o6 V7 (to be provided by DTVQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Manauement Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
Project Name : W FS7-oiv P4gcE
Contact Person: T E D GK E D eE Phone Number: (9/9 ) 535 -:51q0
For projects with multiple basins, specify which basin this worksheet applies to: Brh f d' ;f-
Basin Bottom Elevation 3 il ft.
Permanent Pool Elevation 3+7 ft.
Temporary Pool Elevation 3 50 ft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area 13,139 sq. ft.
Drainage Area '12.0 ac.
Impervious Area '7. to ac.
Permanent Pool Volume 371 -7 to (o cu. ft.
Temporary Pool Volume 411 820 cu. ft.
Forebay Volume 000 cu. ft.
SA/DA used Z .40
Diameter of Orifice 2 " in.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
II. REQUIRED ITE1vIS CHECKLIST
The following checklist outlines design requirements per the Stormwater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) 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. I fa requirement has not been met, attach an explanation of
why.
Applicants Initials
y ?L The temporary pool controls runoff from the 1 inch storm, event.
The basin length to width ratio is greater than 3:1.
The basin side slopes are no steeper than 3:1.
'AEG A submerged and vegetated perimeter shelf at less than 6:1 is provided.
ngf Vegetation to the permanent pool elevation is specified.
3F,C An emergency drain is provided to drain the basin.
Im The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
)f_G The temporary pool draws down in 2 to 5 days.
?&G The forebay volume is approximately equal to 20% of the total basin volume.
y EL Sediment storage is provided in the permanent pool.
tG Access is provided for maintenance.
JEG A minimum 30-foot vegetative filter is provided at the outlet.
n F_ G A site specific operation and maintenance (O&M) plan is provided.
7 G A vegetation management/mowing schedule is provided in the O&M plan.
7? G Semi-annual inspections are specified in the O&M plan.
?G A debris check is specified in the O&M plan to be performed after every storni event.
F G A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
C(- A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
DWQ Project No. 05 -b 53 9
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete
Project Name : W E 5T 0A1
Contact Person: TED GQ 601- 6 Phone Number. (`Il 9) S3 S -
Level Spreader ID: rE 5 I o
Level Spreader Length `}' O ft. (perpendicular to flow)
Drainage Area I Z -3 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 3 . D ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope ("D % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm 0'7- cfs ) AV., Jraw ? c-J-
Max. Discharge to Level Spreader O.1 8 cfs
Filter Strip/Buffer Vegetation F.l .- 54,"12 (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method /J
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
44 Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
7 4 L Pre-Form Scour Holes are on flat slopes only
7 L No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
following information):
/-,+ e- e
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Project No. DWQ O S^ 0 5 3 9
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name: ti E 5 7-0 /1
Contact Person: 7-90 C
PLA-e-E
Phone Number: ( 919 ) 535 -6_190
For projects with multiple basins, specify which basin this worksheet applies to:_ 3 M P'a Z
Drainage Area:4.4acres Percent Impervious Area: 35.8%
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, November 1995) 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 a requirement has not
been met, attach an explanation of why.
Applicants Initials
I £L Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
11 re capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain c • 13G ?? - FT
f R The basin length to Wdth ratio is greater than 3:1. - Due- Y- s44P e
3E G The basin side slopes are no steeper than 3:1.
y£C A small permanent pool at outlet orifice is provided to reduce clogging.
?eL An emergency drain to completely empty the basin is provided.
In £G Vegetation plan prepared is specified on plans.
xr- Basin to be stabilized within 14 days of construction is specified.
SEC. Sediment storage (20% of detention volume) in addition to detention volume is provided.
XC Inlet and outlet erosion control measures to prevent scour are provided.
A5q -1 CL Additional treatment to meet the 85% TSS removal efficiency is provided.
7 fL Access for clean-out and maintenance is provided.
'3EG Inlet plunge pool or other energy dissipation is provided.
F-G Forebay is provided to capture sediment and minimize clean-out problems.
y U. Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
EC. Seasonal high water table is at least 1 foot below bottom of basin.
9G6 If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
nF_e- A site specific operation and maintenance plan with the following provisions is provided.
J9G The 0&M agreement is signed by the responsible party and notarized.
DWQ Project No. 0:5 -65317
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : t'J as PAL E
Contact Person: 7-60 G R Eo G G Phone Number: ( 919) 5'.T!5 -:5 190
Level Spreader ID: , F'E-.> (,p
Level Spreader Length 90 ft. (perpendicular to flow)
Drainage Area 1,6 ac. (on-site and off-site drainage to the level spreader)
Impervious Area o . 3 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope . a % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm G.3 cfs
Max. Discharge to Level Spreader t' • 3 cfs
Filter Strip/Buffer Vegetation F; 14-e, Stt,; o (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method /v
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
£L Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
1 E G Pre-Form Scour Holes are on flat slopes only
y £G No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Project No. DWQ
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name:
Contact Person:
Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:_ $mP 43
Drainage Area: 1.1 acres Percent Impervious Area: 41 %
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, November 1995) 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 a requirement has not
been met, attach an explanation of why.
Applicants Initials
£ C Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
3 f6 capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain O - 051+ acrt - Aar-
A3 The basin length to width ratio is greater than 3:1. dwL +o s; .2,e.
I £L The basin side slopes are no steeper than 3:1.
7 £L A small permanent pool at outlet orifice is provided to reduce clogging.
?-G An emergency drain to completely empty the basin is provided.
1 C. Vegetation plan prepared is specified on plans.
1-1 EL. Basin to be stabilized within 14 days of construction is specified.
'S fl Sediment storage (20% of detention volume) in addition to detention volume is provided.
nr_ G Inlet and outlet erosion control measures to prevent scour are provided.
?fL Additional treatment to meet the 85%TSS removal efficiency is provided.
I F', Access for clean-out and maintenance is provided.
If-c- Inlet plunge pool or other energy dissipation is provided.
Iff- Forebay is provided to capture sediment and minimize clean-out problems.
'1 EL Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
fl- Seasonal high water table is at least 1 foot below bottom of basin.
AEG If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
I eL A site specific operation and maintenance plan with the following provisions is provided.
J UG The 0&M agreement is signed by the responsible party and notarized.
DWQ Project No. S -0 5 3`7
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please comple
Project Name : L-1 ESTOnJ
Contact Person: 7_6D Gk Eo
Level Spreader ID:. FES 50A
Level Spreader Length 67 ft.
Drainage Area 1.1 ac.
Impervious Area D.5 ac.
Maximum Filter Strip/Buffer Slope lr .D %
grass
Max. Discharge from a 10 Year Storm s? 3 cfs
Max. Discharge to Level Spreader 5.3 cfs
Filter Strip/Buffer Vegetation '5i-r"e
Pre-treatment or Bypass Method /J
REQUIRED ITEMS CHECKLIST
O
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)'
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
£G Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
the following information):
LNG&
Phone Number:
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
OW AT ?9QG
0
CO ? r
o ?
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
May 25, 2005
McCar Homes
Attn: Jeff Akin
15401 Weston Parkway, Suite # 175
Cary, NC. 27513
Subject Property: Weston Place
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 05-0539
Wake County
Approval of 401 Water Quality Certification and with Additional Conditions
Mr. Akin:
You have our approval, in accordance with the attached conditions and those listed below, to place fill
within or otherwise impact 407 feet of streams for the purpose of a residential subdivision at the subject
property, as described within your application dated March 29, 2005 and received by the N.C. Division of
Water Quality (DWQ) on March 29, 2005. After reviewing your application, we have decided that the
impacts are covered by General Water Quality Certification Number 3402 (GC3402). The Certification(s)
allows you to use Nationwide Permit 39 when issued by the US Army Corps of Engineers (USACE). In
addition, you should obtain or otherwise comply with any other required federal, state or local permits
before you go ahead with your project including (but not limited to) Erosion and Sediment Control and
Non-discharge regulations. Also, this approval to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application shall expire upon expiration of the 404 or CAMA
Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Certification and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 2H.0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Riparian Buffer Rules Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved nits Plan Location or Reference
Stream 407 linear feet (330
intermittent and 77 perennial) Sheet 4 of 4 and 2 of 4
401 OversighttExpress Review Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/ FAX [phone] / Intemet.• http://h2o.enr.state.nc.us/ncwetiands
N i Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 500/6 Recycled/10% Post Consumer Paper
McCar Homes
Page 2 of 4
5/25/05
2. Erosion & Sediment Control Practices
Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
4. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters
is unavoidable, they shall be removed and the natural grade restored within six months of the date
that the Division of Land Resources has released the project.
5. No Zone 1 & Zone 2 impacts (except for "exempt" uses as identified within 15A NCAC213.0233)
shall occur to Zone 1 & Zone 2 of the protected riparian buffers unless otherwise approved by the
DWQ. No impervious surfaces shall be added to the Zones, unless otherwise approved by the
DWQ.
6. Diffuse Flow
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities through the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be necessary to provide stormwater facilities that are considered to remove
nitrogen. This may require additional approval from this Office.
McCar Homes
Page 3 of 4
5/25/05
7. Written Stormwater Management Plan (Final Plan Needed)
An additional condition is that a final, written stormwater management plan (including a signed
and notarized Operation and Maintenance Agreement) shall be approved in writing by this Office
before the impacts specified in this Certification occur per Condition No. 4 in GC No. 3402. The
stormwater management plan must include worksheets, plans and specifications for stormwater
management facilities that are appropriate for surface waters classified as Class C, NSW and
*303d listed waters and designed to remove 85% TSS according to the most recent v6rsion of the
NC DENR Stormwater Best Management Practices Manual. These facilities must be designed to
treat the runoff from the entire project, unless otherwise explicitly approved by the Division of
Water Quality. These facilities must be either bioretention, a constructed wetland or a wet pond
followed by a forested filter strip. Also, before any permanent building is occupied at the subject
site, the facilities (as approved by this Office) shall be constructed and operational, and the
stormwater management plan (as approved by this Office) shall be implemented. The structural
stormwater practices as approved by this Office as well as drainage patterns must be maintained
in perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
8. Construction Stormwater Permit NCG010000
Upon the approval of an Erosion and Sedimentation Control Plan issued by the Division of Land
Resources (DLR) or a DLR delegated local erosion and sedimentation control program, an
NPDES General stormwater permit (NCGO10000) administered by DWQ is automatically issued
to the project. This General Permit allows stormwater to.be discharged during land disturbing
construction activities as stipulated by conditions in the permit. If your project is covered by this
permit [applicable to construction projects that disturb one (1) or more acres], full compliance
with permit conditions including the sedimentation control plan, self-monitoring, record keeping
and reporting requirements are required. A copy of this permit and monitoring report forms may
be found at http•//h2o enr state.nc,us/stilFornzs Documents.htni.
9. Culvert Installation
Culverts required for this project shall be installed in such a manner that the original stream profiles
are not altered. Existing stream dimensions (including the cross section dimensions, pattern, and
longitudinal profile) must be maintained above and below locations of each culvert. Culverts shall
be designed and installed to allow for aquatic life movement as well as to prevent head cutting of
the streams. If any of the existing pipes are or become perched, the appropriate stream grade shall
be re-established or, if the pipes installed in a perched manner, the pipes shall be removed and re-
installed correctly.
I O.Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMA Permit.
McCar Homes
Page 4 of 4
5125105
If you do not accept any of the conditions' of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing. 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 telephone Mr. Sam Aghimien at 919-733-3574.'
AWK/dae
Enclosures: GC 3402
Certificate of Completion
cc:
USACE Raleigh Regulatory Field Office
DWQ Raleigh Regional Office
DLR Raleigh Regional Office
File Copy
Central Files
Sean Clark, S&EC, PA-11010 Raven Ridge Road, Raleigh, NC. 27614
Filename: 050539WestonPlace(Wake)401
C
AL
WITHERS OK',
ENGINEERS I PLANNERS I SURVEYORS
June 27, 2005
Ms. Cyndi B. Karoly
Division of Water Quality
401 Oversight/Express Permitting Unit
1650 Mail Service Center
Raleigh, NC 27699-1660
RE: Weston Place - 401 Water Quality Certification Approval
DWQ Project It 05-0539
W&R No. 204070.1
Dear Ms. Karoly:
ZI /7
JUN 3 0 2005
DENR - V AIPR CU^,LI T Y
1"rU"''03 ANDS7(;R?A ATEReRMCH
We are in receipt of your "Request for More information-Storm water Management plan" letter
dated June 14, 2005 (see attached). This letter was written in response to a submitted storm water
plan. Particularly, this letter asks for some additional information pertaining to the three BMPS for
this site.
Please find the attached information. Included in this submittal is:
• New 401 Worksheets for all ponds
• Justification of the 85% TSS removal for all runoffs
• Design planting plans/schedules for all ponds
• Pond data sheets that include drainage area information for all ponds
• Revised plan sheets (3), showing the correct elevations for BMP #2
We trust that this additional information is deemed acceptable by DWQ to satisfy the condition
seven (7) of the approval letter dated May 25, 2005. Please advise if you have any questions or
require additional information.
Sincerely,
WITHERS &RAVENEL, INC.

Ted Credle, PE
Attachments
cc: Mr. Jeff Rolan - McCAR Homes
Mr. Sean Clark - Soil & Environmental Consultants, PA
iii MacKenan Drive i Cary, North Carolina 27511 1 tel: [phone] fax: [phone]oo8 i www.withersravenet.com
W A TF
RpG
p?pF Michael F. Easley, Governor

I William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources

p -? Alan W. Klimek, P.E. Director
Division of Water Quality
June 14, 2005
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Mr. Car Homes
Attn: Jeff Akin
15401, Weston Park-way, Suite # 175
Cary, NC. 27513
Subject Property: Weston Place
REQUEST FOR MORE INFORNIATION-Storm water Management Plan
Dear Mr. Homes:
DWQ Project #05-0539
Wake County
On June 9, 2005, the Division of Water Quality (DWQ) received the storm water management plan
prepared by your engineer, Ted Credle, of Withers & Ravenel Inc, to comply with the conditions of the
401 Water Quality Certification issued on May 25, 2005. The following additional information is needed
to enable us continue with the reviews of your plans:
• New 401 Worksheets for all ponds, # 2, & 3.
• The ponds are to meet the BMP requirements of 85% TSS removal for all runoffs.
• Your designs need planting Plans, for BMP # 1, 2, & 3.
• All Ponds needs basin area clarifications, # 2 & 3 needs flow rates and total designs values. j
J • Pond # 2 orifice elevation is at 353 feet, the top of the dam is at 325 feet; Please clarify.
Please respond within three (3) weeks of the date of this letter by sending three (3) copies this information
in writing. This letter only addresses the Storm water Management Plan review and does not authorize
any impacts to wetlands or streams until the plans are approved. Please call Mr. Samuel A. Aghimien, at
919-733-3574 if you have any questions regarding these issues.
Sincerely,
Cyndl B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBK/saa
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Central Files
Ted Credle, Withers & Ravenel, # 111 MacKenan Drive, Cary, NC. 27511
05-0539 Weston Place, Stormwater more info, 6-14-05-1
401 Oversight/Express Review Permits 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 uc'ncwetlands
NorthCarolina
?1 afurall?
An Equal Opportunity/Affirmative Action Employer- 50% Recycled110°6 Post Consumer Paper
WITHERS R AVENEL
ENGINEERS I PLANNERS I SURVEYORS
MEMORANDUM
TO: Alan W. Klimek, PE, Director of Division of Water Quality
FROM: Stephanie Hall, Withers & Ravenel
DATE: June 7, 2005
PROJECT: Weston Place - McCar Homes
SUBJECT: Condition for Approval #7
Per the condition for approval #7 included in your letter dated May 25, 2005 - the site plan was
modified to include an extended dry detention basin at the outfall numbered "FES 80." The Best
Management Practices for the site are as follows:
• BMP 1: Wet Detention Basin with level spreader at outlet - 85% TSS Removal
• BMP 2: Extended Dry Detention Basin (50% TSS Removal) with level spreader at outlet
discharging sheet flow into natural forested filter strip (40% TSS Removal) - 90% TSS
Removal
• BMP 3: Extended Dry Detention Basin (50% TSS Removal) with level spreader at
outlet discharging sheet flow into natural forested filter strip (40% TSS Removal) -
90% TSS Removal
The basins are designed to retain the first inch of rainfall and allow it to draw down over a
period of 2 to 5 days. Attached you will find the calculations used for sizing the basins and
the draw down orifices. See the Stormwater Management Plan included with the previous
submittal for routing information on the wet detention basin. Please contact me with any
comments or questions.
ill MacKenan Drive Cary, North Carolina 27511 tei:919.469.3340 fax:[phone]oo8 www.withersravenel.com
401 Worksheets
K:\04\04-070\0.1070.1 \Proj\062205. D W Q.doc
Project No. DWQ 0:5 -d 5 39 (to be provided by DIVQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORIMATION (please complete the following information):
Project Name : We5 f-ovi PtAe-e-
Contact Person: 7-,F:: A L 2 E o L E
) 535- S! 90
Phone Number: (915
For projects with multiple basins, specify which basin this worksleet applies to: 3M'0 "A
Basin Bottom Elevation 34J ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 3 47 ft. (elevation of the orifice invert out)
Temporary Pool Elevation .35'0 ft. (elevation of the outlet structure invert in)
Pernlanent Pool Surface Area 1,3 `t 3 9 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 17-0 ac. (on-site and off-site drainage to the basin)
Impervious Area 7 . (o ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 41, too cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 'i 1 $2o cu. ft. (volume detained on top of the permanent pool)
Forebay Volume $ 000 cu. ft.
SA/DA used Z 54, (surface area to drainage area ratio)
Diameter of Orifice z .. in. (draw down orifice diameter)
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, November 1995) 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 a requirement has not been met, attach an explanation of
titihy. 4Applicants Initials
I e L The temporary pool controls runoff from the 1 inch storm event. '' cc
Jf(_ The basin length to width ratio is greater than 3:1. vJ ??
I EC The basin side slopes are no steeper than 3:1.
?£C A submerged and vegetated perimeter shelf at less than 6:1 is provided.
E? Vegetation to the permanent pool elevation is specified.
y£G An emergency drain is provided to drain the basin.
y cc The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet). v
yEL The temporary pool draws down in 2 to 5 days.
7PG The forebay volume is approximately equal to 20% of the total basin volume.
MSG Sediment storage is provided in the permanent pool.
jfC Access is provided for maintenance.
7EC A minimum 30-foot vegetative filter is provided at the outlet.
ye'L A site specific operation and maintenance (O&M) plan is provided.
SEC A vegetation management/mowing schedule is provided in the O&M plan.
7EC Semi-annual inspections are specified in the O&M plan.
7 rc A debris check is specified in the O&M plan to be performed after every storm event.
Ice A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
3 £L A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
DWO Project No. 0 1 -6535
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : GJ ES 7-, 1.-1 PL,466
Contact Person: 7-ED G2EnG? Phone Number: (519) 535 - 5196
Level Spreader ID: _ F, 5:S to
Level Spreader Length 4.0 ft.
Drainage Area /2.3 ac.
Impervious Area 3 .6 ac.
Maximum Filter Strip/Buffer Slope G .O %
grass
Max. Discharge from a 10 Year Storm 16.2 cfs
Max. Discharge to Level Spreader 119 cfs
Filter Strip/Buffer Vegetation ?'; /t cr Sf ?; a
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
7 Pro' Or'a Do'-Jn
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method "v 1A
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
y fC, Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
7fC Pre-Form Scour Holes are on flat slopes only
-I?? No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Project No. DWQ 0 S -O 5 39
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name : W GS ko 1 PIa. ct
Contact Person: i ? Lrt-.lt Phone Number: (715 ) 53 5 - 5190
For projects with multiple basins, specify which basin this worksheet applies to:_ 6 MP 41 Z
Drainage Area:4, + acres Percent Impervious Area:35.61/6
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, November 1995) 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 a requirement has not
been met, attach an explanation of why.
Applicants Initials
7 ACC Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
7? G capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 0 , 134 f}c F >`'
AJ The basin length to width ratio is greater than 3:1.- Due- f-0 SL-1(110-
y C The basin side slopes are no steeper than 3:1.
?1, A small permanent pool at outlet orifice is provided to reduce clogging.
Ee- An emergency drain to completely empty the basin is provided.
?F[ Vegetation plan prepared is specified on plans.
ife Basin to be stabilized within 14 days of construction is specified.
ljLC Sediment storage (20% of detention volume) in addition to detention volume is provided.
If e- Inlet and outlet erosion control measures to prevent scour are provided.
JEL Additional treatment to meet the 85% TSS removal efficiency is provided.
7EG Access for clean-out and maintenance is provided.
JCL Inlet plunge pool or other energy dissipation is provided.
1166 Forebay is provided to capture sediment and minimize clean-out problems.
7 FL Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
y1=G Seasonal high water table is at least 1 foot below bottom of basin.
IgG If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
'JEG A site specific operation and maintenance plan with the following provisions is provided.
7IG -The 0&M agreement is signed by the responsible party and notarized.
DWQ Project No. 06 -0 5 3 9
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: GJet Pke-1
Contact Person: 7-ed creAk_ Phone Number: (91y) 535 - Sl g 0
Level Spreader ID:. F,'S 6,0
Level Spreader Length 50 ft.
Drainage Area 1"s ac.
Impervious Area 0.3 ac.
Maximum Filter Strip/Buffer Slope Co • o %
grass
Max. Discharge from a 10 Year Storm 4 3 cfs
Max. Discharge to Level Spreader G-3 cfs
Filter Strip/Buffer Vegetation F" I Ice- Sir; p
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8%a for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method A?ZA
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
7 ?C Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
7?C Pre-Form Scour Holes are on flat slopes only
?E G No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Project No. DWQ D S -0539
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person:
Ia c -
e-Phone Number: ('119 -

For projects with multiple basins, specify which basin this worksheet applies to:_ BMQ 3
Drainage Area: l.ll acres Percent Impervious Area: 44 %
II. REQUIRED ITEMS CHECKLIST
G
The following checklist outlines design requirements per the Stormwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) 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 a requirement has not
been met, attach an explanation of why.
Applicants Initials
y E4 Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
yEG capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain b . O S + a t re, - ?
101A The basin length to width ratio is greater than 3:1. d?? b st'2e-
?1 tG The basin side slopes are no steeper than 3:1.
.)CC A small permanent pool at outlet orifice is provided to reduce clogging.
yf_C An emergency drain to completely empty the basin is provided.
-lee Vegetation plan prepared is specified on plans.
?£C Basin to be stabilized within 14 days of construction is specified.
?tC Sediment storage (20% of detention volume) in addition to detention volume is provided.
]CG Inlet and outlet erosion control measures to prevent scour are provided.
Additional treatment to meet the 85% TSS removal efficiency is provided.
'1£L Access for clean-out and maintenance is provided.
Inlet plunge pool or other energy dissipation is provided.
7f_G Forebay is provided to capture sediment and minimize clean-out problems.
7FC Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
7£C Seasonal high water table is at least 1 foot below bottom of basin.
JeC If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
if( A site specific operation and maintenance plan with the following provisions is provided.
J£G The 0&M agreement is signed by the responsible party and notarized.
DWQ Project N
o5-o539
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please
Project Name : c,.1 e-s 4-n,
Contact Person: 7Z d G r.
Level Spreader ID:
fete the following information):
Level Spreader Length (vq ft.
Drainage Area /. / ac.
Impervious Area d. 5 ac.
Maximum Filter Strip/Buffer Slope 6.0
grass
Max. Discharge from a 10 Year Storm 5.3 cfs
Max. Discharge to Level Spreader 67.3 cfs
Filter Strip/Buffer Vegetation A"/ H-,^ Sfir, 0
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
Phone Number:
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8°'o for thick ground cover)*
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
I &C Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
£ G Pre-Form Scour Holes are on flat slopes only
7?G No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
85% TSS Removal for All Runoffs
KA04\04-0 70\040 70. 1 \Proj\062205. D WQ.doc
Project Name: Weston Place Project #: 204070.01
City/State: Cary, NC Date: 7-Jun-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Remnv d Fffirienrv in the Piedmont
% Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999
STORMWATER BMP 1 - WET POND (25% TN Removal and 85% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 7.39 98 7.2
Open Space 3.78 10 0.4
Woods 0.859 0 0.0
Totals 12.029 7.6
Total % Impervious Surface Area = 63.3 %
Normal Pool 3 4 5 6 7 8 9
SA/DA 2.40 2.03 1.71 1.51 1.29 1.18 1.10
SA Required 12575.598 10636.860 8960.113 7912.147 6759.384 6183.002 5763.816
Normal pool depth - 3.0 feet
Normal pool elevation - 343.0 feet
Surface area required - 0.289 acres
Normal pool elevation - 343.0 feet
Surface area provided - 0.320 acres
13939 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I a Percent impervious
Rv - 0.62 in./in. .
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.622 acre-ft
27078 cu. ft.
Water quality pool elevation- 345.00 feet
Storage volume provided - 0.688 acre-ft
29969 cu. ft.
Draw down device: Draw down time:
2" Orifice 79 hours
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.26 100 1.3
Open Space 3.14 10 0.3
Woods 0 0 0.0
Totals 4.4 1.6
Total % Impervious Surface Area = 35.8 %
Normal pool elevation - 343.0 feet
Surface area provided - 0.217 acres
9453 sq. ft.
Project #: 204070.01
Date: 7-Jun-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
Percent impervious
Rv - 0.37 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.136 acre-ft
5941 cu. ft.
Water quality pool elevation= 324.50 feet
Storage volume provided - 0.142 acre-ft
6168 cu. ft.
Draw down device: Draw down time:
1" Orifice 49 hours
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 3 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 0.68 98 0.7
Open Space 0.14 10 0.0
Woods 0 0 0.0
Totals 0.82 0.7
Total % Impervious Surface Area = 83.0 %
Project #: 204070.01
Date: 7-Jun-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I - Percent impervious
Rv - 0.80 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.054 acre-ft
2372 cu. ft.
Water quality pool elevation= 352.30 feet
Storage volume provided - 0.054 acre-ft
2352 cu. ft.
Draw down device: Draw down time:
V Orifice 48 hours
Pond Data Sheets
(including drainage area information)
K:\04\04070\04070.1 \Proj\062205. DWQ.doc
Project Name: Weston Place Proiect ##: 204070.01
CitylState: Cary, NC Rate 23-Jun-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Rmmnvat Fffirinnrv in the Pirdmnnt
% Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999
STORMWATER BMP 1 - WET POND (25% TN Removal and 85%TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 7.39 98 7.2
Open Space 3.78 10 0.4
Woods 0.859 0 0.0
Totals 12.029 7.6
Total % Impervious Surface Area = 63.3 %
Normal Pool 3 4 5 6 7 8 9
SA/DA 2.40 2.03 1.71 1.51 1.29 1.18 1.10
SA Required 12575.598 10636.860 8960.113 7912.147 6759.384 6183.002 5763.816
Normal pool depth - 3.0 feet
Normal pool elevation - 343.0 feet
Surface area required - 0.289 acres
Normal pool elevation - 343.0
Surface area provided - 0.320
13939
1-Inch Runoff Volume Calculation
Using the runoff volume calculations
Rv - 0.05 + 0.009() where,
feet
acres
sq. ft.
in the "Simple Method" as described by Schueler (1987)
Rv - Runoff coefficient, inJin.
I - Percent impervious
Rv - 0.62 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S - 0.622 acre-ft
27078 cu. ft.
Water quality pool elevation- 345.00 feet
Storage volume provided - 0.688 acre-ft
29969 cu. ft.
Draw down device: Draw down time:
2" Orifice 79 hours
Discharge Information:
First Inch Outflow v 0.15 cfs
1-year Outflow - 6.70 cfs
Project Name: Weston MDC Homes
City/State: Cary, NC
STORMWATER BMP 1 - WET POND
Orifice Calculator
Q =Cd*A*(2gh)^(1/2)
Variables
WQ Volume:
Head:
Draw down time:
0.69 Acre-ft 30056.4 cf
2 ft 1 ft
79 hrs 284400 s
Orifice Area = 0.021949 sq. ft
Orifice Diameter = 2.006056 in
3.160645 sq. in
Project #: 204070.01
9-Mar-05
Date-
Constants
g = 32.2 ft/s2
Cd = 0.6
USE 2" DIAMETER ORIFICE
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.26 100 1.3
Open Space 3.14 10 0.3
Woods 0 0 0.0
Totals 4.4 1.6
Total % Impervious Surface Area = 35.8 %
Normal pool elevation = 343.0 feet
Surface area provided = 0.217 acres
9453 sq. ft.
ProJect : 204070.01
Date: 23-Jun-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0 987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.37 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.136 acre-ft
5941 cu. ft.
Water quality pool elevation = 324.50 feet
Storage volume provided = 0.142 acre-ft
6168 cu. ft.
Draw down device: Draw down time:
1" Orifice 49 hours
Discharge Information:
First Inch Outflow = 0.02 cfs
1-year Outflow = 8.82 cfs
eject Name: Weston MDC Homes
City/State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal)
Orifice Calculator
Q =Cd*A*(2gh)^(1/2)
Variables
WQ Volume:
Head:
Draw down time:
Orifice Area =
Orifice Diameter =
0.1416 Acre-ft 6168.096 cf
3.5 ft 1.75 ft
49 hrs 176400 s
0.00549 sq. ft 0.7905 sq. in
1.003243 in
Project #: 204070.01
Date: 21-Mar-05
Constants
9 = 32.2 ft/s2
Cd = 0.6
USE 1" DIAMETER ORIFICE
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 3 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 0.68 98 0.7
Open Space 0.14 10 0.0
Woods 0 0 0.0
Totals 0.82 0.7
Total % Impervious Surface Area = 83.0 %
Project #: 204070.01
Date: 23 Jun 05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler 0 987)
Rv = 0.05 + 0.0090) where, Rv - Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.80 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.054 acre-ft
2372 cu. ft.
Water quality pool elevation= 352.30 feet
Storage volume provided = 0.054 acre-ft
2352 cu. ft.
Draw down device: Draw down time:
1" Orifice 48 hours
Discharge Information:
First Inch Outflow = 0.04 cfs
1-year Outflow = 3.91 cfs
Project Name: Weston MDC Homes
City/State: Cary, NC
STORMWATER BMP 3 - DRY POND (10% TN Removal)
Orifice Calculator
Project #: 204070.01
Date: 21-Mar-05
Q =Cd*A*(2gh)^(1/2)
Variables
WQ Volume:
Head:
Draw down time:
0.054447 Acre-ft
0.5 ft
48 h rs
2371.697 cf
0.25 ft
172800 s
Orifice Area = 0.005701 sq. ft
Orifice Diameter= 1.022379 in
0.820944 sq. in
Constants
9 = 32.2 ft/s2
Cd = 0.6
USE 1" DIAMETER ORIFICE
c
WITHERS RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
MEMORANDUM
TO: Alan W. Klimek, PE, Director of Division of Water Quality
FROM: Stephanie Hall, Withers & Ravenel
DATE: June 7, 2005
PROJECT: Weston Place - McCar Homes
SUBJECT: Condition for Approval #7
Per the condition for approval #7 included in your letter dated May 25, 2005 - the site plan was
modified to include an extended dry detention basin at the outfall numbered "FES 80." The Best
Management Practices for the site are as follows:
• BMP 1: Wet Detention Basin with level spreader at outlet - 85% TSS Removal
• BMP 2: Extended Dry Detention Basin (50% TSS Removal) with level spreader at outlet
discharging sheet flow into natural forested filter strip (40% TSS Removal) - 90% TSS
Removal
• BMP 3: Extended Dry Detention Basin (50% TSS Removal) with level spreader at
outlet discharging sheet flow into natural forested filter strip (40% TSS Removal) -
90% TSS Removal
The basins are designed to retain the first inch of rainfall and allow it to draw down over a
period of 2 to 5 days. Attached you will find the calculations used for sizing the basins and
the draw down orifices. See the Stormwater Management Plan included with the previous
submittal for routing information on the wet detention basin. Please contact me with any
comments or questions.
ill MacKenan Drive Cary, North Carolina 27511 tel:[phone] fax:[phone]oo8 www.withersravenet.com
Project Name: Weston Place
City/State: Cary, NC
Project #: 204070.01
Date: 7-Jun-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiency in the Piedmont
% Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 4999
STORMWATER BMP 1 - WET POND (25% TN Removal and 85% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 7.39 98 7.2
Open Space 3.78 10 0.4
Woods 0.859 0 0.0
Totals 12.029 7.6
Total % Impervious Surface Area = 63.3 %
Normal Pool 3 4 S 6 7 8 9
SAlDA 2.40 2.03 1.71 1.51 1.29 1.18 1.10
SA Required 12575.598 10636.860 8960.113 7912.147 6759.384 6183.002 5763.816
Normal pool depth - 3.0 feet
Normal pool elevation - 343.0 feet
Surface area required - 0.289 acres
Normal pool elevation - 343.0 feet
Surface area provided - 0.320 acres
13939 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv v 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
- Percent impervious
Rv - 0.62 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.622 acre-ft
27078 cu. ft.
Water quality pool elevation - 345.00 feet
Storage volume provided - 0.688 acre-ft
29969 cu. ft.
Draw down device: Draw down time:
2" Orifice 79 hours
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.26 100 1.3
Open Space 3.14 10 0.3
Woods 0 0 0.0
Totals 4.4 1.6
Total % Impervious Surface Area = 35.8 %
Normal pool elevation = 343.0 feet
Surface area provided = 0.217 acres
9453 sq. ft.
Project #: 204070.01
Date: 7-Jun-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Sclweler (1987)
Rv = 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I = Percent impervious
Rv - 0.37 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.136 acre-ft
5941 cu. ft.
Water quality pool elevation= 324.50 feet
Storage volume provided = 0.142 acre-ft
6168 cu. ft.
Draw down device: Draw down time:
1" Orifice 49 hours
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 3 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 0.68 98 0.7
Open Space 0.14 10 0.0
Woods 0 0 0.0
Totals 0.82 0.7
Total % Impervious Surface Area = 83.0 %
Project #: 204070.01
Date: 7-Jun-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv = 0.80 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.054 acre-ft
2372 cu. ft.
Water quality pool elevation= 352.30 feet
Storage volume provided = 0.054 acre-ft
2352 cu. ft.
Draw down device: Draw down time:
1" Orifice 48 hours
RESERVOIR WATERSHED PROTECTION DETENTION DEVICES MAINTENANCE AGREEMENT
PROJECT: Weston Place Cary Project # 05-SP-004
RESPONSIBLE PARTY: McCAR Homes PHONE NO.: 919-678-0016
ADDRESS: 15401 Weston Parkway, Suite 175
Cary, NC 27513
Monthly
a) Remove debris from detention devices
b) Remove any rodents that may be present a source of blockage for the discharge pipes
c) Inspect for proper drainage from the detention devices
d) Inspect the discharge outlets for erosion, debris, etc.
Il. Semi-Annually
a. Inspect the collection systems (i.e., riser, piping, grassed swales) for proper functioning.
b. Clear accumulated trash from basin bottoms and check piping for obstructions.
c. Remove accumulated silt in order to maintain adequate runoff storage.
d. Reseed the grass slopes around the pond to prevent erosion and unnecessary silt
contribution to the ponds.
e. Inspect the pipes for cracks in the joints or damage. Repair any signs of infiltration or
exfiltration.
III. General
a. All components of storm water detention devices are to be kept in working order.
b. This property and storm water. detention devices are also subject to the Operations and
Maintenance Manual filed in relation to this project.
c. In case the ownership of the impoundments transfers, the current owner shall, within thirty (30)
days of transfer of ownership, notify the Town of Cary Engineering Department, Stormwater
Management Division of such ownership transfer.
\-Lf- tH PK- tY
hereby acknowledge that I am the financially responsible party for Maintenance of these impoundments.
I will perform the maintenance as outlined above, as part of the Certificate of Compliance with
Stormwater Regulations received for this project.
Signature: Q??Ak al--- Date: CA
I, r? , a Notary Public for the State of , County of "IJur ak1-- ,
o hereby certify that ?e 4T ',.VN personally appeared before me this g day of
20 05 and acknowledge due execution of the foregoing instrument. Witness my
hand an ficial seal. _
Seal My commission expires:
NOTARY
p0BUC
• sk.
/ ?? 11 C kwll \'N
Watershed Protection Agreement Page I of4
OPERATIONS & MAINTENANCE MANUAL
Project: Weston Place
WATERSHED PROTECTION DETENTION DEVICES
Cary, NC
Owners: McCAR Homes
Address: 1540 Weston Parkway; Suite 175
Cary, NC 27513
Phone Number: 919-678-0016
Prepared by: Withers & Ravenel
Date: June 8, 2005
Project: Weston Place
Date Constructed: 06/13/05 (anticipated plan approval date)
Location: Cary Parkway
Receiving Water Course:
Contractor:
Grading Contractor:
Unnamed Tributary to Crabtree Creek
ForMatt Bobcat Services Inc.
ForMatt Bobcat Services Inc.
OPERATIONS AND MAINTENANCE MANUAL
WESTON PLACE WATERSHED PROTECTION DETENTION DEVICES
This manual establishes procedures for maintenance and operation of the Weston
Place storm water detention devices in accordance with the Town of Cary guidelines as
set forth in Section 4.6 of the Cary LDO.
SECTION I - MAINTENANCE OF DETENTION DEVICES
Erosion - Erosion occurs when the water concentrates causing failure of the vegetation
or when vegetation dies and sets up the environment for rill erosion and eventually
gullies from the stormwater runoff. The areas should be inspected. Proper care of
Watershed Protection Agreement Page 2 of 4
vegetative areas that develop erosion is required to prevent more serious damage to
the site. Rills and gullies should be filled with suitable soil compacted and then
seeded. Where eroded areas are detected, the cause of the erosion should be
addressed to prevent a continued maintenance problem. This can be corrected by
reshaping, to more evenly distribute the runoff to areas not experiencing erosion
problems.
Rodent Control - Any rodents that have fallen into the device should be removed so
that they do not present a source of blockage for the discharge pipe.
Trash and Debris - Trash acts as a barrier to stormwater discharge and attracts
unwanted pests. The detention device should be kept clear of debris such as loose
bottles, cans, food containers and other forms of rubbish.
SECTION II - MAINTENANCE OF THE CONTROL STRUCTURE
Inspection of Conduits - Conduits should be inspected thoroughly on a semi-annual
basis. Conduits should be visually inspected at the joints. Pipes should be inspected
for proper alignment (sagging), elongation and displacement at joints, cracks, leaks,
surface wear, loss of protective coating, corrosion and blocking. Problems with
conduits most often occur at joints and special attention should be given to them during
inspection. Joints should be checked for gaps caused by elongation or settlement and
loss of joint filler material. Open joints can permit erosion of the earthwork and possible`
the piping of soil material through the joints. A depression in the soil surface over the
pipe may be signs that soil is being removed from around the pipe.
The riser structure should be visually inspected semi-annually for any seepage through
mortar joints or cracks in the walls of the structure.
The skimmer should be cleared of any debris that may build up around the screen and
the PVC extension should be checked for damage.
SECTION III - RECORD KEEPING
Operation of the storm water detention device should include recording of the following:
Semi-Annual Inspection Reports - A collection of written inspection reports should be
kept on record in Section IV of this manual. Inspection should be conducted semi-
annually. Copies should be provided to the Town of Cary Town Engineer.
Observations - All observations should be recorded. Where periodic inspections are
performed following significant rainfall, these inspections should be logged into the
Periodic Inspection, Operations and Maintenance Form in Section IV of this manual.
Watershed Protection Agreement Page 3 of 4
Other Operational Procedures - The owner should maintain a complete and up-to-date
set of plans (as-built drawings) and all changes made to the detention device over time
should be recorded on the as-builts.
Sedimentation and Dredging - Sedimentation from on-site and off-site soils will
eventually result in a decrease of the storage capacity for these ponds and will have to
be removed. The frequency of this sediment removal can be reduced by ensuring that
the site areas be stabilized with a vegetative ground cover such that it restrains
erosion. This would include a periodic application of fertilizer and/or other treatment
necessary to promote a stable ground cover and minimize sedimentation to the device.
The removed material should be hauled offsite to a suitable landfill site or mounded
somewhere on site and stabilized with a ground cover sufficient to restrain erosion.
Watershed Protection Agreement Page 4 of 4
SECTION IV - INSPECTIONS REPORT LOG
ITEM INSPECTED I DATE I NECESSARY REPAIRS I DATE REPAIRED I
Project No. DWQ U 5 ^ 06 37 (to be provided by DJVQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION ( lease complete the following information):
Project Name : W Fsra u KlAe-E
) 535 - S / y0
Contact Person: T E 0 GQ E 04 6 Phone Number: (911
For projects with multiple basins, specify which basin this worksheet applies to: BM P -u :f.
Basin Bottom Elevation 3+1 ft.
Permanent Pool Elevation 3 47 ft.
Temporary Pool Elevation 3150 ft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area l 3 4 39 sq. ft.
Drainage Area '12,0 ac.
Impervious Area 7,& ac.
Permanent Pool Volume 37? 7l.4o cu. ft.
Temporary Pool Volume 41, Sea cu. ft.
Forebay Volume `r3+ coo cu. ft.
SA/DA used -2,40
Diameter of Orifice 2" in.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
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, November 1995) 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. Ifa requirement has not been met, attach an explanation of
wiry.
Applicants Initials
J gL The temporary pool controls runoff from the 1 inch storm event.
The basin length to width ratio is greater than 3:1.
? Fr- The basin side slopes are no steeper than 3:1.
'AEG A submerged and vegetated perimeter shelf at less than 6:1 is provided.
ngc Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
7f6 The temporary pool draws down in 2 to 5 days.
7&_ The forebay volume is approximately equal to 20% of the total basin volume.
y F-L Sediment storage is provided in the permanent pool.
EC. Access is provided for maintenance.
JEG A minimum 30-foot vegetative filter is provided at the outlet.
?.G A site specific operation and maintenance (O&M) plan is provided.
7 G A vegetation management/mowing schedule is provided in the O&M plan.
7? G Semi-annual inspections are specified in the O&M plan.
?L A debris check is specified in the O&M plan to be performed after every storm event.
E G A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
? CC A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
DWQ Project No. o5 -6 53 9
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : W E 4517' CA1 P 14L E
Contact Person: TED GR 6O L-6 Phone Number:
Level Spreader ID:. p.= 5 I o
Level Spreader Length -? O ft. (perpendicular to flow)
Drainage Area 12.3 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 3 . D ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope 11.0 % (6% for forested, leaf littler cover, 8% for thick ground cover)"
grass
Max. Discharge from a 10 Year Storm 0,7- cfs) Frw." ?-fo w ? o,a.,
Max. Discharge to Level Spreader 0.19 cfs
Filter Strip/Buffer Vegetation F.l si-e o (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method Ar
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
44 Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
7 4 L Pre-Form Scour Holes are on flat slopes only
L No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Project No. DWQ O :5-o5317
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWO Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name: IJT=5 7-0 nJ
Contact Person: 7 -IF Q C
PEA-61'
50
Phone Number: (911) 535 -S/9D
For projects with multiple basins, specify which basin this worksheet applies to:_ Q M P Z
Drainage Area:4,4acres Percent Impervious Area: 35.8'/6
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, November 1995) 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 a requirement has not
been met, attach an explanation of why.
Applicants Initials
I £L Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
7 £C capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain o • 13G .4c - FT
/6f f A The basin length to width ratio is greater than 3:1. - Due- ta s4,P e
AG The basin side slopes are no steeper than 3:1.
7£C A small permanent pool at outlet orifice is provided to reduce clogging.
Xe_ An emergency drain to completely empty the basin is provided.
1196 Vegetation plan prepared is specified on plans.
Itc Basin to be stabilized within 14 days of construction is specified.
:1F_G Sediment storage (20% of detention volume) in addition to detention volume is provided.
XG Inlet and outlet erosion control measures to prevent scour are provided.
_A 1 -1 ELI Additional treatment to meet the 85% TSS removal efficiency is provided.
7 fL Access for clean-out and maintenance is provided.
13£G Inlet plunge pool or other energy dissipation is provided.
A QG Forebay is provided to capture sediment and minimize clean-out problems.
y £G Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
I EL Seasonal high water table is at least 1 foot below bottom of basin.
JGG If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
nEG A site specific operation and maintenance plan with the following provisions is provided.
396- The 0&M agreement is signed by the responsible party and notarized.
DWQ Project No. 0:5 -65317
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : W ESTDN P1_4 e6
Contact Person: TED G R Q0 G G Phone Number: ( 919) 53 S -:5 196
Level Spreader ID: - FffS &o
Level Spreader Length 90 ft. (perpendicular to flow)
Drainage Area ac. (on-site and off-site drainage to the level spreader)
Impervious Area o . 3 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter StriplBuffer Slope Co . o % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10. Year Storm [,.3 cfs
Max. Discharge to Level Spreader t, • 3 cfs
Filter Strip/Buffer Vegetation F; 14.--,- Sfr; o (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method N
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
t:L Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
1 1 G Pre-Form Scour Holes are on flat slopes only
y £G No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Project No. DWQ
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person
TED 69506E Phone Number:
For projects with multiple basins, specify which basin this worksheet applies to:_ $MP 43
Drainage Area: 1.1 acres Percent Impervious Area: 41 %
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, November 1995) 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 a requirement has not
been met, attach an explanation of why.
Applicants Initials
`L L Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
I £ G capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr, event or volume from 1 inch rain D. o!5,+ acrc - A'A-
A1lq The basin length to width ratio is greater than 3:1. dot- +o v2-
I £C. The basin side slopes are no steeper than 3:1.
y £L A small permanent pool at outlet orifice is provided to reduce clogging.
?- G An emergency drain to completely empty the basin is provided.
'I £C Vegetation plan prepared is specified on plans.
EL Basin to be stabilized within 14 days of construction is specified.
Ee- Sediment storage (20% of detention volume) in addition to detention volume is provided.
n6G Inlet and outlet erosion control measures to prevent scour are provided.
'3 fL Additional treatment to meet the 85% TSS removal efficiency is provided.
'1 FL Access for clean-out and maintenance is provided.
F G Inlet plunge pool or other energy dissipation is provided.
1£?Forebay is provided to capture sediment and minimize clean-out problems.
'1EG Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
JEG Seasonal high water table is at least 1 foot below bottom of basin.
f_G If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
EG A site specific operation and maintenance plan with the following provisions is provided.
SQL The 0&M agreement is signed by the responsible party and notarized.
DWQ Project No. 0.5-05
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : W'C'5ram P1 Ace-
Contact Person: 7-,5 0 L.R 6,045 Phone Number: (919) 'T3,5-5110
Level Spreader ID:. F'ES 50A
67
Level Spreader Length ft. (perpendicular to flow)
Drainage Area 1.1 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 015 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope C' .D % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm S- 3 cfs
Max. Discharge to Level Spreader 5.3 cfs
Filter Strip/Buffer Vegetation F; UW 51 rlo (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method /'J
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
£L Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
`f £ L Pre-Form Scour Holes are on flat slopes only
1?C No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Cary, NC. 27513
Subject Property: Weston Place
REQUEST FOR MORE INFORMATION-Storm water Management Plan
Dear Mr. Homes:
received the storm water management plant,
On June 9, 2005, the Division of Water Quality (DWQ)
prepared by your engineer, Ted Credle, of Withers & Ravenel Inc, to comply with the conditions of the
additional information is needed
401 Water Quality Certification issued on May 25, 2005. The following
to enable us continue with the reviews of your plans:
New 401 Worksheets for all ponds, # 2, & 3. of 85% TSS removal for all runoffs.
. The ponds are to meet the BMP requirements
-_?
Your designs need planting Plans, for BMP # 1, 2, & 3.
values.
All Ponds needs basin area clarifications, # 2 & 3 needs flow
and total feet; Please designs clarify.
at ra325 tes
Pond # 2 orifice elevation is at 353 feet, the top of the dam copies
this i Please respond within three (3) weeks of the date of this letter
Plan review and does not anform Lion
in writing. This letter only addresses the Storm water Management
any impacts to wetlands or streams until the plans are approved. Please call Mr. Samuel A. Aghimien, at
919-733-3574 if you have any questions regarding these issues.
Sincerely, v
n
Cyndt B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBKlsaa
cc: DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
Riles (°nnv
Re: DWQ Project# 05-0539
Subject: Re: DWQ Project# 05-0539
From: Cyndi Karoly <[e-mail]>
Date: Thu, 07 Jul 2005 11:26:57 -0400
To: Ted Credle <[e-mail]>
CC: Sam Aghimien <[e-mail]>
Mr. Credle - your response will be processed in the order received, along with all'
other applications. We will contact you if further information is needed. Please'
note that due to the excessive volume of status inquiries received on a daily basis,
much valuable time which could be spent on processing said applications is lost.
Ted Credle wrote:
Dear Sir and Madam:
I am writing as to the status of the above-referenced project.
I submitted a response to your "request for more information" (June 14, 2005) and
I am asking if you have received the requested information.
We are hoping that this information, once reviewed and approved, will satisfy
Condition 7 of the approval letter for this project dated May 25, 2005.
Let me know if you have questions or need any further information.
Thank you for your time in this matter.
Ted Credle, P.E. Withers & Ravenel Inc. 111 MacKenan Dr., Cary, NC 27511 tel:
919.469.3340 fax: [phone] direct: 919.5190
http://www.withersravenel.com <http://www.withersravenel.com/>
1 of 1
7/7/2005 12:48 PM
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m MacKenan Ddye Cary, North CmUna 27511 tet:9i9.469.334o W-'929,467.6000 www.withemmeneLcom
MAY-23-2005 1,1011 07:59 TEL:[phone] HAME:DW0-WETLANDS P. 1
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Project. No. D W Q (tu be provided b), D4,10
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWO Stonrtwater Management Plan Review:
A complete storrnwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
1. PROJECT INFORMATION (please complete the following information):
NojcctName : VIES re"t 1?Li4GE
Contact Person: 7-E1D CREDL.5 Phone Number: 535 -5190
For projects with multiple basins, specify which basin this worksheet applies to: f3M P I*_J_
Basin Bottom Elevation 34+ ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 347 ft. (elevation of the orifice invert out)
Temporary Pool Elevation _-0 350 - ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area J 3, 434 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 4200 _ - ac. (on-site and off-site drainage to the basin)
Impervious Area 7.(o ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 3? Z V 4 cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 41 7b cu. ft. (volume detained on top of the permanent pool)
Forebay Volume 8 t(Ji od cu. ft.
SA/DA used 2 •4C (surface area to drainage area ratio)
Diameter of Orifice '." in. (draw down orifice diameter)
IL REQUIRED ITEIIIS CHECKLIST
The following checklist outlines design requirements per the Storimvater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: t5 A NCAC 2H .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. D 'a requirement has not been met, attach an ezplcuration of
irlry_
Applicants Initials
SEC The temporary pool controls runoff from the 1 inch storm event.
3 Cc The basin length to width ratio is greater than 3:1.CJ
SEC The basin side slopes are no steeper than 3:1.
?'FC A submerged and vegetated perimeter shelf at less than 6:1 is provided.
IEC Vegetation to the permanent pool elevation is specified.
life- An emergency drain is provided to drain the basin.
-1 l<G The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
_ __?EG The temporary pool draws down in 2 to 5 days.
J?C The forebay volume is approximately equal to 20% of the total basin volume.
Me- Sediment storage is provided in the permanent pool.
EG Access is provided for maintenance.
A minimum 30-foot vegetative filter is provided at the outlet.
-7 C A site specific operation and maintenance (O&M) plan is provided.
L A vegetation rnanagemenb'ntowing schedule is provided in the O&M plan.
?L L Serni-annual inspections are specified in the O&M plan.
GL A debris check is specified in the O&M plan to be performed after every storm
G A specific sediment clean-out benchmark is listed (elevation cr depth) in O&M plan. /
?£ G A responsible party is desigmted in the O&M plan.
FORM SWGl00 09/97 Page 1 of 1
HAY-23-2005 1,10H 08:00 TEL:[phone] NAME:DWQ-WETLANDS
P! 2
Val 0 2005 5:05PM
HP LRSERJET FRX
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WITHERS & RAVEN EL
E140INEER13 1 PLANHURD I SURVENORG
FAX TRANSMITTAL
TO: Sa "? a a r„t y, DATE: MA!, - Z a . Z.60-.5
FAX #: -733 - b ir73 FROM: T. c rid l
CC: FAX #: 213, - Zo p ?
JOB #-. .b?- Za 40 "70. ) # OF PAGES: 3 Including Cover
PROIECr NAME tie. s.6 _P I4. c.c 6*.605,3 2
ORIGINAL TO FOLLOW BY MAIL- ? YES NO
P? r 4r y r c?G v ?' a j..? S-t-?., d 1be a 4 00

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4 L4 ellV? /h l?- DtJ
Teti C,?.d1r
iii MacKenaa Drive Cary, ttarth Carolina 27sa tel:[phone] f6x:9i9.467.6oo8 trwrrAthersravenctcom
MAY-20-2005 FRI 15:36 TEL:[phone] HAME:DWQ-WETLAMDS P? 1
Mau,-20 2005 5:05PM HP LASERJET FAX
Protect Into. DWQ
(to be provided by DIV)
DIVISION OF WATER QUALITY - 401 WL T DETENTION BASIN WORKSHEET
DWO Stonnwater Management Plan Review:
A complete stotmwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet structure details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
L PROJECT INFORMATION (please complete the following information):
Project Name: VIESraN 24,44E
Contact Person: _7-6,D GREDLE Phone Number: (911 ) 5'35 -5190
For projects with multiple basins, specify Nvhich basin this workslicet applies to: SM P #1.-
Basin Bottom Elevation 344 ft. (average elevation of the floor of the hasin)
Permanent Pool Elevation 3 4 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 3 6© ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area _13) 934 sq. ft. (water surface area at permanent pool elevation)
Drainage Area 1% 0 40._ _ ac. (on-site and off site drainage to the basin)
Impervious Area -7.(, , ac. (on-site and off-site drainage to the basin)
Permanent Pool Volume 37.-1(44' cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume 4l , OW cu. ft. (volume detained on top of the permanent pool)
Forebay Volume q -Lod) cu. ft.
SA/DA used 2.40 (surface area to drainage area ratio)
Diameter of Orifice 3." in. (draw down orifice diameter)
U. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stormvater Best Management Practices manual
(N.C. Department of Environment, Health and Natural Resources, November 1995) and Administrative Code
Section: 15 A NCAC 21-1 .1008. Initial in the space provided to indicate the following design requirements have
been met and supporting documentation is attached. I fa requirement has not been stet, atrach an explanation of
whv.
Applicants Initials
J U The temporary pool controls runoff from the 1 inch storm event.
1 C4 The basin length to width ratio is greater than 3:1.
UC The basin side slopes are no steeper titan 3:1.
DEL A submerged and vegetated perimeter shelf at less than 6;1 is provided.
J EC Vegetation to the permanent pool elevation is specified.
_:I£er An emergency drain is provided to drain the basin.
IEC The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
AEG The temporary pool draws down in 2 to 5 days.
]SG The forebay volume is approximately equal to 20% of the total basin volume.
PLC_ --_Sediment storage is provided in the permanent pool.
Me. Access is provided for maintenance.
'I _A minimum 30-foot vegetative filter is provided at the outlet.
A site specific operation and maintenance (0&-NI) plan is provided.
?S L A vegetation martagement1mowing schedule is provided in the O&M plan.
_:LC- Semi-annual inspections are specified in the O&M plan.
?C A debris check is specified in the O&M plan to be performed after every storm event.
?A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
1!?_ L A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of 1
.2
MAY-20-2005 FRI 15:36 TEL:[phone] h1Ah1E:01dQ-1,1ETLAHDS P. 2
Mau ^20 2005 5: 05PM HP LASERJET FAX
Project No, DWO
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
p.3
DWQ Sionmwater Management Plan Review;
Al a mininum, a complete stomrnater management plan submittal includes a worksheet for each Bh1P, design caculations, plans and
specifications showing all EMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additonaJ informatlon and MR substantially delay final review and
approva of the project
PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person:
Phone Number:
For projects with multiple ba sins, specify which basin this worksheat applies to _ $ tint 11' 4 Z
Dra:nage Area:-tdacres Percent Inporvious Area:2LEI'A
II. RECUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Storrnwater Best Management Practices Manual (N.C. Department of
Environment, Health and Natural Resources, November 1995) and Administrative Code Section: 15 A NCAC 2H ACC8. Initial in the space
provided to indicate the following design requirements have been met and supporting documentation is attached. if a requirement has not
been met, attach an explanation of why.
Applicants In't als
y EL Either capture runoff from 1 yr., 24 hour stone and release over a 48 hour period, cr
J L capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 41 tU, -A e- - P+.
_
&VA The basin length to vMth ratio is greater than 3:1. - Do t. fo s" .
1 15c, Tho basin side slopes are no steeper than 3:1.
7EG A small permanent pool at outlet orifice Is provided to reduce clogging.
Yl An emergency drain to completely empty the basin is provided,
XFG Vegetation plan prepared is specified on plans.
JLl_ Basin to be stabilized within 14 days of construction is specified.
76G Sediment storage (20% of detertion volume) in addition to detention volume is provided.
Wet and outlet erosion control measures to prevert scour are provided.
N h Addi'jonal treatment to meet the 85% TES removal efficiency is provided.
Y;? L Access for clean-cut and mairtenance is provided.
C Inlet plunge pool or other energy dissipation is pro6dod.
Forebay is provided to capture sediment and minimize clean-out problems.
11F6 Uncompacted natural soils are utilized to promote vegetation and reduce sedimantation.
y£G Seasonal high water table Is at least 1 foot below bottom of basin.
.AEG If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
?G A site specific operation and maintenance plan with the following provisions is provided.
The 0&M agreement is signed by the responsible pasty and notarized.
MAY-20-2005 FRI 15:37 TEL:[phone] NAME:DWQ-WETLANDS P. 3
Project Name: Weston Place
Project No. DW Q 05-539
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
5/23/2005
elevations 2.7average depth status
Bottom of Basin (ft) 344
Permanent Pool (ft) 347 3 ft. depth ok
Temporary Pool (ft) 350 3 ft. depth ok

areas
Permanent Pool SA (sq ft)
13939
8364 sq. ft.
ok
Drainage Area (ac) 12 8799' based on avg depth ok
Impervious Area (ac) 7.6 63.3 % -

volumes
Permanent Pool (cu ft) 37766
Temporary Pool (cu ft) 41820 27007 cu. ft. ok
Forebay (cu ft) 8000 21.2 % ok
other parameters
SA/DA 2.4 1.60 -
Orifice Diameter (in) 2 0.13 cfs drawdown -
Design Rainfall (in) 1 3.8 day drawdown ok
Linear Interpolation of Correct SAIDA***
3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 1.34 1.415562092 1.08
Project Impervious 63.3 1.60 1.68 1.31
Next Highest 65 1.73 1.817187029 1.43
3 ft 4 A
?,??Id lay
CC ? r-AD
S
21v
Project Name: Weston Place
Project No. DWQ 05-539 v
Pond No.
SUBMITTED DESIGN: 1 REQUIRED DESIGN:
5/23/2005
elevations 2.7 average depth status
Bottom of Basin (ft) 344
Permanent Pool (ft) 347 3 ft. depth ok
Temporary Pool (ft) 350 3 ft. depth ok
areas
Permanent Pool SA (sq ft) 13939 8364 sq. ft. ok
Drainage Area (ac) 12 8799 based on avg depth ok
Impervious Area (ac) 7.6 63.3 % -
volumes
Permanent Pool (cu ft) 37766
Temporary Pool (cu ft) 41820 27007 cu. ft. ok
Forebay (cu ft) 9200 24.4 % checkforebc
other parameters
SA/DA 2.4 1.60 -
Orifice Diameter (in) 2 0.13 cfs drawdown -
Design Rainfall (in) 1 3.8 day drawdown ok
Linear Interpolation of Correct SAIDA***
3 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 60 1.34 1.415562092 1.08
Project Impervious 63.3 1.60 1.68 1.31
Next Highest 65 1.73 1.817187029 1.43
3 ft 4
ajxu/? 0
5as ??s'
61pro

pAT11ENT
RECEIVED
539
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
March 29, 2005
S&EC Project # 3720.w2
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Todd Tugwell
6508 Falls of the Neuse Road, Suite 120
Raleigh, Notch Carolina 27615
From: Sean Clark
Soil & Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
Re: Weston Place Subdivision,
N.C. Division of Water Qualitf,2150 401 Oversight and Express p ?T t.
Attn: Cyndi Karoly 2321 Crabtree BoulevardSu
Raleigh, NC 27604-2260 N `
P n' ,

On behalf of the owner, McCar Homes (Attn: Jeff Akin), please find attached a complete application and
supplemental information requesting written concurrence from the U.S. Army Corps of Engineers (USACE)
and the N.C. Division of Water Quality (DWQ) that the activities proposed below may precede under,
Nationwide Permit 39 and General Water Quality Certification 3402. Please call or email me at
SClarkftSandEC.com if you have any questions or require additional information.
PROJECT SUMMARY
Project Name Weston Place
Project Type Residential
Owner / Applicant McCar Homes Attn: Jeff Akin
Count Wake
Nearest Town Ca
Waterbod Name UT to Crabtree Creek
Basin / Sub-basin 03-04-02
Index Number 27-33-(1)
Class C NSW
IMPACT SUMMARY

Stream Impact Number
Perennial or Average Stream Impact Area of

(indicate on map) Stream Name Type of Impact
Intermittent? Width Before Length Impact
Impact linear feet acres
2A UT to Crabtree Creek Culvctt/fill Perennial 3' 77 0.005
2B UT to Crabtree Creek Culvert/fill Intermittent 3' 44 0.003
3A UT to Crabtree Creek Storrtwater Pond Intermittent 2' 286 0.013
Total Stream Impact (by length and acreage) 407 0.021
Stream Impact acres : 0.021
Wetland Impact acres : 0
Open Water Impact acres : 0
Total Impact to Waters of the U.S. acres 0.021
Total Stream Impact linear feet : 407
Attachments:
Pre-construction Notification (PCN) Application Form
Agent Authorization
Cary, NC - USGS Site Vicinity Map
Wake County Soil Survey Map
Impact Maps (3 sheets)
$475 Application Fee to DWQ
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
P!1 r--
MAt 2 9 2005
Office Use Only: DENFt - W:itcF: QUALITY Fonn Version March 05
WETLANDS AND STGRU1,4ATER BRANCH
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "NIA".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: McCar Homes
Mailing Address: Attn: Jeff Akin
15401 Weston Parkway
Suite 175
Cary, N.C. 27513
Telephone Number: 919-678-0016 Fax Number: N/A
E-mail Address: N/A
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Sean Clark
Company Affiliation: Soil & Environmental Consultants, PA
Mailing Address: 11010 Raven Ridge Road
Raleigh, NC 27614
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
Pagel of 8
10. Describe the overall project in detail, including the type of equipment to be used: The
proposed project is a multifamily residential development. Impacts to jurisdictional areas
result from placement of culverts and fill material that is necessary for the installation of a
secondary road and a stormwater pond. Typical heavy equipment associated with king
and fill placement will be used for this project.
Explain the purpose of the proposed work: The purpose of the residential subdivision is to
provide needed housing to meet the owing demands for this area. The purpose of the road
crossing is to provide access to otherwise inaccessible portions of the property. The Vu!pose
of the pond is to provide stormwater treatment and storage for the proposed development.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. S&EC conducted a detailed delineation of the subject site. On January
25, 2002 Amanda Jones of the USACE issued a jurisdictional determination for the subject
property (Action ID 20220429). On November 16, Steve Mitchell of the NC-DWQ issued
a buffer determination for the subject property_(NBRRO 01-286). On August 31, 2005, Ms.
Jennifer Burdette of the USACE made a "perennial" call on the stream channel with proposed
impacts. No permits have been requested or issued previously on this property.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
There are no future permits known to be required at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
Page 3 of 8
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Impact (acres): 0.021
Wetland Impact (acres): 0
Open Water Impact acres : 0
Total Impact to Waters of the U.S. (acres) 0.021
Total Stream Impact linear feet): 407
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): n/a
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): n/a
Current land use in the vicinity of the pond: n/a
Size of watershed draining to pond: n/a Expected pond surface area: n/a
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The nronosed road crossing is necessary in order to connect the eastern and western portions
of the property. The proposed stormwater pond is required in order to treat/retain stormwater
runoff from the proposed impervious surface areas.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
Page 5 of 8
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify, )? Yes ? No
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* I Impact I Multiplier I Required
1 n/a 3 (2 for Catawba) n/a
2 n/a 1.5 n/a
Total n/a n/a
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. n/a
Page 7 of 8
rii/ lb/ Ll7b5 18:04 y196780021 1ADC HOMES RALEIGH PAGE 02/02
'UJ/16/ZVV4 15:17 FAA
1@ 002
Soil & Environmental
11410 Raven Ridge Road 7lta6gh. NocW Cuvliak 27614 1
www.SundEC.r=
ConsultaWS) PA
hone: (919) 8465900 • mac: (919) 846,9467
AGENT A.U MOMATION FORM
All To Be F*Iled In By The Current Landowner
'Name:. C4R Mcllcoe5 P-4, l}, LLCM
. • Address: ? S4a I ?? ?A?w?? S ?r-r? 175
C,rLy,oG _2:-Is13
Phone; 919 2o«
Project Name/ Description: e S P 1 a C e.
Dater
The Department of the Army
U.S. Army Corps of Engineers, Wilmington Mtrict '
P.O. Box 1894
Wilmington, NC 28402
Attn:
Field Office: -
Re: Wetlands Related Consultin;; and Pe=itting
To Whom It May Concem:
1, the current prgpeM owner, hereby designate and authorize Soil & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit applications, to ftunish upon request
supplemental i dformation iii support of applications, etc. from this day forward. The --Lra'6 day of
This notification supersedes any previous correspondence concerning the agent for this project
NOTICE: This authorizatioa, fin liability and professional courtesy reasons, is valid only for
gover=ent offidlis to enter the property when accompanied by S&EC staff. You should call S&EC
to arrange a site meeting priorW visiting the site.
Print Property Owner's Name
Property
ne V atvre
T `VP
cc: his. Cyndi Karoly cc: Mr. Scant C1 k
NCDENR - DWQ• Soil & Environmental'Consultants, PA
2321 Crabtree Boulevard
Raleigh, NC 27604
Chacl tte fficC: ?"++t??ckro O cc:
236 Le,P110p Court, Suite C 3817-P Lawndale Arlvc
Concord, NC 28075 G=isbato. NC 27455
110nc- [phone] Phone; [phone]
Fax: [phone]
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SCALE. 1 = 50' DATE 03/18/05
Noto: See OmWI WoUands tm act Mop For Area Location 5. o so. 4 of 4
WITHERS & RAVENEL WESTON PLACE
ENGINEERS I PLANNERS I SURVEYORS IMPACT MAP
W«. 0" ftl, 0.*. M11 Wt ?I= 910--W-OM CARY WAKE COUNTY NORTH CAROLINA
Point where stream changes from perennial to intermittent

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?j

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SCALE: I'= 40' DATE 03128105
Note: See Overall WeUands Impact Mop for Area Location o ?. 2 of 4
WITHERS & RAVENEL WESTON PLACE
ENGINEERS 1 PLANNERS 1 SURVEYORS IMPACT MAP
111 k-Krm Mw W], MI 0,ro M11 It 11"04-uo lac IIf-{17-6006 r?t.rltl?na?lcun
CARY WAKE COUNTY NORTH CAROLINA

"0
1. PROJECT INFORMATI?
Project Name :
Contact Person: _1?A
Level Spreader ID: - FES
DWQ Project No.
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
(please com lete the following information):
fvn racf 3S
!10
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
le-
40 ft.
IZ,3 ac.
3, o ac.
(a %
Max. Discharge from a 10 Year Storm (5.7. cfs
Max. Discharge to Level Spreader 0.15 cfs
Filter Strip/Buffer Vegetation F,1 k r SFr' Ltd
Pre-treatment or Bypass Method AJ
H. REQUIRED ITEMS CHECKLIST
Phone Number: (Ill) ?(o Y - 33
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
;,y, Paw dew v., - 5e- re Cori
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
C Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
?t=G No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : W c sfyL Te,,x_ -3
Contact Person: Ted G?cA G Phone Number:
Level Spreader ID:. FEs 70
Level Spreader Length qL ft. (perpendicular to flow)
Drainage Area I ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.3 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope (a % (6% for forested, leaf littler cover, 8% for thick ground cover)"
grass
Max. Discharge from a 10 Year Storm 8 cfs
Max. Discharge to Level Spreader 8 cfs
Filter Strip/Buffer Vegetation F; I kr 5? r;? uu? (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method L
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
?4 G Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
jrG No structures are located in protected buffers`
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
Wth thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
. 1
DWQ Project No
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: LJe st»*,. 7,"1- 3
Contact Person: T_ed Crcd1? Phone Number: (919 ) 414 -3340
Level Spreader ID: FE s 250
Level Spreader Length
Drainage Area
Impervious Area
Maximum Filter Strip/Buffer Slope
grass
Max. Discharge from a 10 Year Storm
Max. Discharge to Level Spreader
Filter Strip/Buffer Vegetation
Pre-treatment or Bypass Method
It. -REQUIRED ITEMS CHECKLIST
5 Co ft. (perpendicular to flow)
I . G ac. (on-site and off-site drainage to the level spreader)
c). 3 ac. (on-site and off-site drainage to the level spreader)
[. % (6% for forested, leaf littler cover, 8% for thick ground cover)*
"1.8 cfs
7.19 cfs
F; lk+^or, lJSe? (thick ground cover or grass, canopied forest with leaf litter
groundcover)
N
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a `r. .
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ADDlicants Initials
:JE C Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
?1?C Pre-Form Scour Holes are on flat slopes only
_115G No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

WITHERS RAVENEL
POND DESIGN REPORT
WESTON TRACT 3
MDC HOMES
Cary, North Carolina
Prepared For:
MDC HOMES
15401 Weston Parkway, Suite 175
Cary, NC 27513
Prepared By:
WITHERS & RAVENEL, INC
111 MacKenan Drive
Cary, North Carolina 27511
REVISED
March 2005
W&R Project No. 204070.1
4•"JW017)Jy?-2
SEAL ?.
19572
, Y/?Z/
William E. Lee, P.E.
NOTE ON REVISIONS
This report was revised due to the diffused flow requirements of the Division of Water Quality. To
achieve diffused flow through the buffer, a dry detention pond was added at FES 6o and the storm
drainage system was configured so that the area that was originally directed to FES 6o was split
between the dry detention pond and two level spreaders as shown on Sheet 4 of the construction
drawings. This change affected the attenuation results as well as the nitrogen calculations. In
addition, the nitrogen calculations were revised to reflect the sheet flow through the buffer at the
outlet of each detention basin.
Weston Tract 3 i W&R Project 204070a
Pond Report March zoos
INTRODUCTION
The purpose of this study is to document calculations of the pre- and post-development peak
stormwater discharges for the 1-year design storm event. The goal is to provide detention structures
adequate to maintain a discharge less than or equal to the pre-development peak discharges for the
1-year design storm after the site has been developed.
The ± 26 acre site and surrounding drainage area are primarily open space and woods, and contains
a majority of class C soils. The proposed site plan includes 156 townhomes. There is one wet
detention basin and a dry detention basin proposed for attenuation. The site is located at the
corner of Sheldon Dr. and Cary Parkway.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by held survey
data provided by the owner (1-ft contours) and proposed development within the drainage areas.
The scope of work included the following analyses:
Hydroloy
? Simulation of the 1-year, 1o-year, and loo-year rainfall events for the Cary area
? Formulation of the 1-year, to-year, and loo-year flood hydrographs for the pre- and post-
development drainage areas
Hydraulic
? Routing the 1-year, to-year, and loo-year flood hydrographs for post development runoff
through the proposed wet detention basin
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
requires the development of stage-storage and stage-discharge functions for the detention basin.
The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been compiled to
create a routing computer simulation model using Haestad Methods PondPack v9.o software. This
PondPack model was then used to assess the impact of the peak discharges for the design rainfall
events. The PondPack modeling results are provided as appendix to this report.
HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the Type II, 24-hour duration, 1-year
storm event in the Cary area, and the 24-hour duration rainfall curves determined using the NOAA
Atlas 14 rainfall data for Raleigh-Durham International Airport for the 1o-year and loo-year storm
events. This method requires three basic parameters: a curve number (CN), time of concentration
(Q, and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
Survey of Wake County, North Carolina (November 1970). Land use for existing conditions was based
on the most recent Wake County aerial photographs. Post development land use is based on the
proposed site plan. The curve numbers used in this study are listed in the appendix of this report.
Times of concentration were calculated using methods described in the SCS publication "Urban
Hydrology for Small Watersheds, TR-55" and based on Wake County topographic maps and field
survey data. The post-development time of concentration was calculated for the drainage areas that
are piped to the pond based on the flow time through the piped drainage systems and small areas
Weston Tract 3 2 W&R Project 204070.1
Pond Report March zoos
of sheet flow. The breakdown of the time of concentrations and the calculated values are found in
the appendices of this report.
HYDRAULICS
Computer simulated reservoir routing of the i-year, io-year, and loo-year design storms utilized
stage-storage and stage-discharge functions. Stage-storage functions were derived from the
proposed contours for the ponds. A non-linear regression relation for surface area versus elevation
was derived for the detention basins. This relation estimates the incremental volume of the basin to
the stage or elevation of the basins. Stage-discharge functions were developed to size the outlet
structure for the ponds.
CONCLUSIONS
Based on the routing study, the post development peak discharge from the entire site is less than
the pre-development peak for the 1-year design storm. Tables 2 and 3 below summarize the
preliminary peak attenuation results for each BMP. The proposed detention basin routes the ioo-
year design storm through the riser. The design summary of the proposed pond can be found under
"Post Development Calculations" in the appendix.
The resulting post development nitrogen export is 5.51 lbs/ac/yr for the site. A buy-down of
$16,179.8o is required to reach 3.6 lbs/ac/yr. Copies of the detailed supporting calculations for
nitrogen export are provided in the "Nitrogen Calculation" section of the appendix to this report.
TABLE 1. RESULTS FOR PEAK ATTENUATION SUMMARY FOR THE 1-YEAR DESIGN STORM
i-year Qpeak
Pre-Development 28.74 cfs
Post-Development 28.49 cfs
11 TABLE 2. BMP i DESIGN SUMMARY

• Normal Pool = 343.00
• 2" Dia. Drawdown orifice @ 343.00
• 4' wide x 6" high attenuation orifice @ 345.00
• 5'x 5' slab top inlet box, weir crest @ 346.oo
• 30" outlet barrel
• Top of Dam = 348.00
Peak Water Surface Freeboard Qoeak Outflow
i-yr Storm 345.72 2.23 6.76 cfs
io-yr Storm 346.70 1.30 5o.69 cfs
loo-yr Storm 347.02 o.98 66.73 cfs
Weston Tract 3 3 W&R Project 204070.1
Pond Report
March 2005
TABLE 3. BMP 2 DESIGN SUMMARY
• 1" Dia. Drawdown orifice at 321.00
• Emergency Spillway - 30 ft wide at 324.50
• Top of Dam = 348.00
Peak Water Surface Freeboard Qpeak Outflow
1-yr Storm 324.73 0.27 8.82 cfs
1o-yr Storm 324.89 0.11 19.61 cfs
loo-yr Storm 324.99 0.01 27.77 cfs
Weston Tract 3 4 W&R Project 204070.1
Pond Report March 2005
II
APPENDIX
Routing Summary
Weston Tract 3 5 W&R Project 204070.1
Pond Report March 2005
Desigrw Scale
bR t'-IN
D.-By Dale
IKT 0.}11-07
Checked By lob No.
WESTON TRACT 3
DRAINAGE AREA MAP
WITHERS & RAVENEL
ENGINEERS I PLANNERS I SURVIVORS
I I I hlacKenan Drive Cary, North Groli u 77511
td: 919-469-3340 -.withersravenel.com lac 919467-6008
9r11Y
PRE-DEVELOPMENT
CALCULATIONS
Weston Tract 3 6 W&R Project 204070.1
Pond Report March 2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Job File: K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Rain Dir: K:\04\04-070\04070.1\H&H\
--------------------------
--------------------------
JOB TITLE
Project Date: 12/15/2004
Project Engineer: WR
Project Title: Weston MDC Homes
Project Comments:
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Table of Contents i
Table of Contents
++++++++++++++++++++++ TC CALCULATIONS +++++++++++++++++++++
PREDEVELOPMENT.. Tc Calcs ........................... 1.01
++++++++*+++++++++++++ CN CALCULATIONS +++++++++++++++++++++
PREDEVELOPMENT.. Runoff CN-Area ..................... 2.01
+++++++++++++++++++++++ HYG ADDITION ++++*++++++++++++++++++
OUT_PRE......... 1
Node: Addition Summary ............. 3.01
OUT-PRE......... 10
Node: Addition Summary ............. 3.04
OUT-PRE......... 100
Node: Addition Summary ............. 3.07
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Tc Calcs Page 1.01
Name.... PREDEVELOPMENT
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: TR-55 Sheet
Mannings n .0900
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .060000 ft/ft
Avg.Velocity .42 ft/sec
Segment #1 Time: .0659 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 300.00 ft
Slope .090000 ft/ft
Unpaved
Avg.Velocity 4.84 ft/sec
Segment #2 Time: .0172 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 6.6000 sq.ft
Wetted Perimeter 10.70 ft
Hydraulic Radius .62 ft
Slope .033000 ft/ft
Mannings n .0650
Hydraulic Length 1350.00 ft
Avg.Velocity 3.02 ft/sec
Segment #3 Time: .1243 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .2074 hrs
-------------------------
-------------------------
S/N: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Tc Calcs
Name.... PREDEVELOPMENT
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Page 1.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
--== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope,
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/sec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Tc Calcs
Name.... PREDEVELOPMENT
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Page 1.03
==== SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R
Aq
WP
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft/sec
Slope, ft/ft
Mannings n
Time of concentration, hrs
Flow length, ft
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Runoff CN-Area
Name.... PREDEVELOPMENT
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Page 2.01
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description C11
-- acres %C %UC CN
--
---------------------------- ----
Woods - fair 73 ---------
21.320 ----- ----- ------
73.00
Pasture, grassland, or range - fair 79 4.350 79.00
COMPOSITE AREA & WEIGHTED CN ---> 25.670 74.02 (74)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.01
Name.... OUT_PRE Event: 1 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... TypeII 24hr Tag: 1
SUMMARY FOR HYDROGRAPH ADDITION
at Node: OUT PRE
HYG Directory: K:\04\04-070\04070.1\H&H\
Upstream Link ID Upstream Node ID HYG file 11YG ID HYG tag
--------------------------------------------------------------------------
ADDLINK 10 PREDEVELOPMENT work_pad.hyg PREDEVELOPMENT 1
--------------------------------------------------------------------------
--------------------------------------------------------------------------
INFLOWS TO: OUT PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID 11YG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg PREDEVELOPMENT 1 1.943 12.0500 28.74
TOTAL FLOW INTO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg OUT-PRE 1 1.943 12.0500 28.74
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.02
Name.... OUT-PRE Event: 1 yr
File.... K:\04\04-070\04070.1\H&ii\WESTON MDC.PPW
Storm... TypeII 24hr Tag: 1
TOTAL NODE INFLOW...
HYG file = K:\04\04-070\04070.1\H&H\work_pad.hyg
HYG ID = OUT-PRE
HYG Tag = 1
-----------------------------------
Peak Discharge = 28.74 cfs
Time to Peak = 12.0500 hrs
HYG Volume = 1.943 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs
--------- Time on
------- left represent s time for first value in each row.

11.0000 -----
.00 --------------
.00 ----------
.01 ----------------
.03 ----------
.05
11.2500 .09 .14 .20 .26 .34
11.5000 .42 .55 .82 1.33 2.24
11.7500 3.73 6.10 9.82 15.77 22.76
12.0000 ( 27.74 28.74 24.95 18.83 13.46
12.2500 10.23 8.31 7.07 6.20 5.54
12.5000 4.98 4.50 4.10 3.78 3.55
12.7500 3.38 3.25 3.14 3.03 2.93
13.0000 2.83 2.74 2.65 2.57 2.50
13.2500 2.44 2.38 2.33 2.27 2.22
13.5000 2.17 2.11 2.06 2.01 1.97
13.7500 1.93 1.89 1.85 1.81 1.77
14.0000 1.73 1.69 1.66 1.63 1.60
14.2500 1.58 1.57 1.55 1.54 1.52
14.5000 1.51 1.50 1.49 1.47 1.46
14.7500 1.45 1.43 1.42 1.40 1.39
15.0000 1.38 1.36 1.35 1.34 1.32
15.2500 1.31 1.29 1.28 1.27 1.25
15.5000 1.24 1.22 1.21 1.20 1.18
15.7500 1.17 1.15 1.14 1.12 1.11
16.0000 1.09 1.08 1.07 1.05 1.05
16.2500 1.04 1.03 1.03 1.02 1.02
16.5000 1.01 1.01 1.00 1.00 .99
16.7500 .99 .98 .98 .97 .97
17.0000 .96 .96 .95 .95 .94
17.2500 .94 .93 .93 .92 .92
17.5000 .91 .91 .90 .90 .89
17.7500 .89 .88 .88 .87 .87
18.0000 .86 .85 .85 .84 .84
18.2500 I .83 .83 .82 .82 .81
18.5000 I .81 .80 .80 .79 .78

SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.03
Name.... OUT_PRE Event: 1 yr
File.... K:\04\04-070\0 4070.1\H&H\WES TOIT MDC.PPW
Storm... TypeII 24hr Tag: 1
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs Time on left represent s time for first
-
- value
-
- in each row.
-------
--
--------
18.7500 - ------------
.78 --------------
.77 --------
---
---
.77 -----
.76 -
---
.76
19.0000 .75 .75 .74 .74 .73
19.2500 .72 .72 .71 .71 .70
19.5000 .70 .69 .69 .68 .67
19.7500 .67 .66 .66 .65 .65
20.0000 .64 .63 .63 .63 .62
20.2500 .62 .62 .62 .62 .62
20.5000 .62 .61 .61 .61 .61
20.7500 .61 .61 .61 .61 .61
21.0000 .61 .60 .60 .60 .60
21.2500 I .60 .60 .60 .60 .60
21.5000 .60 .60 .59 .59 .59
21.7500 .59 .59 .59 .59 .59
22.0000 .59 .59 .58 .58 .58
22.2500 .58 .58 .58 .58 .58
22.5000 .58 .58 .57 .57 .57
22.7500 .57 .57 .57 .57 .57
23.0000 .57 .56 .56 .56 .56
23.2500 .56 .56 .56 .56 .56
23.5000 .56 .55 .55 .55 .55
23.7500 I .55 .55 .55 .55 .55
24.0000 .54 .51 .41 .27 .15
24.2500 .08 .05 .03 .01 .01
24.5000 I .00 .00 .00
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.04
Name.... OUT-PRE Event: 10 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... RDU NOAA 10yr Tag: 10
SUMMARY FOR HYDROGRAPH ADDITION
at Node: OUT PRE
HYG Directory: K:\04\04-070\04070.1\H&H\
Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag
--------------------------------------------------------------------------
ADDLINK 10 PREDEVELOPMENT work_pad.hyg PREDEVELOPMENT 10
INFLOWS TO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg PREDEVELOPMENT 10 5.024 12.2000 71.70
TOTAL FLOW INTO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg OUT-PRE 10 5.024 12.2000 71.70
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.05
Name.... OUT-PRE Event: 10 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... RDU NOAA 10yr Tag: 10
TOTAL NODE I14FLOW...
HYG file = K:\04\04-070\04070.1\H&H\work_pad.hyg
IIYG ID = OUT-PRE
HYG Tag = 10
-----------------------------------
Peak Discharge = 71.70 cfs
Time to Peak = 12.2000 hrs
HYG Volume = 5.024 ac-ft
-----------------------------------
HYDROGRAPII ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs Time on left represent s time for
- first value in
---------------- each row.
----------
--------- -
8.7000 -------------
.00 ------------
.00 --------
-
.01 .01 .02
8.9500 .03 .04 .05 .08 .11
9.2000 .14 .17 .20 .23 .26
9.4500 .29 .32 .35 .37 .40
9.7000 .43 .45 .48 .51 .53
9.9500 .56 .58 .61 .63 .66
10.2000 .68 .71 .73 .76 .78
10.4500 .81 .83 .89 1.00 1.15
10.7000 1.29 1.39 1.47 1.53 1.59
10.9500 1.64 1.69 1.74 1.79 1.83
11.2000 1.88 1.93 1.97 2.02 2.06
11.4500 2.10 2.17 2.59 3.80 5.43
11.7000 6.89 7.94 9.44 12.39 16.18
11.9500 20.24 26.01 36.83 53.95 68.58
12.2000 I 71.70 64.56 53.50 42.28 32.84
12.4500 I 26.47 22.90 20.17 16.46 12.44
12.7000 9.34 7.59 6.68 6.18 5.91
12.9500 5.77 5.70 5.67 5.65 5.65
13.2000 5.66 5.67 5.69 5.70 5.70
13.4500 5.71 5.71 5.60 5.21 4.72
13.7000 4.33 4.11 3.99 3.93 3.90
13.9500 3.88 3.88 3.88 3.88 3.88
14.2000 3.88 3.89 3.89 3.89 3.89
14.4500 3.90 3.91 3.91 3.91 3.92
14.7000 3.92 3.92 3.93 3.93 3.94
14.9500 3.94 3.94 3.82 3.46 3.01
15.2000 2.66 2.46 2.34 2.28 2.25
15.4500 2.23 2.22 2.22 2.22 2.22
15.7000 2.22 2.22 2.22 2.22 2.22
15.9500 2.22 2.22 2.23 2.23 2.23
16.2000 2.23 2.23 2.23 2.23 2.23
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.06
Name.... OUT-PRE Event: 10 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... RDU NOAA 10yr Tag: 10
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs
-------- Time on left represents
- --------------------------- time for first
-- value in each row.

16.4500
2.24
2.24 --------------
2.24 ------
2.23 -------------
2.23
16.7000 2.24 2.24 2.24 2.24 2.25
16.9500 2.25 2.25 2.25 2.25 2.25
17.2000 2.25 2.25 2.25 2.25 2.25
17.4500 2.25 2.26 2.26 2.26 2.26
17.7000 2.26 2.26 2.27 2.27 2.27
17.9500 2.27 2.26 2.19 2.00 1.77
18.2000 1.58 1.48 1.43 1.40 1.38
18.4500 1.36 1.36 1.35 1.36 1.36
18.7000 1.36 1.36 1.35 1.35 1.36
18.9500 1.36 1.36 1.36 1.36 1.36
19.2000 1.36 1.36 1.36 1.36 1.36
19.4500 1.36 1.36 1.36 1.36 1.37
19.7000 1.37 1.36 1.36 1.36 1.36
19.9500 1.37 1.37 1.37 1.37 1.37
20.2000 1.37 1.37 1.37 1.37 1.36
20.4500 1.36 1.37 1.37 1.37 1.37
20.7000 1.37 1.37 1.37 1.37 1.38
20.9500 1.37 1.37 1.37 1.37 1.37
21.2000 1.38 1.38 1.38 1.37 1.37
21.4500 1.37 1.38 1.38 1.38 1.38
21.7000 1.37 1.37 1.37 1.38 1.38
21.9500 1.38 1.38 1.38 1.38 1.38
22.2000 1.38 1.38 1.38 1.38 1.38
22.4500 1.38 1.38 1.39 1.39 1.38
22.7000 1.38 1.38 1.38 1.39 1.39
22.9500 1.39 1.38 1.38 1.38 1.38
23.2000 1.39 1.39 1.39 1.39 1.38
23.4500 1.38 1.39 1.39 1.39 1.39
23.7000 1.39 1.39 1.39 1.39 1.40
23.9500 1.39 1.38 1.27 .98 .62
24.2000 ( .34 .19 .10 .06 .03
24.4500 .02 .01 .00 .00 .00
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.07
Name.... OUT-PRE Event: 100 yr
File.... K:\04\04-070\04070.1\11&H\WESTON MDC.PPW
Storm... RDU NOAH 100yr Tag: 100
SUMMARY FOR HYDROGRAPH ADDITION
at Node: OUT PRE
HYG Directory: K:\04\04-070\04070.1\H&H\
--------------------------------------------------------------------------
--------------------------------------------------------------------------
Upstream Link ID Upstream Node ID HYG file 11YG ID HYG tag
--------------------------------------------------------------------------
ADDLINK 10 PREDEVELOPMENT work_pad.hyg PREDEVELOPMENT 100
--------------------------------------------------------------------------
--------------------------------------------------------------------------
INFLOWS TO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg PREDEVELOPMENT 100 9.341 12.2000 109.78
TOTAL FLOW INTO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg OUT-PRE 100 9.341 12.2000 109.78
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.08
Name.... OUT-PRE Event: 100 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... RDU NOAA 100yr Tag: 100
TOTAL NODE INFLOW...
HYG file = K:\04\04-070\04070.1\H&H\work_pad.hyg
HYG ID = OUT-PRE
HYG Tag = 100
-----------------------------------
Peak Discharge = 109.78 cfs
Time to Peak = 12.2000 hrs
HYG Volume = 9.341 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES (Cfs)
Time Output Time increment = .0500 hrs
hrs
--------- Time on
---- left represent s time for first value in each row.

6.7000 --------
.00 --------------
.00 ----------
.01 ----------------
.03 ----------
.05
6.9500 .07 .09 .12 .14 .17
7.2000 .19 .21 .24 .26 .28
7.4500 .31 .33 .35 .38 ..40
7.7000 .42 .44 .47 .49 .51
7.9500 .53 .55 .57 .60 .62
8.2000 .64 .66 .68 .70 .72
8.4500 .74 .76 .78 .80 .82
8.7000 .84 .86 .88 .90 .91
8.9500 .93 .95 1.01 1.17 1.37
9.2000 1.54 1.66 1.74 1.81 1.87
9.4500 1.92 1.97 2.02 2.07 2.11
9.7000 2.15 2.20 2.24 2.28 2.32
9.9500 2.36 2.40 2.44 2.48 2.52
10.2000 2.56 2.60 2.64 2.68 2.71
10.4500 2.75 2.80 2.98 3.45 4.08
10.7000 4.61 4.95 5.19 5.36 5.50
10.9500 5.62 5.73 5.83 5.93 6.02
11.2000 6.11 6.20 6.28 6.36 6.45
11.4500 6.53 6.67 7.78 10.95 15.16
11.7000 ( 18.76 21.16 24.18 29.75 36.64
11.9500 43.30 51.20 65.55 88.75 107.74
12.2000 109.78 98.36 83.15 68.05 55.09
12.4500 ( 46.19 41.19 37.00 30.63 23.53
12.7000 18.01 14.89 13.26 12.35 11.86
12.9500 11.61 11.48 11.42 11.39 11.38
13.2000 11.40 11.41 11.43 11.44 11.45
13.4500 11.46 11.47 11.18 10.17 8.89
13.7000 7.88 7.31 7.00 6.84 6.74
13.9500 6.70 6.67 6.66 6.65 6.66
14.2000 6.66 6.66 6.67 6.68 6.68
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.09
Name.... OUT_PRE Event: 100 yr
File.... K:\04\04-070\0 4070.1\I1&H\WESTOi7 MDC.PPW
Storm... RDU NOAA 100yr Tag: 100
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs Time on left represents time for first value in each row.
--------
14.4500 - ------------
6.68 ---------------
6.69 ---------------
6.69 ----------
6.69 ----------
6.70
14.7000 6.70 6.71 6.71 6.71 6.72
14.9500 6.72 6.71 6.55 6.01 5.32
15.2000 4.79 4.48 4.31 4.22 4.17
15.4500 4.14 4.13 4.12 4.12 4.12
15.7000 4.12 4.12 4.12 4.13 4.13
15.9500 4.13 4.13 4.13 4.13 4.13
16.2000 4.13 4.13 4.13 4.14 4.14
16.4500 4.14 4.14 4.15 4.15 4.15
16.7000 4.15 4.15 4.15 4.15 4.15
16.9500 4.15 4.16 4.16 4.16 4.16
17.2000 4.16 4.16 4.17 4.17 4.17
17.4500 4.17 4.17 4.17 4.17 4.17
17.7000 4.17 4.18 4.17 4.18 4.18
17.9500 4.18 4.17 4.03 3.62 3.10
18.2000 2.68 2.45 2.33 2.25 2.21
18.4500 2.19 2.18 2.17 2.17 2.17
18.7000 2.17 2.17 2.17 2.18 2.18
18.9500 2.17 2.17 2.17 2.17 2.17
19.2000 2.17 2.17 2.17 2.17 2.18
19.4500 2.17 2.17 2.18 2.18 2.18
19.7000 2.18 2.18 2.18 2.18 2.18
19.9500 2.18 2.18 2.18 2.18 2.18
20.2000 2.18 2.18 2.18 2.19 2.19
20.4500 2.18 2.18 2.18 2.18 2.18
20.7000 2.18 2.18 2.18 2.18 2.19
20.9500 2.18 2.18 2.19 2.19 2.19
21.2000 2.19 2.19 2.19 2.19 2.19
21.4500 2.19 2.19 2.19 2.19 2.19
21.7000 2.19 2.19 2.19 2.20 2.20
21.9500 2.19 2.19 2.19 2.19 2.19
22.2000 ( 2.19 2.19 2.19 2.19 2.19
22.4500 2.19 2.19 2.20 2.20 2.20
22.7000 2.20 2.20 2.20 2.20 2.20
22.9500 2.20 2.20 2.20 2.20 2.20
23.2000 2.20 2.20 2.20 2.21 2.21
23.4500 2.20 2.20 2.20 2.20 2.20
23.7000 2.20 2.20 2.20 2.20 2.20
23.9500 2.20 2.19 2.02 1.55 .98
24.2000 .54 .30 .17 .09 .05
24.4500 .03 .01 .01 .00 .00
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Appendix A A-1
Index of Starting Page Numbers for ID Names
----- O -----
OUT-PRE 1... 3.01, 3.04, 3.07
----- P -----
PREDEVELOPMENT... 1.01, 2.01
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
POST DEVELOPMENT
CALCULATIONS
Weston Tract 3 7 W&R Project 204070.1
Pond Report March 2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Job File: K:\04\04-070\04070.1\13&H\WESTON MDC_REV.PPW
Rain Dir: K:\04\04-070\04070.1\13&H\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
Project Date: 03/22/2004
Project Engineer: Withers & Ravenel
Project Title: Weston MDC Homes
Project Comments:
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Table of Contents i
Table of Contents
++++++++++++++++++++++ MASTER SUMMARY ++++++++++++++++++++++
Watershed....... Master Network Summary ............. 1.01
+xx+xxxx++++++++++ DESIGN STORMS SUMMARY ++++xxxx+x++xxx+x+x
RDU NOAA 14 Desi Design Storms ...................... 2.01
x+++++++++++++++++++xx TC CALCULATIONS +xxxx+++x+x+++++x++xx
TO_BMP1......... Tc Calcs ........................... 3.01
TO_BMP2......... Tc Calcs ........................... 3.03
UNTREATED-AREA.. Tc Calcs ........................... 3.05
+xx++++++++++++++++++x CN CALCULATIONS +++++++x+xxx+x+x+++xx
TO BMP1......... Runoff CN-Area ..................... 4.01
TO BMP2......... Runoff CN-Area ..................... 4.02
UNTREATED AREA.. Runoff CN-Area ..................... 4.03
+++++x+++++++++++++++++ POND VOLUMES xxx+xxx+++xx+x++++xx+++
BMP 1........... Vol: Elev-Area ..................... 5.01
BMP 2........... Vol: Elev-Area ..................... 5.02
+++++x++++x+++++++++ OUTLET STRUCTURES +xx++++x+x++++++xx+x+
Outlet 1........ Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.04
Outlet 2........ Outlet Input Data .................. 6.07
Composite Rating Curve ............. 6.10
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\04\04-070\04070.1\H&H\WESTON MDC-REV.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth Rainfall
Return Event in Type RNF ID
------------
10 ------
4.9800 ----------------
Time-Depth Curve ----------------
RDU NOAA 10yr
100 7.3700 Time-Depth Curve RDU NOAH 100yr
1 3.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*11ode=Outfall; +Node=Diversion;)
(Trun= 11YG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
------------ Type
----- ---- Event
------ ac-ft Trun
---------- -- hrs
--------- cfs
-------- ft
-------- ac-ft
------------
BMP 1 IN POND 10 3.762 12.1000 69.01
BMP 1 IN POND 100 6.085 12.1000 89.15
BMP 1 IN POND 1 1.904 11.9000 34.42
BMP 1 OUT POND 10 3.697 12.1500 50.69 346.70 1.353
BMP 1 OUT POND 100 6.015 12.1500 66.73 347.02 1.485
BMP 1 OUT POND 1 1.847 12.1500 6.76 345.72 .960
BMP 2 IN POND 10 1.088 12.1000 20.74
BMP 2 IN POND 100 1.889 12.1000 28.99
BMP 2 IN POND 1 .482 11.9500 8.71
BMP 2 OUT P014D 10 1.056 12.1000 19.61 324.89 .168
BMP 2 OUT POND 100 1.855 12.1000 27.77 324.99 .176
BMP 2 OUT POND 1 .452 12.0000 8.82 324.73 .156
*OUT POST JCT 10 6.968 12.1500 102.90
*OUT POST JCT 100 11.750 12.1500 140.30
*OUT POST JCT 1 3.261 12.0000 28.49
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 A14 Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
--------------
- Type Event ac-ft Trun
-
*OUT PRE - ----
JCT ------
10 ----------
5.024
*OUT PRE JCT 100 9.341
*OUT PRE JCT 1 1.943
TO_BMP1 AREA 10 3.762
TO_BMP1 AREA 100 6.085
TO BMP1 AREA 1 1.904
TO_BMP2 AREA 10 1.088
TO_BMP2 AREA 100 1.889
TO BMP2 AREA 1 .482
UNTREATED AREA AREA 10 2.215
UNTREATED-AREA AREA 100 3.880
UNTREATED AREA AREA 1 .962
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-------- ft ac-ft

12.2000
71.70 -------- ------------
12.2000 109.78
12.0500 28.74
12.1000 69.01
12.1000 89.15
11.9000 34.42
12.1000 20.74
12.1000 28.99
11.9500 8.71
12.1500 34.21
12.1500 48.90
12.0000 15.63
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Design Storms
Name.... RDU NOAH 14 Desi
File.... K:\04\04-070\04070.1\H&H\
Title... Project Date: 12/15/2004
Project Engineer: WR
Project Title: Weston MDC Homes
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 10
Page 2.01
Data Type, File, ID = Time-Depth Curve RDU NOAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... TO_BMP1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 3.01
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC H023ES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... TO_BMP1
File.... K:\04\04-070\04070.1\H&H\WESTOt7 MDC REV.PPW
Page 3.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== User Defined ------------------
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... TO_BMP2
File.... K:\04\04-070\04070.1\H&H\WESTOII MDC REV.PPW
Page 3.03
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
Total Tcc .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... TO-BMP2
File.... K:\04\04-070\04070.1\H&H\WEST014 MDC_REV.PPW
Page 3.04
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
----------------------------------------------------
==== User Defined ------------------------------------------------------
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 A14 Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... UNTREATED-AREA
File.... K:\04\04-070\04070.1\H&H\WESTOII MDC REV.PPW
Page 3.05
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .1700 hrs
-------------------------
-------------------------
S/N: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... UNTREATED AREA
File.... K:\04\04-070\04070.1\1I&11\WESTON MDC REV.PPW
Page 3.06
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
---- User Defined
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Runoff CN-Area
Name.... TO_BMP1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 4.01
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC C14
--------------------------------
Woods - fair ----
73 ---------
.859 ----- ----- ------
73.00
Open space (Lawns,parks etc.) - Goo 74 3.780 74.00
Impervious Areas - Paved parking to 98 7.390 98.00
COMPOSITE AREA & WEIGHTED CN --->
...................................
...................................
.....
..... 12.029
..........
..........
............
............ 88.67 (89)
.............
.............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Runoff CN-Area
Name.... TO_BMP2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 4.02
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 74 3.140 74.00
Impervious Areas - Paved parking 10 98 1.260 98.00
COMPOSITE AREA & WEIGHTED CN ---> 4.400 80.87 (81)
...........................................................................
...........................................................................
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Runoff CN-Area
Name.... UNTREATED-AREA
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 4.03
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-----------------------------
Woods --- ----
73 ---------
3.480 ----- ----- ------
73.00
Impervious 98 2.620 98.00
Open Space 74 3.140 74.00
COMPOSITE AREA & WEIGHTED CN
.............................
............................. --->
...........
........... 9.240
..........
..........
............
............ 80.43 (80)
.............
.............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Vol: Elev-Area
Name.... BMP 1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC_REV.PPW
Page 5.01
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
----------------- (ac-ft)
--------- (ac-ft)
-------------
343.00 ----- .3200 .0000 .000 .000
344.00 ----- .3440 .9958 .332 .332
345.00 ----- .3690 1.0693 .356 .688
347.00 ----- .4200 1.1827 .788 1.477
348.00 ----- .4460 1.2988 .433 1.910
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Vol: Elev-Area
Name.... BMP 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 5.02
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
-----------
- (ac-ft) (ac-ft)

321.00
----- .0156 -
----
.0000 ---------
.000 -------------
.000
322.00 ----- .0268 .0628 .021 .021
323.00 ----- .0424 .1029 .034 .055
324.00 ----- .0606 .1537 .051 .106
325.00 ----- .0803 .2107 .070 .177
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (Ef,2-EL1) * (Areal + Area2 + sq.rt.(Area1*Area2))
where: EL1, EL2 Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC_REV.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 343.00 ft
Increment = .05 ft
Max. Elev.= 348.00 ft
++++++++++++++++++++++++++++++++++++++++++++++
OUTLET CONNECTIVITY
Page 6.01
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RS ---> CU 346.000 348.000
Orifice-Area 01 ---> CU 345.000 348.000
Orifice-Circular OR ---> CU 343.000 348.000
Culvert-Circular CU ---> TW 338.000 348.000
TW SETUP, DS Channel
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
OUTLET STRUCTURE INPUT DATA
Page 6.02
Structure ID = RS
Structure Type
-- = Inlet Box
---------------
# of openings -------------
= 1 ------
Invert Elev. = 346.00 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.300
K, Submerged .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 01
Structure Type
----------------- = Orifice-Area
------

# of openings -------
= 1 ------
Invert Elev. = 345.00 ft
Area = 2.0000 sq.ft
Top of Orifice = 345.50 ft
Datum Elev. = 345.25 ft
Orifice Coeff. _ .600
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of openings = 1
Invert Elev. = 343.00 ft
Diameter = .1700 ft
Orifice Coeff. _ .600
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WEST014 MDC_REV.PPW
OUTLET STRUCTURE I44PUT DATA
Structure ID = CU
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 338.00 ft
Dnstream Invert = 337.00 ft
Horiz. Length = 120.00 ft
Barrel Length = 120.00 ft
Barrel Slope = .00833 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .009217
Kr = .5000
HW Convergence = .001
Page 6.03
(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) = 1.156
T2 ratio (HW/D) = 1.303
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 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 = 340.89 ft ---> Flow = 27.16 cfs
At T2 Elev = 341.26 ft ---> Flow = 31.05 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL C014DITIONS 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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge ------- --- --- ------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft Contributing Structures

343.00
.00 -----
Free --- -----
Outfall --------
(no Q: ---
RS ---
,OI ------------
,OR,CU)
343.05 .00 Free Outfall OR,CU (no Q: RS,01)
343.10 .01 Free Outfall OR,CU (no Q: RS,01)
343.15 .02 Free Outfall OR,CU (no Q: RS,01)
343.20 .04 Free Outfall OR,CU (no Q: RS,01)
343.25 .04 Free Outfall OR,CU (no Q: RS,01)
343.30 .05 Free Outfall OR,CU (no Q: RS,01)
343.35 .06 Free Outfall OR,CU (no Q: RS,01)
343.40 .06 Free Outfall OR,CU (no Q: RS,01)
343.45 .07 Free Outfall OR,CU (no Q: RS,01)
343.50 .07 Free Outfall OR,CU (no Q: RS,01)
343.55 .07 Free Outfall OR,CU (no Q: RS,01)
343.60 .08 Free Outfall OR,CU (no Q: RS,01)
343.65 .08 Free Outfall OR,CU (no Q: RS,01)
343.70 .09 Free Outfall OR,CU (no Q: RS,01)
343.75 .09 Free Outfall OR,CU (no Q: RS,01)
343.80 .09 Free Outfall OR,CU (no Q: RS,01)
343.85 .10 Free Outfall OR,CU (no Q: RS,01)
343.90 .10 Free Outfall OR,CU (no Q: RS,01)
343.95 .10 Free Outfall OR,CU (no Q: RS,01)
344.00 .10 Free Outfall OR,CU (no Q: RS,01)
344.05 .11 Free Outfall OR,CU (no Q: RS,01)
344.10 .11 Free Outfall OR,CU (no Q: RS,01)
344.15 .11 Free Outfall OR,CU (no Q: RS,01)
344.20 .12 Free Outfall OR,CU (no Q: RS,01)
344.25 .12 Free Outfall OR,CU (no Q: RS,01)
344.30 .12 Free Outfall OR,CU (no Q: RS,01)
344.35 .12 Free Outfall OR,CU (no Q: RS,01)
344.40 .13 Free Outfall OR,CU (no Q: RS,01)
344.45 .13 Free Outfall OR,CU (no Q: RS,01)
344.50 .13 Free Outfall OR,CU (no Q: RS,01)
344.55 .13 Free Outfall OR,CU (no Q: RS,01)
344.60 .13 Free Outfall OR,CU (no Q: RS,01)
344.65 .14 Free Outfall OR,CU (no Q: RS,01)
344.70 .14 Free Outfall OR,CU (no Q: RS,01)
344.75 .14 Free Outfall OR,CU (no Q: RS,01)
344.80 .14 Free Outfall OR,CU (no Q: RS,01)
344.85 .15 Free Outfall OR,CU (no Q: RS,01)
Page 6.04
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 A14 Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- ------ -- Converge -------------- -- ---------
Elev. Q TW El ev Error
ft cfs ft +/-ft Contributing Structures
--------
344.90 -------
.15 ------
Free -- -----
Outfall ---------------
OR,CU (no Q: -----------
RS,01)
344.95 .15 Free Outfall OR,CU (no Q: RS ,01)
345.00 .15 Free Outfall OR,CU (no Q: RS ,01)
345.05 .63 Free Outfall 01,OR,CU (no Q: RS)
345.10 1.12 Free Outfall 01,OR,CU (no Q: RS)
345.15 1.60 Free Outfall 01,OR,CU (no Q: RS)
345.20 2.08 Free Outfall 01,OR,CU (no Q: RS)
345.25 2.57 Free Outfall 01,OR,CU (no Q: RS)
345.30 3.05 Free Outfall 01,OR,CU (no Q: RS)
345.35 3.53 Free Outfall 01,OR,CU (no Q: RS)
345.40 4.02 Free Outfall 01,OR,CU (no Q: RS)
345.45 4.50 Free Outfall 01,OR,CU (no Q: RS)
345.50 4.98 Free Outfall 01,OR,CU (no Q: RS)
345.55 5.44 Free Outfall 01,OR,CU (no Q: RS) .
345.60 5.87 Free Outfall 01,OR,CU (no Q: RS)
345.65 6.26 Free Outfall 01,OR,CU (no Q: RS)
345.70 6.63 Free Outfall 01,OR,CU (no Q: RS)
345.75 6.98 Free Outfall 01,OR,CU (no Q: RS)
345.80 7.32 Free Outfall 01,OR,CU (no Q: RS)
345.85 7.64 Free Outfall 01,OR,CU (no Q: RS)
345.90 7.94 Free Outfall 01,OR,CU (no Q: RS)
345.95 8.24 Free Outfall O1,OR,CU (no Q: RS)
346.00 8.52 Free Outfall 01,OR,CU (no Q: RS)
346.05 9.54 Free Outfall RS,OI,OR,CU
346.10 11.15 Free Outfall RS,OI,OR,CU
346.15 13.16 Free Outfall RS,01,OR,CU
346.20 15.48 Free Outfall RS,OI,OR,CU
346.25 18.07 Free Outfall RS,OI,OR,CU
346.30 20.90 Free Outfall RS,OI,OR,CU
346.35 23.96 Free Outfall RS,01,OR,CU
346.40 27.22 Free Outfall RS,OI,OR,CU
346.45 30.67 Free Outfall RS,OI,OR,CU
346.50 34.30 Free Outfall RS,OI,OR,CU
346.55 38.10 Free Outfall RS,01,OR,CU
346.60 42.06 Free Outfall RS,OI,OR,CU
346.65 46.18 Free Outfall RS,OI,OR,CU
346.70 50.43 Free Outfall RS,01,OR,CU
346.75 54.82 Free Outfall RS,OI,OR,CU
Page 6.05
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q No tes
---------------- ----- --- Converge ------ ---- --- ------------
Elev. Q TW E lev Error
ft
-------- cfs
------- ft +/-ft
-- Contri buting Structures

346.80
58.80 ---
Free --- -----
Outfall -------
RS,OI, -------
OR,CU ------------
346.85 63.97 Free Outfall RS,CU (no Q: O1,OR)
346.90 65.88 Free Outfall RS,CU (no Q: O1,OR)
346.95 66.41 Free Outfall RS,CU (no Q: O1,OR)
347.00 66.64 Free Outfall RS,CU (no Q: O1,OR)
347.05 66.86 Free Outfall RS,CU (no Q: O1,OR)
347.10 67.09 Free Outfall RS,CU (no Q: O1,OR)
347.15 67.32 Free Outfall RS,CU (no Q: O1,OR)
347.20 67.54 Free Outfall RS,CU (no Q: O1,OR)
347.25 67.77 Free Outfall RS,CU (no Q: O1,OR)
347.30 67.99 Free Outfall RS,CU (no Q: O1,OR)
347.35 68.21 Free Outfall RS,CU (no Q: 01,OR)
347.40 68.44 Free Outfall RS,CU (no Q: O1,OR)
347.45 68.65 Free Outfall RS,CU (no Q: O1,OR)
347.50 68.87 Free Outfall RS,CU (no Q: O1,OR)
347.55 69.09 Free Outfall RS,CU (no Q: O1,OR)
347.60 69.31 Free Outfall RS,CU (no Q: O1,OR)
347.65 69.53 Free Outfall RS,CU (no Q: O1,OR)
347.70 69.75 Free Outfall RS,CU (no Q: O1,OR)
347.75 69.96 Free Outfall RS,CU (no Q: O1,OR)
347.80 70.18 Free Outfall RS,CU (no Q: O1,OR)
347.85 70.39 Free Outfall RS,CU (no Q: O1,OR)
347.90 70.61 Free Outfall RS,CU (no Q: O1,OR)
347.95 70.82 Free Outfall RS,CU (no Q: O1,OR)
348.00 71.04 Free Outfall RS,CU (no Q: 01,OR)
Page 6.06
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC_REV.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 321.00 ft
Increment = .05 ft
Max. Elev.= 325.00 ft
t+t++++xt+xtxxx+xtxt+xttxtttxxxxtttrxxxxxt++++
OUTLET CONNECTIVITY
tt+xx+x++t++xxxx+t+xt+++xt+t++x++xxt+xt+t+xx++
Page 6.07
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir-Rectangular DM ---> TW 325.000 325.000
Weir-Rectangular SW ---> TW 324.500 325.000
Culvert-Circular CU ---> TW 321.000 325.000
TW SETUP, DS Channel
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&Fi\WESTOII MDC_REV.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
DM
Weir-Rectangular
----------------
1
325.00 ft
95.00 ft
2.800000
Weir TW effects (Use adjustment equation)
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
SW
Weir-Rectangular
----------------
1
324.50 ft
30.00 ft
2.700000
Weir TW effects (Use adjustment equation)
Page 6.08
SIN: 22160372E1C5 Withers & Ravenel
ndPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&H\WESTOIJ MDC REV.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CU
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = .0833 ft
Upstream Invert = 321.00 ft
Dnstream Invert = 320.80 ft
Fioriz. Length 22.00 ft
Barrel Length = 22.00 ft
Barrel Slope = .00909 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000
Kb = .859643
Kr = .2000
HW Convergence = .001
Page 6.09
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET CONTROL DATA...
Equation form = 1
Inlet Control K = .0045
Inlet Control M = 2.0000
Inlet Control c = .03170
Inlet Control Y = .6900
T1 ratio 01W/D) _ .747
T2 ratio (11W/D) = 1.193
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 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 = 321.06 ft ---> Flow = .01 cfs
At T2 Elev = 321.10 ft ---> Flow = .01 cfs
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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&11\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge -------------------------
Elev. Q TW E lev Error
ft
-------- cfs
------- ft +/-ft
- Contributing Structures

321.00
.00 ----
Free --- -----
Outfall --------------------------
None contributing
321.05 .00 Free Outfall CU
321.10 .00 Free Outfall CU
321.15 .01 Free Outfall CU
321.20 .01 Free Outfall CU
321.25 .01 Free Outfall CU
321.30 .01 Free Outfall CU
321.35 .01 Free Outfall CU
321.40 .01 Free Outfall CU
321.45 .01 Free Outfall CU
321.50 .01 Free Outfall CU
321.55 .01 Free Outfall CU
321.60 .01 Free Outfall CU
321.65 .01 Free Outfall CU
321.70 .01 Free Outfall CU
321.75 .01 Free Outfall CU
321.80 .01 Free Outfall CU
321.85 .01 Free Outfall CU
321.90 .01 Free Outfall CU
321.95 .01 Free Outfall CU
322.00 .01 Free Outfall CU
322.05 .01 Free Outfall CU
322.10 .01 Free Outfall CU
322.15 .01 Free Outfall CU
322.20 .01 Free Outfall CU
322.25 .01 Free Outfall CU
322.30 .01 Free Outfall CU
322.35 .01 Free Outfall CU
322.40 .01 Free Outfall CU
322.45 .01 Free Outfall CU
322.50 .01 Free Outfall CU
322.55 .01 Free Outfall CU
322.60 .01 Free Outfall CU
322.65 .01 Free Outfall CU
322.70 .01 Free Outfall CU
322.75 .01 Free Outfall CU
322.80 .01 Free Outfall CU
322.85 .01 Free Outfall CU
Page 6.10
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC_REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converg e -- -----------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
--------
322.90 -------
.01 ------
Free -- -----
Outfall ---
CU -----------------------
322.95 .01 Free Outfall CU
323.00 .01 Free Outfall CU
323.05 .01 Free Outfall CU
323.10 .01 Free Outfall CU
323.15 .01 Free Outfall CU
323.20 .01 Free Outfall CU
323.25 .02 Free Outfall CU
323.30 .02 Free Outfall CU
323.35 .02 Free Outfall CU
323.40 .02 Free Outfall CU
323.45 .02 Free Outfall CU
323.50 .02 Free Outfall CU
323.55 .02 Free Outfall CU
323.60 .02 Free Outfall CU
323.65 .02 Free Outfall CU
323.70 .02 Free Outfall CU
323.75 .02 Vree Outfall CU
323.80 .02 Free Outfall CU
323.85 .02 Free Outfall CU
323.90 .02 Free Outfall CU
323.95 .02 Free Outfall CU
324.00 .02 Free Outfall CU
324.05 .02 Free Outfall CU
324.10 .02 Free Outfall CU
324.15 .02 Free Outfall CU
324.20 .02 Free Outfall CU
324.25 .02 Free Outfall CU
324.30 .02 Free Outfall CU
324.35 .02 Free Outfall CU
324.40 .02 Free Outfall CU
324.45 .02 Free Outfall CU
324.50 .02 Free Outfall SW +CU
324.55 .92 Free Outfall SW +CU
324.60 2.58 Free Outfall SW +CU
324.65 4.72 Free Outfall SW +CU
324.70 7.25 Free Outfall SW +CU
324.75 10.13 Free Outfall SW +CU
Page 6.11
SIP: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
---- Contributing Structures

324.80
13.30 ---- -----
Free Outfall --------------------------
SW +CU
324.85 16.75 Free Outfall SW +CU
324.90 20.46 Free Outfall SW +CU
324.95 24.40 Free Outfall SW +CU
325.00 28.56 Free Outfall DM +SW +CU
Page 6.12
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
NITROGEN
CALCULATIONS
Weston Tract 3 8 W&R Project 204070.1
Pond Report March 2005
Nitrogen Control Plan
Commercial / Industrial / Residential Sites with Known Impervious Area
Project Title: Weston Tract 3
Part I. Riparian Buffers
Area includes riparian buffers?
If yes,
River Basin?
Basis for Exemption
Show buffers on site plan.
Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information
Total Area of Property incl. R/W
Denuded Area
Impervious Area incl. R/W
Managed open space
Protected open space
b. Pre-development loading:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
25.67 acres
21.33 acres
11.27 acres
10.06 acres
4.34 acres
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) _
c. Post-development loading:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
0.60
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 9.88
Proposed BMP(s) One Wet Pond
Nitrogen Load after BMPs = 5.51 Ibs/ac/vr
TN Export
Area TN export coeff from use
acres Ibs/ac/ r Ibs/ r
25.67 0.6 15.40
0 1.2 0
0 21.2 0
25.67 15.40
TN Export
Area TN export coeff from use
acres Ibs/ac/ r Ibs/ r
4.34 0.6 2.60
10.06 1.2 12.07
11.27 21.2 238.92
25.67 253.60
Nitrogen Load offset by Payments = 1.91 Ibs/ac/yr Estimated Buy Down = $16,179.80
Net change in on-site N Load = 6.28 Ibs/ac/yr
Part III. Control of Peak Stormwater Flow (for 1 year, design storm)*
Pre Development 1-year Peak Q = 28.74 cfs
Post Development 1-year Peak Q = 28.49 cfs
Stormwater Management Report to be submitted at a later date
I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal).
[ ] No [ X ] Yes [ ] Exempt
[ X ] 50 foot [X ] 100 foot
[ X j Neuse [ ] Cape Fear
Supply notes & details showing control of Nitrogen and peak stormwater runoff.
Project Name: Weston Tract 3 Date: 3/2212005
Project #: 204070.1 Computed by: SAH
TOTALTRACT
Total Area:` 1,118165 sqR = 25.67 ac.
Right-of-Way Area: f N/A lsgfl = N/A ac. N/A %Impervious
Impervious! 41-8.036 sgfl = 10.01 ac.
Natural Open Space Area: - 188,920 sqf . = 4.34 ac.
Managed Open Space Area: 301.435 j sqft. = 6.92 ac.
Lot Area: N/A sgft. = N/A ac. 156 Units
Estimated Pro-Development TN Loading
Type of Land Cover Acres TN Export Coeff.
(lbs/ac/yr) TN EXPORT (Ibs/yr)
Permanently Protected Undisturbed Area 25.67. 0.6 15.40
Permanently Protected Managed Area 0.00 1.2 0.00
Impervious Surface 0.00 21.2 0.00
Totals 25.67 0.6 15.40
Estimated Post-Development TN Loading
Drainage Area A: To BM P 1
Type of Land Cover Acres TN Export Coeff.
TN EXPORT (Ibs/yr)
(lbs/ac/yr)
Permanently Protected Undisturbed Area 0.86 0.6 0.52
Permanently Protected Managed Area 3.78 1.2 4.54
Impervious Area 7.39 21.2 156.67
Totals 12.03 161.72
tSUMatea GMN KeOucuon for wet Nona: 25
Estimated Drainage Area A Nitrogen Loading Reduction after Wet Pond: 40.43 Ibs/yr
Estimated BMP Reduction for Ripirian Buffer. 30 %
Estimated Drainage Area A Nitrogen Loading Reduction after Ripirian Buffer. 36.39 Ibs/yr
TOTAL NITROGEN LOADING REDUCTION FROM DRAINAGE AREA A: 76.82 Ibs/yr
Drainage Area B: To Ripirlan Buffer
Type of Land Cover Acres TN Export Coeft.
TN EXPORT (Ibs/yr)
(lbs/ac/yr)
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 2.11 1.2 2.53
Impervious Area 2.18 21.2 46.22
Totals 4.29 48.75
esumateu omr nvuucuun rur nipman nutter. ou Wo
Estimated Drainage Area B Nitrogen Loading Reduction: 14.63 Ibs/yr
Dra inage Area C: To Dry Pond
Type of Land Cover Acres TN Export Coeff.
TN EXPORT (Ibs/yr)
(Ibs/ac/yr)
Permanently Protected Undisturbed Area 0.W 0.6 0.00
Permanently Protected Managed Area - 3.14 1.2 3.77
Impervious Area 1.26 21.2 26.71
Tots s 4.40 30.48
tsumatea nrdN Keaucuon for Ury Dentenbon: 10 o/o
Estimated Drainage Area C Nitrogen Loading Reduction after Dry Pond: 3.05 Ibs/yr
Estimated BMP Reduction for Ripirian Buffer. 30 %
Estimated Drainage Area C Nitrogen Loading Reduction Ripirian Buffer. 8.23 Ibs/yr
TOTAL NITROGEN LOADING REDUCTION FROM DRAINAGE AREA C: 11.28 Ibs/yr
Drainage Area D: Untreated
Type of Land Cover Acres TN Export Coeff.
(lbs/aclyr)
TN EXPORT (Ibstyr)
Permanently Protected Undisturbed Area 3.48 0.6 2.09
Permanently Protected Managed Area 1.03 1.2 1.23
Impervious Area OA4 0.0 0.00
Totals 4.95 3.32
Lstmated BMP Reduction for Untreated: 0 %
Estimated Drainage Area D Nitrogen Loading Reduction: 0.00 Ibs/yr
Estimated Project Pro-BMP TN Export: 24417 Ibs/yr
Estimated Project BMP TN Removal: 102.72 Ibs/yr
Estimated Project TN Load Rate After BMPs: 5.51 Ibs/aclyr
Estimated Project Composite Nitrogen Loading Rate Reduction: 42.05 %
Estimated Buy Down $16,179.80
BMP SIZING
CALCULATIONS
Weston Tract 3 9 W&R Project 204070.1
Pond Report March zoos
BMP1
Project Name: Weston MDC Homes roiect #: 204070.01
City/State: Cary, NC Date: 9-Mar-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiencv in the Piedmont
% Impervious
Cover Permanent Pool Dep
3.0 4.0 5.0 6.0 th (feet)
7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCDENR/DWQ Stormwater Best Management Practices, pg. 5, April 1999
STORMWATER BMP 1 - WET POND (25% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 7.39 98 7.2
Open Space 3.78 10 0.4
Woods 0.859 0 0.0
Totals 12.029 7.6
Total % Impervious Surface Area = 63.3 %
Normal Pool 3 4 5 6 7 8 9
SA/DA 2.401 - 2.03 1.71 1.51 1.29 1.18 1.10
SA Required 12575.598 10636.860 8960.113 7912.147 6759.384 6183.002 5763.816
Normal pool depth - 3.0 feet
Normal pool elevation - 343.0 feet
Surface area required - 0.289 acres
Normal pool elevation - 343.0 feet
Surface area provided - 0.320 acres
13939 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
- Percent impervious
Rv - 0.62 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.622 acre-ft
27078 cu. ft.
Water quality pool elevation- 345.00 feet
Storage volume provided - 0.688 acre-ft
29969 cu. ft.
Weston MDC Homes WR Project #204070.10
Stormwater Management December 2004
Project Name: Weston MDC Homes
Ci Stat : Cary, NC
STORMWATER BMP - WET POND (25% TN Removal)
Orifice Calculator
Q =Cd*A*(2gh)"(1/2)
Variables
WQ Volume:
Head:
Draw down time:
0.69 Acre-ft
2 ft
72 h rs
30056.4 cf
1 ft
259200s
Orifice Area =
0.024083 sq. ft
Orifice Diameter = 2.101311 in
3.46793 sq. in
Project-#: 204070.01
Date: 9-Mar-05
Constants
g = 32.2 ft/s2
Cd = 0.6
USE 2" DIAMETER ORIFICE
BMP2
Project Name: Weston MDC Homes
Ci State: Cary, NC
Project #: 204070.01
Date: 18-Feb-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 859 Pollutant
Rvmnval FffiriPnrv in thn Pinrlmnnt
% Impervious
Cover Permanent Pool Dep
3.0 4.0 5.0 6.0 th (feet)
7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97. 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
avui?U. IN\ UC1VI LJVVIj DWI IIMdktr Debt management rraCUCes, pg. 7, Apnl ivvv
STORMWATER BMP 2 - DRY POND (10% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.26 100 1.3
Open Space 3.14 10 0.3
Woods 0 0 0.0
Totals 4.4 1.6
Total % Impervious Surface Area = 35.8 %
Normal pool elevation - 343.0 feet
Surface area provided - 0.217 acres
9453 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I - Percent impervious
Rv - 0.37' in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.136 acre-ft
5941 cu. ft.
Water quality pool elevation-
Storage volume provided -
324.50 feet
0.142 acre-ft
6168 cu. ft.
Weston MDC Homes WR Project #204070.10
Stormwater Management February 2005
Project Name: Weston MDC Homes
Ci State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal)
Orifice Calculator
Q =Cd*A*(2gh)^(1/2)
Variables
WQ Volume:
Head:
Draw down time:
0.1416 Acre-ft
3.5 ft
49 hrs
6168.096 cf
1.75 ft
176400 s
Orifice Area =
0.00549 sq. ft
Orifice Diameter = 1.003243 in
0.7905 sq. in
roiect #: 204070.01
Da e:._21-Mar-05,--,„...
Constants
g = 32.2 ft/s2
Cd = 0.6
USE 1" DIAMETER ORIFICE
WITH E R S RQVEf--J EL
ENGINEERS I PLANNERS I SURVEYORS
June 8, 2005
Mr. Alan Klemick, P.E.
Director
Division of Water Quality
401 Oversight/Express Review Unit
1650 Mail Service Center
Raleigh, NC 27699-1660
RE: Weston Place - 401 Water Quality Certification Approval
DWQ Project # 05-0539
W&R No. 204070.1
Dear Mr. Klemick:
We are in receipt of your approval letter dated May 25, 2005 (see attached). This letter grants
approval for the 407 feet of stream impact at the proposed site in Cary, NC; provided the
conditions listed in the approval letter are adhered to. After review of this letter and the ten (10)
conditions listed, we acknowledge that conditions one (1) through six (6), as well as, conditions
eight (8) through ten (10) are understood and will be incorporated into the work being done.
The only question we have concerns condition seven (7). This condition requests a detailed, written
storm water plan. Please find the attached three (3) copies of: plans, worksheets, design calculations
and a signed and notarized Operation and Maintenance Agreement and Manual.
We trust that this additional information is deemed acceptable by DWQ to satisfy the
aforementioned condition seven (7). Please advise if you have any questions or require additional
information.
Sincerely,
WITHERS & RAVENEL, INC.
Id C"-4k
Ted Credle, PE
Attachments
cc: Mr. Jeff Rolan - McCAR Homes
Mr. Sean Clark - Soil & Environmental Consultants, PA
ill MacKenan Drive i Cary, North Carolina 27511 1 tel: [phone] fax: [phone]oo8 i www.withersravenel.com
107 Stokley Drive i Suite 104 1 Wilmington, North Carolina 28403 1 tel: [phone] fax: [phone]
- i .? v .? 1 I . V, r lid
a0F VJ A 7Fj?
c0? ? pG
McCar Homes
Attn: Jeff Alin
15401 Weston Parkway, Suite # 175
Cary, NC. 27513
4 WITHERS [a 002
Michael F. Easlcy, Governor
William G. Ross Jr., secretary
N'oith Carolina Dcpartmcnr of Envirnanrent and Natiual Rcaources
Alan W. Klimek, P.E. Director
Division of Watcr Quality
May 25, 2005
DWQ Project # 05-0539
Wake County
i
I' 2005
Subject Property: Weston Place
Approval of 401 Water Qualit:;, Certification and with Additional Conditions
Mr. Akin.:
You have our approval, in accor,.iance with the attached conditions and those listed below, to place till
within or otherwise impact 407 feet of streams for the purpose of a residential subdivision at the subject
property, as described within yol.ir application dated March 29, 2005 and received by the N.C. Division of
Water Quality (DWQ) on Marek 29, 2005. After reviewing your application, we have decided that the
impacts are covered by General Water Quality Certification Nu,?iber 3402 (GC3402). The Certification(s)
allows you to use Nationwide P4,rmit 39 when issued by the US Army Corps of Engineers (USACE). In
addition, you should obtain or otherwise comply with any other required federal, state or local permits
before you go ahead with your project including (but not limited to) Erosion and Sediment Control and
Non-discharge regulations. Also, this approval to proceed with your proposed impacts or to conduct
impacts to waters as depicted j 'a your application shall expire upon expiration of the 401 or CAn1A
Permit.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and ?-ou may be required to send us a new application. if the property is sold,
the new owner must be given a a;opy of this Certification and approval letter and is thereby responsible for
complying with all conditions. 1 f total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stmarn, compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h). This approval requires you to follow the conditions listed in the attached
certification and any additional conditions listed below.
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts F.re hereby approved as long as all of the other specific and general
conditions of this Certif:catiola (or Riparian Buffer Rules Permit) are met. No other impacts are
approved including incidental impacts:
A o unt Approved nits Plan Location or Reference
Stream 407 linear feet (330
intermittent and 77 eretmial Sheet 4 of 4 and 2 of 4
iC'? Car( na
401 ovorslght/Ecpress Revlew Unit ?/Vll?lllQj?
1650 Mall Servica Cantor, Ralelgh, North Carolina 77699.1R13
2321 Cmbtroe Boulevard, suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone]/ lntemet httpt/,h2o.enr.state.nc.us/ncwetland-i
An Equal opportunity/Affirmative Action Employer- 50% Rarycled/109b Post Consumer Paper
00./LI/ L U U 0 1 i:U7 11A.1 -, IVITHERS 0003
McCar Homes
Page 2 of 4
5/25/05
2. Erosion & Sediment Control Practices
Erosion and sediment control practices must be in full compliance with, all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices ft order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Design Manual.
b. The design, installation, operation, and maintenance of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of thf: North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. For borrow pit sites: the erosion and sediment control measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
.4urface Mining Manual.
d_ The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
1
No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, orru:es occur.
4. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If phicement of sediment and erosion control devices in wetlands and waters
is unavoidable, they sha: l be removed and the natural grade restored within six months of the date
that the Division of Land Resources has released the project.
5. No Zone 1 & Zone 2 ixxsaacts (except for "exempt" uses as identified within 15A NCAC2B.0233)
shall occur to Zone 1 & Zone 2 of the protected riparian buffers unless otherwise approved by the
DWQ. No impervious surfaces shall be added to the Zones, unless otherwise approved by the
DWQ.
6. Diffuse Flow
All constructed stormwater conveyance outlets shall be directed and maintained as diffuse flow at
non-erosive velocities t1 rough the protected stream buffers such that it will not re-concentrate
before discharging into a stream as identified within 15A NCAC 2B .0233 (5). If this is not
possible, it may be neee.:sary to provide stormwater facilities that are considered to remove
nitrogen. This may requ.re additional approval from this Office.
-+ WITHERS U005
MrCar T4nmoc
WITHERS U004
IvlcCar Homes
Page 3 of 4
5/25/05
7. Written Stormwatcr Mar agement Plan (Final Plan Needed)
An additional condition .s that a final, written stormwater management plan (including a signed
and notarized Operation and Maintenance Agreement) shall be approved in writing by this Office
before the impacts speci;'ied in this Certification occur per Condition, No. 4 in GC No. 3402. The
stornmwater management plan must include worksheets, plans and specifications for stormwater
management facilities that are appropriate for surface waters classified as Class C, NSW and
*303d listed waters and 3esigned to remove 85% TSS according to the most recent version of the
NC DENR Stormwater Best Management Practices Manual. These facilities must be designed to
treat the runoff from the entire project, unless otherwise explicitly approved by the Division of
Water Quality. These facilities must be either bioretention, a constructed wetland or a wet pond
followed by a forested F lter strip. Also, before any permanent building is occupied at the subject
site, the facilities (as approved by this Office) shall be constructed and operational, and the
stormwater managemea. plan (as approved by this Office) shall be implemented. The structural
stormwater practices as approved by this Office as well as drainage patterns must be maintained
in perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
8. Construction Stormwata r Permit NCGO10000
Upon the approval of ar Erosion and Sedimentation control plan issued by the Division of Land
Resources (DLR) or a DLR delegated local erosion an4 sedimentation control program, an
NPDES General stormwater permit (NCG010000) administered by DWQ is automatically issued
to the project. This General Permit allows stormwater tribe discharged during land disturbing
construction activities ai stipulated by conditions in the permit. If your project is covered by this
permit [applicable to construction projects that disturb one (1) or more acres], full compliancc j
with permit conditions including the sedimentation control plan, self=monitoring, record keeping
and reporting requiremF!nts are required. A copy of this permit and monitoring report forms may
be found at http://h2o.e-ir state.ne.iislsulForms Documents.hon,
9. Culvert Installation
Culverts required for this project shall be installed in such a manner that the original stream profiles
are not altered. Existink, stream dimensions (including the cross section dimensions, pattern, and
longitudinal profile) must be maintained above and below locations of each culvert. Culverts shall
be designed and installed to allow for aquatic life movement as well as to prevent head cutting of
the streams. If any of t-te existing pipes are or become perched, the appropriate stream grade shall
be re-established or, if - he pipes installed in a perched manner, the pipes shall be removed and re-
installed correctly.
10, Certificate of Completicon
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any a;ubsequent modifications, the applicant is required to return the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
Violations of any condition herein set forth may result in revocation of this Certification and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Certification shall expire upon
expiration of the 404 or CAMS. Permit.
_ _. _ ?.. WITHERS 10005
McCar Hones
Page 4 of 4
5/25/05
If you do not accept any of the conditions'of this Certification (associated with the approved wetland or
stream impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that
you receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of
the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This certification and its conditions are final and binding unless you ask for a
hearing. This letter completes thi. review of the Division of Water Quality under Section 401 of the Clean
Water Act. If you have any questions, please telephone Mr. Sam Aghinuen at 919-733-3574.'
AWK/dae
Enclosures: GC 3402
Certificate of Completion
cc:
USACE Raleigh Regulatory Field Office ?.
DWQ Raleigh Regional Office
DLR Raleigh Regional (.Xfice
Filc Copy
Central Files
Sean Clark, S&EC, PA-11010 Raven Ridge Road, Raleigh, NC. 27614
Filename: 050539 W estoi0ace(W akc)401
t'
WITHERS RAVENEL
ENGINEERS I PLANNERS I SURVEYORS
MEMORANDUM
TO: Alan W. Klimek, PE, Director of Division of Water Quality
FROM: Stephanie Hall, Withers & Ravenel
DATE: June 7, 2005
PROJECT: Weston Place - McCar Homes
SUBJECT: Condition for Approval #7
Per the condition for approval #7 included in your letter dated May 25, 2005 - the site plan was
modified to include an extended dry detention basin at the outfall numbered "FES 80." The Best
Management Practices for the site are as follows:
• BMP 1: Wet Detention Basin with level spreader at outlet - 85% TSS Removal
• BMP 2: Extended Dry Detention Basin (50% TSS Removal) with level spreader at outlet
discharging sheet flow into natural forested filter strip (40% TSS Removal) - 90% TSS
Removal
• BMP 3: Extended Dry Detention Basin (50% TSS Removal) with level spreader at
outlet discharging sheet flow into natural forested filter strip (40% TSS Removal) -
90% TSS Removal
The basins are designed to retain the first inch of rainfall and allow it to draw down over a
period of 2 to 5 days. Attached you will find the calculations used for sizing the basins and
the draw down orifices. See the Stormwater Management Plan included with the previous
submittal for routing information on the wet detention basin. Please contact me with any
comments or questions.
iii MacKenan Drive Cary, North Carolina 27511 tet:919.4693340 fax:[phone]oo8 www.withersravenel.com
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.26 100 1.3
Open Space 3.14 10 0.3
Woods 0 0 0.0
Totals 4.4 1.6
Total % Impervious Surface Area = 35.8 %
Project #: 204070.01
Date: 7-) un-05
Project Name: Weston Place Project #: 204070.01
City/State: Cary, NC Date: 7-Jun-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85°6 Pollutant
Rornnval Fffirirnrv in the Pirdmnnt
% Impervious
Cover Permanent Pool Depth (feet)
3.0 4.0 5.0 6.0 7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
source: NC.utNtvuwd stormwater best Management Practices, pg. 5, April 1999
STORMWATER BMP 1 - WET POND (25% TN Removal and 85% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 7.39 98 7.2
Open Space 3.78 10 0.4
Woods 0.859 0 0.0
Totals 12.029 7.6
Total % Impervious Surface Area = 63.3 %
Normal Pool 3 4 5 G 7 8 9
SA/DA 2.40 2.03 1.71 1.51 1.29 1.18 1.10
SA Required 12575.598 10636.860 8960.113 7912.147 6759.384 6183.002 5763.816
Normal pool depth = 3.0 feet
Normal pool elevation = 343.0 feet
Surface area required = 0.289 acres
Normal pool elevation = 343.0 feet
Surface area provided = 0.320 acres
13939 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
I - Percent impervious
Rv - 0.62 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.622 acre-ft
27078 cu. ft.
Water quality pool elevation= 345.00 feet
Storage volume provided - 0.688 acre-ft
29969 cu. ft.
Draw down device: Draw down time:
2" Orifice 79 hours
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.26 100 1.3
Open Space 3.14 10 0.3
Woods 0 0 0.0
Totals 4.4 1.6
Total % Impervious Surface Area = 35.8 %
Normal pool elevation = 343.0 feet
Surface area provided = 0.217 acres
9453 sq. ft.
Project #: 204070.01
Date: 7-Jun-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv - 0.37 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.136 acre-ft
5941 cu. ft.
Water quality pool elevation= 324.50 feet
Storage volume provided - 0.142 acre-ft
6168 cu. ft.
Draw down device: Draw down time:
1" Orifice 49 hours
Project Name: Weston Place
City/State: Cary, NC
STORMWATER BMP 3 - DRY POND (10% TN Removal, 50% TSS Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 0.68 98 0.7
Open Space 0.14 10 0.0
Woods 0 0 0.0
Totals 0.82 0.7
Total % Impervious Surface Area = 83.0 %
Project #: 204070.01
Date: 7-)un-05
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv = 0.05 + 0.009(1) where, Rv = Runoff coefficient, in./in.
I = Percent impervious
Rv - 0.80 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S = (Design rainfall) (Rv) (Drainage Area)
S = 0.054 acre-ft
2372 cu. ft.
Water quality pool elevation= 352.30 feet
Storage volume provided = 0.054 acre-ft
2352 cu. ft.
Draw down device: Draw down time:
V Orifice 48 hours
RESERVOIR WATERSHED PROTECTION DETENTION DEVICES MAINTENANCE AGREEMENT
PROJECT: Weston Place Cary Project # 05-SP-004
RESPONSIBLE PARTY: McCAR Homes PHONE NO.: 919-678-0016
ADDRESS: 15401 Weston Parkway, Suite 175
Cary, NC 27513
1. Monthly
a) Remove debris from detention devices
b) Remove any rodents that may be present a source of blockage for the discharge pipes
c) Inspect for proper drainage from the detention devices
d) Inspect the discharge outlets for erosion, debris, etc.
Semi-Annually
a. Inspect the collection systems (i.e., riser, piping, grassed swales) for proper functioning.
b. Clear accumulated trash from basin bottoms and check piping for obstructions.
c. Remove accumulated silt in order to maintain adequate runoff storage.
d. Reseed the grass slopes around the pond to prevent erosion and unnecessary silt
contribution to the ponds.
e. Inspect the pipes for cracks in the joints or damage. Repair any signs of infiltration or
exfiltration.
III. General
a. All components of storm water detention devices are to be kept in working order.
b. This property and storm water. detention devices are also subject to the Operations and
Maintenance Manual filed in relation to this project.
c. In case the ownership of the impoundments transfers, the current owner shall, within thirty (30)
days of transfer of ownership, notify the Town of Cary Engineering Department, Stormwater
Management Division of such ownership transfer.
\)-e- ti P? K-t r
hereby acknowledge that I am the financially responsible party for Maintenance of these impoundments.
I will perform the maintenance as outlined above, as part of the Certificate of Compliance with
Stormwater Regulations received for this project.
Signature: ('? Y I/ A aL--. Date: CA
a Notary Public for the State of , County of IJu?r a ,
o hereby certify that personally appeared before me this 8 day of
.2 , 20 Ot and acknowledge due execution of the foregoing instrument. Witness my
hand an ficial seal. _
Seal My commission expires:
NOTARY
PUBLIC
sk.
//11111111
Watershed Protection Agreement Page 1 of4
OPERATIONS & MAINTENANCE MANUAL
Project: Weston Place
WATERSHED PROTECTION DETENTION DEVICES
Cary, NC
Owners: McCAR Homes
Address: 1540 Weston Parkway; Suite 175
Cary, NC 27513
Phone Number: 919-678-0016
Prepared by: Withers & Ravenel
Date: June 8, 2005
Project: Weston Place
Date Constructed: 06/13/05 (anticipated plan approval date)
Location: Cary Parkway
Receiving Water Course:
Contractor:
Grading Contractor
Unnamed Tributary to Crabtree Creek
ForMatt Bobcat Services Inc.
ForMatt Bobcat Services Inc.
OPERATIONS AND MAINTENANCE MANUAL
WESTON PLACE WATERSHED PROTECTION DETENTION DEVICES
This manual establishes procedures for maintenance and operation of the Weston
Place storm water detention devices in accordance with the Town of Cary guidelines as
set forth in Section 4.6 of the Cary LDO.
SECTION I - MAINTENANCE OF DETENTION DEVICES
Erosion - Erosion occurs when the water concentrates causing failure of the vegetation
or when vegetation dies and sets up the environment for rill erosion and eventually
gullies from the stormwater runoff. The areas should be inspected. Proper care of
Watershed Protection Agreement Page 2 oi'4
vegetative areas that develop erosion is required to prevent more serious damage to
the site. Rills and gullies should be filled with suitable soil compacted and then
seeded. Where eroded areas are detected, the cause of the erosion should be
addressed to prevent a continued maintenance problem. This can be corrected by
reshaping, to more evenly distribute the runoff to areas not experiencing erosion
problems.
Rodent Control - Any rodents that have fallen into the device should be removed so
that they do not present a source of blockage for the discharge pipe.
Trash and Debris - Trash acts as a barrier to stormwater discharge and attracts
unwanted pests. The detention device should be kept clear of debris such as loose
bottles, cans, food containers and other forms of rubbish.
SECTION II - MAINTENANCE OF THE CONTROL STRUCTURE
Inspection of Conduits - Conduits should be inspected thoroughly on a semi-annual
basis. Conduits should be visually inspected at the joints. Pipes should be inspected
for proper alignment (sagging), elongation and displacement at joints, cracks, :leaks,
surface wear, loss of protective coating, corrosion and blocking. Problems with
conduits most often occur at joints and special attention should be given to them during
inspection. Joints should be checked.for gaps caused by elongation or settlement and
loss of joint filler material. Open joints can permit erosion of the earthwork and possible
the piping of soil material through the joints. A depression in the soil surface over the
pipe may be signs that soil is being removed from around the pipe.
The riser structure should be visually inspected semi-annually for any seepage through
mortar joints or cracks in the walls of the structure.
The skimmer should be cleared of any debris that may build up around the screen and
the PVC extension should be checked for damage.
SECTION III - RECORD KEEPIN
Operation of the storm water detention device should include recording of the following:
Semi-Annual Inspection Reports - A collection of written inspection reports should be
kept on record in Section IV of this manual. Inspection should be conducted semi-
annually. Copies should be provided to the Town of Cary Town Engineer.
Observations - All observations should be recorded. Where periodic inspections are
performed following significant rainfall, these inspections should be logged into the
Periodic Inspection, Operations and Maintenance Form in Section IV of this manual.
Watershed Protection Agreement Page 3 of4
Other Operational Procedures - The owner should maintain a complete and up-to-date
set of plans (as-built drawings) and all changes made to the detention device over time
should be recorded on the as-builts.
Sedimentation and Dredging - Sedimentation from on-site and off-site soils will
eventually result in a decrease of the storage capacity for these ponds and will have to
be removed. The frequency of this sediment removal can be reduced by ensuring that
the site areas be stabilized with a vegetative ground cover such that it restrains
erosion. This would include a periodic application of fertilizer and/or other treatment
necessary to promote a stable ground cover and minimize sedimentation to the device.
The removed material should be hauled offsite to a suitable landfill site or mounded
somewhere on site and stabilized with a ground cover sufficient to restrain erosion.
Watershed Protection Agreement Page 4 of 4
SECTION IV - INSPECTIONS REPORT LOG
ITEM INSPECTED I DATE I NECESSARY REPAIRS DATE REPAIRED
Project No. DWQ U S -0 $ 3 q (to be provided by DJVQ)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
A complete stormwater management plan submittal includes a wet detention basin worksheet for each basin,
design calculations, plans and specifications showing all basin and outlet stricture details, and a fully executed
operation and maintenance agreement. An incomplete submittal package will result in a request for additional
information and will substantially delay final review and approval of the project.
I. PROJECT INFORMATION (please complete the following information):
Project Name : W E-sro1v I1.4 e- E
Contact Person: T E O GQ P DLE Phone Number: (919 ) 535 - 5 / 90
For projects with multiple basins, specify which basin this worksheet applies to: Sm t' ,a -f-
Basin Bottom Elevation 3 4J ft.
Permanent Pool Elevation 3+7 ft.
Temporary Pool Elevation 3150 ft.
(average elevation of the floor of the basin)
(elevation of the orifice invert out)
(elevation of the outlet structure invert in)
Permanent Pool Surface Area 13, 4 39 sq. ft.
Drainage Area 'a, o ac.
Impervious Area 7.40 ac.
Permanent Pool Volume 371 -74.4o cu. ft.
Temporary Pool Volume 411 82e cu. ft.
Forebay Volume 000 cu. ft.
SA/DA used 7,40
Diameter of Orifice 2" in.
(water surface area at permanent pool elevation)
(on-site and off-site drainage to the basin)
(on-site and off-site drainage to the basin)
(combined volume of main basin and forebay)
(volume detained on top of the permanent pool)
(surface area to drainage area ratio)
(draw down orifice diameter)
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, November 1995) 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. Ifa requirement has not been met, attach an explanation of
why.
Applicants Initials
EL The temporary pool controls runoff from the 1 inch storm event.
EGG The basin length to width ratio is greater than 3:1.
EG The basin side slopes are no steeper than 3:1.
1E6 A submerged and vegetated perimeter shelf at less than 6:1 is provided.
'11EC Vegetation to the permanent pool elevation is specified.
3 EG An emergency drain is provided to drain the basin.
I m The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
?f G The temporary pool draws down in 2 to 5 days.
The forebay volume is approximately equal to 20% of the total basin volume.
y i:L Sediment storage is provided in the permanent pool.
E G Access is provided for maintenance.
?1rG A minimum 30-foot vegetative filter is provided at the outlet.
E G A site specific operation and maintenance (O&M) plan is provided.
7 G A vegetation management/mowing schedule is provided in the O&M plan.
7 G Semi-annual inspections are specified in the O&M plan.
y ?G A debris check is specified in the O&M plan to be performed after every storm event.
F_ G A specific sediment clean-out benchmark is listed (elevation or depth) in O&M plan.
U A responsible party is designated in the O&M plan.
FORM SWG100 09/97 Page 1 of l
DWQ Project No. 05 -O 53 Cl
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : W E ST onl p L.4e. E
Contact Person: TED GQ EO L E Phone Number:
Level Spreader ID: - rE 5 lo
Level Spreader Length 4 o ft.
Drainage Area 12.3 ac.
Impervious Area 3 . D ac.
Maximum Filter Strip/Buffer Slope D %
grass
Max. Discharge from a 10 Year Storm 0.7- cfs l
Max. Discharge to Level Spreader O.1 0 cfs
Filter Strip/Buffer Vegetation F6 1 4cr- Ste; p
Pre-treatment or Bypass Method g/A
REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
AV., lfo W OOW04
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
44 Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
4 L Pre-Form Scour Holes are on flat slopes only
?L No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Project No. DWQ O 5^ 0 5 3 9
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name: L J'E S T-O 'Ai
Contact Person: 7-,60 G
PL A-6CC
Phone Number: ( 919 ) 535 -5190
For projects with multiple basins, specify which basin this worksheet applies to:- 3 M P Z
Drainage Area:44acres Percent Impervious Area: 35.8%
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, November 1995) 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 a requirement has not
been met, attach an explanation of why.
Applicants Initials
y EL Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
'1 QC capture runoff from 1 inch storm and draw down over a period of 2 to 5 days.
Please provide routing for 1 yr. 24 hr, event or volume from 1 inch rain c • 13G 4e. - FT
?!R The basin length to width ratio is greater than 3:1. - Due sl„P e
HG The basin side slopes are no steeper than 3:1.
y£C A small permanent pool at outlet orifice is provided to reduce clogging.
y4,L An emergency drain to completely empty the basin is provided.
196 Vegetation plan prepared is specified on plans.
igC Basin to be stabilized within 14 days of construction is specified.
SEC. Sediment storage (20% of detention volume) in addition to detention volume is provided.
Inlet and outlet erosion control measures to prevent scour are provided.
-1 £C Additional treatment to meet the 85% TSS removal efficiency is provided.
7 f"L Access for clean-out and maintenance is provided.
'36C Inlet plunge pool or other energy dissipation is provided.
I I%G Forebay is provided to capture sediment and minimize clean-out problems.
y t;G Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
3 EL Seasonal high water table is at least 1 foot below bottom of basin.
_146 If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
F,e- A site specific operation and maintenance plan with the following provisions is provided.
?gL The 0&M agreement is signed by the responsible party and notarized.
DWQ Project No. 05-66317
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : l.J C-:5 P1_4 6E
Contact Person: 7-60 G Q Ev G G Phone Number: ( 919) 53 5 -:5 170
Level Spreader ID: FCS (a p
Level Spreader Length 90 ft. (perpendicular to flow)
Drainage Area ac. (on-site and off-site drainage to the level spreader)
Impervious Area 6.,3 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope (0.0 % (6% for forested, leaf littler cover, S% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm (..3 cfs
Max. Discharge to Level Spreader to • 3 cfs
Filter Strip/Buffer Vegetation F; I+<.r Sf'r o (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method /U
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
£C Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
I' E G Pre-Form Scour Holes are on flat slopes only
y EC. No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Project No. DWQ
DIVISION OF WATER QUALITY
401 EXTENDED DRY DETENTION BASIN WORKSHEET
DWQ Stormwater Management Plan Review:
At a minimum, a complete stormwater management plan submittal includes a worksheet for each BMP, design calculations, plans and
specifications showing all BMPs and outlet structure details, a detailed drainage plan and a fully executed operation and maintenance
agreement. An incomplete submittal package will result in a request for additional information and will substantially delay final review and
approval of the project
PROJECT INFORMATION (please complete the following information):
Project Name : (/J EsreN A.Ac.6
Contact Person: TED GREnG E Phone Number: (91 g l 53 5 - S! 90
For projects with multiple basins, specify which basin this worksheet applies to:_ c3mlo 43
Drainage Area: 1.1 acres Percent Impervious Area: 41 %
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, November 1995) 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 a requirement has not
been met, attach an explanation of why.
Aoolicants Initials
E (- Either capture runoff from 1 yr., 24 hour storm and release over a 48 hour period, or
"3 £G capture runoff from 1 inch storm and draw down over a period of 2 to 5 days. I
Please provide routing for 1 yr. 24 hr. event or volume from 1 inch rain 0 054 acrc. - tnea r
A3.14 The basin length to width ratio is greater than 3:1. JwL +o s; z,e-
I £L The basin side slopes are no steeper than 3:1.
1 re- A small permanent pool at outlet orifice is provided to reduce clogging.
u- An emergency drain to completely empty the basin is provided.
I CC Vegetation plan prepared is specified on plans.
SEC. Basin to be stabilized within 14 days of construction is specified.
. - Sediment storage (20% of detention volume) in addition to detention volume is provided.
nE6 Inlet and outlet erosion control measures to prevent scour are provided.
)E- Additional treatment to meet the 85% TSS removal efficiency is provided.
'1 FL Access for clean-out and maintenance is provided.
FG Inlet plunge pool or other energy dissipation is provided.
ICL Forebay is provided to capture sediment and minimize clean-out problems.
'iE,L Uncompacted natural soils are utilized to promote vegetation and reduce sedimentation.
SQL Seasonal high water table is at least 1 foot below bottom of basin.
FG If used as a temporary sediment basin, plans indicate clean-out prior to final operation.
A site specific operation and maintenance plan with the following provisions is provided.
QG The 0&M agreement is signed by the responsible party and notarized.
DWQ Project No. 0,5-053-1
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please
Project Name: W E67'
Contact Person: 7-450
Level Spreader ID:. F,=5 $o A
the following information):
L E1GE
60L.E Phone Number:
O
67
Level Spreader Length ft. (perpendicular to flow)
Drainage Area 1.1 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 615 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope •D % (6% for forested, leaf littler cover, 8% for thick ground cover)'
grass
Max. Discharge from a 10 Year Storm S- 3 cfs
Max. Discharge to Level Spreader 5.3 cfs
Filter Strip/Buffer Vegetation F; lk , '5 r'o (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
£L Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
`1 £ Pre-Form Scour Holes are on flat slopes only
_?l:C No structures are located in protected buffers'
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
' Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
SAIA-A
u 5 J o -/I/
Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com March 29, 2005
S8AEC Project # 3720.w2
To: US Army Corps of Engineers
Raleigh Regulatory Field Office
Attn: Todd Tugwell
6508 Falls of the Neuse Road, Suite 120
Raleigh, North Carolina 27615
From: Sean Clark
Soil 8A Environmental Consultants, PA
11010 Raven Ridge Road
Raleigh, NC 27614
N.C. Division of Water Quality
401 Oversight and Express Permits Unit
Attn: Cyndi Karoly
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604-22 P C -7,
MHn 2 ;? 7605
Re: Weston Place Subdivision,
DENR - W;,%i ER QUALITY
1'r'EU9'03 /Vii S70ita'?Y 11 ER @fUV;CH
On behalf of the owner, McCar Homes (Attn: Jeff Akin), please find attached a complete application and
supplemental information requesting written concurrence from the U.S. Army Corps of Engineers (USACE)
and the N.C. Division of Water Quality (DWQ) that the activities proposed below may precede under,
Nationwide Permit 39 and General Water Quality Certification 3402. Please call or email me at
SClarkftSandEC.com if you have any questions or require additional information.
PROJECT SUMMARY
Project Name Weston Place
Project Type Residential
Owner / Applicant McCar Homes Attn: Jeff Akin
Count Wake
Nearest Town Ca
Waterbod Name UT to Crabtree Creek
Basin / Sub-basin 03-04-02
Index Number 27-33 1
Class C NSW
IMPACT SUMMARY
Stream Impact Number Perennial or Average Stream Impact Area of
(indicate on map) Stream Name Type of Impact Intermittent? Width Before Length Impact
Impact linear feet acres
2A UT to Crabtree Creek Culvert/fill Perennial 3' 77 0.005
2131 UT to Crabtree Creek Culvcrt/fill Intermittent 3' 44 0.003
3A UT to Crabtree Creek Stormwater Pond Intermittent 2' 286 0.013
Total Stream Impact (by length and acreage) 407 0.021
Stream Impact acres : 0.021
Wetland Impact acres : 0
Open Water Impact acres : 0
Total Impact to Waters of the U.S. acres 0.021
Total Stream Impact linear feet : 407
Attachments:
Pre-construction Notification (PCN) Application Form
Agent Authorization 14- s h-ta rvv S
Cary, NC - USGS Site Vicinity Map V D C('
Wake County Soil Survey Map
Impact Maps (3 sheets) C•?
$475 Application Fee to DWQ Cl?
Charlotte Office: Greensboro Office:
236 LePhillip Court, Suite C 3817-E Lawndale Drive
Concord, NC 28025 Greensboro, NC 27455
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]
Cr??ft k. ':i ?Q05
Office Use Only: Fonn Version March 05
Y0L1J,0st4U;;1u «:,;r+,FZe
0?
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: NWP 39
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
H. Applicant Information
1. Owner/Applicant Information
Name: McCar Homes
Mailing Address: Attn: Jeff Akin
15401 Weston Parkway
Suite 175
Cary, N.C. 27513
Telephone Number: 919-678-0016 Fax Number: N/A
E-mail Address: N/A
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Sean Clark
Company Affiliation: Soil & Environmental Consultants, PA
Mailing Address: 11010 Raven Ridge Road
Raleip,h, NC 27614
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: [e-mail]
Pagel of 8
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Weston Place
2. T.I.P. Project Number or State Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 0755619159
4. Location
County: Wake Nearest Town: Cary
Subdivision name (include phase/lot number): Weston Place
Directions to site (include road numbers, landmarks, etc.): The site is located north of Carv
Parkway at its intersection with Sheldon Drive and is approximately 2500 feet northeast of
the intersection of Cary Parkway and Highway 54 in Cary N.C.
5. Site coordinates, if available (UTM or Lat/Long): 35.8155582°N, 78.8097725°W
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres): ± 26 acres
7. Nearest body of water (stream/river/sound/ocean/lake): UT to Crabtree Creek
8. River Basin: Neuse 03-04-02, 27-3341], C NSW)
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: The site is currently wooded and undeveloped.
Page 2 of 8
10. Describe the overall project in detail, including the type of equipment to be used: The
proposed project is a multifamily residential development. Impacts to jurisdictional areas
result from placement of culverts and fill material that is necessary for the installation of a
secondary road and a stormwater op nd. Typical heavy equipment associated with grading
and fill placement will be used for this project.
Explain the purpose of the proposed work: The purpose of the residential subdivision is to
provide needed housing to meet the owing demands for this area. The purpose of the road
crossing is to provide access to otherwise inaccessible portions of the property. The purpose
of the pond is to provide stormwater treatment and storage for the proposed development.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. S&EC conducted a detailed delineation of the subject site. On January
25, 2002 Amanda Jones of the USACE issued a jurisdictional determination for the subject
property (Action ID 20220429). On November 16, 2001, Steve Mitchell of the NC-DWQ issued
a buffer determination for the subject property (NBRRO 01-286). On August 31, 2005, Ms.
Jennifer Burdette of the USACE made a "perennial" call on the stream channel with proposed
impacts. No permits have been requested or issued previously on this property.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
There are no future permits known to be required at this time.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
Page 3 of 8
I . Provide a written description of the proposed impacts:_ Proposed impacts to this site include
286 linear feet of impacts to an intermittent channel for the construction of a wet pond Also
impacts of 44 linear feet of intermittent channel and 77 linear feet of perennial channel are
proposed for the construction of a road crossing
2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list imnacN due to hnth ctniobirp nnA flnnii;nn
Wetland Impact
Site Number
(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
es/no Distance to
Nearest
Stream
linear feet Area of
Impact
(acres)
N/A N/A N/A N/A N/A N/A

Total Wetland Impact (acres) N/A
3. List the total acreage (estimated) of all existing wetlands on the property: N/A
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage multi 1 len h X width then di M b 43 560

Stream Impact
Average Y e
Impact
Area of
Number Stream Name Type of Impact mii
or Stream Width Length Impact
indicate on ma te
Interter
mittent? Before Impact linear feet acres

2A UT to Crabtree
Creek Culvert/fill Perennial
3'
77
0.005
213 UT to Crabtree
Creek Culvert/fill Intermittent 3' 44 0.003
3A UT to Crabtree
Creek Stormwater Pond Intermittent
2' 286 0.013
Total Stream Impact (by length and acreage) 407 0.021
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredeine. flooding- drair,ane h„llthipric Pt,-
Open Water Impact Name of Waterbody Type of Waterbody Area of
Site Number
indicate on map) (if applicable) Type of Impact
T (lake, pond, estuary, sound, bay, Impact
- ocean, etc. acres
n/a n/a n/a n/a n/a
Total Open Water Impact (acres)
Page 4 of 8
6. List the cumulative impact to all Waters of the U.S. resulting from the project:
Stream Im act (acres): 0.021
Wetland Impact acres : 0
Open Water Impact acres : 0
Total Impact to Waters of the U.S. acres 0.021
Total Stream Impact (linear feet): 407
7. Isolated Waters
Do any isolated waters exist on the property? ? Yes ® No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): n/a
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): n/a
Current land use in the vicinity of the pond: n/a
Size of watershed draining to pond: n/a Expected pond surface area: n/a
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
The proposed road crossinu is necessary in order to connect the eastern and western portions
of the property. The proposed stormwater pond is required in order to treat/retain stormwater
runoff from the proposed impervious surface areas.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
Page 5 of 8
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/newetlands/stnngide html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Because impacts to the perennial stream total only 77 linear feet (i.e. less than 150 linear
feet) the NC-DWQ cannot require stream mitigation and stream mitigation is not likely, tube
required by the USACE. If for some reason stream mitigation is required for the 77 linear
feet of perennial channel payment is proposed to the NCEEP
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
wcbsite at http://h2o.enr.state.ne.us/wM/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet): n/a
Amount of buffer mitigation requested (square feet): n/a
Amount of Riparian wetland mitigation requested (acres): n/a
Amount of Non-riparian wetland mitigation requested (acres): n/a
Amount of Coastal wetland mitigation requested (acres): n/a
Page 6 of 8
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ? No
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 213 .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
213 .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify V Yes ? No
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
I Impact I I Required
Zone* - Multiplier
1 n/a 3 (2 for Catawba) n/a
2 n/a 1.5 n/a
Total n/a n/a
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. n/a
Page 7 of 8
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss
stormwater controls proposed in order to protect surface waters and wetlands downstream from
the property. If percent impervious surface exceeds 20%, please provide calculations
demonstrating total proposed impervious level. Please see attached stormwater plan.
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
The project will tie into the Town of Cary's Sanitary Sewer System
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

Applicant/Agent's Signature ate
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 8 of 8
rJJ/1b1 Zen5 113:04 y196780021 MDC HOMES RALEIGH PAGE 02/02
VJitnizVVJ 15:17 FAX
[1002
Environmental,
Road Mc*h, Nodb C=Bmit Z7614 • 1
www.SaadEC.c=
Consultants, 7 A63A
bona: (919) 8465900 • fix: [phone]
':GENT AUTHOIZATI+ON FORM
All Blanks To Be Filled In By The Current Landowner
Name: Mg-CAP- rtoM-^ RatlCh?},.
. 'Address: 15401SZ ?ARwAy? S ?1?5
C,ar2.y,, X7513
Phone: 919 OO I (,o
Project NameJDesaiption: ?; S P f'aC e.
Date:
The Department of the Army
U.S. Army Corps of Engineers, W-11mington District '
P.O. Box 1890
Wilmington, NC 28402
Attn:
Field Office: - f2? le;
Re: Wetlands Related ConsWtin;; and Pe=itting
To Whom It May Concern
1, the current PrgpgLty owner, hereby designate and authorize Soft & Environmental Consultants, PA to
act in my behalf as my agent in the processing of permit applications, to famish upon request
supplemental information in support of applications, etc. from this day forward. The I (Q'?'? day of
N,SAt'-fly ?_oof?
This notification supersedes any previous correspondence concerning the agent for this project
NOTICE This authorization, fot liability and professional courtesy reasons; is valid only for
government offidals to enter the property when accompanied by SW staff. You should can S&EC
to arrange a site meeting prior 1:o visiting the site.
? ?r
Print Property Ownees Name
Property ne i ature `
cc: Ms, Cyndi Karoly cc: Mr. Sean Cl k
NCDENR - DWQ• Soil & Fnvironme;ital`Consultanfs, PA
2321 Crabtree Boulevard
Raleigh, NC 27604
Ct___gttn QEGce: G?tiO q[ficr
236 LaPilillip Couit, Suite C 3317-P Lawndale Advc
caacord, NC 28075 Gtt cnsbato. NC 27455
11onc: (704) 7209405 Phone: [phone]
Fax: [phone]
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PROPOSED IMPACTS
ROAD CROSSING IMPACTS
SEE SHEET 2
IMPACT AREA LENGTH
LOCATION riPE
2A CH-P -- 77
28 CH-IN -- 44
BMP IMPACTS
SEE SHEET 3
AREA LENGTH
LOOCCATIIOON TYPE (SF) (LF)
3A CH-IN -- 286
NOTES:
CH=Chonnel, IN=Intermittent
P=Perennial, JW-JurMcUond WcUw4
hB--Neusa Butter. Z1=Zo a 1, 22=Zone 2
1. WETLANDS DELINEATED BY S&EC AND
SURVEYED BY WITHERS do RAVENEL, INC.
2. BOUNDARY INFORMATION BASED UPON A
SURVEY BY WITHERS & RAVENEL, INC.
l -_
't
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D VVV
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1 O?;DS VD SZOF'ra'?ZcR6????ht
SITE DATA
W&R t'. 200'
Dote
NEC 03/28/2005
By Job No.
xc 204.710.1
WESTON PLACE
CART SAKE CC?NF1 NCRFH CARG-
ACREAGE
IMPERVIOUS SURFACE AREA - INFRASTRUCTURE (SF)
EXISTING IMPERVIOUS SURFACE AREA
IMPERVIOUS BREAKDOWN:
SIDEWALK
STREETS (INCLUDE CURB !c GUTTER)
HOMES (156 UNITS)
DRIVES do PRIVATE WALKS -
TOTAL
OVERALL IMPACT PLAN
;N
i
1? ., .
J'
25.67 AC
426,215 SF (38.12x)
0 SF (0.0x)
12,504 SQ.FT.
151,333 SQ.FT.
212,396 SQ.FT.
49,982 SQ.FT.
426,215 SQ.FT.
200 1 290 400
SCALE: 1' - 200'
Shal Na
WITHERS RAVENEL
ISIISIIIS 1 /UIMUIIS I SURVIVORS 1 of 4
I I Mx"n Di- Cy. Nerd. C-li.. 2751
Point where stream impact changes from "Roadway to "BMP'•

\\V \?T
Notes See Offdl Wetlands tmpoct Mop For Area Location

SCAM l 50' DATE 03128105
rmmom? 4of4
WITHERS & RAVENEL WESTON PLACE
ENGINEERS 1 PLANNERS I SURVEYORS IMPACT MAP
in MxK.a, W. eor. K.% e,aan rre» rc ??o-+eossw ne C#-W-awe
CARY WAKE COUNTY NORTH CAROLINA

G

Point where stream changes from perennial to intermittent
--
? -340- ?
77 LF
4LF
`I

i

Point where the impact to the stream changes
from "Roadway Impact" to "BMP Impact"

:?7
:
/

Point where stream changes from perennial to intermittent

SCALE: 1'6 40' DAIS 03/28105
Nota; Sce Ov=# WeUands Impact Atop for Arco Location 4LO X-' a ?. 2 of 4
WITHERS & RAVENEL WESTON PLACE
ENGINEERS 1 PLANNERS 1 SURVEYORS IMPACT MAP
1,I %.K~ D1* Coy. NrT 0=" MII 1! 11o-4%-Mu n= 910-4P-00%.....r?..a.a.?m
CARY WAKE COUNTY NORTH CAROLINA
i
/ ? r

I. PROJECT INI
Project Name :
Contact Person:
Level Spreader ID:.
DIVISION OF WATER QUALITY • LEVEL SPREADER WORKSHEET
DWQ Project
(please com fete the following information):
f-o? . ,w,cf- 3b
FES AO

Level Spreader Length 40 ft.
Drainage Area /Z.3 ac.
Impervious Area 3, o ac.
Maximum Filter Strip/Buffer Slope Co %
grass
Max. Discharge from a 10 Year Storm 6.2 cfs
Max. Discharge to Level Spreader 0,10 cfs
Filter Strip/Buffer Vegetation ,f stir 31'; seal
Pre-treatment or Bypass Method A/ 1A
II. REQUIRED ITEMS CHECKLIST
Phone Number:
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)*
;b.,, draw '14W VA - xt - rt fort
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications shouting all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
'JEL Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
JEC Pre-Form Scour Holes are on flat slopes only
7cc No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
V
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name: W G s fo,1 7-rn,c_+-3
Contact Person: Te-d e-,eAtG Phone Number:
Level Spreader ID: - FES 70
Level Spreader Length qL ft. (perpendicular to flow)
Drainage Area 1, 1 ac. (on-site and off-site drainage to the level spreader)
Impervious Area 0.3 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope (o % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm 8 cfs
Max. Discharge to Level Spreader 8 cfs
Filter Strip/Buffer Vegetation F; Ike S+ ?;p usc?f (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method N /A
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
1<6. Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
?LC Pre-Form Scour Holes are on flat slopes only
? fill No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
I
DWQ Project No.
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : We st»..,. Tr..Lf- 3
Contact Person: Tcd Gr'f_d(t Phone Number: jlt -334)
Level Spreader ID: FE S go
Level Spreader Length Cl t'v ft. (perpendicular to flow)
Drainage Area I . G. ac. (on-site and off-site drainage to the level spreader)
Impervious Area o.3 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope C. % (6% for forested, leaf littler cover, 8% for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm -7. 8 cfs
Max. Discharge to Level Spreader 7, S cfs
Filter Strip/Buffer Vegetation F. If?+-Shr1P user (thick ground cover or grass, canopied forest with leaf litter
groundcover)
Pre-treatment or Bypass Method N
It. -REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
:J?C Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
7*C Pre-Form Scour Holes are on flat slopes only
.If_ G No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
h ' - ^,. ?.
?,
WITHERS & RAVENEL
POND DESIGN REPORT
WESTON TRACT 3
MDC HOMES
Cary, North Carolina
Prepared For:
MDC HOMES
15401 Weston Parkway, Suite 175
Cary, NC 27513
Prepared By:
WITHERS & RAVENEL, INC
iii MacKenan Drive
Cary, North Carolina 27511
REVISED
March 2005
W&R Project No. 204070.1
Of
?O' ? +++a++DOSO rid. PPPI
SEAL i
19-572
P LL
PIP ?/ +• •••+•+•? ?Z/ ;?w
111 C[ ?
William E. Lee, P.E.
NOTE ON REVISIONS
This report was revised due to the diffused flow requirements of the Division of Water Quality. To
achieve diffused flow through the buffer, a dry detention pond was added at FES 6o and the storm
drainage system was configured so that the area that was originally directed to FES 6o was split
between the dry detention pond and two level spreaders as shown on Sheet 4 of the construction
drawings. This change affected the attenuation results as well as the nitrogen calculations. In
addition, the nitrogen calculations were revised to reflect the sheet flow through the buffer at the
outlet of each detention basin.
"? ' -'L ' i W&R Project 204070.1
Pond Report March zoos
INTRODUCTION
The purpose of this study is to document calculations of the pre- and post-development peak
stormwater discharges for the 1-year design storm event. The goal is to provide detention structures
adequate to maintain a discharge less than or equal to the pre-development peak discharges for the
i-year design storm after the site has been developed.
The ± 26 acre site and surrounding drainage area are primarily open space and woods, and contains
a majority of class C soils. The proposed site plan includes 156 townhomes. There is one wet
detention basin and a dry detention basin proposed for attenuation. The site is located at the
corner of Sheldon Dr. and Cary Parkway.
METHODOLOGY
The stormwater study was conducted using the natural drainage features as depicted by field survey
data provided by the owner (1-ft contours) and proposed development within the drainage areas.
The scope of work included the following analyses:
Hydrolo?y
? Simulation of the 1-year, 1o-year, and loo-year rainfall events for the Cary area
? Formulation of the 1-year, to-year, and loo-year flood hydrographs for the pre- and post-
development drainage areas
Hydraulic
? Routing the 1-year, to-year, and loo-year flood hydrographs for post development runoff
through the proposed wet detention basin
The results of the hydrology calculations are used in the hydraulic analyses. The hydraulic design
requires the development of stage-storage and stage-discharge functions for the detention basin.
The rainfall/runoff hydrographs, stage-storage and stage-discharge functions have been compiled to
create a routing computer simulation model using Haestad Methods PondPack v9.o software. This
PondPack model was then used to assess the impact of the peak discharges for the design rainfall
events. The PondPack modeling results are provided as appendix to this report.
HYDROLOGY
The SCS Method was used to develop runoff hydrographs for the Type II, 24-hour duration, 1-year
storm event in the Cary area, and the 24-hour duration rainfall curves determined using the NOAA
Atlas 14 rainfall data for Raleigh-Durham International Airport for the 1o-year and loo-year storm
events. This method requires three basic parameters: a curve number (CN), time of concentration
(tc), and drainage area.
Curve numbers were based on soil type and land use. Soil types were delineated from the Soil
Survey of Wake County, North Carolina (November 1970). Land use for existing conditions was based
on the most recent Wake County aerial photographs. Post development land use is based on the
proposed site plan. The curve numbers used in this study are listed in the appendix of this report.
Times of concentration were calculated using methods described in the SCS publication "Urban
Hydrology for Small Watersheds, TR-55" and based on Wake County topographic maps and field
survey data. The post-development time of concentration was calculated for the drainage areas that
are piped to the pond based on the flow time through the piped drainage systems and small areas
crown nau j 2 W&R Project 204070.1
Pond Report March 2005
of sheet now. The breakdown of the time of concentrations and the calculated values are found in
the appendices of this report.
HYDRAULICS
Computer simulated reservoir routing of the i-year, io-year, and ioo-year design storms utilized
stage-storage and stage-discharge functions. Stage-storage functions were derived from the
proposed contours for the ponds. A non-linear regression relation for surface area versus elevation
was derived for the detention basins. This relation estimates the incremental volume of the basin to
the stage or elevation of the basins. Stage-discharge functions were developed to size the outlet
structure for the ponds.
CONCLUSIONS
Based on the routing study, the post development peak discharge from the entire site is less than
the pre-development peak for the i-year design storm. Tables 2 and 3 below summarize the
preliminary peak attenuation results for each BMP. The proposed detention basin routes the ioo-
year design storm through the riser. The design summary of the proposed pond can be found under
"Post Development Calculations" in the appendix.
The resulting post development nitrogen export is 5.51 lbs/ac/yr for the site. A buy-down of
$16,179.8o is required to reach 3.6 lbs/ac/yr. Copies of the detailed supporting calculations for
nitrogen export are provided in the "Nitrogen Calculation" section of the appendix to this report.
TABLE 1. RESULTS FOR PEAK ATTENUATION SUMMARY FOR THE 1-YEAR DESIGN STORM
1-year `speak
Pre-Development 28.74 cfs
post-Development 28.49 cfs
TABLE 2. BMP 1 DESIGN SUMMARY
• Normal Pool = 343.00
• 2" Dia. Drawdown orifice @ 343.00
• 4' wide x 6" high attenuation orifice @ 345.00
• 5'X 5' slab top inlet box, weir crest @ 346.oo
• 30" outlet barrel
• Top of Dam = 348.oo
Peak Water Surface Freeboard OUtROW
i-yr Storm 345.72 2.23 !6.76 E
fs
io-yr Storm 346.70 1.30 50.69 cfS
loo-yr Storm 347.02 0.98 66.73 cfs
Weston Tract 3 3 W&R Project 204070.1
Pond Report March 2005
TABLE 3. BMP 2 DESIGN SUMMARY
• L" Dia. Drawdown orifice at 321.00
• Emergency Spillway - 30 ft wide at 324.50
• Top of Dam = 348.00
Peak Water Surface Freeboard Qpeak Outflow
1-yr Storm 324.73 0.27 8.82 cfs
Lo-yr Storm 324.89 0.11 19.61 cfs
Loo-yr Storm 324.99 0.01 27.77 cfs
Weston Tract 3 4 W&R Project 204070.1
Pond Report March 2005
i
APPENDIX
Routing Summary
Weston Tract 3 S W&R Project 204070.1
Pond Report March 2005
Revision Date By III Designer
By
By
mw
WESTON TRACT 3
DRAINAGE AREA MAP
WITHERS & RAVENEL
ENGINEERSI PLANNERS I SURVEYORS
111 MKK-an Drive Cary, North Carolina 77511
tel: [phone] www.withemravenel.com fax: [phone]
Lad N.
PRE-DEVELOPMENT
CALCULATIONS
Weston Tract 3 6 W&R Project 204070.1
Pond Report March 2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Job File: K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Rain Dir: K:\04\04-070\04070.1\H&H\
--------------------------
--------------------------
JOB TITLE
Project Date: 12/15/2004
Project Engineer: WR
Project Title: Weston MDC Homes
Project Comments:
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Table of Contents i
Table of Contents
++++++++++++++++++++++ TC CALCULATIONS +++++++++++++++++++++
PREDEVELOPMENT.. Tc Calcs ........................... 1.01
++++++++++++++++++++++ CN CALCULATIONS +++++++++++++++++++++
PREDEVELOPMENT.. Runoff CN-Area ..................... 2.01
+++++++++++++++++++++++ HYG ADDITION +++++++++++*+++++++++++
OUT_PRE......... 1
Node: Addition Summary ............. 3.01
OUT_PRE......... 10
Node: Addition Summary ............. 3.04
OUT_PRE......... 100
Node: Addition Summary ............. 3.07
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Tc Calcs Page 1.01
Name.... PREDEVELOPMENT
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Segment #1: Tc: TR-55 Sheet
Mannings n .0900
Hydraulic Length 100.00 ft
2yr, 24hr P 3.6000 in
Slope .060000 ft/ft
Avg.Velocity .42 ft/sec
Segment #1 Time: .0659 hrs
------------------------------------------------------------------------
Segment #2: Tc: TR-55 Shallow
Hydraulic Length 300.00 ft
Slope .090000 ft/ft
Unpaved
Avg.Velocity 4.84 ft/sec
Segment #2 Time: .0172 hrs
------------------------------------------------------------------------
Segment #3: Tc: TR-55 Channel
Flow Area 6.6000 sq.ft
Wetted Perimeter 10.70 ft
Hydraulic Radius .62 ft
Slope .033000 ft/ft
Mannings n .0650
Hydraulic Length 1350.00 ft
Avg.Velocity 3.02 ft/sec
Segment 43 Time: .1243 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .2074 hrs
-------------------------
-------------------------
S/N: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Tc Calcs
Name.... PREDEVELOPMENT
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Page 1.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS TR-55 Sheet Flow
Tc = (.007 * ((n * Lf)**0.8)) / ((P**.5) * (Sf**.4))
Where: Tc = Time of concentration, hrs
n = Mannings n
Lf = Flow length, ft
P = 2yr, 24hr Rain depth, inches
Sf = Slope, t
==== SCS TR-55 Shallow Concentrated Flow
Unpaved surface:
V = 16.1345 * (Sf**0.5)
Paved surface:
V = 20.3282 * (Sf**0.5)
Tc = (Lf / V) / (3600sec/hr)
Where: V = Velocity, ft/aec
Sf = Slope, ft/ft
Tc = Time of concentration, hrs
Lf = Flow length, ft
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Tc Calcs
Name.... PREDEVELOPMENT
File.... K:\04\04-070\04070.1\H&11\WESTON MDC.PPW
Page 1.03
==== SCS Channel Flow
R = Aq / Wp
V = (1.49 * (R**(2/3)) * (Sf**-0.5)) / n
Tc = (Lf / V) / (3600sec/hr)
Where: R
Aq
Wp
V
Sf
n
Tc
Lf
Hydraulic radius
Flow area, sq.ft.
Wetted perimeter, ft
Velocity, ft/sec
Slope, ft/ft
Mannings n
Time of concentration, hrs
Flow length, ft
S/td: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Runoff CN-Area
Name.... PREDEVELOPMENT
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Page 2.01
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- ----
Woods - fair 73 ---------
21.320 ----- ----- ------
73.00
Pasture, grassland, or range - fair 79 4.350 79.00
COMPOSITE AREA & WEIGHTED CN --->
........................................
........................................ 25.670
..........
..........
............
............ 74.02 (74)
.............
.............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.01
Name.... OUT-PRE Event: 1 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... TypeII 24hr Tag: 1
SUMMARY FOR HYDROGRAPH ADDITION
at Node: OUT PRE
11YG Directory: K:\04\04-070\04070.1\H&H\
--------------------------------------------------------------------------
--------------------------------------------------------------------------
Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag
--------------------------------------------------------------------------
ADDLINK 10 PREDEVELOPMENT work_pad.hyg PREDEVELOPMENT 1
--------------------------------------------------------------------------
--------------------------------------------------------------------------
INFLOWS TO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
11YG file 11YG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg PREDEVELOPMENT 1 1.943 12.0500 28.74
TOTAL FLOW INTO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg OUT-PRE 1 1.943 12.0500 28.74
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.02
Name.... OUT-PRE Event: 1 yr
File.... K:\04\04-070\04070.1\H&!i\WESTON MDC.PPW
Storm... TypeII 24hr Tag: 1
TOTAL NODE INFLOW...
HYG file = K:\04\04-070\04070.1\H&H\work_pad.hyg
HYG ID = OUT-PRE
HYG Tag = 1
-----------------------------------
Peak Discharge = 28.74 cfs
Time to Peak = 12.0500 hrs
HYG Volume = 1.943 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs
-- Time on left represent s time for first value in each row.
-------
11.0000 ------------
( .00 --------------
.00 ----------
.01 ----------------
.03 ----------
.05
11.2500 .09 .14 .20 .26 .34
11.5000 .42 .55 .82 1.33 2.24
11.7500 3.73 6.10 9.82 15.77 22.76
12.0000 27.74 28.74 24.95 18.83 13.46
12.2500 10.23 8.31 7.07 6.20 5.54
12.5000 4.98 4.50 4.10 3.78 3.55
12.7500 3.38 3.25 3.14 3.03 2.93
13.0000 2.83 2.74 2.65 2.57 2.50
13.2500 2.44 2.38 2.33 2.27 2.22
13.5000 2.17 2.11 2.06 2.01 1.97
13.7500 1.93 1.89 1.85 1.81 1.77
14.0000 1.73 1.69 1.66 1.63 1.60
14.2500 1.58 1.57 1.55 1.54 1.52
14.5000 1.51 1.50 1.49 1.47 1.46
14.7500 1.45 1.43 1.42 1.40 1.39
15.0000 1.38 1.36 1.35 1.34 1.32
15.2500 1.31 1.29 1.28 1.27 1.25
15.5000 1.24 1.22 1.21 1.20 1.18
15.7500 1.17 1.15 1.14 1.12 1.11
16.0000 1.09 1.08 1.07 1.05 1.05
16.2500 1.04 1.03 1.03 1.02 1.02
16.5000 ( 1.01 1.01 1.00 1.00 .99
16.7500 .99 .98 .98 .97 .97
17.0000 .96 .96 .95 .95 .94
17.2500 .94 .93 .93 .92 .92
17.5000 .91 .91 .90 .90 .89
17.7500 .89 .88 .88 .87 .87
18.0000 .86 .85 .85 .84 .84
18.2500 .83 .83 .82 .82 .81
18.5000 .81 .80 .80 .79 .78

SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.03
Name.... OUT-PRE Event: 1 yr
File.... K:\04\04-070\04070.1\11&H\WES TOZI MDC.PPW
Storm... TypeII 24hr Tag: 1
HYDROGRAP11 ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs Time on left represent s time for first value in each row.
--------
18.7500 - -------------
.78 -------------
.77 ----------------
.77 -------
.76 -------------
.76
19.0000 .75 .75 .74 .74 .73
19.2500 .72 .72 .71 .71 .70
19.5000 .70 .69 .69 .68 .67
19.7500 ( .67 .66 .66 .65 .65
20.0000 ( 64 .63 .63 .63 .62
20.2500 .62 .62 .62 .62 .62
20.5000 .62 .61 .61 .61 .61
20.7500 .61 .61 .61 .61 .61
21.0000 .61 .60 .60 .60 .60
21.2500 ( .60 .60 .60 .60 .60
21.5000 ( .60 .60 .59 .59 .59
21.7500 .59 .59 .59 .59 .59
22.0000 ( .59 .59 .58 .58 .58
22.2500 .58 .58 .58 .58 .58
22.5000 .58 .58 .57 .57 .57
22.7500 .57 .57 .57 .57 .57
23.0000 .57 .56 .56 .56 .56
23.2500 .56 .56 .56 .56 .56
23.5000 .56 .55 .55 .55 .55
23.7500 .55 .55 .55 .55 .55
24.0000 .54 .51 .41 .27 .15
24.2500 I .08 .05 .03 .01 .01
24.5000 .00 .00 .00
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.04
Name.... OUT-PRE Event: 10 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... RDU NOAA 10yr Tag: 10
SUMMARY FOR HYDROGRAPH ADDITION
at Node: OUT PRE
HYG Directory: K:\04\04-070\04070.1\H&H\
--------------------------------------------------------------------------
Upstream Link ID Upstream Node ID HYG file HYG ID HYG tag
--------------------------------------------------------------------------
ADDLINK 10 PREDEVELOPMENT work_pad.hyg PREDEVELOPMENT 10
INFLOWS TO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg PREDEVELOPMENT 10 5.024 12.2000 71.70
TOTAL FLOW INTO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg OUT-PRE 10 5.024 12.2000 71.70
SIN: 22160372ESC5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.05
Name.... OUT-PRE Event: 10 yr
File.... K:\04\04-070\04070.1\11&H\WESTOII MDC.PPW
Storm... RDU NOAA 10yr Tag: 10
TOTAL NODE I14FLOW...
HYG file = K:\04\04-070\04070.1\H&H\work_pad.hyg
HYG ID = OUT-PRE
HYG Tag = 10
-----------------------------------
Peak Discharge = 71.70 cfs
Time to Peak = 12.2000 hrs
HYG Volume = 5.024 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs Time on left represent s time for first value in
-------- each row.
-----------
--------- -
8.7000 -----------
.00 --------------
.00 ----------
.01 -------
.01 .02
8.9500 I .03 .04 .05 .08 .11
9.2000 .14 .17 .20 .23 .26
9.4500 .29 .32 .35 .37 .40
9.7000 .43 .45 .48 .51 .53
9.9500 .56 .58 .61 .63 .66
10.2000 .68 .71 .73 .76 .78
10.4500 .81 .83 .89 1.00 1.15
10.7000 I 1.29 1.39 1.47 1.53 1.59
10.9500 1.64 1.69 1.74 1.79 1.83
11.2000 1.88 1.93 1.97 2.02 2.06
11.4500 I 2.10 2.17 2.59 3.80 5.43
11.7000 6.89 7.94 9.44 12.39 16.18
11.9500 20.24 26.01 36.83 53.95 68.58
12.2000 71.70 64.56 53.50 42.28 32.84
12.4500 26.47 22.90 20.17 16.46 12.44
12.7000 9.34 7.59 6.68 6.18 5.91
12.9500 5.77 5.70 5.67 5.65 5.65
13.2000 5.66 5.67 5.69 5.70 5.70
13.4500 5.71 5.71 5.60 5.21 4.72
13.7000 4.33 4.11 3.99 3.93 3.90
13.9500 3.88 3.88 3.88 3.88 3.88
14.2000 3.88 3.89 3.89 3.89 3.89
14.4500 3.90 3.91 3.91 3.91 3.92
14.7000 I 3.92 3.92 3.93 3.93 3.94
14.9500 3.94 3.94 3.82 3.46 3.01
15.2000 2.66 2.46 2.34 2.28 2.25
15.4500 2.23 2.22 2.22 2.22 2.22
15.7000 2.22 2.22 2.22 2.22 2.22
15.9500 2.22 2.22 2.23 2.23 2.23
16.2000 2.23 2.23 2.23 2.23 2.23
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.06
Name.... OUT-PRE Event: 10 yr
File.... K:\04\04-070\0 4070.1\H&H\WESTON MDC.PPW
Storm... RDU NOAA 10yr Tag: 10
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs
-------- Time on
- --------- left represents
-----
-----
- time for first value in each row.

16.4500
2.24 -
-
--
2.24 ---------------
2.24 -------
2.23 -------------
2.23
16.7000 2.24 2.24 2.24 2.24 2.25
16.9500 2.25 2.25 2.25 2.25 2.25
17.2000 2.25 2.25 2.25 2.25 2.25
17.4500 I 2.25 2.26 2.26 2.26 2.26
17.7000 2.26 2.26 2.27 2.27 2.27
17.9500 I 2.27 2.26 2.19 2.00 1.77
18.2000 1.58 1.48 1.43 1.40 1.38
18.4500 1.36 1.36 1.35 1.36 1.36
18.7000 1.36 1.36 1.35 1.35 1.36
18.9500 1.36 1.36 1.36 1.36 1.36
19.2000 1.36 1.36 1.36 1.36 1.36
19.4500 1.36 1.36 1.36 1.36 1.37
19.7000 1.37 1.36 1.36 1.36 1.36
19.9500 1.37 1.37 1.37 1.37 1.37
20.2000 1.37 1.37 1.37 1.37 1.36
20.4500 I 1.36 1.37 1.37 1.37 1.37
20.7000 1.37 1.37 1.37 1.37 1.38
20.9500 1.37 1.37 1.37 1.37 1.37
21.2000 1.38 1.38 1.38 1.37 1.37
21.4500 1.37 1.38 1.38 1.38 1.38
21.7000 1.37 1.37 1.37 1.38 1.38
21.9500 1.38 1.38 1.38 1.38 1.38
22.2000 1.38 1.38 1.38 1.38 1.38
22.4500 1.38 1.38 1.39 1.39 1.38
22.7000 1.38 1.38 1.38 1.39 1.39
22.9500 1.39 1.38 1.38 1.38 1.38
23.2000 1.39 1.39 1.39 1.39 1.38
23.4500 ( 1.38 1.39 1.39 1.39 1.39
23.7000 1.39 1.39 1.39 1.39 1.40
23.9500 1.39 1.38 1.27 .98 .62
24.2000 .34 .19 .10 .06 .03
24.4500 .02 .01 .00 .00 .00
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.07
Name.... OUT-PRE Event: 100 yr
File.... K:\04\04-070\04070.1\11&H\WESTON MDC.PPW
Storm... RDU NOAA 100yr Tag: 100
SUMMARY FOR HYDROGRAPH ADDITION
at Node: OUT PRE
HYG Directory: K:\04\04-070\04070.1\H&H\
--------------------------------------------------------------------------
--------------------------------------------------------------------------
Upstream Link ID Upstream Node ID HYG file HYG ID 11YG tag
--------------------------------------------------------------------------
ADDLINK 10 PREDEVELOPMENT work_pad.hyg PREDEVELOPMENT 100
--------------------------------------------------------------------------
--------------------------------------------------------------------------
INFLOWS TO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg PREDEVELOPMENT 100 9.341 12.2000 109.78
TOTAL FLOW INTO: OUT-PRE
---------------------------------------- Volume Peak Time Peak Flow
HYG file HYG ID HYG tag ac-ft hrs cfs
--------------------------------------------------------------------------
work_pad.hyg OUT-PRE 100 9.341 12.2000 109.78
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.08
Name.... OUT-PRE Event: 100 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... RDU NOAA 100yr Tag: 100
TOTAL I40DE INFLOW...
HYG file = K:\04\04-070\04070.1\H&H\work_pad.hyg
HYG ID = OUT-PRE
HYG Tag = 100
-----------------------------------
Peak Discharge = 109.78 cfs
Time to Peak = 12.2000 hrs
HYG Volume = 9.341 ac-ft
-----------------------------------
HYDROGRAPH ORDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs
--------- Time on
------------ left represents time for
------------------
- first value in each row.

6.7000
( .00
.00 -
----
.01 ---------------
.03 -----------
.05
6.9500 .07 .09 .12 .14 .17
7.2000 .19 .21 .24 .26 .28
7.4500 .31 .33 .35 .38 _.40
7.7000 .42 .44 .47 .49 .51
7.9500 I .53 .55 .57 .60 .62
8.2000 .64 .66 .68 .70 .72
8.4500 .74 .76 .78 .80 .82
8.7000 .84 .86 .88 .90 .91
8.9500 .93 .95 1.01 1.17 1.37
9.2000 1.54 1.66 1.74 1.81 1.87
9.4500 1.92 1.97 2.02 2.07 2.11
9.7000 2.15 2.20 2.24 2.28 2.32
9.9500 I 2.36 2.40 2.44 2.48 2.52
10.2000 2.56 2.60 2.64 2.68 2.71
10.4500 2.75 2.80 2.98 3.45 4.08
10.7000 4.61 4.95 5.19 5.36 5.50
10.9500 5.62 5.73 5.83 5.93 6.02
11.2000 6.11 6.20 6.28 6.36 6.45
11.4500 6.53 6.67 7.78 10.95 15.16
11.7000 18.76 21.16 24.18 29.75 36.64
11.9500 43.30 51.20 65.55 88.75 107.74
12.2000 109.78 98.36 83.15 68.05 55.09
12.4500 46.19 41.19 37.00 30.63 23.53
12.7000 18.01 14.89 13.26 12.35 11.86
12.9500 11.61 11.48 11.42 11.39 11.38
13.2000 11.40 11.41 11.43 11.44 11.45
13.4500 11.46 11.47 11.18 10.17 8.89
13.7000 7.88 7.31 7.00 6.84 6.74
13.9500 6.70 6.67 6.66 6.65 6.66
14.2000 6.66 6.66 6.67 6.68 6.68
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Type.... Node: Addition Summary Page 3.09
Name.... OUT PRE Event: 100 yr
File.... K:\04\04-070\04070.1\H&H\WESTON MDC.PPW
Storm... RDU 140AA 100yr Tag: 100
HYDROGRAPH O RDINATES (cfs)
Time Output Time increment = .0500 hrs
hrs
- Time on left represents time for first value in each row.
-
------
14.4500 - -------------
6.68 --------------
6.69 ----------------
6.69 -----
6.69 --------------
6.70
14.7000 6.70 6.71 6.71 6.71 6.72
14.9500 6.72 6.71 6.55 6.01 5.32
15.2000 4.79 4.48 4.31 4.22 4.17
15.4500 4.14 4.13 4.12 4.12 4.12
15.7000 4.12 4.12 4.12 4.13 4.13
15.9500 4.13 4.13 4.13 4.13 4.13
16.2000 4.13 4.13 4.13 4.14 4.14
16.4500 4.14 4.14 4.15 4.15 4.15
16.7000 4.15 4.15 4.15 4.15 4.15
16.9500 4.15 4.16 4.16 4.16 4.16
17.2000 4.16 4.16 4.17 4.17 4.17
17.4500 4.17 4.17 4.17 4.17 4.17
17.7000 I 4.17 4.18 4.17 4.18 4.18
17.9500 4.18 4.17 4.03 3.62 3.10
18.2000 2.68 2.45 2.33 2.25 2.21
18.4500 2.19 2.18 2.17 2.17 2.17
18.7000 2.17 2.17 2.17 2.18 2.18
18.9500 2.17 2.17 2.17 2.17 2.17
19.2000 2.17 2.17 2.17 2.17 2.18
19.4500 2.17 2.17 2.18 2.18 2.18
19.7000 I 2.18 2.18 2.18 2.18 2.18
19.9500 I 2.18 2.18 2.18 2.18 2.18
20.2000 2.18 2.18 2.18 2.19 2.19
20.4500 2.18 2.18 2.18 2.18 2.18
20.7000 2.18 2.18 2.18 2.18 2.19
20.9500 2.18 2.18 2.19 2.19 2.19
21.2000 2.19 2.19 2.19 2.19 2.19
21.4500 2.19 2.19 2.19 2.19 2.19
21.7000 2.19 2.19 2.19 2.20 2.20
21.9500 ( 2.19 2.19 2.19 2.19 2.19
22.2000 2.19 2.19 2.19 2.19 2.19
22.4500 2.19 2.19 2.20 2.20 2.20
22.7000 2.20 2.20 2.20 2.20 2.20
22.9500 2.20 2.20 2.20 2.20 2.20
23.2000 2.20 2.20 2.20 2.21 2.21
23.4500 2.20 2.20 2.20 2.20 2.20
23.7000 2.20 2.20 2.20 2.20 2.20
23.9500 2.20 2.19 2.02 1.55 .98
24.2000 .54 .30 .17 .09 .05
24.4500 .03 .01 .01 .00 .00
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
WESTON SUBDIVSION - MDC HOMES
PONDPACK OUTPUT - PRE-DEVELOPMENT
Appendix A A-1
Index of Starting Page Numbers for ID Names
----- 0 -----
OUT-PRE 1... 3.01, 3.04, 3.07
----- P -----
PREDEVELOPMENT... 1.01, 2.01
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:22 AM Date: 3/22/2005
POST DEVELOPMENT
CALCULATIONS
Weston Tract 3 7 W&R Project 204070.1.
Pond Report March zoos'
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Job File: K:\04\04-070\04070.1\I1&ii\WESTON MDC_REV.PPW
Rain Dir: K:\04\04-070\04070.1\11&H\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
Project Date: 03/22/2004
Project Engineer: Withers & Ravenel
Project Title: Weston MDC Homes
Project Comments:
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Table of Contents i
Table of Contents
xxxrxxxxxxxxxx+++xxx+x MASTER SUMMARY +xxxxxx+xrrx+x++xx+++r
Watershed....... Master Network Summary ............. 1.01
xxx++xxrr+xxxx++rx DESIGN STORMS SUMMARY **+x+xrxxx+r+xxxx+x
RDU NOAA 14 Desi Design Storms ...................... 2.01
xxxxxxx+rr+rrxxrrr+xx+ TC CALCULATIONS x+x+xx+r+rxxxxxx++x+r
TO BMP1......... Tc Calcs ........................... 3.01
TO_BMP2......... Tc Calcs ........................... 3.03
UNTREATED-AREA.. Tc Calcs ........................... 3.05
+xxrrrxxr+rxxrrxrxrxxx CN CALCULATIONS xxxrxxxxxr+xxx+++x+rx
TO BMP1......... Runoff CN-Area ..................... 4.01
TO BMP2......... Runoff CN-Area ..................... 4.02
UNTREATED AREA.. Runoff CN-Area ..................... 4.03
rxxxxxxx++xxx+xx+xxxxxx POND VOLUMES x++x+xx+xxxx+xxxxxxxxrx
BMP 1........... Vol: Elev-Area ..................... 5.01
BMP 2........... Vol: Elev-Area ..................... 5.02
xxxxx+rx+xrrrr+rrx++ OUTLET STRUCTURES rrr+xxxxxx+rxrxxxxx+x
Outlet 1........ Outlet Input Data .................. 6.01
Composite Rating Curve ............. 6.04
Outlet 2........ Outlet Input Data .................. 6.07
Composite Rating Curve ............. 6.10
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... K:\04\04-070\04070.1\H&H\WESTOt7 MDC_REV.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: RDU NOAA 14 Desi
Total
Depth Rainfall
Return Event in Type RNF ID
------------
10 ------
4.9800 ----------------
Time-Depth Curve ----------------
RDU NOAA 10yr
100 7.3700 Time-Depth Curve RDU NOAA 100yr
1 3.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= 11YG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID Type Event ac-ft Trun hrs cfs ft ac-ft
------------
BMP 1 ----- ----
IN POND ------
10 ---------- --
3.762 ---------
12.1000 --------
69.01 -------- ------------
BMP 1 IN POND 100 6.085 12.1000 89.15
BMP 1 IN POND 1 1.904 11.9000 34.42
BMP 1 OUT POND 10 3.697 12.1500 50.69 346.70 1.353
BMP 1 OUT POND 100 6.015 12.1500 66.73 347.02 1.485
BMP 1 OUT POND 1 1.847 12.1500 6.76 345.72 .960
BMP 2 IN POND 10 1.088 12.1000 20.74
BMP 2 IN POND 100 1.889 12.1000 28.99
BMP 2 IN POND 1 .482 11.9500 8.71
BMP 2 OUT POND 10 1.056 12.1000 19.61 324.89 .168
BMP 2 OUT POND 100 1.855 12.1000 27.77 324.99 .176
BMP 2 OUT POND 1 .452 12.0000 8.82 324.73 .156
*OUT POST JCT 10 6.968 12.1500 102.90
*OUT POST JCT 100 11.750 12.1500 140.30
*OUT POST JCT 1 3.261 12.0000 28.49
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 A14 Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Master Network Summary Page 1.02
Name.... Watershed
File.... K:\04\04-070\04070.1\H&H\WESTOII MDC REV.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
---------------- Type
- ---- Event
------ ac-ft Trun

*OUT PRE
JCT
10 ----------
5.024
*OUT PRE JCT 100 9.341
*OUT PRE JCT 1 1.943
TO_BMP1 AREA 10 3.762
TO_BMP1 AREA 100 6.085
TO_BMP1 AREA 1 1.904
TOBMP2
_ AREA 10 1.088
TO7
_BMP2 AREA 100 1.889
TO BMP2 AREA 1 .482
UNTREATED AREA AREA 10 2.215
UNTREATED AREA AREA 100 3.880
UNTREATED-AREA AREA 1 .962
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-- ft ac-ft

12.2000 ------
71.70 -------- ------------
12.2000 109.78
12.0500 28.74
12.1000 69.01
12.1000 89.15
11.9000 34.42
12.1000 20.74
12.1000 28.99
11.9500 8.71
12.1500 34.21
12.1500 48.90
12.0000 15.63
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Design Storms
Name.... RDU NOAH 14 Desi
File.... K:\04\04-070\04070.1\H&H\
Title... Project Date: 12/15/2004
Project Engineer: WR
Project Title: Weston MDC Homes
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = RDU NOAA 14 Desi
Storm Tag Name = 10
Page 2.01
Data Type, File, ID = Time-Depth Curve RDU 11OAA 10yr
Storm Frequency = 10 yr
Total Rainfall Depth= 4.9800 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 100
Data Type, File, ID = Time-Depth Curve RDU NOAA 100yr
Storm Frequency = 100 yr
Total Rainfall Depth= 7.3700 in
Duration Multiplier = 1
Resulting Duration = 23.9904 hrs
Resulting Start Time= .0000 hrs Step= .0833 hrs End= 23.9904 hrs
Storm Tag Name = 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... TO_BMP1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 3.01
........................................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0830 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .0830 hrs
Calculated Tc < Min.TC:
Use Minimum Tc...
Use Tc = .0833 hrs
-------------------------
-------------------------
S/N: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... TO_HMP1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC_REV.PPW
Page 3.02
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== User Defined =-----------------------------------------------------
---------------------------------------
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 A14 Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... TO_BMP2
File.... K:\04\04-070\04070.1\H&H\WESTOi7 MDC REV.PPW
Page 3.03
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: User Defined
Segment #1 Time: .0833 hrs
------------------------------------------------------------------------
-----------------------
Total Tc: .0833 hrs
Calculated Tc < Min.Tc:
Use Minimum Tc...
Use Tc = .0833 hrs
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... TO_BMP2
File.... K:\04\04-070\04070.1\H&H\WEST0N MDC_REV.PPW
Page 3.04
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== User Defined ----------------------------------------
Tc = Value entered by user
Where: Te = Time of concentration
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... UNTREATED AREA
File.... K:\04\04-070\04070.1\H&H\WESTOt1 MDC REV.PPW
Page 3.05
TIME OF CONCENTRATION CALCULATOR
Segment 41: Tc: User Defined
Segment #1 Time: .1700 hrs
------------------------------------------------------------------------
Total Tc: 1700 hrs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Tc Calcs
Name.... UNTREATED-AREA
File.... K:\04\04-070\04070.1\H&H\WESTON MDC_REV.PPW
Page 3.06
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== User Defined ---------------------- -------------------------------
Tc = Value entered by user
Where: Tc = Time of concentration
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Runoff CN-Area
Name.... TO_BMP1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 4.01
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-------------------------------- -
Woods - fair ---
73 ---------
.859 ----- ----- ------
73.00
Open space (Lawns,parks etc.) - Goo 74 3.780 74.00
Impervious Areas - Paved parking 10 98 7.390 98.00
COMPOSITE AREA & WEIGHTED CN ---> 12.029 88.67 (89)
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Runoff CN-Area
Name.... TO BMP2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 4.02
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description C17 acres %C %UC CN
-------------------------------- ---- --------- ----- ----- ------
Open space (Lawns,parks etc.) - Goo 74 3.140 74.00
Impervious Areas - Paved parking to 98 1.260 98.00
COMPOSITE AREA & WEIGHTED CN ---> 4.400 80.87 (81)
...........................................................................
...........................................................................
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Runoff CN-Area
Name.... UNTREATED AREA
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 4.03
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-----------------------------
Woods --- ----
73 ---------
3.480 ----- ----- ------
73.00
Impervious 98 2.620 98.00
Open Space 74 3.140 74.00
COMPOSITE AREA & WEIGHTED CN
.............................
............................. --->
...........
........... 9.240
..........
..........
............
............ 80.43 (80)
.............
.............
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Vol: Elev-Area
Name.... BMP 1
File.... K:\04\04-070\04070.1\H&H\WESTOII MDC-REV.PPW
Page 5.01
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
--
- (sq.in) (acres)
--------------------- (acres)
----------------- (ac-ft)
--------- (ac-ft)
-------------
--------
-
343.00 ----- .3200 .0000 .000 .000
344.00 ----- .3440 .9958 .332 .332
345.00 ----- .3690 1.0693 .356 .688
347.00 ----- .4200 1.1827 .788 1.477
348.00 ----- .4460 1.2988 .433 1.910
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Vol: Elev-Area
Name.... BMP 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
Page 5.02
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
------------- (ac-ft) (ac-ft)

321.00
----- .0156 ----
.0000 ---------
.000 -------------
.000
322.00 ----- .0268 .0628 .021 .021
323.00 ----- .0424 .1029 .034 .055
324.00 ----- .0606 .1537 .051 .106
325.00 ----- .0803 .2107 .070 .177
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-ELI) * (Areal + Areal + sq.rt.(Areal*Area2))
where: ELI, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for ELI, EL2, respectively
Volume = Incremental volume between ELI and EL2
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTOI MDC_REV.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 343.00 ft
Increment = .05 ft
Max. Elev.= 348.00 ft
OUTLET CONNECTIVITY
#*#*#*######*##*#########*##**######*####*####
Page 6.01
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Inlet Box RS ---> CU 346.000 348.000
Orifice-Area 01 ---> CU 345.000 348.000
Orifice-Circular OR ---> CU 343.000 348.000
Culvert-Circular CU ---> TW 338.000 348.000
TW SETUP, DS Channel
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
OUTLET STRUCTURE INPUT DATA
Page 6.02
Structure ID = RS
Structure Type = Inlet Box
-----------------
# of openings -------------
= 1 ------
Invert Elev. = 346.00 ft
Orifice Area = 25.0000 sq.ft
Orifice Coeff. _ .600
Weir Length = 20.00 ft
Weir Coeff. = 3.300
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 01
Structure Type
----------------- = Orifice-Area
-------------------
# of openings = 1
Invert Elev. = 345.00 ft
Area = 2.0000 sq.ft
Top of Orifice = 345.50 ft
Datum Elev. = 345.25 ft
Orifice Coeff. _ .600
Structure ID = OR
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 343.00 ft
Diameter = .1700 ft
Orifice Coeff. _ .600
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTOt1 MDC REV.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CU
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 2.5000 ft
Upstream Invert = 338.00 ft
Dnstream Invert = 337.00 ft
Fioriz. Length = 120.00 ft
Barrel Length = 120.00 ft
Barrel Slope = .00833 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .5000
Kb = .009217
Kr = .5000
HW Convergence = .001
Page 6.03
(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) = 1.156
T2 ratio (HW/D) = 1.303
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 = 340.89 ft ---> Flow = 27.16 cfs
At T2 Elev = 341.26 ft ---> Flow = 31.05 cfs
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. 11W tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&11\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge ------- --- --- ------------
Elev. Q TW Elev Error
ft
-------- cfs
---- ft +/-ft Contributing Structures

343.00 ---
.00 -----
Free --- -----
Outfall --------
(no Q: ------
RS,OI ------------
,OR,CU)
343.05 .00 Free Outfall OR,CU (no Q: RS,01)
343.10 .01 Free Outfall OR,CU (no Q: RS,01)
343.15 .02 Free Outfall OR,CU (no Q: RS,01)
343.20 .04 Free Outfall OR,CU (no Q: RS,01)
343.25 .04 Free Outfall OR,CU (no Q: RS,01)
343.30 .05 Free Outfall OR,CU (no Q: RS,01)
343.35 .06 Free Outfall OR,CU (no Q: RS,01)
343.40 .06 Free Outfall OR,CU (no Q: RS,01)
343.45 .07 Free Outfall OR,CU (no Q: RS,01)
343.50 .07 Free Outfall OR,CU (no Q: RS,01)
343.55 .07 Free Outfall OR,CU (no Q: RS,01)
343.60 .08 Free Outfall OR,CU (no Q: RS,01)
343.65 .08 Free Outfall OR,CU (no Q: RS,01)
343.70 .09 Free Outfall OR,CU (no Q: RS,01)
343.75 .09 Free Outfall OR,CU (no Q: RS,01)
343.80 .09 Free Outfall OR,CU (no Q: RS,01)
343.85 .10 Free Outfall OR,CU (no Q: RS,01)
343.90 .10 Free Outfall OR,CU (no Q: RS,01)
343.95 .10 Free Outfall OR,CU (no Q: RS,01)
344.00 .10 Free Outfall OR,CU (no Q: RS,01)
344.05 .11 Free Outfall OR,CU (no Q: RS,01)
344.10 .11 Free Outfall OR,CU (no Q: RS,01)
344.15 .11 Free Outfall OR,CU (no Q: RS,01)
344.20 .12 Free Outfall OR,CU (no Q: RS,01)
344.25 .12 Free Outfall OR,CU (no Q: RS,01)
344.30 .12 Free Outfall OR,CU (no Q: RS,01)
344.35 .12 Free Outfall OR,CU (no Q: RS,01)
344.40 .13 Free Outfall OR,CU (no Q: RS,01)
344.45 .13 Free Outfall OR,CU (no Q: RS,01)
344.50 .13 Free Outfall OR,CU (no Q: RS,01)
344.55 .13 Free Outfall OR,CU (no Q: RS,01)
344.60 .13 Free Outfall OR,CU (no Q: RS,01)
344.65 .14 Free Outfall OR,CU (no Q: RS,01)
344.70 .14 Free Outfall OR,CU (no Q: RS,01)
344.75 .14 Free Outfall OR,CU (no Q: RS,01)
344.80 .14 Free Outfall OR,CU (no Q: RS,01)
344.85 .15 Free Outfall OR,CU (no Q: RS,01)
Page 6.04
SIN: 22160372EICS Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
File.... K:\04\04-070\04070.1\11&H\WESTON MDC_REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge ------------- --- ---------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
--------
344.90 -------
.15 ------
Free -- ----- -
Outfall -------------
OR,CU (no Q: ------------
RS,01)
344.95 .15 Free Outfall OR,CU (no Q: RS,01)
345.00 .15 Free Outfall OR,CU (no Q: RS,01)
345.05 .63 Free Outfall 01,OR,CU (no Q: RS)
345.10 1.12 Free Outfall 01,OR,CU (no Q: RS)
345.15 1.60 Free Outfall 01,OR,CU (no Q: RS)
345.20 2.08 Free Outfall 01,OR,CU (no Q: RS)
345.25 2.57 Free Outfall 01,OR,CU (no Q: RS)
345.30 3.05 Free Outfall 01,OR,CU (no Q: RS)
345.35 3.53 Free Outfall 01,OR,CU (no Q: RS)
345.40 4.02 Free Outfall 01,OR,CU (no Q: RS)
345.45 4.50 Free Outfall 01,OR,CU (no Q: RS)
345.50 4.98 Free Outfall 01,OR,CU (no Q: RS)
345.55 5.44 Free Outfall 01,OR,CU (no Q: RS) .
345.60 5.87 Free Outfall 01,OR,CU (no Q: RS)
345.65 6.26 Free Outfall 01,OR,CU (no Q: RS)
345.70 6.63 Free Outfall 01,OR,CU (no Q: RS)
345.75 6.98 Free Outfall 01,OR,CU (no Q: RS)
345.80 7.32 Free Outfall 01,OR,CU (no Q: RS)
345.85 7.64 Free Outfall 01,OR,CU (no Q: RS)
345.90 7.94 Free Outfall 01,OR,CU (no Q: RS)
345.95 8.24 Free Outfall 01,OR,CU (no Q: RS)
346.00 8.52 Free Outfall 01,OR,CU (no Q: RS)
346.05 9.54 Free Outfall RS,OI,OR,CU
346.10 11.15 Free Outfall RS,OI,OR,CU
346.15 13.16 Free Outfall RS,OI,OR,CU
346.20 15.48 Free Outfall RS,01,OR,CU
346.25 18.07 Free Outfall RS,OI,OR,CU
346.30 20.90 Free Outfall RS,OI,OR,CU
346.35 23.96 Free Outfall RS,OI,OR,CU
346.40 27.22 Free Outfall RS,OI,OR,CU
346.45 30.67 Free Outfall RS,OI,OR,CU
346.50 34.30 Free Outfall RS,OI,OR,CU
346.55 38.10 Free Outfall RS,OI,OR,CU
346.60 42.06 Free Outfall RS,OI,OR,CU
346.65 46.18 Free Outfall RS,OI,OR,CU
346.70 50.43 Free Outfall RS,OI,OR,CU
346.75 54.82 Free Outfall RS,OI,OR,CU
Page 6.05
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 1
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge ------ ---- --- ------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft contri buting Structures

346.80
58.80 -----
Free --- -----
Outfall --------------
RS,OI,OR,CU ------------
346.85 63.97 Free Outfall RS,CU (no Q: O1,OR)
346.90 65.88 Free Outfall RS,CU (no Q: O1,OR)
346.95 66.41 Free Outfall RS,CU (no Q: O1,OR)
347.00 66.64 Free Outfall RS,CU (no Q: O1,OR)
347.05 66.86 Free Outfall RS,CU (no Q: O1,OR)
347.10 67.09 Free Outfall RS,CU (no Q: O1,OR)
347.15 67.32 Free Outfall RS,CU (no Q: O1,OR)
347.20 67.54 Free Outfall RS,CU (no Q: O1,OR)
347.25 67.77 Free Outfall RS,CU (no Q: O1,OR)
347.30 67.99 Free Outfall RS,CU (no Q: O1,OR)
347.35 68.21 Free Outfall RS,CU (no Q: O1,OR)
347.40 68.44 Free Outfall RS,CU (no Q: O1,OR)
347.45 68.65 Free Outfall RS,CU (no Q: O1,OR)
347.50 68.87 Free Outfall RS,CU (no Q: O1,OR)
347.55 69.09 Free Outfall RS,CU (no Q: 01,OR)
347.60 69.31 Free Outfall RS,CU (no Q: O1,OR)
347.65 69.53 Free Outfall RS,CU (no Q: O1,OR)
347.70 69.75 Free Outfall RS,CU (no Q: O1,OR)
347.75 69.96 Free Outfall RS,CU (no Q: O1,OR)
347.80 70.18 Free Outfall RS,CU (no Q: O1,OR)
347.85 70.39 Free Outfall RS,CU (no Q: O1,OR)
347.90 70.61 Free Outfall RS,CU (no Q: O1,OR)
347.95 70.82 Free Outfall RS,CU (no Q: O1,OR)
348.00 71.04 Free Outfall RS,CU (no Q: 01,OR)
Page 6.06
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC-REV.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 321.00 ft
Increment = .05 ft
Max. Elev.= 325.00 ft
OUTLET CONNECTIVITY
Page 6.07
---> Forward Flow Only (Upstream to DnStream)
<--- Reverse Flow Only (DnStream to Upstream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir-Rectangular DM ---> TW 325.000 325.000
Weir-Rectangular SW ---> TW 324.500 325.000
Culvert-Circular CU ---> TW 321.000 325.000
TW SETUP, DS Channel
S111: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&Fi\WESTOII MDC_REV.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
DM
Weir-Rectangular
----------------
1
325.00 ft
95.00 ft
2.800000
Weir TW effects (Use adjustment equation)
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
SW
Weir-Rectangular
----------------
1
324.50 ft
30.00 ft
2.700000
Weir TW effects (Use adjustment equation)
Page 6.08
SIN: 22160372E1C5 Withers & Ravenel
ndPack Ver. 9.0029 Time: 9:29 A14 Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Outlet Input Data
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CU
Structure Type
----------------- = Culvert-Circular
-------------------
No. Barrels = 1
Barrel Diameter = .0833 ft
Upstream Invert = 321.00 ft
Dnstream Invert = 320.80 ft
Horiz. Length = 22.00 ft
Barrel Length = 22.00 ft
Barrel Slope = .00909 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0130
Ke = .2000
Kb = .859643
Kr = .2000
HW Convergence = .001
Page 6.09
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
INLET C014TROL DATA...
Equation form = 1
Inlet Control K = .0045
Inlet Control M = 2.0000
Inlet Control c = .03170
Inlet Control Y = .6900
T1 ratio (HW/D) _ .747
T2 ratio (HW/D) = 1.193
Slope Factor = -.500
Use unsubmerged inlet control Form 1 equ. below T1 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 = 321.06 ft ---> Flow = .01 cfs
At T2 Elev = 321.10 ft ---> Flow = .01 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
COIIVERGENCE TOLERAI4CES ...
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: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
---------------- -------- Converge -------------------------
Elev. Q TW Elev Error
ft
-------- cfs
------- ft +/-ft
-
- Contributing Structures

321.00
.00 -
--
Free --- -----
Outfall --------------------------
None contributing
321.05 .00 Free Outfall CU
321.10 .00 Free Outfall CU
321.15 .01 Free Outfall CU
321.20 .01 Free Outfall CU
321.25 .01 Free Outfall CU
321.30 .01 Free Outfall CU
321.35 .01 Free Outfall CU
321.40 .01 Free Outfall CU
321.45 .01 Free Outfall CU
321.50 .01 Free Outfall CU
321.55 .01 Free Outfall CU
321.60 .01 Free Outfall CU
321.65 .01 Free Outfall CU
321.70 .01 Free Outfall CU
321.75 .01 Free Outfall CU
321.80 .01 Free Outfall CU
321.85 .01 Free Outfall CU
321.90 .01 Free Outfall CU
321.95 .01 Free Outfall CU
322.00 .01 Free Outfall CU
322.05 .01 Free Outfall CU
322.10 .01 Free Outfall CU
322.15 .01 Free Outfall CU
322.20 .01 Free Outfall CU
322.25 .01 Free Outfall CU
322.30 .01 Free Outfall CU
322.35 .01 Free Outfall CU
322.40 .01 Free Outfall CU
322.45 .01 Free Outfall CU
322.50 .01 Free Outfall CU
322.55 .01 Free Outfall CU
322.60 .01 Free Outfall CU
322.65 .01 Free Outfall CU
322.70 .01 Free Outfall CU
322.75 .01 Free Outfall CU
322.80 .01 Free Outfall CU
322.85 .01 Free Outfall CU
Page 6.10
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 2
File.... K:\04\04-070\04070.1\11&H\WESTON MDC REV.PPW
*** ** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- ----- --- Converge - ------------------------
Elev. Q TW Elev Error
ft cfs ft +/-ft Contributing Structures
--------
322.90 -------
.01 -----
Free --- -----
Outfall --
CU ------------------------
322.95 .01 Free Outfall CU
323.00 .01 Free Outfall CU
323.05 .01 Free Outfall CU
323.10 .01 Free Outfall CU
323.15 .01 Free Outfall CU
323.20 .01 Free Outfall CU
323.25 .02 Free Outfall CU
323.30 .02 Free Outfall CU
323.35 .02 Free Outfall CU
323.40 .02 Free Outfall CU
323.45 .02 Free Outfall CU
323.50 .02 Free Outfall CU
323.55 .02 Free Outfall CU
323.60 .02 Free Outfall CU
323.65 .02 Free Outfall CU
323.70 .02 Free Outfall CU
323.75 .02 Eree Outfall CU
323.80 .02 Free Outfall CU
323.85 .02 Free Outfall CU
323.90 .02 Free Outfall CU
323.95 .02 Free Outfall CU
324.00 .02 Free Outfall CU
324.05 .02 Free Outfall CU
324.10 .02 Free Outfall CU
324.15 .02 Free Outfall CU
324.20 .02 Free Outfall CU
324.25 .02 Free Outfall CU
324.30 .02 Free Outfall CU
324.35 .02 Free Outfall CU
324.40 .02 Free Outfall CU
324.45 .02 Free Outfall CU
324.50 .02 Free Outfall SW +CU
324.55 .92 Free Outfall SW +CU
324.60 2.58 Free Outfall SW +CU
324.65 4.72 Free Outfall SW +CU
324.70 7.25 Free Outfall SW +CU
324.75 10.13 Free Outfall SW +CU
Page 6.11
SIN: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
WESTON SUBDIVISION - MDC HOMES
PONDPACK OUTPUT - POST-DEVELOPMENT
Type.... Composite Rating Curve
Name.... Outlet 2
File.... K:\04\04-070\04070.1\H&H\WESTON MDC REV.PPW
***** COMPOSITE OUTFLOW SUMMARY ****
WS Elev, Total Q Notes
-------- -------- -------- Converg e -------------------------
Elev. Q TW Elev Error
ft
----- cfs
-- ft +/-ft Contributing Structures
---
324.80 -----
13.30 -------- -----
Free Outfall --------------------------
SW +CU
324.85 16.75 Free Outfall SW +CU
324.90 20.46 Free Outfall SW +CU
324.95 24.40 Free Outfall SW +CU
325.00 28.56 Free Outfall DM +SW +CU
Page 6.12
S/id: 22160372E1C5 Withers & Ravenel
PondPack Ver. 9.0029 Time: 9:29 AM Date: 3/22/2005
NITROGEN
CALCULATIONS
Weston Tract 3 8 W&R Project 204070.1
Pond Report March zoos
Nitrogen Control Plan
Commercial / Industrial / Residential Sites with Known Impervious Area
Project Title: Weston Tract 3
Part I. Riparian Buffers
Area includes riparian buffers?
If yes,
River Basin?
Basis for Exemption
Show buffers on site plan.
Part II. Nitrogen Calculations (Method 2, Appendix C):
a. Site Information
Total Area of Property incl. RAV
Denuded Area
Impervious Area incl. R/W
Managed open space
Protected open space
b. Pre-development loading:
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
25.67 acres
21.33 acres
11.27 acres
10.06 acres
4.34 acres
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) =
c. Post-development loading:
TN Export
Area TN export coeff from use
(acres) /lhs/ac/vrl (Ihclvrl
25.67 0.6 15.40
0 1.2 0
0 21.2 0
25.67 F . lp 777-1-?
15.40
0.60
Type of Land Cover
Permanently protected undisturbed open
space (forest, unmown meadow)
Permanently protected managed open space
(grass, landscaping, etc.)
Impervious Area
TOTAL
Nitrogen Loading Rate (Ibs/ac/yr) = 9.88
Proposed BMP(s) One Wet Pond
Nitrogen Load after BMPs = 5.51 Ibs/ac/vr
TN Export
Area TN export coeff from use
(acres) (Ihslac/vrl (Ihc1vr1
4.34 0.6 2.60
10.06 1.2 12.07
11.27 21.2 238.92
25.67 253.60
Nitrogen Load offset by Payments = 1.91 Ibs/ac/yr Estimated Buy Down = $16,179.80
Net change in on-site N Load = 6.28 Ibs/ac/yr
Part III. Control of Peak Stormwater Flow (for 1 year, design storm)*
Pre Development 1-year Peak Q = 28.74 cfs
Post Development 1-year Peak Q = 28.49 cfs
* Stormwater Management Report to be submitted at a later date
I, the undersigned, certify to the best of my knowledge that the above information is correct (affix seal)
[ ] No [ X ] Yes [ ] Exempt
[ X ] 50 foot [ X ] 100 foot
[ X ] Neuse [ ] Cape Fear
Supply notes & details showing control of Nitrogen and peak stormwater runoff.
Project Name: Weston Tract 3 Dale: 3/2212005
Project #: 204070.1 Computed by: SAH
TOTALTRACT
Total Area: r 1 116 165 4 sglt = 25.67 ac.
Right-of-Way Area: N/A sgft. = N/A ac. N/A %, Impervious
Impervious' 436,036 sgft. = 10.01 ac.
Natural Open Space Area: 168,920 t sqft. = 4.34 ac.
Managed Open Space Area: ? 301,435 1 sqft. = 6.92 ac.
Lot Area:? N/A (sgft. = N/A ac. 156 Units
Estimated Pre-Development TN Loading

Type of Land Cover Acres TN Export
Coeff
TN EXPORT (lbs/yr)

)
(Ibs/aGyr
Permanently Protected Undisturbed Area 25.67 0.6 15.40
Permanently Protected Managed Area 0.00 1.2 0.00
Impervious Surface 0.00 21.2 0.00
Totals 25.67 0.6 15.40
Estimated Post-Development TN Loading
Drainage Area A: To BM P 1
Type of Land Cover Acres TN Export Coeff. TN EXPORT (lbslyr)
(lbs/ac/yr)
Permanently Protected Undisturbed Area 0.86 0.6 0.52
Permanently Protected Managed Area 3.78 1.2 4.54
Impervious Area 7.39 21.2 156.67
Totals 12.03 161.72
tsumatea urvir Keaucuon for vret Vona: 25 %
Estimated Drainage Area A Nitrogen Loading Reduction after Wet Pond: 40.43 Ibs/yr
Estimated BMP Reduction for Ripirian Buffer. 30 %
Estimated Drainage Area A Nitrogen Loading Reduction after Ripirian Buffer. 36.39 Ibs/yr
TOTAL NITROGEN LOADING REDUCTION FROM DRAINAGE AREA A: 76.82 lbstyr
Drainage Area B: To Ripirlan Buffer
Type of Land Cover Acres TN Export Coeff. TN EXPORT (lbs/yr)
(lbs/actyr)
Permanently Protected Undisturbed Area - 0.00 0.6 0.00
Permanently Protected Managed Area 2.11 1.2 2.53
Impervious Area 2.18 21.2 46.22
Totals 4.29 48.75
tsumatea uMr Keaucuon for Klplnan Buffer 30 %
Estimated Drainage Area B Nitrogen Loading Reduction: 14.63 lbstyr
Dra inage Area C: To Dry Pond
Type of Land Cover Acres TN Export Coeff.
(lbs/ac/yr)
TN EXPORT (Ibsyr)
Permanently Protected Undisturbed Area 0.00 0.6 0.00
Permanently Protected Managed Area 3.14 1.2 3.77
Impervious Area 1.26 21.2 26.71
Totals 4.40 30.48
tsumatea bme Keaucuon ror Ury Uentenoon: 10 %
Estimated Drainage Area C Nitrogen Loading Reduction after Dry Pond: 3.05 Ibs/yr
Estimated BMP Reduction for Ripirian Buffer. 30 %
Estimated Drainage Area C Nitrogen Loading Reduction Ripirian Buffer. 8.23 lbstyr
TOTAL NITROGEN LOADING REDUCTION FROM DRAINAGE AREA C: 11.28 Ibsyr
Drainage Area D: Untreated
Type of Land Cover Acres TN Export Coeff.
(lbs/actyr)
TN EXPORT (Ibsryr)
Permanently Protected Undisturbed Area 3.48 0.6 2.09
Permanently Protected Managed Area 1.03 1.2 1.23
Impervious Area 0.44 0.0 0.00
Totals 4.95 372
tsumatea BMP Keaucuon for Untreated: 0
Estimated Drainage Area D Nitrogen Loading Reduction: 0.00 lbstyr
Estimated Project Pre-BMP TN Export: 244.27 lbstyr
Estimated Project BMP TN Removal: 102.72 lbsyr
Estimated Project TN Load Rate After BMPs: 5.51 Ibs/ac/yr
Estimated Project Composite Nitrogen Loading Rate Reduction: 42.05 %
Estimated Buy Down $16,179.80
BMP SIZING
CALCULATIONS
Weston Tract 3 9 W&R Project 204070.1
Pond Report March 2005
BMP1
Project Name: Weston MDC Homes roie #: 204070.01
i State: Cary, NC Date: 9-Mar-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiencv in the Piedmont
% Impervious
Cover Permanent Pool Dep
3.0 4.0 5.0 6.0 th (feet)
7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Source: NCtJENK/UWCj Stormwater Best Management Practices, pg. 5, April 1999
STORMWATER BMP 1 - WET POND (25% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 7.39 98 7.2
Open Space 3.78 10 0.4
Woods 0.859 0 0.0
Totals 12.029 7.6
Total % Impervious Surface Area = 63.3 %
Normal Pool 3 4 5 6 7 8 9
SA/DA 2.40 2.03 1.71 1.51 1.29 1.18 1.10
SA Required 12575.598 10636.860 8960.113 7912.147 6759.384 6183.002 5763.816
Normal pool depth - 3.0 feet
Normal pool elevation - 343.0 feet
Surface area required - 0.289 acres
Normal pool elevation - 343.0 feet
Surface area provided - 0.320 acres
13939 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv - 0.05 + 0.009(1) where, Rv - Runoff coefficient, in./in.
- Percent impervious
Rv - 0.62 in./in.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.622 acre-ft
27078 cu. ft.
Water quality pool elevation= 345.00 feet
Storage volume provided - 0.688 acre-ft
29969 cu. ft.
Weston MDC Homes WR Project #204070.10
Stormwater Management December 2004
Project Name: Weston MDC Homes
Ci Stat : Cary, NC
STORMWATER BMP - WET POND (25% TN Removal)
Orifice Calculator
Q =Cd*A*(2gh)^(1/2)
Variables
WQ Volume:
Head:
Draw down time:
0.69 Acre-ft
2 ft
72 h rs
30056.4 cf
1 ft
259200 s
Orifice Area =
0.024083 sq. ft
Orifice Diameter = 2.101311 in
3.46793 sq. in
Project #:.. 204070.01
Date: 9-Mar-05
Constants
g = 32.2 ft/s2
Cd = 0.6
USE 2" DIAMETER ORIFICE
BMP2
Project Name: Weston MDC Homes
Cit State: Cary, NC
Project #: 204070.01
Date: 18-Feb-05
Table 1.1 Surface Area to Drainage Area Ratio for Permanent Pool Sizing for 85% Pollutant
Removal Efficiencv in the Piedmont
% Impervious
Cover Permanent Pool Dep
3.0 4.0 5.0 6.0 th (feet)
7.0 8.0 9.0
10 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30 1.34 1.08 0.97- 0.83 0.70 0.64 0.62
40 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90 3.74 3.10 2.66 2.34 2.11 1.83 1.67
avurce: N%-utnr,/utrvtl mormwater [lest management rractices, pg. 5, April 1999
STORMWATER BMP 2 - DRY POND (10% TN Removal)

Land Use Area
(ac) % IA Imp. Area
(ac)
Impervious 1.26 100 1.3
Open Space 3.14 10 0.3
Woods 0 0 0.0
Totals 4.4 1.6
Total % Impervious Surface Area = 35.8 %
Normal pool elevation - 343.0 feet
Surface area provided - 0.217 acres
9453 sq. ft.
1-Inch Runoff Volume Calculation
Using the runoff volume calculations in the "Simple Method" as described by Schueler (1987)
Rv m 0.05 + 0.009(1) where, Rv a Runoff coefficient, in./in.
I - Percent impervious
Rv v 0.37' inJin.
Total runoff volume from 1-inch precipitation:
Runoff volume, S - (Design rainfall) (Rv) (Drainage Area)
S = 0.136 acre-ft
5941 cu. ft.
Water quality pool elevation-
Storage volume provided
324.50 feet
0.142 acre-ft
6168 cu. ft.
Weston MDC Homes WR Project #204070.10
Stormwater Management February 2005
Project Name: Weston MDC Homes
Ci State: Cary, NC
STORMWATER BMP 2 - DRY POND (10% TN Removal)
Orifice Calculator
Q =Cd*A*(2gh)^(1/2)
Variables
WQ Volume:
Head:
Draw down time:
0.1416 Acre-ft
3.5 ft
49 hrs
6168.096 cf
1.75 ft
176400s
Orifice Area =
0.00549 sq. ft
Orifice Diameter= 1.003243 in
0.7905 sq. in
Project #: 204070.01
Da e• .:21-,Mar-05 ..
Constants
g = 32.2 ft/s2
Cd = 0.6
USE 1" DIAMETER ORIFICE
MEMORANDUM
TO: John Dorney Regional Contact: E. Kulz
Non-Discharge Branch WQ Supervisor: K_ Srh ester
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Weston Place
Project Number 05 0539
Recvd From APP
Received Date 3/29/05 Recvd By Region
Project Type Residential development
County Wake
County2
Region Raleigh
Certificates Stream
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
F 39 Stream O Y O N 27-33-(1) NSW 30,402. 407.OQ
Mitigation Wetland
MitigationType Type Acres Feet
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y 0 N Recommendation: 0 Issue 0 Issue/Cond 0 Deny
Provided by Region: Latitude (ddmmss) 354856 Longitude (ddmmss) 784835
Comments:
4/22/05 1 have no comments other than the online stormwater issue. Larrv Eatons comment on
Triage sheet about 280 LF of intermittent stream should be addressed by removing online
stormwater pond (286 feet of impact). EWK
cc: Regional Office
Central Office Page Number 1

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O.C. EACH WAY o 0 i/2" PREFORMED JOINT PRESSURE RELIEF ii o 0 o TDP IS ID GAGE CORRUGATED FILLER, 12" WIDE Haes 1/z° Dw. o METAL OR I/8" STEEL PLATE, 5'x5" PRECAST ' 5'x5' PRECAST RCP BOX
PRESSURE RELIEF HOLES MAY ~ RCP BOX PEAK FLOW ATTENUATION
P N VIEW eE CMRTED,NS AERNE LEFT LA CORRUG4 D WELDED (1YP) ppLLy pp~ {YHEN THE TOP IS PEAK FLOW ATiENUAAON NOTE: NOTE: NOTE: PLACE STEM SUPPORTS
ATraCHED. PLACE STEM ti-n A T 3' FROM I PLACE STEM SUPPORTS ~ AT 3" FROM BASE AT 3' FROM BASE
CYLhvOER IS fz GAGE ~RRUGAffD METAL PIPE
OR FABRICAR:O.FROM I/8" STEEL PLATE. d GROUT EACH SIDE
_ GROUT EACH ; GROUT EACH SIDE
NoTES: J1,~ L 1HE CYLINDER NUS7 BE FIRMLY yi. I iH TOP OF n-~ I I
TACKNELD FASTENED TD f LL-~ ALl AROUND id' INE RISER. I I 1. SUPPORT BARS ARE ATTACHED I I II I JOINT SEALED WITH A-LOCK NEOPRENE
BY STRAPS BOLTED TO i0P I I JOINT SEALED 8" OF RSER, I I GASKET CAST JOINT SEALED WITH A-LOCK NEOPRENE I I I CASKET CAST IN MANHOLE WALL GASKE7 CAST 1N MANHOLE WALL n~.n I I
ATE VALVE M1-~ I I RISER 4" NRS G I I 4° NRS GATE VALVE I I I I
I I ELEVATION SECTION am51ZE I I I I '0-RING GASKETED
/a x tz' 1 1/a;. 1 1/a" aacL~ GR ~ I I '0-RIN ~1ER BAR I I/a srza PIPE LEAVE END OF GATE I I CL. '0-RING' GASKETED I ~.A j j CLASS III RCP CLASS III RCP _EAYE END OF GATE 4"xi" TAPPED I I VALVE OPEN. i~CAP, SEE DETAIL I I
VALVE OPEN. 4"x1" TAPPED I I 2000 PsF MIN. SEE BMP SECTION FOR SIZING DATA SECTION A-A I I I I I I
BEARING CAPACITY CAP, SEE DETAIL I I BENEATH COLLAR
\ \ \ \ \ \i \ ~\i\\ \ PAVED INVERT ~ ~ ~ \ ~ ~ ~ ~ GROUT 6
SEEP COLLAR BMP 1 TYPICAL TRASH RACK BMP 1 \ \ \ \ \ \ \ \ \ \ \ \ PAVED INVERT . RUT 6" TYPICAL ANTI \ \ \ \ \ \ \ \\i~\.\\,~ \i\ G o~ / / / / / / / ?ROUT 6 \ \ \ \ \ \ \ / a ° a.
TS NTS , d \\\\r a
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VENT ~ SCREEN ACCESSIBLE THROUGH ~
DOOR
NOTE: _ RAWDOWN DEVICE OETAIL -FOR BMP 3 RISER & D
RISER & DRAWDOWN DEVICE DETAIL FOR BMP 2 SKIMMER MAY VARY IP 2 NTS
HT Y FROM BMP 1 -WET POND NTS SLIG L NTS
ILLUSTRATION Skimmer to Use: 2" Skimmer w~ 2' head
Volume tD be Drained = 30,056 cu, ff.
Drow Down lime = 3 days THREADED
FLOAT Orifice Area = 2.47 sq. in, THREADED END CAP ~~W GATE VALVE
Orifice Diamefer = 2,1 inches END CAP i~w GATE VALVE
QOUf = 0.02 CfS " RAD.
OUTSET END; CONNECTION - TO OUTLET PIPE OR RISER BARREL PIPE LONGER THAN 2" RaD, ,
SHOWN fND 1-
NOT INCLUDED WITH SKIMMER 1 ENO 4. 1 VIEW 4° I/p"
SUPPLIED BY USER viEw 1/Z" 1/Z" R D, 1/2" R D,
FLEXIBLE JOINT
i° ORIFICE DRILLED CAP END VIEW IN CAP, SCREEN TO
DETAIL -BMP 1 1° ORIFICE DRILLED CAP END VIEW BMP SKIMMER IN CAP. SCREEN i0 PREVENT CLOGGING. PREVENT CLOGGING.
NTS SECTION. VIEW
SECTION VIEW
4 .L I I
N A110N PEAK FLOW AT7E U 5'x5' PRECAST I I 2" i I
RCP-80X 2" I ~ ~j1
1 ORIFICE DRILLED
T 1" ORIFICE DRILLED PHREADED IN CAP. SCREEN TO END CAP PREVENT CLOGGING.
~ THREADED IN CAP. SCREEN TO END CAP PREVENT CLOGGING. CAP TOP VIEW
6"x4' RECTANGULAR ORIFlCE ®ELEVATfON=349,0 CAP TOP VIEW i/4°x 2'' STEEL STRAP W/
~ 2 - 3/4" ANCHOR 80LTS 2 STRAPS REO'D
'0-RING' JOINT
NOTE: PLACE STEM SUPPORTS
A T 3' FROM BASE ORIFlCE CAP DETAIL ORIFICE CAP DETAIL
2" ORIFICE ®ELEVA110N=347, 0 BMP 2 -DRY POND BMP 3 -DRY POND
ti-n GROUT EACH SIDE NTS I NTS
ti_~ I I
I I JOINT SEALED WITH A-LOCK NEOPRENE
I I GASKET CAST IN MANHOLE WALL ti_~ I I
4" NR5 GATE VALVE I I I I
II it '0-RING' CASKETED ORIFICE SIZE PER BMP TABLES n.~ C1A55 III RCP
SKIMMER ATTACH TEMPORARY ~ I FOR EROSION CONTROL ~ I
PHASE OF PROJECT I I I I I I
/ / / I
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RISER & DR,4WDOWN DEVICE DETAIL -FOR BMP 1
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CAP TOP ViEW
3000 PSI CONCRETE
ORIFlCE CAP DETAIL 4" THICK x 4' WIDE
- RY POND CONCRETE FLUME BMP 2 D
NTS NTS
NOTE: 1 CONTRACTOR SHALL VERIFY LOCATION •o•'~•,H~ueegpfa
OF ALL UTILITIES PRIOR TO CONSTRU ~ eqN CARD
PROJECT # 05-SP-005 ~a ' F s•
r APPROVED Ea
•
TOWN OF GARY °s 026977 a ?
Approved by - Qate ,,e:e.. (0
ni___~__ n_1_ ••e_ r!~A r C~( _e~
riannmg ~u~C titi r w
Engineering Date MWATER MANAGEMENT DETAILS WITHERS RAVENEL Sheet No.
No. Revision Date BY Designer Scale
W&R 1 "=60'
Drawn By Date WESTON PLACE STORMWA ENGINEERS I PLANNERS I SURVEYORS 21 A
W&R 06/08/05 f Checked By Job No. McCAR 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.com
_ _ WEC 204070.1 H 0 I M E S'"

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SCALE; 1" = 30' SCALk; 1" = 30' SCALE; 1 " = 30'
.RCP RISER.
1' MIN. FREEBOARD TOP OF DAM EL. 325.0 TOP OF DAM EL. 353.0
WATER LEVEL DURING STORM TOP OF ROAD EL. 353,0 WATER LEVEL DURING STORM WATER LEVEL DURING STORM
TRASH H00 100 YR. EL= 352.0 _ _ 100 YR. EL= 324,97 100 YR. EL= 352,80
-1 = I I-1 I I-1 I I_ -1 = _ I-1 ~ I-1 ~ I=111-1 I- "I = I I=111=1 1I- I I. - -
-III~II=- II= 11 -III~II = I I ~ I I =1 I I; I I= I I- I I
~ I ~ = PEAK FLOW ATTENUATION POOL - -I I ~ I I=III = = PEAK FLOW ATTENUATION POOL = -III .III=_=_ ~ -III -1 11= _ _ _ ~ ~ =1 I = - PEAK FLOW ATTENUATION POOL I I _ -III -1 I I
~ I-1 ,I PERMANENT = MINIMUM SLOPE 3 1 11-III=I I I=
-I I 1=1 I 1== _ .Pool = ' ' I_ " -I I 1=1 I 1== _ MINIMUM SLOPE 3 1 ~ I ~ =III„ I I= MINIMUM SLOPE 3 1 I_ ' -III; III = _ _ ~ ' I- _I I I ~~=1 I I=1 I I=1 = I
III -1 I I-~ = I ~ III .III-~ _ _
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ANTI-FLOATATION DEVICE ' ~ .III-III. ~ I=I ~ _ -1 I 1=1 I '_I ~ ~=1 I I-1 I1=1 I= ~ ~=1 I I=1 11=1 I=
-III- _ - '=1 I = = _ - '=1 I I-1 I I- i 1= - I,,,III II _ _
ANTI-SEEP COLLAR =1 I 1=III=I = - ; - " _II1=1I1= - -III-1I1= - ~ ~=11 I-1 I I-1 ~ ~=1 I I-1 I I-1
1I -1 I L-1 I I-1 I I- NOTE; RISER BARREL, SKIMMER AND OUTLET PIPE SHALL ~ ~ ~ NOTE; THE DRY POND SHALL BE UTILIZED AS A -1 I I -1 I1= I = 11= I I -1I = =1 I- ~ ~ ~ NOTE; THE DRY POND SHALL BE UTILIZED AS A 25 LF 15
22LF15 _ BE INSTALLED PRIOR TO THE BEGINNING SEDIMENT CONTROL DEVICE DURING ROADWAY PVC OUTLET PIPE 15"
OF OVERALL SITE GRADING AND SHALL BE AND UTILITY CONSTRUCTION, ~ 0,91 )uTLET PIPE SEDIMENT CONTROL DEVICE DURING ROADWAY PVC OUTLET PIPE 31 % AND UTILITY CONSTRUCTION. ®3.20
UTILIZED AS A SEDIMENT CONTROL DEVICE WET POND BARREL ONCE SITE HAS BEEN STABILIZED AND GRADING ONCE SITE HAS BEEN STABILIZED AND GRADING
DURING ROADWAY AND UTILITY CONSTRUCTION. ~ 97 LF 30" "0-RING GASKET" IS COMPLETED THE BASIN SHALL BE CLEANED IS COMPLETED THE BASIN SHALL BE CLEANED
ONCE SITE HAS BEEN STABILIZED AND GRADING ®9.08% OUT AND STABILIZED. OUT AND STABILIZED.
IS COMPLETED THE BASIN SHALL BE CLEANED
OUT AND STABILIZED. THE SKIMMER DEVICE
SHALL BE REMOVED.
DIMENSIONS ELEV.
TOP OF DAM WIDTH 2.5' 352.0
DIMENSIONS ELEV JS ELEV. 1-YEAR STORM ORIFICE 1" CIRCULAR 348.6
TOP OF DAM WIDTH 2.5 324.0 324.0
DIMENSIONS ELEV. P ' EMERGENCY S ILLWAY 30 WEIR 352.0
NORMAL FOOL 13,932 SF 347.0 »
1-YEAR STORM ORIFICE 1 CIRCULAR 353.0 POND BOTTOM 9,188 SF 344.0 ~R 353.0 „ OUTLET PIPE INVERT IN 15 RCP 348.5
EMERGENCY SPILLWAY 30 WEIR .324.5 TOP OF DAM WIDTH 27 FT. 351.7 .324.5 OUTLET PIPE INVERT OUT 15 RCP 347.7
ANTI-SEEP COLLAR 60" x 60" N/A » „ OUTLET PIPE INVERT IN 15 RCP 321.0 321.0
1-YEAR STORM ORIFICE 2 ORIFICE 347.0 „ OUTLET PIPE INVERT OUT 15 RCP 320.8 '•NnNneq~
SECONDARY ORIFICE 6x4 349.0 320.8 N caR ar'~~ 0 P Q~ a,
T P F ' 0 0 RISER 5x5 RCP BOX 350.0 PROJECT ~ 05-SP-005 ~a ~ ti,
P APPROVED •
OUTLET PIPE INVERT IN 30 RCP 343.8 A • TOWN OF CARY ; 026977
OUTLET PIPE INVERT OUT 30 RCP 338.0 a
A~~~~..~J Nf1T APPR L~..~.~~N~TRII('.TI(lN~:--
mppfvvGU uy wtC ~.wI Fa I I w cwrmp;.-Qwprl~v~.
Plannin Date r C ~G~~ 9 R E.
Engineering Dcte
No. Revision Date By Designer Scale
W&R 1 "=60' -'rON PLACE Drawn By Date WES I STORMV Sheet No.
W&R 06/07/05
Checked By Job No. MCCAR WESTON PDD RMWATER MANAGEMENT PLAN WITHERS RAVENEL 21 ENGINEERS I PLANNERS I SURVEYORS
wEC 204070.1 H 0 M E S°' a, LM 111 MacKenan Drive Cary, North Carolina 27511 tei: 919-469-3340 fax: [phone] www.withersravenel.com

NOTES
(1) ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TOWN OF CARY
STANDARD SPECIFICATIONS AND DETAILS REVISED APRIL 15, 2004.
(2) CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL STRUCTURES
DURING THE LIFE OF THE PROJECT.
(3) CONTRACTOR SHALL CONSTRUCT DIVERSION DITCHES AS NECESSARY TO
ENSURE ALL SEDIMENT IS DIRECTED INTO EROSION CONTROL MEASURES.
(4) ALL CATCH BASINS SHALL BE PROTECTED PER TOC STD. 04000.14 UNLESS
NOTED OTHERWISE.
(5) CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR
TO CONSTRUCTION. LOCATION OF EXISTING UTILITIES SHOWN ON PLANS
IS BASED ON BEST AVAILABLE INFORMATION BUT CAN BE CONSIDERED
ONLY AS APPROXIMATE,
(6) TOPSOIL SHALL BE WASTED OFFSITE OR AT APPROVED STOCKPILE AREA ON SIT
(7) TOPOGRAPHIC INFORMATION FROM SURVEY BY WITHERS & RAVENEL.
(8) CONTRACTOR SHALL CLEAR FOR PIPE AND CONSTRUCT PIPE,
CONTRACTOR SHALL INSTALL SILT FENCE AND SEDIMENT BASINS AT PIPE
ENDS AND DIVERSION DITCHES AND THEN BEGIN GRADING ROADWAYS.
(9) CONTRACTOR SHALL ENSURE GRADING OPERATION IS CONDUCTED IN A
MANNER THAT DOES NOT ALLOW ANY STORM WATER TO POND.
(10) STORM WATER DISCHARGES TO UNNAMED TRIBUTARY OF CRABTREE CREEK.
(11) ALL STORM DRAINAGE PIPE SHALL BE PROTECTED DURING CONSTRUCTION
IN ACCORDANCE WITH TOC STD, DETAIL 04000.12.
(12) CONTRACTOR SHALL PROVIDE RIP RAP LINED TAIL DITCHES AT THE STORM
DRAINAGE PIPE DISCHARGE POINTS AS REQUIRED TO ENSURE POSITIVE
DRAINAGE,
(13) SEDIMENT BASINS SHALL BE KEPT OUT OF WETLAND AREAS.
(14) THERE IS FEMA MAPPED FLOOD PLAIN LOCATED ON THIS
PROJECT PER FIRM MAP 3720075500)
(15) A PRECONSTRUCTION MEETING MAY BE REQUIRED FOR THIS CONSTRUCTION
(16) PERMANENT GROUND COVER SHALL BE ESTABLISHED EITHER IN 15 WORKI
DAYS OR 90 CALENDAR DAYS, WHICHEVER IS SHORTER, PER TOWN OF CA
REQUIREMENTS AFTER CONSTRUCTION IS COMPLETE.
(17) TREE PROTECTION FENCING SHALL BE INSTALLED AND INSPECTED PRIOR
TO ISSUANCE OF A GRADING PERMIT. FENCING SHALL NOT BE REQUIRED
ADJACENT TO AREAS WITHOUT WOODED VEGETATION.
(18) STREETS IN FRONT OF THIS PROJECT SHALL REMAIN CLEAN AT ALL TIMES
OR A WASH STATION MAY BE REQUIRED.
(19) CUT AND FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY
PHASE OF GRADING,
20 WETLANDS SHOWN ARE PER FIELD DELINEATION BY S&EC AND SURVEY
E.
BMP/RISER BASIN
NG
i
'#
A DESIGN TABLE
I
If
'I
II
(I
DESIGN
BMP 1
DIMENSIONS
ELEV.
NORMAL POOL
13,932 SF
347.00
TOP OF DAM WIDTH
35'
352.10
100 YR WATER SURFACE
(cfs)
351.02
1 -YEAR STORM ORIFICE
2" ORIFICE
347.00
INTERMEDIATE ORIFICE
4'x6" (1 REQ'D.)
349.00
TOP OF ANTI -FLOATATION
8' x 8' x 2'
346.50
TOP OF RISER
5'x5' INLET BOX
350.00
OUTLET PIPE INVERT IN
30" RCP
343.80
OUTLET PIPE INVERT OUT
30" RCP
338.00
OUTLET PIPE SLOPE
97.43 LF 0 5.95%
--
389.00
388.70
0.0060
RY
CB--95---CB
94
h
I
I I
( ) BY WITHERS & RAVENEL. CHANNELS LABELED WITH WIDTHS OF WETLANDS.
(21) TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE OF
BUFFERS AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM
2' TRENCHES ALONG THE LIMITS OF DISTURBANCE. SO AS TO CUT,
RATHER THAN TEAR, ROOTS.
(22) THE TE UNTIL
ALL STEEWOK ISPROTECTION
COMPLETED AND THE FINAL SITE I SPEC11ONI PRIOR TO
THE CERTIFICATE OF OCCUPANCY (CO) IS SCHEDULED. THE FENCING SHALL
BE REMOVED PRIOR TO FINAL SITE INSPECTION FOR THE CO.
Upstream
Downstream
Length
Q 10 Pre Q
10 Post
15 inch
uPsuawu
Invert
vow ❑. o�
Invert
Slope
Rim
Node
Node
(ft)
(cfs)
(cfs)
Size
Elevation
Elevation
(ft/ft)
Elevation
48
64
CB 65
CB 64
32
2.12
3.53
(ft)
(ft)
332.00
(ft)
DI 96
CB 95
50
8.30
13.83
24 inch
389.00
388.70
0.0060
394.00
CB--95---CB
94
120
8.45
14.08
24 inch
388.50
385.32
0.0265
394.54
CB 94
CB 91
40
11.72
19.54
24 inch
381.25
380.80
0.0112
390.13
CB 93
CB 92
34
1.90
3.16
15 inch
381.88
381.70
0.0053
386.93
CB 92
CB 94
43
1.97
3.29
15 inch
381.50
351.25
0.0058
387.89
CB 91
FES 90
79
12.06
20.10
24 inch
378.00
365.50
0.1582
390.27
DI 86
CB 85
75
0.65
1.09
12 inch
366.50
362.42
0.0547
369.50
CB 85
JB 84
48
1.75
2.92
15 inch
362.17
` 9.32
0.0595
366.19
JB 84
CB 82
60
1.75
2.92
15 inch
359.12
`,5.28
0.0641
363.57
CB 83
CB 82
30
0.60
1.00
15 inch
356.27
.55.28
0.0330
360.52
CB 82
CB 81
62
3.07
5.12
15 inch
355.08
350.91
0.0677
359.53
CB 81
FES 80
117
3.24
5.40
15 inch
350.71
348.50
0.0189
355.16
CB 808
FES 80A
24
3,20
5.34
15 inch
348.50
347.70
0.0320
352.50
-
11
FES 70
45
2.31
3.85
15 inch
332.92
331.00
0.0426
335.92
�CB
�I 68B
DI 68A
123
0.44
0.73
12 inch
355.50
347.10
0.0682
359.50
DI 68A
DI 68
115
0.88
1.46
12 inch
346.90
343.50
0.0297
350.90
.65.45
0.0324
371.00
Z �A
/in
s ��n
pan nn
X32 55
0.0809
347.80
" -
CB 67
- .
-p_
2'''
_._
1.06
1.77
15 inch
342.00
j.�2.55
0.0448
348.13
B 56
CB 63
6'
5 4"
9.01
5 inch
332.30
30 60
0.028
337.47
48
64
CB 65
CB 64
32
2.12
3.53
15 inch
332.36
332.00
0 0113
336.89
5
CB 64
CB 63
32
3.1 5
5.25
1 S inch
331.80
330-60
0.0370
336.76
450
�B 63
CB 62
93
8.86
14.76
18 inch
329.00
323 00
0.0649
335.23
62 i
CB 61
73
10.97
18.29
24 inch
322.80
321.80
0.0137
328.68
�CH
CB 6°,
FES 60
23
11.83
19.72
24 inch
321.60
3Zr00
0.0264
328.19
B 5c
Cg 5g
,,
59
2.65
15 inch
377.94
371.92
0.0547
382.19
-;8
Sgt
129
0.03
0.02
6 inch
399.50
395.50
0.0310
402.50
58E
DI 580
34
0.02
0.02
6 Inch
395.30
392.90
0.0706
398.30
D
DI 58C
141
0.54
0.90
12 inch39370
X8570
0.0567
397.70
HD_
Sgg
43
0.891.49
12 inch
385.50
375.70
0.0685
388.50
I -58g-
D� 58A
121
1.44
2.40
12 inch
375.50
371.70
0.0314
378.50
1 71 58A
CB 58 _
99
1.99
3.31
15 inch
371.50
370.92
0.0059
374.50
CB
DB 57
29
3.55
5.92
15 inch
370.50
.70.00
0.0172
376.17
CB 57
CB 56
43
3.98
6.64
15 inch
369.80
.67.97
0.0426
375.58
CB 56
CB 55
151
4.13
6.88
15 inch
367.77
.64.54
0.0214
372.22
D! 55B
DI 55A
79
0.50
0.83
12 inch
368.00
.65.45
0.0324
371.00
Di 55A -
CB 55
89
1.13
1:88
12 inch
365.25
.64.79
0.0052
367.50
rCB 55
CB 54
52
5.87
9.79
15 inch
364.34
62.93
0.0271
368.69
CB 54
CB 52
80
6.02
10.04
18 inch
362.73
560.43
0.0288
367.18
- -�--
'i 534
--
D! 53
65
0.94
1.56
12 inch
368.00
361.20
0.1046
374.50
DI 53
CB 52
21
1.18
1.96
12 inch
361.00
360.43
0.0271
364.50
CB522-1
CB SQ -
58
7,44
12,40
18 inch
360.18
358.30
0.0324
364.68
CB 51
CB c0
30
1.17
1:95
15 inch
358.96
358.55
0.0137
363.21
0�
CB 44t�_43
8.82
14.70
24 inch
358.10
357.50
0.0140
362.80
DI 48
6 47
22
0.92
54
15 inch
375.80
375.55
0.0114
380.33
CB 47
CB 46 -
28
265
4.41
15 inch
375.35
375.05
0.0100
379.80
B 461CB
45
41
3.59
5.98
15 inch
374.87
371.00
0.0944
379.59
g 45
CB 44
137
3.74
6.24
15 inch
370.80
360.73
0.0735
375.64
j CB 44
CB 43
79
13.10
21.83
24 inch
357.30
354.80
0.0316
36 .1
CB 43
CB 42
44
13.87
23.12
24 inch
354.60
352.54
0.0468
359. 80
CB 42
CB 41
36
13.93
23.22
24 inch
352.34
351.28
0.0294
357.54
CB 41
CB 31
94
16.39
27.32
24 inch
351.08
348.14
0.0313
357.09
C8 34
CB 33
27
2,87
4.78
15 inch
352.17
351.90
0.0100
356.17
CB 33
CB 31
106
5.08
8.47
15 inch
351.70
348.89
0.0265
356.18
I
CB 32
CB 31
27
1.12
1.87
15 inch
349,09
348.89
0.0074
353.14
i-B3
?
FES 30
84
22.69
37.81
30 inch
346.94
345.00
0.0231
353.14
11 l l r 7 7 -
/lll LEVEL SPREADER TABLE
OUTLET Q10 LENGTH
INSTALL SILT FENCE &
N FES10 0.2 CFS 40'
PROTECTIO
FENCE FE570 3.9 CFS 52;
i FES80 5.3 CFS 69
-
f, FLUME 2.8 CFS 40'
BMP #2 6.8 CFS 90
60
--
l;\\\
\yam
d; I I 111111\��7_ _J75
III III - - I- � �� \ �•s.z+ \ � \,�` \ \� `�\ \ \�\� � \
li I111�--I� \�
STORM DRAINAGE AND EROSION CONTROL NOTES:
10 -YR STORM EVENT SHOWN
1. ALL CONSTRUCTION SHALL SHALL BE IN ACCORDANCE WITH CURRENT TOWN
OF CARY STANDARD SPECIFICATIONS AND DETAILS.
2. RIM ELEVATION GIVEN FOR CB IS TOP �)F CURB AND FOR YI IS TOP OF GRATE.
3, ALL PIPING SHALL BE CLASS III REINFORCED CONCRETE PIPE (RCP) UNLESS
NOTED OTHERWISE. `
4. ALL PUBLIC STORM DRAINAGE FRAMES, GRATES, & HOODS SHALL BE STAMPED
w/ "DRAINS TO RIVER" IN ACCORDANCE WITH TOWN OF CARY STANDARDS,
5, YARD INLET (YI) GRATES SHALL BE 2 x')' AND SHALL BE APPROVED BY OWNER
PRIOR TO INSTALLATION,
6. RISER BARREL FOR BMP #1 MUST BE ONSITE BEFORE A GRADING PERMIT WILL BE ISSUED
7. A GRADING PERMIT WILL OT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED
NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN ISSUED
TO THE DEVELOPER AND LOCAL GOVERME14T STATING THAT NITROGEN BUY DOWN HAS BEEN COMPLETED
8. FILL FOR RISER BASIN 'A' TO BE RECOVERED AS A BY-PRODUCT OF SITE GRADING. j
CONTRACTOR TO AVOID DISTURBING AREAS NOT SHOWN ON PLAN;
THE FUTURE WETPOND BMP 1 TO
# BUILDING RESTRICTION FLOOD
BE USEDAS RISER SEDIMENT LINE, THIS LINE IS 2' ABOVE
, ING CONSTRUCTION
DENUDED AREA (ACRES) 19.3,
IMPERVIOUS SURFACE AREA 4331
J
`r
°� � ''ill � • � ,
SEDIMENT
f" "t. BASIN
SPREADER r
r, / _1/ (�
I
\ , BASIN E_
/
- -
339`ty \ \ \ •tea -
- � \ �- � r. ,y-. ,.
-
'I 11111 \ I 1 , :t
3�8
FLOODYELRVBAS -
/ THE FUTURE DR OND BM #2 TO
BE USED AS IS SEDIMENT
BASIN C DURIRI& CON F
R CTION
90' LEVEL SPREAD'kR FOR 1" OUTLET
DRAWDOWN ORFIC ELEV = 3,0.75
\ � t• J
N /
11 ■ 1 1 " 1 Its I 11 1 11 1 1 . 1 THI 1 • / / A I " / I/ i // / , 1 H- \ / � _� I / nil 1_ " A V % x /Y\ �F . ] 1 I I 1 � �_- , _, . , -s C U- ..C�`_-Q► "M1 R XX l I / �- J < uak __ � .. • fir` �xx \ x n \ ` = ./ 1 ( X. ,. \ v nn
GRAVEL
CONSTRUCTIO
ENTRANCE
GRAVEL AND RIP RAP FILTER BASIN DESIGN
BASIN #
DENUDED
AREA
DRAINAGE
AREA
BASIN DIMENSIONS WEIR
DEPTH LENGTH WIDTH LENGTH
VOLUME
PROVIDED
VOLUME
REQUIRED
I� A
10.90
12.33
7
237
119
N/A
168,507
19,620
B
C
2.45
4.55
2.45
4.65
5
5
48
64
24
32
8
10
4,608
8,192
4,410
8,190
D
0.35
0.89
3
30
15
5
900
630
E
0.25
0.25
3
26
13
5
676
450
F
0.94
1.23
3
44
22
10
1,936
1,692
NOTE: 1' OF FREEBOARD SHALL BE PROVIDED FOR EACH UA51N
SBA A SHALL BE CONSTRUCTED AS TOC STD. DETAIL 04000.05 CATCH BASIN RISERIFILTER
STORM DRAINAGE OUTLET PROTECTION SCHEDULE
AT OUTLET
NUMBER
VELOCITY
V10
PIPE
OUTLET
APRON DIMENSIONS
RIP RAP STONE
WIDTH
WIDTH
LENGTH
DEPTH
TYPE
SIZE, d50
FES 10
FES 60
FES 90
12.5
1).6
22.7
24" RCP
„
30 RCP
24" RCP
6'-0"
, "
7 -6
6'-0"
18'-0"
, n
22 -6
18'-0"
16'-0"
r rr
15 -0
16'-0"
22"
rr
22
27"
CLASS 1
CLASS B
CLASS 2
13"
"
6
23"
FES 70
FES 80
8.4
6.5
15" RCP
15" RCP
4'-0"
4'-0"
12'-0"
12'-0"
6'-6"
5-0"
22"
15"
CLASS B
CLASS A
6"
3"
NOTE: Provide fabric filter underliner specified as Mirafi 140N or approved equal
No. Revision Date B
I
Designer
W&R
Scale
1 "=60'
Drawn By
Date
W&R
05/16/05
Checked By
lob No.
WEC
204070.1
�%��Z��� ���" �" i 1 / i �� \ .��.: , ` Vii: ■ ■ _ -� it"®' Ir11 = ��.�
(,i ' 1EDIMENT
V - �.
`�• - `,•• �•,_ �'/ ���� .'• - / - ` ter' �j -- ` ',' , .���11111 I -„�� BASIN \ �►� �_
N-103-1
� /• . ' ` // •�� I. ' ��� VIII _- P'r • I I
'7
��� n �
-'�"��� h... �• �I ,/-jos��ra 11r• �`i�`� _.. 1 a-.,'.
� II�R-_....1�7� _ � .. �1I/��IiLZ\\.1 _■�f •������i.����� �_ `' _ �►` ��\ . S � � ��.I °��'17�11► I �.a��. ,:.,a�,.::-..� ..fl h _ . _���.■
-- - - _ -_ -
i , _ - - - __-.- _ - / -
\, / _ -- / __ - - -- - _ - - - - - - - - - CONSTRUCTION - -
i �_-_-�_�- - - - - - 69 -
3 \ f- -- - - - - - - - / §P
�-7----_----_-�-------_---------�'- -- - - . _- ----~, .� ENT --7 --/---- RERflER-----
_ o ------_ - -- _ --- - - __-- _--_-_<--------------------= _ - -_ '
Ry4�}C
- - -
-
- - r - - _ - - - - _ - - -- r - . - /� _ - - oo-
__.%- - \ - ... - - -- - %•ONS b..
t _
n,
-
-P-ARK
- _-- N 5251'09 E _ - --_ ----- + �,--------------- - / _ / - �•r c�S X0••''6
--�- --- -- _- -- - - - O ti
_R
\- -- ---- -- -- -- --
-�- <_ _ ----_---_ -_-- -- _ - -- ---- -- -- --_ - ^s- oVo � -7 -- - -• ate.
-05-SP-004- --
Ry
RY
PROP. R/W
_ _ --= s'- _ - yPE - - PRQJ _
- - - -- TRUCTIO
- -- - = - - yes = C = - I / -
�, -- - T _z _ �_ I EIP PPROVED
\►- A - I�S N
-- _. - =;-'jPE _-- EXIST R/W ` i N I
�f
---(5111 Ilk I
I - -
\ - - PE -------- pE o 00 QY / ------ - -
Approved by Date 60 0 60 12
Planning Date
Engineering Date SCALE: 1 " = 60'
mcCAR
H O M E S•
Fn 1956
WESTON PLACE
WESTON PDD
GRADING, DRAINAGE AND
EROSION CONTROL PLAN
WITHERS & RAVEN EL
ENGINEERS I PLANNERS I SURVEYORS
111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.whhersravenel.com
Sheet No.
4
®I

SKIMMER DETAIL JUTE NETTING (TYPICAL) A W TYPE INTERMEDIATE TYPE (4'X4' DEEP TYPE (5'X5') SH LLO
` MAXIMUM _ PROTECT WEIR WITH FILTER - S REOP~IEVAL (SF.E DETAII 04000.18) (SEE SHEET 1) 8 ~ FABRIC AND RIP-RAP (5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH) (OVER 20 FEET IN DEPTH) 2' MIN.
VARIABLE AS DIRECTED BY THE ENGINEER WEIR t8"
1 ~ n~. ----rt REINFORCED STANDARD STEPS REINFORCED u~j _I _ I _ CONCRETE SLAB 16° ON CENTER 36° CONCRETE SLAB
'S' FILTER FABRIC a w II. -I ~ I-I I STANDARD . 36•~ , • t. ITr~~! 38° STANDARD STEPS STEPS
SILT FENCE FABRIC ° STEEP CUT OR FILL SLOPE MINIMUM 10 GAUGE INSTALLED TO SECOND 6" PVC 'E 16" ON CENTER i6" O.C. 48' z 8' B• ~ ALTERNATE LAYING
LINE WIRES WIRE FROM TOP MINIMUM 12-1/2 GAUGE INTERMEDIATE WIRES I DIRECTION EVERY - I 2 : i SLOPE (MAXIMUM) 6° ALTERNATE LAYING 6" ALTERNATE LAYING ~ 12" THIRD CWRSE
LENGTH - 5'x3'xi B" DIRECTION EVERY ~ DIRECTION EVERY I- ;i.; THIRD COURSE ~ ~ THIRD COURSE 6" r I ~i L --I
6" STONE APRON I GRADE NOTES: _ r ~ r A
WEIR DETAIL i 1. USE FOR DRAINAGE AREAS NOT EXCEEDING 5 (FIVE) ACRES. . J 6"J CROSS SECTION 6 ~
2. EARTH BERM SHALL BE STABILIZED w/SEEDING ACCORDING -STABILIZE DIVERSION DITCH WITH FRAME, GRATE eL HOOD TEMPORARY SEEDING AND EROSION PER O.O.T. STD. 840.O3C FRAME, GRATE & HOOD
- TO TOWN SPECIFICATIONS. LINE WEIR WITH _ i - CONTROL NETTING. REINFORCED PER O.O.T. STD. 840.030 FRAME, GRATE & HOOD CONCRETE L PER D.O.T. STD. B40.O3C SLAB
FRONT VIEW RIP-RAP _ I DESIGN OF SPILLWAYS REINFORCED 12" ' CONCRETE SLAB MAX 26° ~ I
8• I•-26' FROM 6'-D' ` ° r°T
STEEL POST DRAINAGE AREA WEIR LENGTHI TOP OF DAM NOTE: (ACRES) (FT) UPSLOPE TOE 26° TO 20'-D" EQ" 'D ~ UPSLOPE TOE POSITIVE GRADE 1.09: MAX. 48" Z 8° NOT TO ~ o
WOVEN WIRE FABRIC 1 4.0 x?" USE SILT FENCE ONLY WHEN DRAINAGE AREA 2 g,0 8" EXCEED 5'-0° 6° 0 12" ~Nm 2' MINIMUM _ ~ r~ I °'i
DOES NOT EXCEED 1/4 ACRE AND NEVER IN SILT FENCE FABRIC 3 8.0 AREAS OF CONCENTRATED FLOW. 4 10.0 DITCH AND BURY 6• v 6 `0 ~ ~ ,`:r:• Nr
! a ~ 5 12.0 FILTER FABRIC FLTER FABRIC EDGE SIDE SLOPES L T m _ 6
3 ~ FILL SLOPE 1 DIMENSIONS SHOWN ARE MINIMUM WEIR LENGTH (MIN. 12" ~ FABRIG) 2 ; 1 (MAXIMUM) 26 • FOR REPAIR OF SILT FENCE FAILURES, ~ ~ ~ ~ \ \ \ \ ` \ \ ` \ \ \ \ ` \ ` \ \ ` \ \ ~ 6"J 3000 P.S.L CONCRETE SLAB DETAIL
~ USE No. 57 WASHED STONE FOR ANCHOR MAINTENANCE ~ ' WHEN SILT FENCE IS PROTECTING \ \ 26" SLAB DETAIL
iv MPTY SKIMMER OF ALL DEBRIS AFTER EACH PERIOD OF 51GNIFICANT RAINFALL. REMOVE ~ ~ ~ ro • ~ ~ GRADE CATCH BASIN. INSPECT TEMPORARY SEDIMENT TRAPS AND E ~ EDIMENT AND RESTORE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH ~ S \ \ ` 26. r
" MINIMUM COVER OF THE TRAP. PLACE THE SEDIMENT THAT IS REMOVED IN A DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF ~ 6 THE GRAVEL FACING. STEEP CUT OR FILL SLOPE 4• 36" 8" REINSORCEMENT FORD Tn 6 J6 8" SLAB THICKNESS AND L SOIL AND TRAFFIC
OVER SKIRT THE TRUCTURE FOR DAf,!AGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS LOADING BY AN 76' L REINFORCEMENT FOR ENGINEER SOIL AND TRAFFIC
ANCHOR SKIRT AS DIRECTED CHECK S BY ENGINEER ' A MINIMUM OF 1.5 FT BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO E^64"---{ LOADING BY AN
SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY. ~ ~ NT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY PLAN VIEW ~ NQ~ " ENGINEER OVER 8' IN DEPTH, 12" WALL THKKNESS i0 6' FROM ~76 TOP OF WALL AND 8" BOTTOM SLAB SHALL BE USED.
SIDE VIEW 7 STABILIZE THE EMBANKME 7 B AFTER CONSTRUCTION WITH SEEDING. DETAIIANo. DETAIIANo.
DETAII. No. DETAII No. STANDARD CONCRETE BLOCK OR BRICK CATCH BASIN 08000.03
STANDARD GRAVEL & RIP RAP FILTER BASIN 04000.03 STANDARD TEMPORARY SILT FENCE 04000.01 STANDARD DIVERSION DITCH 04000.09 SHEET i a , EFFECTIVE:07/01/04 SHEET I OF z
SHEET 1 DF , EF'('Ei (,"1lVE; 07/0U04 SHEET 2 GF 2 E~CTI~TE; 0/01104 EFFECTNE: 0110U04 SHALLOW TYPE INTERMEDIATE TYPE (4'X44 DEEP TYPE 5X5
EMERGENCY SPILLWAY CONSTRUCTED OVER WEATHERPROOF SIGN • DIMENSIONS ELEV. UNDISTURBED GROUND AND ARMORED AS SHOWN ABOVE ORANGE UV RESISTANT ~ 5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH) OVER 2 FEET IN DEPTH N I E STRENGTH ( HIGH TE S L
OATH RIP RAP EMERGENCY SPILLWAY - POLY BARRICADE FABRIC STANDARD STEPS 36° REINFORCED O.C. MAX 16" ON CENTER CONCRETE
SEOINENT TRAP STEEL POST S O.C. MAX TOP OF DAM WIDTH X31 REINFORCED SLAB 36' CONCRETE SLAB 40" 60'
ANTI-SEEP COLLAR EARTH BERM 6- 6"
RIP RAP DISSIPATER PAD DISSIPATER P,aD RIP RAP 3„ STANDARD STEPS • 16° ON CENTER STANDARD MIN. 5:1 MAX. 4" ~ 6., g• STEPS
ANTI-FLOATATION DEVICE TOP OF RISER TREE A~E11 3" TREE PROTECTION AREA 1s" o.c. 6" s t;.
OUTLET PIPE INVERT IN H RED WITH STAPLES ~ ~ I NOT ENTER 24 4" . ' 4 .
T ET PIPE INVERT OUT _ BOTTOM ANC 0 4' MIN. OU L 3" DO NOT ENTER MIN. 6" WASHED ''t STONE BEDDING MIN. 6" WASHED
SEDIMENT STORAGE AREA - DunEr PIPt: 4" MIN. 6" WASHED STONE BEDDING FRAME, GRAic k HOOD STONE BEDDING FRAME, GRATE & HOCD
5' PER D.O.T. STD. 840.030 FRAME, CRATE & HOOD PER. D.O.T. STD. 840.030 WARNING SIGNS TO BE MADE OF DURABLE, WEATHERPROOF MATERIAL PER D.O,T. STD. 840.030
-EARTH DAM I II I II-I(-11-_~ ~II-II II-1; 11=11-~ ~I~ i . I I II i-II~~1 1?~~--~ I -I Ili 11=11-~ ~I~ r~il'ill' III I II LETTERS ARE TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS SHOWN RONFORCED REINFORCED L i1~Il 1~~~1 _ il_ ~ 26" ~ CONCRETE CONCRETE SLAB 12 26°
~I,I~I- I'-ILIJII'' i~l~ 1i'3h~1 i _`Tf- T~;;~ qI I I T~ ABOVE. SLAB 11" - ~ NA%. - PLACE SIGN AT EACH END OF LINEAR TREE PROTECTION AREAS, AND AT INTERVALS 6• NOT TO
P AN VIEW KIMMER 2' MIN. I` SUHGRADE L s NOT TD EXCEED 30D' D.C. IN BETWEEN. MIN. EXCEED 5'-0' 2B° i OVER FOR TREE PROTECTION AREAS LESS THAN 300' IN PERIMETER, PROVIDE NO LE55 FROM 5'-0' ~ 60" 20'-0" 48° TO 20'-0' 6~,
CMP TRASH RACK (SEE DETAIL 000.1 S} PAINTED RED cLEANOUT MARK RISER 1'-D' MINIMUM FREEBDAR? O SEDIMENT PIT THAN ONE SIGN PER PROTECTION AREA. 6- 6" MIN. ~ MIN.
LOCATED HALFWAY UP RISER PIPE POSTS MAY BE 4" DIAMETER PINE, TOP OF DAM IAMETER PINE, ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC. >R 1.33 ~/LF STEEL _ -
SKIMMER NOTES: 2" DIAMETER OAK, OR 1.33 ~/LF STEE WATER LEVEL DURING STORM = ,I EMERGENCY SPILLWAY ELEVATION -III- I~I__ „SEDIMENT STORAGE ~ I - 1. DRIVE STEEL FENCE POST AT JUTE NETTING MIN. 6" WASHED ~ STONE BEDDING " x" ' A"
-I =-'AREA GRAVEL o - MINIMUM SLOPES 2-1/2:1 LEAST 18" INTO SOLID GROUND. NOTES:
~I~11-jI~ FILTER~~D,,~- -II_,,, ~_Ilrll- " " ,;.b ~ A°'-- EARTH DAM ~I 2. wooD POST ARE NOT ACCEPTABLE. ALL TREES DESIGNATED TO REMAIN SHALL BE PR0 t. CONCRETE SHALL BE 4000 P.S.I. MINIMUM FOR ALL MIN. 6" WASHED -MIN. 6" WASHED .IN SHALL BE PROTECTED BY FENCING PRECAST CONCRETE CATCH BASINS. STONE BEDDING STONE BEDDING
~ "A . ~ AS ILLUSTRATED. "I=II, 1= ham. 2. PRECAST CONCRETE STRUCTURES MAY ONLY BE SLAB DETAIL SLAB DETAIL INSTALLED TO DEPTHS CERTIFlED AS ACCEPTABLE
~I- I JUTE SUPPORTED WITH TOP L,II - WIRE BETWEEN STEEL POSTS INSTALL TREE PRGTECTION FENCE AND SIGNAGE AT - - ~I OR AT EDGE JF DISTURBED AREA AS SHOWN ON F AND SIGNAGE AT TREE DRIP LINE BY THE MANUFACTURER. 26" AS SHOWN ON PLANS PRIOR TO 3. "wAFFLE° BOXES ARE ACCEPTABLE FUR SHALLOW
GATE VALVE 1~ I _ ~ = (I COMMENCEMENT OF CONSTRUCTION. OR ORIFlCE I I~~I - - TYPE CATCH BASINS. 36' 6• SLAB 1HICKNESS AND IN• r REINFORCEMENT FOR
ANTI-FLOATATION DEVICE '~~-~~I-~~I- ~lu I - DISSIPATER PAD RIP RAP THERE SHALL BE NO STORAGE OF MATERIAL WITHIP WITHIN THE BOUNDARIES SLAB THICKNESS AND IF MATERIAL 60" 8" REINFORCEMENT FOR 72" 26° SOIL AND TRAFFIC SOIL AND TRAFFIC LOADING BY AN VG. ~ LOADING 8Y AN ENGINEER
-II~~I PERSPECTIVE VIEW OF THE TREE PROTECTION FENCING. u _ ANTI-SEEP COLLAR ~ I-I~ ~ TREE PROTECTION FENCING SHALL BE MAINTAINED L BE MAINTAINED THROUGHOUT THE f~-60'--I ENGINEER ~ ~
~ CROSS SECTION CMP OUTLET PIPE ~I~III~II~I~ DURATION DF THE PROJECT. e 87 72" DETAIL No.
87
DETAII. No. DETAII. No. STANDARD RISER BARREL SEDIMENT BASIN STANDARD GRAVEL & RIP RAP FILTER BASIN 04000.03 T R E STANDARD PRECAST CONCRETE CATCH BASIN 08000.03 TREE PROTECTION FENCE SHEET2DF2
SKIIVIMER\ 04000.02 l""H / SHEET I or , EFFBCT[VE:D7101l04 SHEET 1 aF 2 EFFECTIVE:0710U04
EFFECTIVE:07/01104
N9~: 70' MIN. sc oirlE E6 wl a~? rvwrlpr~,w. Y- ~ w~"`~,- W,y vaiwt v rsr as t ItNIYy. w ~Y' w 9fE RUNIC fq BLM10N. -
BUT SUFFICIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO ENSURE TOP ELEVATION OF STORMWATER 0.5'-i' i. now mP RAV RARED E1O sc,Nn ~ ~ Y' 'I'L"'+A- ~
SEDIMENT ON SITE CONSTRUCTION ENTRANCE IS USED. ~ 2. IF CONSTRUCnON ON THE SITES ARE SUCH THAT THE niUO ' f(5 WASHED 1 MAX. y \S ~ ~ r'A'~ ~ ~ sac ~ P ~
IS NOT REMOVED BY THE VEHICLE iRAVELNC OVER 1HE STONE ~1 A STON THEN THE 11E5 OF TIE VENICtfS MUST ~ WASH. ; I m !VIA RIP RAP WilEi PROIECigN ~ 'K' oaeo A NNtNWI v~ AND ENERGr gS51PATOR Y- ~ ~ r ~ Rt41T SEE RA16 Fqt DETARS ~ Y- 'K" 1E/
DESIGN OF SPILLWAYS •'2"-3" STONE TO BE USED:-:' 25' OR YADTH OF BEFORE ENTERNG THE PUBLIC ROAD. EXISTING SLOPE l~ r UNgS'RNmED Gw0UN0
EXISTING ~<(SURGE STONE OR RAIlROAD'.• PROPOSED STREET, T DRAINAGE AREA WEIR LENGTHI I ROADWAY - ,BALLAST) WHICHEVER IS 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON 0 THE PUBLIC ROAD THE TOWN WILL CLEAN THE AREA AND (ACRES) (FT) I /1 RIP-RAP ~ ~ ~ ~ ~ Y- ~
GREATER. INVOICE THE FINANCIALLY RESPONSIBLE PERSON AS 1 4.0 VARIES tlIASS UNED CHANNEL lr ~ 6• DEEP, I' woE ~ ~ d .SEE RAN$ FQR LENGTH AND ELEVATION ~ ~ EPi.~
INDICATED ON THE FINANGAL RESPONSIBILITY FORM. 2 6.0 THE MINIMUM FEE THE TOWN OF CARP WILL CHARGE TO 3 8.0 • a RFD w [AAxc Ium r~1ANNFt ~ ~ Y.. ~ mil" ~
CLEAN THE STREETS WILL BE $300 FOR THE FIRST HOUR 4 10.0 SIDE VIEW SEEDBED PREPARATION AND $200 FDR EACH HOUR THEREAFTER. 1 5 12.0 P ARATION MAINTENANCE ~ >Ei' k~! srAgLlz6D sL6PE 1r~ REP I• .JI.
DIMENSIONS SHOWN ARE MINIMUM 1) Ch e se l compacted c n s read to soil 3 inches deep over 0.d Verse INSPECT THE LEVEL SPREADER AFTER EVERY RAWFALL UNTIL YECETTNATI~ IA ~ ~ ~ NLvlf ' l compacted areas 0. d p p ESTABLISHED AND PROPERLY MAKE ANY NEEDED REPARS AF ER E E y1,y'
EXISTING SLOPES soil conditions, i PLAN VIEW z> Rip the ent e re are HAS BEEN STABI!JZED, MAKE PERIODIC INSPECTIONS AND KEEP VECETAl10N ~ 1~ ~ conditions, i f ava i l nb l e. ,r ~ ~f' :he entire area to 6 inches depth. IN A HEALTHY, wcoROUS cor~lnoR. aABIE u~TURe6o `r ~ SS
3) Remove alt loose r ~e alt loose rock, roots and other obstructions leaving surfaces MINIMUM "!'MFNSIONS FOR LEVEL SPREADER ~ ~ ~f
reasonably srTOOth VARIES 4) Apply agr e cu l turn I Inab l smooth and un i foul, ~ Y`%/! y CONSULT STA1E GWDELRES FOR LEVEL SPREADER ON,ENSIONS a r i cu l turn l time, f ert r l i zer, and superphosphate un i foal l y elf/! 9 ~
tix with soil-(see belowc),
NEW CONSTRUCTION ~ and mix with so i l 35~ MIN. 15' MIN. I I S) Continue tillage l nue tilinge until swell-pulverized, firm, reasonably uniform ~ led i s prepared 4 to 6 inches deep, DETAILNo. Y- ~
EXISTING ROADWAY I HEIGHT & WIDTH DETERMINED BY seedbed i 5 prepare II I 0.5'-1' EXISTING TOPOGRAPHY AND • I I SEDIMENT STORAGE REQUIRED. 6) Seed o freshly pre freshl re ared seedbed and cover seed lightly with seeding ELEV P Y P P STANDARD LEVEL SPREADER PT.
N - equipment or cult t 12" MIN, w ~ KEYED RIP RAP KEY RIP RAP INTO THE DAM 7) Mulch i mmed i ate l y lment or cultipack after seeding. C 04000.22 .r 7 ETEVA710N PgN1S T immediately after seeding and anchor mulch. EFpECTIVE; 07/Oll04 (CRO.; S SECTION) SHEET 2 GF 2 ~ ,;;L~;ES,,°,E~E"ELEVanoN
6" MIN. ¢ FOR STABILIZATION. ~ B) Inspect all seeder >ct all seeded areas and make necessary repairs or reseedings ~
r~,/~~ _ within the planter ,,r r WASHED STONE 60% dada ed, rees~ n the planting season, if possible. If stand should be over CONSTRUCTION SEIiUENCE ~ lamaged, reestablish following originat lime, fertilizer and 1) Obtain Grading Permit, ~ ~
i,i~ Ns 9 FABRIC UNDER STONE seeding rates. Ing rates, 2) Instnll nil erosion control measures as shown, `r E1.Ev
9) Consult Conservat alt Conservation Ins ector on maintenance treatment and PT. p 3) Obtain Certificate of Comp l i nnce through on-s i to cwsTRTDr Tiff avEL uPa uxgsTURNED soE To1NNFaeM suRGE STONE L. i l i zat i on after permanent cover i s established, inspection by Town Erosion Contro I Engineer. HggR No zElro CRAGE oLER RE Iwc,H a THE SPREADER. PRO,ECT IT WIN AN EROSION RESISTANT MATERIAL SUW AS SURGE 5101E RT PREVENT EROSION .
ROSS SECTION FRONT VIEW fertilization aftl C _ n cta soils) 4> Contrator to obtain soil for BMP fill from stockpile To6EOOL.E:,AeLnNEn.
~ ~ Apply Agrecultura Fertilizer Agricultural Limestone 2 Tons/Acre (3 Ton per Acre o y area i nd i acted on sheet C4, aunE1 AREA-iNEOUffi, gSPOSAl AREawsT6E OFNERALLY SN00,H A1D NEu Fertilizer - 1, D00 lbs. /acre - 10-1D-10 5) Proceed with grading 'AiGE1ATE° AMANMDMSlOPE61DR
o Superphosph Su er hosphate - 500 lbs. /acre - 20% 6) Clean sediment basins when half full, ~ casmuanax sl+EanunaAs P P 1. ME MATTING $NWLD 6E A NIINHU4 OF d FEET wDE EA1ENOING 6 INCH6 OVER THE UP AND
DETAII ~ DETAII No. Mulch - 2 T BURIED 6 wCNES DEEP IN A VERTICAL TRENCH ON THE LONER EDGE 71Q UPPER EDGE SHOULD Mulch - 2 Tons/Acre -small grain straw 7> Seed and mulch denuded area within 30 days after Anchor -Asphalt Emulsion @ 300 gal, acre f ~ n i shed .grades are estab l i Shed, euir AcANSr sMOOTHLr ar sm AND fiE SEWIrELY IELD IN PucE x1TH aosELY sPACTn XEAW W1Y YAIRi STARES AI LEAST IZ INCHES LONG.
STANDARD CHECK DAM 04000.06 Anchor - As STANDARD CONSTRUCTION ENTRANCE 040on, 07 8) Maintain soil erosion control measures Unt i C 2 ENSURE 1HAT THE SPREADCR 15 LEVEL, FOR UNFORY SPREAONIG Q STORM RUNOFF.
EFFBCTNE:07101/04 SHEET , aF , EgggC'~1E: 0710U04 SHEET , of , permanent ground cover i s estab l 1 Shed S. CO,STINICT ME LEVEL SPREADER ON lN1gSNRBEO SqL (NOT ON FALJ 4. CWSIRUCT A N F00T TRANSITION $EC1~1 FRp1 THE gVER510N LNANNEL i0 BLEND SY007HLY 9) Request final approval by Town Erosion Control wIH THE RAD,H ANO OEP1N Di 1NE LEKL SPREADER.
m o My GENERAL NOTES: r.~ ' 5. DISPERSE RUNOFF FROM l1ff SPREADER ACROSS A PROPERLY SIABNN3EID SLOPE, 1U)T i0 EKCEED Eng i Weer. 101E MANE $IRiC THAT 1HE SLOPE 6 SUFFlO0IRY ¢gO1H TO KEEP THE FTAW FRw CONCENIRARNG
L;I Y ALL DROP INLETS DYER 3'-6" IN DEPTH TO BE PROYIDED WITH STEPS Q~Q 1 -2 ON CENTpiS. STEPS SHALL BE IN ACCORDANCE WITH STD. 340,86. ~pp..3t SEEDING SCHEDULE t0) Remove 50 i l erosion Contro t measures .and Stab i L i Ze ~ 6. IMNEOUTELY Af1ER ITS CONSIRUCIIOx, P?PROPRIAffLY SEED AND MULDH THE ENURE DISNRBm AREA ' . 6 THE LEVEL SPREADER.
DMC~ CLASS "B" CONCRETE TO BE USED. HDG~U SH0 STANDARD METAL POSTS 2'-0` IN GROUND ~0'1~~ SHOULDERS, SIDE DITCHES, SLOPES (max, 3~ 1) these areas, eD DETAIL No.
Nz1SD I i I ALL MORTAR JOINTS ARE i4" t Ye". OOySz =0 nm X X FORMS ARE TO BE USED FOR THE CWISTRUCTION OF 711E BOTtON SlA6. LuaQu.=` DATE DATE TYPE PLANTING RATE 04000.ZZ
~1~D BRICK MASONRY DROP INLET NOT TO BE USED IN LOCATIONS SU&IECT TO FCC: GALVANIZED HARDWARE WIRE zx~oT - I TRAFFIC. ~aFZ STANDARD LEVEL SPREADER T , F 5 -Nov 1 Tall Fescue 300 lbs/acre EFFECTIVE:07lU1/04 sHEE o 2
ILL BE P TIED. CONCRETE BRICK OR 4" SOL10 CONCRETE. NF o~ Aug 15 -Nov 1 EXTENDS TO TOP OF BOX O - JIRIBO BRICK W EANi LL nOyra T BLOCKS WY BE USED IN. LIEU OF CLAY BRICK. ~Oya NOV 1 -Mar 1 1 -Mar 1 Tall Fescue & Abruzzi Rye 300 lbs/acre -
' Dy> - ~ IF REINFORCED CONCRETE PIPE IS SET IN BASE 3LAB OF BOX, ADD 2 ,j Mar 1 -Apr 15 TO BASE AS SHAWN ON STANDARD 340.00. y~ A r 15 -June 30 1 -Apr 15 Tatl Fescue 300 lbs/acre 5 -June 30 Hulled Common Bermudagrass 25 lbs/acre
NC ' FOR B'-0" IN HEIGHT OR LESS USE 8" WALL. OVER 8'-0" IN HEIGHT USE 12" WO P z i WALL TO 6'-0" FROM TOP DF WALL, AND 8" WALL FOR TFE REMAINING 6'-0". D Ju I y 15 -Aug 15 Y~ WANTITIES TO BE ADJUSTED ACCORDINGLY. 5 -Aug 15 Tall Fescue and 35 lbs/acre x%Ex Browntop Millet
RNE NE or Sorghum-Sudan Hybrids
PLAN NITX COPING AEBWED SLOPES (3~ 1 to 2 1)
g - l~ 3'•B" BRICK COPING 2'-8" PROJECT # 05-SP-004
u 870. 840.18 m FNNIE ANTI tgiATE ~ Mar 1 -June 1 a,. d 1 -June 1 Sericea Lespedeza (scarified) 50 lbs/acre and APPROVED
O f O ^ o a Mar 1- A r 15 - ~ H -J- ca P 1 -Apr 15 ADD Tall Fescue 120 lbs/ncre
0 0 w z m r+W O N N 2 a^ A e^ B B° 3 Z Mar 1 -June 30 and TOWN OF GARY 1 -June 30 ADD Weeping Lavegrass l0 lbs/acre
or
0~ n C Z o d o Mar 1 -June 30 ~~BQ a c~D I I xOo 1 -June 30 .ADD Hulled Common Bermudagrass 25 lbs/acre Approved by Dote Planning Date
gg _ o~~ I ~ c C~ June 1 -Sep l 1 -Sep l xx~ Tall Fescue and 120 lbs/acre
C•41a7liOxb~..oDCb 0 OOo ~p z _ = o a ~ 1E~J~ t Millet 35 lb5/acre Engineering Date Brown op xxx or Sorghum-Sudan Hybrids 30 lbs/acre
"v r ~ m ON X-X m1 x N " -
m m Z SECTI SECTION Y-Y ~ a Sep 1 Mar 1 ~ 57 WASHED STONE PLACED TO A HEIGHT Of ~ 4D J m 1 -Mar 1 Sericea Lespedeza 70 lbs/acre (unhulled-unscarified)
12"-18" MINIMUM ABOVE TOP OF BOX ~ DIIN816IONS R!1 OUANTITIE3 ~ DDIENSI0N8 OF BOX 6 PIPE CONC. TOTAL BRICK W9~lAY OEOUCT[ONB FOA Z 9 PIPE SPAN. NIDT11 HEIPJrt IN RISE .PEA FT. BRICK YIN, ONE P[PE m NOV 1 - Mar 1 and Tall Fescue 120 lbs/acre aNnwnp,•. ~ N DARp''~.,
D A B H CU. YOB. HEIGHT COPING X C.S. - A.C. 1 -Mar 1 ADD Abruzzi Rye 25 lbs/acre w.w, N M~ .
1z" 3'•0^ z'-a° ¢'-e^ 6x57 0.313 o.63r o.en 6.620 o.osz Consult Eros e on Cor 15" 3'-0" 0.287 O.S1S D.097 0.978 0.03, 0.047 Information concerr It Erosion Control Engineer or So'~l Conservation Service for additional g ration concerning other alternntives for vegetation of denuded areas _
18" 3'-5" 0.287 0.313 0.037 1.108 0,644 0.085 B, za^ a'-o" o.2tq a.3,3 0.037 +.z3a o.o7e o.,,3 The above vegetat i c Dove ve etation rntes are those which do well under local conditions, E 9
3 0.037 ,.357 0.122 0.,70 ~ her seed I n rate DETAII No. 3'-a^ z'-o^ a'-3^ D.26T 0.3, , of g 1 ~ t SHEET 1 OF k seeding rate combinations are possible. e ~ 026977 s
PROTECTION 4 0.14 .1 840.15 Temporary -Res STANDARD CATCH BASINIYARD INLET o 00 840 5 amporary -Reseed according to optimum season for desired permanent
"onatn t . nn Tin not .+~~n nn not nilnw temoornrv cover to prow over 12 Inches in height _ n_ wNN s~,
EFFECnW:07/01/04 before now i ng, othe mowing, otherwise fescue may be shaded out 'ah,R E,%%
EEENNNNEENNNN~
No. Revision Date B Designer scale ~ Sheet No.
W&R NTS EROSION CONTROL AND WITHERS R"ENEL Maa~aN
Drawn By Date A& WESTON PLACE ER W&R 05/16/05
STORM DRAINAGE DETAILS ENGINEERS I PLANNERS I SURVEYORS 14 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax 919-467-WO www.withersravenel.com
E ==d By Job No. MCCAR Checked y 1 WESTON PD STC WEC 204070.1 H 0 M E S Ed IM

A A ° ~I ° °
n ° ° n
~4 REBAR 12" ° ° D.C, EACH WAY 1/2° PREFORMED JOINT ° ° TDP rs rD cACE coRRUCarED 5'x5' PRECAST RCP BOX
FELLER, 12" WIDE ~ESUI%2FEDl ° "~rPL ~ I~.~~ RCP BOX CAST PRESSURE RELIEF HOLE814AY PEAK FLOW ATTENUATION NOTE:
RE ONRiED, IF ENDS OF PLAN VIEW caRRUCAnDNS ARE LEfr PEAK FLOW ATl'ENUAl10N WELDED (ttPJ ~Lty Dpi ~7y 7HE TOP i5 NOTE: NOTE: PLACE STEM SUPPORTS
y'.' •'s ATTACHED. PLACE STEM S A T 3' FROM B. ~ PLACE STEM SUPPORTS n-~I AT 3' FROM BASE AT 3' FROM BASE
CYLINDER IS 12 GAGE
A7RRUGAffD METAL PIPE OR FABRIfATED.FROM I/8' GROUT EACH SIDE
STEE1 PIAIE ~JJ cROUr EACH sl - GROUT EACH SIDE
NuTES; 1, iNE CYLRlDER MUST BE FlRMLY IL_JI I I
iACA'WELD - fASTENED RJ THE TOP OF ALL AROUND THE RISER. I I I I JOINT SEALED WITH A-LOCK NEOPRENE
~ 2. SUPPORT BARS ARE ATfAGHEO I I JDINT SEALED ~ BY STRAPS BOLTED i0 TOP I I GASKET CASTI - N OPRENE I I GASKET CASiIN MANHOLE WALL JOINT SEALED WITH A LOCK E GASKET CAST IN MANHOLE WALL 4° NRS GATE VALVE ~ I I
8" OF RISER, I I 4° NRS GATE VALVE I I I I I I I I
RISER I I I I '0-RING GASKETED
ELEVATION SECTION JJG x Iz' «+vanRr aa° S2E I I '0-RING 1PACER B.eR 11/4 x 1 1/4" ANGLE OR I I CLA '0-RING' GASKEIfD ~ I I CLASS III RCP LEAVf END OF CATS 4"x1° TAPPED I I CLASS IA RCP VALVE OPEN. r~CAP, 5fE DETAIL i I
~.pj 1 Ip STEEL PIPE LEAVE END OF GATE I I VALVE OPEN. 4"x1" TAPPED I I I I I
2D00 PSF MIN, DATA SECTION A-A CAP. SEE DEiAIL I I BEARING cAPACITr SEE BMP SECTION FOR SIZING I I I / / / / / / / I I
BENEATH COLLAR I I / / / / \ \ \ \ \ \ \ \ PAVED INVERT \ ~ \ \ ~ ~ ~ ~ ~ i\~ i \ GROUT 6" / / /
- - ~ \ \ \ \ \ \ \ \ \ \ \ \ PAVED INVERT GROUT 6" I-SEEP COLLAR BMP 1 TYPICAL TRASH RACK BMP , \ \ \ \ \ \ \ \ TYPICAL ANT tr ~ ~ •
NTS ~ ~ ~ ~ ~ ~ a A ° ' NTS 4. / I , ..n
,1 d • \ ~ a .a' d ~
N a ~ e. e . a , \ ° \ \
VENT SCREEN ACCESSIBLE THROUGH \
DOOR
- MP 3 RISER do DRAWDOWN DEVICE DETAIL FOR B
NOTE: - P 2 RISER do DRAWDOWN DEVICE DETAIL FOR BM P Z NTS
SKIMMER MAY VARY BMP 1 -WET POND NTS NTS
SLIGHTLY FROM ILLUSTRATION Skimmer to Use. 2" Skimmer w/ 2' head
Volume fo be Drained = 30,056 cu, ft,
Draw Dawn Time = 3 days THREADED TOP
FLOAT Orifice Area = 2.47 sq. in. THREADED END CAP ~~W END CAP NEW GATE VALVE
Orifice Diometer = 2.1 inches cArE vALVE
Qouf = 0,02 cfs 2" RAD.
OUTLET END; CONNECTION
TO OUTLET PIPE OR RISER BARREL PIPE LONGER THAN 2" RAD. SHOWN
NOT INCLUDED WITH SKIMMER END fND VIEW 4" 1/2" 1/2" R D.
SUPPLIED BY USER. wEw 4" i/z" I 1/2" R D,
FLEXIBLE JOINT
1" ORIFICE DRILLED CAP END VIEW 1° ORIFICE DRILLED CAP END VIEW IN CAP. SCREEN TO
BMP SKIMMER DETAIL -BMP 1 IN CAP. SCREEN i0 PREVENT CLOGGING. PREVENT CLOGGING.
NTS SECTION. VIEW
SECTION VIEW 11 ~ 4"
4" J- ~ ~
1- PEAK FLOW ATTENUATION 2" ~ ~
5'x5' PRECAST 2° I I RCP- BOX C'~I C i~l
1 T i" ORIFICE DRILLED
T i" ORIFICE DRILLED THREADED IN CAP. SCREEN TO END AP PREVENT CLOGGING.
THREADED IN CAP. SCREEN TO END CAP PREVENT CLOGGING. CAP TOP VIEW
" 4' RECTANGULAR ORIFCE ®ELEVAl10N=349.0 _ CAP TOP VIEW 6x
i/4 x 24°SANCHOR BOLTS 2-3/
2 STRAPS REQ'D
'0-RING' JOINT " NOTE:
PLACE STEM SUPPORTS AT 3' FFOM BASE ORIFlCE CAP DETAIL IL ORIFICE CAP OETA
2 ORIFCE ®ELEVATiON=347,0 - DRY POND BMP 3
BMP 2 - ORY POND NTS
GROUT E/';H SIDE NTS
4
I I
I I JOINT SEALED W11N A-LOCK NEOPRENE i i GASKE'7 CAST IN' MANHOLE WALL
4" NRS GATE VALVE I I
I I I '0-RING' CASKEIED
ORIFICE SIZE PER BMP TABLES ~ I I CLA55 III RCP SKIMMER ATTACH TEMPORARY I I
FOR EROSION CONTROL I I PHASE OF PROJECT I i I I
I I
~ / / / / / / / / II / / / / \ \ \ \ \ \ \ \ \ PAVED INVERT s.;. ROUT " V\\\\\\\\V\.A\~A\,v\\ ~~,~.c s
\ \ \ \ \ \ \ \ r r\
/ / / / / / ~ 6 ° V~\ \ \ \ \ V\ ~ a ~ A \ \ \~V\iA a ~ ~ \ \ \ \ o
~ ~ i a' a. r d a ~V ~ N a ,
\ \ C °
\
- 1
RISER & DR,4WDOWN DEVICE DETAIL FOR BMP NTS
END CAP ~~W - ,a A
PVC `
,a" , ° . a °e °0.. d
d
d ~ ,e ° ,
END J_
8" e ° ° VIEW 3 1 2" R D. ' °'9' a:'<.'
/ a' ° a .e ' A ° ° •
e. a , :e .Q'. ~ ~ e
e.. . r ~ d' 1" ORIFICE DRILLED CAP END VIEW
IN CAP. SCREEN 70 ° PREVENT CLOGGING. ac .e` '
a
CTION VIEW 9" - SE
i -
4" I I _ r--*~ - " a -I ~
' . • ~
e°.~ .d i" ORIFICE DRILLED ~ PVC CAP !N CAP, SCREEN i0 a a. a e.
PREVENT CLOGGING.
CAP TOP VIEW 3000 PSI CONCRETE
4" THICK x 4' WIDE
ORIFICE CAP DETAIL _ CONCRETE FLUME
BMP 2 DRY POND
NTS NTS
°°°ONNUq~~°I•
NOTE: 1 CONTRACTOR SHALL VERIFY LOCATION qN CARD ° 0~ °°°a•a
OF ALL UTILITIES PRIOR TO CONSTRUCTION. 05-SP-005 ~ F y PROJECT #
s APPROVED Ea
, 's ; 026971
.TOWN OF GARY a
A roved b - Date w„„
Planning uate t.
Engineering Date
Sheet No.
Date B Desi ner Scale No. Revision a W&R 1 "=60' WITHERS R"ENEL MWATER MANAGEMENT DETAILS I ENGINEERS I PLANNERS I SURVEYORS 21 A
Drawn By Date
W&R 06/08 /05 1 AL WESTON PLACE STORMWA 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.corr L- I
Checked By Job No. McCAR WESTON PDD
H 0 M E S - wEC 1j B. . 11 I

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- ~ ----1~-
I _
SCALE; 1 " = 10'
_ ~ SCALE, 1 " = 20' SCALE, 1 - 30
TREES
TREES
ROOT QUA KEY BO ANICAL NAME COMMON NAME NOTES QUA KEY BOTANICAL NAME COMMON NAM ROOT SIZE ROOT SIZE N TES
B&B ~ I ~ ~ B&B 2-2.5" CAL, 10'-12' HEIGHT B&B 2-2,5 CAL. 10 -12 HEIGHT 2 ACR ACER RUBRUM RED SUNSET RED SUNSET MAPLE
3 ACR ACER RUBRUM RED SUNSET RED SUNSET MAPLE ~ 2" CAL, 10' HEIGHT
6&6 i „NYSSA SYLVATICA BICOLOR (SV~AMP BCACK GUM) 2 PLT PLATANUS OCCIDENTACIS SYCAMORE 6&6 2 CAL. 10 HEIGHT 3 PLT PIATANU~ OCCIDENTALIS SYCAMORE B&B
2 CAL. /10 HL
3 LEUCOTHOE RACEMOSA SiNAMP DOG-HOBBLE SHRUBS SHRUBS
( ) 3 GAL. CONT, UA KEY BOTANICAL NAME COMMON NAME ROOT SIZE NOTES
QUA KEY BOTANICAL NAME COMMON NAME ROOT ROOT SIZE NOTES Q I~ ~ CONT 5 GAL, 36" 5' O.C.
_ _ MYRI IF RA WAX MYRTLE CONT - _ _ _ _ - - -12 DEPTH MAX, 25 MYR CA CER E NT 5 GAL, 36 5 O.C, MYR MYRICA CERIFERA WAX MYRTLE / Co / 25
. - 19 ILG ILEX GLABRA INKBERRY HOLLY CONT. NT. 5' O,C. 19 ILG ILEX GtABRA INKBERRY HOLLY CONT, 5 GAL /36" 5' O.C, CO 5 GAL /36

10 SHELF
---------------------------SHORE LINE
- 'TYPICAL SECTION - -I 50
PERIMETER=544LF
LANDSCAPE MAINTENANCE
A BROADLEAF ARROWHEAD 2r)„SAURURUS CERNUUS LIZARDS TAIL) 20;,PELTANORA VIRGINIC ( )
24 -30" HT. BARE ROOT 2~1 -30 HT. /BARE RO T / LAWN AREA PLANT BEDS AND SMA :DS AND SMALL ORNAMENTAL TR ES
1) THE LAWN AREA WILL BE MOWED 40 TIMES PER YEAR TO 1) ALL PLANT BEDS W _ANT BEDS WILL BE SPRAYED AND WEEDED BY HAND
PROVIDE A NEAT AND UNIFORMLY FINISHED LAWN. TO MAINTAIN THEM +INTAIN THEM FREE OF WEEDS AT ALL TIMES.
2) FOR AREAS INACCESSIBLE TO MOWERS, A STRING TRIMMER 2) ALL SHRUBS WILL I k~ R UIRED WITH ASLOW- -IRUBS WILL BE FERTILIZED AS EQ '
WILL BE USED TO CUT GRASS TO SAME HEIGHT AS MOWER. RELEASE FERTILIZE' SE FERTILIZER AT A RATE ACCORDING TO PLANT TYPE.
3) CURB, SIDEWALK, AND BED EDGES WILL BE MECHANICALLY 3) ALL TREES WILL BE TI I BY DEEP ROOT FEEDING WITH A ZEES WILL BE FER L ZED -RELEASE FERTILIZER DESIGNED TO FEED FOR TWO YEARS.
EDGED 15 TIMES PER YEAR. DURING THE GROWING SEASON. SLOW-RELEASE FEI 4) ALL DEBRIS WILL BE REMOVED FROM TURF PRIOR TO MOWING 4) ALL SHRUBS AND WILL BE PRUNED WITH HAND PRUNERS DRUBS AND TREES
AND FROM TURF AND PAVEMENT AREAS FOLLOWING EDGING. TO ENCOURAGE GR R WTH AND REMOVE DEAD MATERIAL. .COURAGE G 0
5 THE ENTIRE LAWN WILL BE CORE AERIFIED IN THE FALL. 5 REPLACE PINE STR CE PINE STRAW MULCH ANNUALLY.
6 SEEDING AND FERTILIZATION WILL BE PERFORMED IN CON- 6 FORMAL HEDGES W +L HEDGES WILL BE TRIMMED TO AN INVERT 'V' SHAPE
JUNCTION WITH AERIFICATION. TO ENCOURAGE LO (COURAGE LOW LIMB STRUCTURE AND DENSE GROWTH,
7 THE LAWN AREA WILL BE OVERSEEDED WITH A HYBRID 7) AN I.P.M. (INTEGRA FESCUE BLEND AT A RATE OF 75 POUNDS PER ACRE. BE ESTABLISHED A .M. (INTEGRATED PEST MANAGEMENT) PROGRAM WILL ~TABLISHED AND IMPLEMENTED,
8 THE TURF WILL BE FERTILIZED THREE TIMES DURING THE YEAR
) LEAVES (MARCH, SEPTEMBER, AND NOVEMBER). A SLOW RELEASE
NITROGEN PRODUCT WILL BE USED AT A RATE OF 1-2 POUNDS 1) ALL LEAVES WILL E THE LAWN AREAS WEEKLY ,.•"°`~~N~N~°'h~, :AYES WILL BE REMOVED FROM ~N CAlpp
OF NITROGEN PER 100. SQUARE -FEET, AND FOUR TIMES ~ UR TIMES A YEAR FROM THE PLANT BEDS, LEAVES MAY ~ p~ 0
9) APRE-EMERGENT CRABGRASS CONTROL WILL BE APPLIED TO BE PLACED IN ADS .ACED IN ADJACENT WOODED AREAS. PROJECT # 05-SP-005 a APPROVED EA
THE LAWN WHEN SOIL TEMPERATURES REACH 48 DEGREES,
NATURAL AREAS TOWN OF CARY s 026977: ; AR A5
1) NATURAL AREAS W AL AREAS WILL BE MAINTAINED FREE OF BRUSH AND Approved by Date (p.
. r~~~.~ r, r~r..~.r rr.i rrrr nr Tllr AIATI ID AI ADCA C•w••••~•wQ4
1NttUJ WIIMIN IML 7 WI IMIN I tit r IKi > I I CIN r tt I llr i ME- ivn ivF\nL r \[\L-n- Planning uate N -Oy E, %J"'s-sa~
Engineering Date
No. Revision Date B Designer Scale
W&R 1 "=60' At bA Drawn By Date m3W WESTON PLACE WITHERS R"ENEL Sheet No.
W&R 06/24/05 BMP LANDSCAPING ENGINEERS I PLANNERS I SURVEYORS
MC -',LAJ Checked BY job No. 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.com
- - - H 0 .VI E S' WEC 204070.1 ,J6

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~ i ~ ~ \ ~ i ' _ _1~ - _ - _ - L _ s__
- 11 - OI SCALE; 1 " = 10'
„ - 30' SCALE; 1 - 2 SCALE, 1 ?0
TREES
TREES
UA KEY BOTANICAL NAME COMMON NAME R01 Q UA KEY BOTANICAL NAME COMMON NAME ROOT SIZE NOTES E NOTES Q ROOT S Z
' NET MAPLE B&f 3 ACR ACER RUBRUM RED SUNSET RED SU S ~ ~ r B&B 2-2.5" CAL. 10'-12' HEIGHT B&B 2-2.5 CAL, 10 -12 HEIGHT 2 ACR ACER RUBRUM RED SUNSET RED SUNSET MAPLE
~ 6&B 2" CAL, 10' HEIGHT
B&f 1 NYSSA SYLVATICA BICOLOR (SWAMP BLACK GUM) 2 PLT PLATANUS OCCIDENTALIS SYCAMORE B&B 2 CAL, 10 HEIGHT 3 PLT PLATANUS OCCIDENTALIS SYCAMORE
2" CAL. /10 HT.
3 LEUCOTHOE RACEMOSA SWAMP DOG--HOBBLE SHRUBS SHRUBS
( ) 3 GAL. CONT. NOTES UA KEY BOTANICAL NAME COMMON NAME ROOT SIZE
QUA KEY BOTANICAL NAME COMMON NAME R0~ ROOT SIZE NOTES Q " RICA CERIFERA WAX MYRTLE CONT 5 GAL, /36" 5' O.C.
„ R COP _ _ _ _ _ - - - - -12 DEPTH MAX, Z5 MYR MYRICA CERIFERA WAX MY TLE CONT 5 GAL, /36 5 O.C. 25 MYR MY
. 19 ILG ILEX GLABRA INKBERRY HOLLY COP ILEX GLABRA INKBERRY HOLLY CONT, 5 GAL, /36" 5' O.C. CONT. 5 GAL. 36 5 O.C. 19 ILG /

10' SHELF

--------=------------------SHORE LINE
- 50' TYPICAL SECTION
PERIMETER=544LF
LANDSCAPE MAINTENANCE
WH D 20,SAURURUS CERNUUS LIZARDS TAIL) 70„PELTANDRA VIRGINICA (BROADLEAF ARRO EA) _ RO T
- HT. BARE ROOT c4 30 HT. /BARE 24 30 / LAWN AREA PLANT BEDS ANI NT BEDS AND. SMALL ORNAMENTAL TREES
1) THE LAWN AREA WILL BE MOWED 40 TIMES PER YEAR TO 1) ALL PLANT BI WI BE SPRAYED AND WEEDED BY HAND aLL PLANT BEDS LL
PROVIDE A NEAT AND UNIFORMLY FINISHED LAWN. TO MAINTAIN TO MAINTAIN THEM FREE OF WEEDS AT ALL TIMES.
2) FOR AREAS INACCESSIBLE TO MOWERS, A STRING TRIMMER 2) ALL SHRUBS ALL SHRUBS WILL BE FERTILIZED AS REQUIRED WITH ASLOW-
WILL BE USED TO CUT GRASS TO SAME HEIGHT AS MOWER. RELEASE FER RELEASE FERTILIZER AT A RATE ACCORDING TO PLANT TYPE,
3) CURB, SIDEWALK, AND BED EDGES WILL BE MECHANICALLY 3) ALL TREES W ALL TREES WILL BE FERTILIZED BY DEEP ROOT FEEDING WITH A SLOW-RELEASE FERTILIZER DESIGNED TO FEED FOR TWO YEARS.
EDGED 15 TIMES PER YEAR DURING THE GROWING SEASON. SLOW-RELEA'. 4) ALL DEBRIS WILL BE REMOVED FROM TURF PRIOR TO MOWING 4) ALL SHRUBS ALL SHRUBS AND TREES WILL BE PRUNED WITH HAND PRUNERS
AND FROM TURF AND PAVEMENT AREAS FOLLOWING EDGING, TO ENCOURA TO ENCOURAGE GROWTH AND REMOVE DEAD MATERIAL.
5 THE ENTIRE LAWN WILL BE CORE AERIFIED IN THE FALL. 5 REPLACE PINT REPLACE PINE STRAW MULCH ANNUALLY,
6 SEEDING AND FERTILIZATION WILL BE PERFORMED IN CON- 6 FORMAL HED( =ORMAL HEDGES WILL BE TRIMMED TO AN INVERT 'V' SHAPE
JUNCTION WITH AERIFICATION, TO ENCOURA TO ENCOURAGE LOW LIMB STRUCTURE AND DENSE GROWTH.
7) THE LAWN AREA WILL BE OVERSEEDED WITH A HYBRID 7) AN I.P.M. (IN AN I.P.M. (INTEGRATED PEST MANAGEMENT) PROGRAM WILL BE ESTABLISHED AND IMPLEMENTED,
FESCUE BLEND AT A RATE OF 75 POUNDS PER ACRE. BE ESTABLISI 8) THE TURF WILL BE FERTILIZED THREE TIMES DURING THE YEAR LEAVES
(MARCH, SEPTEMBER, AND NOVEMBER). A SLOW RELEASE VES
NITROGEN PRODUCT WILL BE USED AT A RATE OF 1-2 POUNDS 1) ALL LEAVES WEEKLY eeeee~peeneeeeeeel ALL LEAVES WILL BE REMOVED FROM THE LAWN AREAS e~ ~N CARP .e~ THE PLANT BEDS. LEAVES MAY ~ p~.••°••°•• 4
F ET. AND FOUR TI OF NITROGEN PER 100. SQUARE E AND FOUR TIMES A YEAR FROM ED AREAS. PROJECT # 05-SP-005 F S 4• BE PLACED IN ADJACENT WOOD
9) APRE-EMERGENT CRABGRASS CONTROL WILL BE APPLIED TO BE PLACED I F APPROVED ; EA
THE LAWN WHEN SOIL TEMPERATURES REACH 48 DEGREES. s ~ e i
NATURAL AREAS TOWN OF CARP s 026977: ; fURAL AREAS
1) NATURAL ARE NATURAL AREAS WILL BE MAINTAINED FREE OF BRUSH AND A roved b~~ Date 0 PP ~
uirrnr uri Ti in uirrnr uriTii~ni Tier riocT TCAI CCCT (1C Tub N~TIR~~ 4RFA ni__._~__ n_i_ M. ESA ~ ~ywe
VVCtUJ VVI IMII VVCtUJ VV IM V F1 E- r RJ v I LL-1 1-11 11 ~ riannin uutc
Date '•p~?~•• Engineering
Date B Designer Scale No. Revision Sheet No.
W&R 1 "=60' Drawn By Date -AOL WESTON PLACE WITHERS RAVENEL
W&R 06/24/05 BMP LANDSCAPING ENGINEERS I PLANNERS I SURVEYORS
Checked By Job No. MCCAR 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.com
WEC 204070.1 H 0 wM E S°"

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i ~ ~ ' ~ ~ ~ _ ~ ~ _ ~ , ~ . . ~ .A~, 1 ~ ~ ~ / ~ i i ~ 1 - 1 _ L~ _ _ ~ _ ~ / _ _ _ ~ - _
SCALE; 1 " = 10'
SCALE: 1" = 30' SCALE; 1" = 20'
TREES
TREES
QUA KEY BOTANICAL NAME COMMON NAME ROOT ROOT SIZE NOTES QUA KEY BOTANICAL NAME COMMON NAME ROOt SIZE NOTES
3 ACR ACER RUBRUM 'RED SUNSET' RED SUNSET MAPLE B&B B&B 2-2.5" CAL, 10'-12' HEIGHT 2 ACR ACER RUBRUM 'RED SUNSET' RED SUNSET MAPLE B&B 2-2.5" CAL. 10'-12' HEIGHT
1, NYSSA SYLVATICA 'BICOLOR' (SWAMP BLACK GUM) 2 PLT PLATANUS OCCIDENTALIS SYCAMORE B&B B&B 2" CAL, 10' HEIGHT 3 PLT PLATANUS OCCIDENTALIS SYCAMORE B&B 2" CAL, 10' HEIGHT
2' CAL. /10 Hl.
3 LEUCOTHOE RACEMOSA (SWAMP DOG-HOBBLE) SHRUBS SHRUBS
3 GAL. CONT.
QUA KEY BOTANICAL NAME COMMON NAME ROOT ROOT SIZE NOTES QUA KEY BOTANICAL NAME COMMON NAME ROOt SIZE NOTES
- - - - - - - - - -12" DEPTH MAX. 2 `J MYR MYRICA CERIFERA WAX MYRTLE CONT CONT 5 GAL, /36" 5' O~C. 25 MYR MYRICA CERIFERA WAX MYRTLE CONT 5 GAL, /36" 5' O.C,
• 19 ILG ILEX GLABRA INKBERRY HOLLY CONT, CONT, 5 GAL /36" 5' O,C, 19 ILG ILEX GLABRA INKBERRY HOLLY CONT, 5 GAL, /36" 5' O.C.
10' SHELF .
---------------------------SHOF'E LINE
- - - 50' TYPICAL SECTION
PERIMETER=544LF)
20 SAURURUS CERNUUS LIZARD'S TAIL LANDSCAPE MAINTENANCE 20 PELTANDRA VIRGINICA BROADLEAF ARROWHEAD ) ( )
24"-30" HT. BARE ROOT 24 -30 Hl. /BARE RO T / WN AR A PLANT BEDS AND SM~ LA E .DS AND SMALL ORNAMENTAL TREES '
1) THE LAWN AREA WILL BE MOWED 40 TIMES PER YEAR TO 1) ALL PLANT BEDS V LANT BEDS WILL BE SPRAYED AND WEEDED BY HAND
PROVIDE A NEAT AND UNIFORMLY FINISHED LAWN. TO MAINTAIN THEN AINTAIN THEM FREE OF WEEDS AT ALL TIMES.
2) FOR AREAS INACCESSIBLE TO MOWERS, A STRING TRIMMER 2) ALL SHRUBS WILL ~HRUBS WILL BE FERTILIZED AS REQUIRED WITH ASLOW-
WILL BE USED TO CUT GRASS TO SAME HEIGHT AS MOWER. RELEASE FERTILIZE ~SE FERTILIZER AT A RATE ACCORDING TO PLANT TYPE.
3) CURB, SIDEWALK, AND BED EDGES WILL BE MECHANICALLY 3) ALL TREES WILL BI EDGED 15 TIMES PER YEAR DURING THE GROWING SEASON. SLOW-RELEASE FE BEES WILL BE FERTILIZED BY DEEP ROOT FEEDING WITH A -RELEASE FERTILIZER DESIGNED TO FEED FOR TWO YEARS.
4) ALL DEBRIS WILL BE REMOVED FROM TURF PRIOR TO MOWING 4) ALL SHRUBS AND ~~HRUBS AND TREES WILL BE PRUNED WITH HAND PRUNERS
AND FROM TURF AND PAVEMENT AREAS FOLLOWING EDGING. TO ENCOURAGE GE JCOURAGE GROWTH AND REMOVE DEAD MATERIAL.
5) THE ENTIRE LAWN WILL BE CORE AERIFIED IN THE FALL. 5) REPLACE PINE STR SCE PINE STRAW MULCH ANNUALLY.
6) SEEDING AND FERTILIZATION WILL BE PERFORMED IN CON- 6) FORMAL HEDGES N 4L HEDGES WILL BE TRIMMED TO AN INVERT 'V' SHAPE
JUNCTION WITH AERIFICATION. TO ENCOURAGE LC 7) THE LAWN AREA WILL BE OVERSEEDED WITH A HYBRID 7) AN I,P.M. (INTEGRF JCOURAGE LOW LIMB STRUCTURE AND DENSE GROWTH. '.M. (INTEGRATED PEST MANAGEMENT) PROGRAM WILL
FESCUE BLEND AT A RATE OF 75 POUNDS PER ACRE, BE ESTABLISHED ~ >TABLISHED AND IMPLEMENTED,
8) THE TURF WILL BE FERTILIZED THREE TIMES DURING THE YEAR LEAVES
(MARCH, SEPTEMBER, AND NOVEMBER). A SLOW RELEASE
NITROGEN PRODUCT WILL BE USED AT A RATE OF 1-2 POUNDS 1) ALL LEAVES WILL E EAVES WILL BE REMOVED FROM THE LAWN AREAS WEEKLY °°.~j0""~~~"''~.,, ~N CARo
OF NITROGEN PER 100 SQUARE FEET. AND FOUR TIMES 9) APRE-EMERGENT CRABGRASS CONTROL WILL BE APPLIED TO BE PLACED IN AD. FOUR TIMES A YEAR FROM THE PLANT BEDS. LEAVES MAY o 0~,..••••. _ACED IN ADJACENT WOODED AREAS. PROJECT # 05-SP-005 F
THE LAWN WHEN SOIL TEMPERATURES REACH 48 DEGREES. APPROVED
• EA
NATURAL AREAS AR As TOWN OF CARY 's 026977 E t .
1) NATURAL AREAS N ZAL AREAS WILL BE MAINTAINED FREE OF BRUSH AND •t Approved by Date • •••M 0
1AICC1IC 1A ll TLJI AI TUC C 1A 11 TLJI AI TUC CIDCT TC~I CCCT (1C TLI~ ~IdTI R~ 4R~d _ •i_ P~• ~.a`l. d•
VVLLLJ VVI II 11 IN 1 J vv v W L- v 1 LL F lanning Uate ljy E, 1F °d
Engineering Date
No. Revision Date B Designer Scale W&R 1 "=60'
Drawn By Date WESTON PLACE WITHERS RAVENEL Sheet No.
W&R 06/24/05 BMP LANDSCAPING ENGINEERS I PLANNERS I SURVEYORS
By McCAR E D Checked B Job No. 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
WEC 204070.1 H 0 M E S'"

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SCALE, 1 = 30
RCP RISER
1' MIN. FREEBOARD
TOP OF ROAD EL. 353.0 WATER LEVEL DURING STORM TOP OF DAM EL. 325.0 WATER LEVEL DURING STORM TOP OF DAM EL. 353.0
WATER LEVEL DURING STORM TRASN H00 100 YR. EL= 352,0 100 YR. EL- 324.97 - - 100 YR, EL= 352.80
- - 11=III=III= _ _ - - 11=III=III- II=III=III- -
_ - 11=III=III- - - ~ -I I - - I I- i _ I- II I ,II _ _ - ~ -III= - II- II I- I ,I I - - -
-III= I ~ _ - - - - I PEAK FLOW ATTENUATION POOL I. ' ~ I - - - - I - ~ - I PEAK FLOW ATTENUATION POOL - _ ~ 11= I= - PEAK FLOW ATTENUATION POOL 1- -1 II -I i I -1 I1=_=_
-1 I I_- _ - -i I I- - - - =1 - - - - - - I-___ i . ~ ~ =1 = - 1= = MINIMUM SLOPE 3 1
iI-III_ - _ ~ ~~I- - - - - - _ - - _III-I I - - I- ~ ~ I =III- I = - P RMANENT - - MINIMUM SLOPE 3 1 _ ~ _ - E - ~ ~ -III=1 11= _ _ i MINIMUM SLOPE 3 1 ~ = - - _ ~ ~ I- ~ _
-I P - L- II-III-= _ ooL _III_ _ _ III _I I I=1 = _ ~ I ~
-I - - - I -1 I - - I i _I I I_I I - - 11 ~ ~ _ _ _ - EARTH DAM _I I-III-= _ - =i , _ (I EARTH DAM
.III-III_ - - I I_, ~ , _ I I ~ ~ ~ _ _ _ . _ _ I I I_I I I-_ -I ~ ~ ~ =1 I I-1 I I- ~ - - - - - i I I-1 I I_= =i ~ _ - I- -1 ~ ~ i- I I- I - ~ ~ I I I~ ~ ~ I I l- - = = I I=~ ~
_ ~ = I- _III-~I I I-~ - _ I ~ , -III- a .°a I~~-~ - .u _ - -
- _ - _ ~ ~ I I-111_1 I I_I I I_I I I_i _ I I=1 1 1= _ =1 11=1 - - I I-~ ~ _ _ ~ I 1=1 11=1 I1=1 11=1 11=1 I I-I I _ -11=~~~_ I - _ II-II1=1I1=1I1=111=111=111= - -II 11==- -III -
I_I _I I I_I I I_I I I_I I I_ I__ _ _III - ~ I _ _ _ _ - I_ ~ ~ I - -I 11=1 I I-1 I I-III- I-1 I I_I I I___ - -I 11=11 I-1 I I-I I I-1 11=1 I I_= _ -1 I I-III-___ ~ ~ ~ ~ I - - -
- =1 11-1 I I I I .I i I-III-= _ ~ ~ -1,1= _ III- - - - IIL~,II III ,,I II_I I I ~=1 I I~, I I 1=1 I _I II ~,I II- II__ _
ANTI-FLOATATION DEVICE I ~ - ~ -i I I,, , ,I I 1=I I I1=_-_ -III-1 11= l1=_ _ _ _ _ _I I l=1 11= _
_I I I_I I I-= _ ~ _ _ _ I I_I I I_I I ~ ~ ~=i I I-1 I1=11=_ ~ ~ ~ ~-1 I = - - -
ANTI-SEEP COLLAR =1 I -1 ~ I=1 ~ , ; :I ~ 1= _ _ _ I _I L,-1 I ;III, -I I1.-1 ~ I ;I ~ T `THE DRY POND SHALL BE UTILIZED AS A „ ~ ~ ~ NO E, 25 LF 15
~ I I = L, ,I ~ (=III- NOTE; THE DRY POND SHALL BE UTILIZED AS A NOTE: RISER BARREL, SKIMMER AND OUTLET PIPE SHALL ~ ~ 22 LF 15 _ 15 IM NT CONTROL DEVICE DURING ROADWAY RCP OUTLET PIPE
SEDIMENT CONTROL DEVICE DURING ROADWAY RCP OUTLET PIPE BE INSTALLED PRIOR TO THE BEGINNING )UTLET PIPE SED E _ 1% AND UTILITY CONSTRUCTION, ~ 3,20
AND UTILITY CONSTRUCTION. @ 0.91 OF OVERALL SITE GRADING AND SHALL BE T HAS BEEN STABILIZED AND GRADING ONCE SI E
A A SEDIMENT CONTROL DEVICE wET POND BARREL ONCE SITE HAS BEEN STABILIZED AND GRADING UTILIZED S BASIN SHALL BE CLEANED IS COMPLETED THE
WAY AND UTILITY CONSTRUCTION. 129 LF 30" "0-RING GASKET" IS COMPLETED THE BASIN SHALL BE CLEANED DURING ROAD OUT AND STABILIZED.
ONCE SITE HAS BEEN STABILIZED AND GRADING ~ 5.43 OUT AND STABILIZED,
IS COMPLETED THE BASIN SHALL BE CLEANED
OUT AND STABILIZED. THE SKIMMER DEVICE IM NSIONS ELEV.
SHALL BE REMOVED. D E
TOP OF DAM WIDTH 2.5' 352.0
W
DIMENSIONS ELEV ~s ELEV. 1-YEAR STORM ORIFICE 1 CIRCULAR 348.6
P OF DAM WIDTH 2.5' 324.0 TO 324.0 EMERGENCY SPILLWAY 30' WEIR 352.0
DIMENSIONS ELEV.
NORMAL POOL 13,932 SF 347.0 1-YEAR STORM ORIFICE 1" CIRCULAR 321.1 ~R 321.1 OUTLET PIPE INVERT IN 15 RCP 348.5
POND BOTTOM 9,188 SF 344.0 EMERGENCY SPILLWAY 30' WEIR 324.5 324.5 ~ OUTLET PIPE INVERT OUT 15 RCP 347.
TOP OF DAM WIDTH 27 FT. 353.1
- 60" x 60" N A P 321.0 ANTI SEEP COLLAR / OUTLET PIPE INVERT IN 15 RC 321.0
eeoeopanoeeop~/
1-YEAR STORM ORIFICE 2" ORIFICE 347.0 OUTLET PIPE INVERT OUT 15" RCP 320.8 320.8 ~ ~N CARP
SECONDARY ORIFICE 6"x4' 349.0 PROJECT # 05-SP-005 F •
TOP OF RISER 5x5 RCP BOX 350.0 s .APPROVED Ep
OUTLET PIPE INVERT IN 30" RCP 343.8 OWN OF CARY 's 026977 T a
OUTLET PIPE INVERT OUT 30" RCP 336.0 Approved by Date p~ F ~
Pinnninn Date •a_ R F.
Engineering Date ~~0""''0°°N°•
No. Revision Date BY Designer Scale W&R 1 "=60' WITHERS RAVENEL Sheet Na.
Drawn By Date WESTON PLACE STORMV
W&R 06/07/05 IRMWATER MANAGEMENT PLAN ENGINEERS I PLANNERS I SURVEYORS 21
Checked By Job No. McCAR a 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com 1 11
WEC 204070.1 H 0 oM E S

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SCALE. 1" = 30'
SCALE; 1 " = 30'
SCALE; 1" = 30'
RCP RISER TOP OF DAM EL. 353.0
1' MIN. FREEBOARD EL. 353.0 WATER LEVEL DURING STORM TOP OF DAM EL. 325.0 WATER LEVEL DURING STORM 100 YR. EL= 352,80
TOP OF ROAD WATER LEVEL DURING STORM - 100 YR. EL= 324,97 _
TRASH H00 100 YR. EL= 352.0 = - _ - - II=III= I I=1 I I-1 ~ I_ - = I - _ ~I =1 I I_I ~ I_ I I ~
- _ - = - - _ _I 1=1 I 1=1 I -1 = - 1I- -I?I,, = - I I- I ~ I - - I' AK FLOW ATTENUATION POOL I.
I I_I ~ - _i---- I I I - _ ' ~ I - - PEAK FLOW ATTENUATION POOL - - I-III E - 1- _I I ~ =1 I - - - _ - - ~ -1 I I _ _ -
I I=11= - I-1 I I-_-- ''-i = - NUATION POOL - .I I ' =1 - - - _ - i I I- - - I- ~ MINIMUM SLOPE 3 1 -I I ~,-I ~
II-III- - PEAK FLOW ATTE - I-III-_ _ - ' =1 = _ - _ ~ ' I I- - = = I I-III- - - -I i I,-I I = MINIMUM SLOPE 3 1 ~ - I- -I I III== - ~ .I
-i 11= _ - = MINIMUM SLOPE 3 1 ~ _I - - _ ' _I I I_I I-- PERMANENT ~ ~ I I-III_= _ ~ _ - I- ~ ~=III- - - - -III-I - -I I I ~ I I- - - _ - I 1=i ~ -I I EARTH DAM _III-III- - -
-III-III= POOL - -III- - ~=1 11= - - _ ~ III ~ ~ I- - - - I I=~ ~ ~ - I EARTH DAM " ~ -I ~ = _ _ =1 i _ - III -
-1 I I-I I - -I I ~-III-- - - ~ 1= - - - I I=~ ~ ~ -I I ' ~ =1 I = - - =1 ~ - .III-III_ _ _ I III-_ _ \ ~ - ' III- _ _ -I, , 1= _I I I-~- -
~ _ - I - ~ =1 ' -III=1 - _ -1 ~ ~ -III-1 I I- - - -III-~-~ ~ _ - - =1 ~ , 1= ~ i I I-1 I I-_ I I I~ I l i-1 I I-1 = _ ~ 1=~ ~
_I I I- . -a _ _ I_I I I _ - - - - - = I I=~ ~ I. _ - -1 I I-111=111=111= - - -1 _ II-111111_._____
I = - _ =1 I1=1 = - I I=~ ~ i ' = 1=1 I1=111=111=1 I 1=1 I 1== _ -III- _ I I I I _ , _ _ -1 11= - =1 I I -1 I I-1 I I-II I-~ ~ I- 111-1 11=1 11== _ - - ~ 111=III-, I I 1=1 I I I-1 I t-111-= _
-1 I I-1 I I-1 11= 1= - =1 ~ -III-1 I I=1 I I-III-' I I-1 I t=111= -I III _ _ , _ _ _ , - _ -1 I I-III- ~ ~ I I III=1 I 1== _ , ~ III-I III,, ,III-~ I I-1 11=1 I -III, ; ,I 11= 11== _
ANTI FLOATATION DEVICE _I I = =111= - " -1 I 1=1 I 1== _ "-111,;,111=11== _ _
I.,I~ - - - I-III-= ~ -"'=1 I I-1 11=1 I ~ -111 -1 I L; ,III ;III,
ANTI-SEEP COLLAR -111-111=11 ; -1 I I =111.-1 ~ 1=III ; NOTE; THE DRY POND SHALL BE UTILIZED AS A 22 LF 15" -111-111.,;,1\I „ NOTE; THE DRY POND SHALL BE UTILIZED AS A 25 LF 15"
LF 15" SEDIMENT CONTROL DEVICE DURING ROADWAY RCP OUTLET PIPE
NOTE; RISER BARREL, SKIMMER AND OUTLET PIPE SHALL SEDIMENT CONTROL DEVICE DURING ROADWAY ~ RCP OUTLET PII ;P OUTLET PIPE TILITY CONSTRUCTION. ~ 3,20
A LED PRIOR TO THE BEGINNING N UTI ITY CONSTRUCTION. @ 0.91 BE INST L A D L 91 % AND U 0 ONCE SITE HAS BEEN STABILIZED AND GRADING
OF OVERALL SITE GRADING AND SHALL BE ' N BARREL ONCE SITE HAS BEEN STABILIZED AND GRADING IS COMPLETED THE BASIN SHALL BE CLEANED
M NT CONTROL DEVICE WET PO D UTILIZED AS A SEDI E 129 LF 30" "0-RING GASKET" IS COMPLETED .THE BASIN SHALL BE CLEANED OUT AND STABILIZED.
DURING ROADWAY AND UTILITY CONSTRUCTION. 5.43 OUT AND STABILIZED.
RADING ONCE SITE HAS BEEN STABILIZED AND G
IS COMPLETED THE BASIN SHALL BE CLEANED IONS ELEV. DIMENS
OUT AND STABILIZED. THE SKIMMER DEVICE 2.5' 352.0
SHALL BE REMOVED. TOP OF DAM WIDTH
W DIMENSIONS EL V. 348.6 IONS ELE 1-YEAR STORM ORIFICE 1 CIRCULAR
30' WEIR 3520 ~ 324,0 EMERGENCY SPILLWAY
TOP OF DAM WIDTH 2.5 32
DIMENSIONS ELEV.
1-YEAR STORM ORIFICE 1" CIRCULAR 32 NORMAL POOL 13,932 SF 347.0 ULAR 321.1 OUTLtT PIPE INVERT IN 15" RCP 348.5
EMERGENCY SPILLWAY 30' WEIR 32 IEIR 324.5 OUTLET PIPE INVERT OUT 15" RCP 347.7
POND BOTTOM 9,188 SF 344.0
TOP OF DAM WIDTH 27 FT. 353.1 CP 321.0 o~~,,a,••••e•,,,,•
" UTLET PIPE INVERT IN 15" RCP 32 - P COLLAR 60 x 60 N/A 0 ANTI SEE CARp
P INVERT OUT 15" RCP 32 RIFICE 2 ORIFICE 347.0 OUTLET PI E 1-YEAR STORM 0 CP 320,8 ,r'o~.•N•.«, 1,
PROJECT # 05-SP-005 ~ F • a
SECONDARY ORIFICE 6"x4' 349.0 APPROVED : Ea ; • a :
' 350.0 TOP OF RISER 5x5 RCP BOX TOWN OF CARY s 026977 a
RT IN 30" RCP 343.8 OUTLET PIPE INVE
OUTLET PIPE INVERT OUT 30" RCP 336.0 A roved b Date 0 PP Y '•o F ~~',o Plannin Date •o,, R E.
g _ .a..._....~~
Engineering Date
Sheet No.
WITHERS RAVENEL 'ORMWATER MANAGEMENT PLAN ENGINEERS i PLANNERS I SURVEYORS 1 21
No. Revision Date By Designer Scale W&R 1 °=60'
Drawn By Date WESTON PLACE
W&R 06/07/05 MCCAR - 4070,1 H 0 M E Sm 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.com
Checked By Job No.
WEC 20 „j;a4

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I ~ W LEE STREET
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BRIDGE ABUTMENT I I MAIN STf;EET & LEE STREET
TO PANTEGO ~ 4 I emocE SOUTHERN RAILROAD TRACK NORTHFOLK &
20,17~i1E j~NE I I I I
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CENTER OF HEAD STONE MARKED I'S0'60~ ,o ~374J.Z ' 136 • i°s . (35 '
N.C.G.S, MONUMENT •ZIP' "HARRY E. & ELIZABETH M. CHANCEY" h ~ ~ o ~ a~, ~D p
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BOUNDARY LINE a~. BOUNDARY LINE '
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mry a ~ 1•~ Z m n " p a 5 7528'31"E 18.99' d5 (8
Q I 6~~J1 • ~9 t~~G-13 C-~. Cs6 C•)-2. S 1 t' 'o J ~ i58C (ssc y ~ (I2 Is f7 ~-S 45'DO'34'W 24.4q'
y ' -I9 ` .f ~ N ~ss~a z 0.74 ACRES ~ $ J . .v. '9i o a pp.. C_i 706 2a•E 8-17 O y~ Nl 0.42' C-1 ~S s r+ P D-21 66 J D-i6 79, 6 .091'1w y ~ (il 39'04"24'Y! 87.64(ID yy
T 5 2701'S2Y12 S9 ' ~ is68 ~~0 w y C-IJ C-2I'T_r m v n "~W y9 HIGH WATER MARK IC ~ ~ l~ v n ~ \
Jam. N, J$i) ?$'?6'SJti?0-20 )0.8g~ v n C-17 N C-1 ~>'J .063 N N 31'.14'49 'a i 8'+ 6d'S9'7.•- 'W 9-10 / v a r^ n S 64'16'42'E 23.27 _ _ , ' N n ~ _ - ~-N 41'18'D01V J4.dq' / n 9~~
•.o m Sk ~N JI.S)' 0 IG4.t0' ° °a ~ o' ~6 ~,.I 7,~ t c+ 28'SS'1Jly E UHE N ,"71 Z N 570. ~d~ ~ ~ ISJ.$Z. 162 N JC17'0014 0°j ~ i58D /Z (saD
U G-22• ~ 148.JS' D-IB i~ 5 1g5 5
~ ~ "0 164 N 30'00' r61 e,,~1a~ m• m a01V 1 s~ ~ 51 THIS CERTIFlES THAT THIS GOPY DF THIS PLAT IDENTIFIES AS
~ ~ ~ 679I' S Z 'J7'E GO 5 156 .D o- NS 4741 N 2T$I, i 7D.68' ~ 9 r ~ WETLANDS ALL AREAS OF WETLANDS REGULATED PURSUANT TO SECTION 444 OF
67.31' C-24 p614 N 30'4J'481V ; ,rye 2 G-2J ~ 'm ~ ,p~ u a ~ap3 •N -N 71'31'32'W s.a1' THE CLEAN WATER ACT AS DETERMINED BY THE UNDERSIGNED ON THIS DATE. (s4 61555 q. (50 UNLESS THERE t5 A C1iAl1GE IN THE lAW OR OUR PUBUSIIED
-D: ~C N h u; s ~ o o 'm ~ • a ~ REGULAl10NS, 5 (sz 51 F -s 7a'sz'ISw 37.ar ~ DETERMINATION OF SECTION 404 JURISDICTION MAY BE RELIED UPON
N 7U18'20'E 13.26' ~ ~ ~ w• 5 C ~N ~ ~ 95 S 9^N ?ei V~~~~r. ~ c~ ~ 9~ 95'S,4g'A ' ( FORA PERIOD NOT EXCEED FIVE 5 YEARS FROM THIS DATE. THIS
' s Z • ~ j55 ° ' D i5D N W , N (55 ~ ~,5. TO PAMI~CO RNER DETERMINATION WAS MADE U1ILTZIHG THE 1987 CORPS OF ENGINEERS N 04'26'441Y 40,17' ~ WEIIJIND$ DELINEATION MANUAL
Z 65 J WJ,IE

TITLE ~+S`3'
Q r~ DATE as Jv(~ ~o ~
ILL INN INC. Z b .7 I•,NER M ~ ~ a N I 2mo 1I ~ ~ ~ Soo
1008 P. 324 0 ~
D.B , ` 1,Y1 W y W I, HOOD L. RICHARDSON, CERTIFY THAT UNDER MY DIRECTION AND SUPERVISION THIS MAP WAS DRAWN FROM AN ACTUAL LAND SURVEY
USING DOCUMENTS OF RECORD AS SHOWN ON THIS MAP AND THAT
THE ERROR OF CLOSURE IS 1:10,000 AS CALCULATED BY LATITUDES
166 /n r~ AND DEPARTURES, THAT THIS MAP WAS PREPAR ~,P ED IN ACCORDANCE Q, WITH G.S. 47-30 AS AMENDED, NO DETERMINATION OTHER THAN AS IS
V o lJ W ^ o Z !V ~ o h P~~ SHOWN ON THIS MAP HAS BEEN MA ABOUT G.S. 47-30 S I y~ ECT ON 3,
~ 47 O O n ~ (F), (11), S ,Y HAND A SAL THIS 28TH DAY OF MAY, 2004.
Z 167 ''f
ms 't ~ ~ y~1'•~iS''rd „ ~ ~ et,
AREA E ~~.ry~ 0.03 ACRES v 1i11 't ff''-.S CFf~R~SQN, P.L.S. L - 2~---
0 ,166
? ~ 3 titi ' A-1 ~ rn • Q r ~i
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A-2 ~ h4' rn 1 I 'C• w ~ ~.....k2
o t d3. O "d ~ . ~~:.,'•.1~i' REFERENCE: ~ ~ SL1F1'+";a" D.B. 402, P, iS8 1AA ,,Q ' ~ ti4 P
O b N h ~°o / ~ D.B. 921, P, 525
A-3 Z rr~~d~~~i~'. D.B. 1008, P. 324 +IFY'.~,
S 2533'32w f ne ~N~ 169 ~ f 1 ze.l9' M qR
Q N 28'98'~~, SOS .17' 9g,
V 6sOJ,~pF Si70 ~N 1((~ R.Wq
173 '4gga .171 S 2a'4D'191V7.00' 3g ? e LEGEND: '~`QSjTFRU 0 NEW IRON PIPE, CONTROL ~4,~,yq~~9U
2 .ps. 0 FOUND IRON PIPE, CONTROL ~R9
:',!'~,s N 1733'Il~ 12.D0' HIGH WATER MARK •~r s nE ENE 8D 0 80 160 240 0 POINT CONTROL 1 A N.C.G.S, MONUMENT CONTRGL "ZIP"
172 404 WETLANDS
N 554~~ :RAPHIC SCALE FEET
' e'> o'' CONCRETE
2 C

~5~, ' 404 WEi'LANDS
~~0 a' ~ AREA I- TOiIN OF BELHAVEN AREA NAP
`~~d~ 00 In H~~` ro~ ~o m,,, oy
y Y s+t f ~ ~1T srgtr
~ ~ TOWN OF BELHAVEN BEAUFORT COUNTY (5 1<1 P ~ y+ ~ u
1 Q ~ NORT C ~ a , ~ H AROLINA
. ~ _ ~ c
o 4 SCALE: 1 80' SURVEY DATE: MAY 12, 2004
aw 4 SURVEYED BY: H000 RICHARDSON, P.A.
~m ENGINEERS-GEOLOGISTS-PLANNERS SITE 110 WEST 2ND STREET
P ATM WASHINGTON, N.C. 27889
r "Mao cBR PHONE: [phone]
RRH
96-01-044

INTERMEDIATE TYPE (4'X4 DEEP TYPE (5'X5') SHALLOW TYPE
~ M PROTECT WEIR WITH FILTER S' RETRIEVAL SKIMMER DETAIL JUTE NETTING (TYPICAL) " S ~ MAXIMU ROPE (SEE DETAIL 04000.18) (SEE SHEET 1) FABRIC AND RIP-RAP (5 FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH) (OVER 20 FEET IN DEPTH)
VARIABLE AS DIRECTED BY THE ENGINEER WEIR 18' 2' MIN.
1 ~ S 'J' REINFORCED STANDARD STEPS REINFORCED
FILTER FABRIC a w tl 11=1TI IKpFr 19" _ ~ CONCRETE SLAB 16° ON CENTER 36° CONCRETE SLAB ~ -IIp~H _T P STANDARD ~36°-~ ~ ~ ~ ' 1'
SILT FENCE FABRIC ~ MINIMUM 10 GAUGE INSTALLED TO SECOND 6" PVC STEEP CUT OR FILL SLOPE ;LOPE 36" STANDARD a E S STEPS 16" OiJ CENTER 16" O.C. 48" ~ ALTERNATE LAYING
LINE WIRES WIRE FROM i0P MINIMUM 12-i/2 GAUGE INTERMEDIATE WIRES DIRECTION EVERY ALTERNATE LAYING 6° ALTERNATE LAYING ° 12" rHlap cpuasE
LENGTH Ir- 5'x3'x18" 2 : 1 SLOPE (MAXIMUM) 6" DIRECTION EVERY DIRECTION EVERY I VIII-1' THIRD CWRSE ~ `'r;, i= THIRD COURSE ~ 6"
GRADE 6" STONE APRON I ~Ih' I, NOTES: . I-} r ao w ) r .
WEIR DETAIL ° 1. USE FOR DRAINAGE AREAS NOT EXCEEDING 5 (FIVE) ACRES. C C 'lN 6 J 6 CR05S SECTIQ - FRAME GRATE k HOOD
2. EARTH BERM SHALL BE STABILIZED w/SEEDING ACCORDING STABILIZE DIVERSION DITCH WITH TEMPORARY SEEDING AND EROSION PER D~O.T. STD. 840.03C FRAME, CRATE & HOOD
- TO TOWN SPECIFICATIONS. LINE WEIR WITH CONTROL NETTING. REINFORCED FRAME, GRATE do h00D CONCRETE PER D.O.T. STD. 840.03C
NT VIEW II _ FRO RIP-RAP I T .I DESIGN OF SPILLWAYS PER D.O.T. STD. 840.03C SLAB REINFORCED Iz" '
DRAINAGE AREA WEIR LENGTHI CONCRETE SLAB MAX. 28` b I I Ir26" FROM 5'-0' ~ 0 0 N
NOTE: STEEL POST (ACRES) (FT) iP~!~ TOP OF DAM VdOVEN WIRE FABRIC 1 4.0 zs' ro za'-D" 6~°
USE SILT FENCE ONLY WHEN DRAINAGE AREA UPSLOPE 1 UPSLOPE TOE POSITIVE GRADE 1.0~ MAX. NOT 70 48" ~ ~ B EXCEED 5'-0' 6" rom ~ a 12"
DOES NOT EXCEED 1/4 ACRE AND NEVER IN SILT FENCE FABRIC 2 6.D AREAS OF CONCENTRATED FLOW. 3 8.0 4 10.0 DITCH AND BURY 2' MINIMUM ` r`,=_ ~ ~fi 6" L r 6 m
3,-oa ~ 5 12.0 FILTER FABRIC EDGE SIDE SLOPES 2 : 1 (MAXIMUM) 6^J uo
3 FILL SLOPE 1 pIMENSIONS SHOWN ARE MINIMUM FILTER FABRIC WEIR LENGTH (MIN. 12" OF FABRIC) 26 z • FOR REPAIR OF SILT FENCE FAILURES, ~ . \ \ \ \ \ ` \ \ \ \ \ \ \ \ \ ` \ 6"~ 3000 P.S.I. CONCRETE SLAB DETAIL
~ USE ND. 57 WASHED STONE F(1R ANCHOR N ~ ~ WHEN SILT FENCE IS PROTECTING MAINTENA CE \ ~ ~ N \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ 26" SLAB DETAIL
~ GRADE CATCH BASIN. INSPECT TEMPORARY SEDIMENT TRAPS AND EMPTY SKIMMER OF ALL DEBRIS AFTER EACH PERIOD OF SIGNIFlCANT RAINFALL REMOVE ~ SEDIMENT AND RESTORE TRAP TO ITS ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH ` \ 26" \ r
g" MINIMUM COVER OF THE TRAP. PLACE THE SEDIMENT ThiAT IS REMOVED IN A DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF OVER SKIRT " THE GRAVEL FACING: STEEP CUT OR FILL SLOPE SLAB 1HICKNESS AND 64" 36" B" REINFORCEMENT FOR r
ANCHOR SKIRT AS DIRECTED CHECK THE STRUCTURE FOR DAI,!AGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS L SOIL AND TRAFFIC 36'~ B" SLAB THICKNESS ANO LOADING BY AN 76" l REINFORCEMENT FOR
BY ENGINEER ~ A MINIMUM OF 1.5 FT BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO ~ SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY. ENGINEER SOIL AND TRAFFIC
~]/-ON U W NOTE: ~64"~ ENG NIEERBY AN PLAN E s7 OVER 8' IN DEPTH, 12" WALL THICKNESS TO 6' FROM ~76°-^~ TOP DF WALL AND B" BOTTOM SLAB SHALL BE USED.
C SIDE VIEW 37 STABILIZE THE EMBANKMENT AND ALL DISNRBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY 67 e7 ~ AFTER CONSTRUCTION WITH SEEDING. DETAII. No. DETAIIA No.
DETAII" No. DETAIL No.
~~TDARD TEMPORARY SILT FENCE o4000.0~ STANDARD GRAVEL & RIP RAP FILTER BASIN 04000.03 STAN SHEET 2 OF 2 JO 104 ARD DIVERSION DTfCH o4oao. 09 STANDARD CONCRETE BLOCK OR BRICK CATCH BASIN 08000.03 STAND SHEET i OF 1 E~ECTIVE: 07/OU04 SHEET 1 OF 2
EFFECTIVE: 0710ll04 SHEET , OF , EFFECTIVE: 07/Oll04 EFFECTIVE. 07 1 EMERGENCY SPILLWAY CONSTRUCTED OVER INTERMEDIATE TYPE 4'X4' DEEP TYPE 5X5 SHALLOW TYPE
DIMENSIONS ELEV. UNDISTURBED GROUND AND ARMORED WEATHERPROOF SIGN vnm RIP RAP AS SHOWN ABOVE ORANGE, UV RESISTANT (5 FEET OR LESS iN DEPTH) (5 FEET TO 20 FEET IN C~PTH) OVER 20 FEET IN DEPTH HIGH TENSILE STRENGTH
EMERGENCY SPILLWAY POLY BARRICADE FABRIC
TOP OF DAM WIDTH SEDIMENT TRAP STEEL POST ~ 5' O.C. MAX - 5' O.C. MAX STANDARD STEPS 36° REINFORCED 16" ON CENTER CONCRETE REINFORCED SLAB 40° CONCRETE SLAB
ANT-SEEP COLLAR EARTH BERM FLT RIP RAP DISSIPATER PAD DISSIPATER PAD 60' 6° 6"
RiP RAP ANTI-FLOATATION DEVICE 3x STAWUARD STEPS 48" T6" ON CENTER STANDARD ~ MIN. 5:1 MAX. 4"
TOP OF RISER TREE PROTECTION ARI ~ ~A 6^ STEPS 6 .E PROTECTt 3" TREE PROTECTION AREA i6• o.c. s"
OUTLET PIPE INVERT IN BOTTOM ANCHORED 'MTH STAPLES DD NOT ENTER 6" ~ ( DD NOT ENTER 24" 4" ~
OUTLET PIPE INVERT OUT 4' MIN. 3° DO NAT ENTER MIN. 6" WASHED 4x STONE BEDDING "
SEDIMENT STORAGE AREA OUTLET PIPE MIN. 6 WASHED M7N. 6" WASHED FRAME, GRATE k HOOD STONE BEDDING FRAME, GRATE & HOOD STONE BEDDING
5' MA OF DURABLE WEATHERPROOF MATERIAL. PER D.O.T. STD. 840.03C FRAME, cNgtE & HOOD PER D.O.T. STD. 840.03C WARNING 51i;NS TO BE DE PER D.O.T. STD. 840.03C
EARTH DAM tl~11~11 i III IH~I~ u~l= D ~I TTI,I~~ 111~J1~1~~!ll~`~r iT I~ 1h11 ~~jll-~ril~lt~ I.1 I;i!I lull LETTERS ARE TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS SHOWN RaNFOecED _ REwFOec6o -~II=I~~li~~_,- ~ )11~ CONCRETE CONCRETE SLAB t2" 26"
.I~i ~ __i_ i„1,_II-1~1 x.11=1iF- 191 III=111'- ill~I PLAN VIEW 2' MIN. ~ I-~ SUBGRADE ill'~il~ll~l I Ilall_ ABOVE. 26" T_11=I - IGN AT EACH END OF LINEAR TREE PROTECTION AREAS, AND AT INTERVALS SLAB Max.
SKIMMER I CMF TRASH RACK (SEE DETAIL SUBGRADE PLACES 6' yoT TD NOT TD ExGEED 30D' O.C. IN BETWEEN. MIN. 26' EXCEED 5'-0' i OVER
PAINTED RED CLEANOUT MARK RISER 4°00.18) LOCATED HALFWAY UP RISER PIPE 1'-D' MINIMUM FREEBOARD O SEDIMENT PIT FOR TREE PROTECTION AREAS LESS THAN 3D0' IN PERIMETER, PROVIDE NO LESS .FROM 5'-0" - 60" 6" 6" 6., THAN ONE: SIGN PER PROTECTION AREA. 4$' TO 20'-0" ~ 20'-0" ~ MIN.
TOP of DAM POSTS MAY BE 4° DIAMETER PINE, - 2" DIAMETER OAK, OR 1.33 #/LF S1 DIAMETER PINE, ATTACH SIi:NS SECURELY TO FENCE POSTS AND FABRIC. ~ MIN. OR 1.33 #/LF STEEL 6' - _
- WATER LEVEL DURING STORM SKIMMER = - =111=1 - _ ~I EMERGENCY SPILLWAY ELEVATION I. DRIVE STEEL FENCE POST AT MIN. 6" WASHED -
--III=_ _ _ SEDIMENT STORAGE - JUTE NETTING 111=~-_-_ ' `'-'AREA GRAVEL , ;'_c - MINIMUM SLOPES 2-t/2 : 1 LEAST 18" INTO SOLID GROUND. STONE BEDDING ~ ~''i••+~.~A-: NOTES:
ill-I~~- - FILTER 0~ _ - EARTH DAM T 2. WOOD POST ARE NOT ACCEPTABLE. - -II. III- " a Oq o~ ~ ~ ALL TREES DESIGNATED TO REMAIN SHALL BE PF 1. CONCRETE SHALL BE 4000 P.S.I. MINIMUM FOR ALL MIN 6' WASHED MIN. 6" WASHED MAIN SHALL BE PROTECTED BY FENCING PRECAST CONCRETE CATCH BASINS. STONI BEDDING STONE BEDDING
-'I~I~=_ I 1=ice. -1- AS ILLUSTRATED. 2. PRECAST CONCRETE STRUCTURES MAY ONLY BE SLAB DETAIL SLAB DETAIL
III-1~1--' _ JUTE SUPPORTED WITH TOP INSTALL TREE PROTECTION FENCE AND SIGNAGE _ -1u-: f WIRE BETWEEN STEEL POSTS ICE AND SIGNAGE AT TREE DRIP LINE INSTALLED TO DEPTHS CERTIFlED AS 4CCEPTABLE TEA AS SHOWN ON PLANS PRIOR TO BY THE MANUFACTURER. E8'
GATE VALVE I III =III- - 1=~~~- I OR AT EDGE OF DISTURBED AREA AS SHOWN ON - ~ - _ COMMENCEMENT OF CONSTRUCTION. OR ORIFlCE "I~- -I Il~~lm~ 1 TION. 3 TYPE~CATCHOXBASINS. ACCEPTABLE FCR SHALLOW I r 36" 6° SLAB THICKNESS AND
ANTI-FLOATATION DEVICE ICI - DISSIPATER PAD RIP RAP "=II~II~ THERE SHALL BE NO STORAGE OF MATERIAL WIT PERSPECTIVE VILW OF THE TREE PROTECTION FENCING. OF MATERIAL WITHIN THE BOUNDARIES SLAB THICKNESS AND 74" REINFORCEMENT FOR 60" 36" 6" REINFORCEMENT FOR SOIL AND TRAFFIC SOIL AND TRAFFIC 26' LOADING BY AN
ANTI-SEEP COLLAR X111 'I~Ii~II.I TREE PROTECTION FENCING SHALL BE MAINTAINE CING. ~ LOADING RY AN ENGINEER
CMP 1KITLET PIPE ~ CROSS SECTION yll _IIL~I~II~ B 67 DURAl10N OF THE PROJECT. ALL BE MAINTAINED THROUGHOUT THE ENGINEER e ~60"-~ I--~72"~
- _ DETAIL No.
DETAIl, No. DETAII. No. STANDARDRISER-BARREL SEDIlV~NI BASIN STANDARD GRAVEL & RIP RAP FILTER BASIN 04000.03 TF T O N FENCE STANDARD PRECAST CONCRETE CATCH BASIN o 8000.03 TREE PROTEC
(j~j~ 04000.02 ~ n iTK """"""-R) SHEET 1 OF 1 EFFECT[VE:07101104 SHEET 1 OF 2 EFFECTIVE:07/01104 EFFECTIVE: 47/01104 sHEET 2 of 2 00
N~1~S- 70' MIN. poMISTTIFAY wsr ~ LCKL ,rrY'''~ t1E twlrEEm E~.EN't i , ww~ ~,y
BUT SUFFICIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO ENSURE SEDIMENT ON SITE CONSTRUCTION ENTRANCE IS USED. 1 TOP ELEVATION OF STORMWATER 0.5'-1' suPEAxs Pa+ F1ENAtlaw. ,r Y- w ROM' FLAWED END sfcnON ~ ~ Y 'w'•w °s` ~ RIP RAP ,r' ~ rw IE
2 IF CONSTRUCTION ON THE SITES ARE SUCH THAT THE AtUO I I5 WASHCD i MAX. y I I I F ~ ~ xeoc s1aFC . I ~ y~-
IS NOT REMOVED BY THE VEHICLE TRAVELING OVER THE `~~1 STONE ~1 A STONE, THEN THE TIRES OF THE VEHICLES MUST BE WASh!Ep ~ m v ~ (A AIP RAP OUTLET PROlEC1I0N ~ ~v bl PaoT PAST'tIP' ~ ~ ~E PE"i>va fo°R~soiui°s ~ Y~ ~ ,Y 1I~ ~ k~
2"-3" STONE TO BE USED 25' OR IMDTH DF BEFORE ENTERING THE PUBLIC ROAD. DESIGN OF SPILLWAYS EXISTING "(SURGE STONE OR RAILROAD'.' PROPOSED STREET, EXISTING SLOPE ~ _ _ r
A A T I ON i0 DRAINAGE AREA WEIR LENGTHI -I II - f - ROAOwAY B LL S) WHICHEVER IS 3. IF A PROJECT CONTINUES TO PULL MUD AND DEERS GREATER. THE PUBLIC ROAD, THE TOWN WILL CLEAN THE AREA AND (ACRES) (FT) ~1 RIP-RAP - uxas>uRRfo cRauxD ~ ~ ~ Y 11~~ ,r ,r ~ ~ ~
I INVOICE THE FINANCIALLY RESPONSIBLE PERSON AS 1 4.0 ' i VARIES INDICATED ON THE FINANCIAL RESPONSIBILITY FORM. 2 6.0 ~ ~ ~ GIEASS lNEO CHANNEL "r `i_ 6" DEEP, T WOf ~ ~ 11
THE MINIMUM FEE THE TOWN OF CARP WILL CHARGE TO 3 8.0 ~I FR055 ON CON,ROL NETII80 0 RE NaR1E0 T ~ EPTV~ 1i~~'` I, 1~
~ CLEAN THE STREETS WILL BE $30D FOR THE FIRST HOUR 4 10.0 SIDE VIEW AND ~20U FOR EACH HOUR THEREAFTER. 5 12.0 SEEDBED PREPARATION ALRI AfCDRFO N CAAAC LNFII fl1A:_FL T Y ~ ~'l P ~fY' D PREPARATION MAINTENANCE ~ .r 1 li' sueal=ED sLaPE i~!
1 DIMENSIONS SHOWN ARE MINIMUM i 1) Chisel compacted v~ se l compacted areas and spread topso'1 l 3 I nches deep over adverse INSPECT 1HE IEVEL SPREADER AFTER EVERY RAINFALL UNTIL VEGETATIpN IS ~ ~ 1/'
PLAN VIEW EXISTING SLOPES soil conditions, C COnd i t i Ons, i f nVa i I Qb L e. ESTABLISHED AND PROPERLY MAKE ANY NEEDED REPAIRS. AFTER THE AREA ~ ~ JI HAS BEEN STABIDZEp, MARE PERIODIC INSPECTIONS AND KEEP VEGETATION r
2) Rip the entire a -1~1 3) Rerlove all loose the entire area t0 6 inches depth. IN A HEALTHY, NGOROUS CONDITION. f e SABLE AHa NRBED ~ Y 0.PSS ~ 'I Dve all loose rock, roots and other obstructions leaving sus ac MINIM M M N I N F R V PRA R ~ ~ ~ 0
I,II° reasonably Smoot VARIES ~ 4) Apply agr i cu l tur sonabl smooth and uniform. U D E SO S 0 LE EL S E DE ,r- ly agr i cu l turn l lime, fertilizer, and superphosphate Un i form ly ~ CONSULT STATE GUIDELINES FOR LEVEL SPREADER DIMENSIONS ~ Y. ~ ,.tl_
NEW CONSTRUCTION 1 ~ NOTE: and mix with s0 i mix with soli-(see below). ~~f
35' MIN. 15' MIN. ;I I I 5) Continue t i t loge EXISTING ROADWAY ~I i HEIGHT & 4MOTH DETERMINED BY - nabl uniform ~ time tillage until a well pulverized, firm, reaso y r ~ e ~
Ilrll 0.5'-1' EXISTING TOPOGRAPHY AND seedbed i5 prepa dbed is prepared 4 to 6 inches de p d a freshl prepared seedbed and cover seed lightly with seeding DETAILNo. •rEY y STANDARD LEVEL SPREADER
=I I I SEDIMENT STORAGE REQUIRED. 6) Seed a freshly p 12" MIN. m equipment or cu l ` < w KEYED RIP RAP ' \ ~ KEY RIP RAP INTO THE DAM 7) Mulch . mined i ate l ipment or cultipack after seeding. 04000.22 PT,
6" MIN. - a ~ ~ FOR STABILIZATION. B) Inspect al I seed ch i mined i ate l after seed i n and anchor mulch. CROSS SECTION) SHEET 2 aF 2 ~ ~ S EIEYAIION PpN15 Y 9 EFFECTIVE: 07lOll04 ~ ~ CN SPREADER pect a l I seeded areas and make necessary repairs or reseed i ngs ALL AT SANE ELEVATION
~yi~~f ~ < _ I- within the plant hin the planting season, if possible. If stand should be over CONSTRUCTIUI SEDUENCE
FABRIC UNDER STONE ~ I ~5 WASHED STONE 60% damaged, Tee - seeding rates, damaged, reestablish following original lisle, fertilizer and 1) Obtain Grading Permit. ~ `r ding rates, Z) Install all erosion control measures as shown. ELEY
9) Consult Conserva suit Conservation Inspector on maintenance treatment and PT' 3) Dbta i n Certificate of Comp l i once through on-s i to UP_ COxs,RUC, THE tEYEL uPa GxLYSnIRRED $qL ,o uxswM
CROSS SECTION FRONT VIEW fertilization of t i l i zat i on after ermanent cover i s established suRCE sroNE UP P inspection by Town Erosion Contra I Engineer. HEM]IT Ne ~ p,AOE ONER,HE IFNDM(i THE SPREADER. PROTECT.r MM AN EROSON RESISt.Wr YAiFAML SUCf1 AS SuRCE SroNE ro PREVENT EROSION .
~ ~ ~ Apply' Agricultur Fertilizer r' It r t Limestone - 2 Tons/Acre (3 Ton per Acre on clay soils) 4) Contrator to obtain soil for BMP fill from stockpile rORECaEES,ANSxEO. y' Ag ~ CU G a area 1 nd I acted Dn sheet D4. OU11£i AREA-ixE W1LE, OISPOSAI AREA MIST AE GENERALLY SYOO,N AW NELL Fertilizer - 1,000 lbs./acre - 10-1D-10 5) Proceed with grading. "~'""°""'"""""""A°`E°1e`
9 B SuperphosE Superphosphate - 500 lbs. /acre - 20% VrDOrArt AU DSVRxf°AREAS casmucnux sPEanurwrs
DETAILNo. DETAII.No. Mu I ch - 2 - 'n traw 6) Clean sediment basins when half full MU I Ch 2 Tons/Acre - small gra I s 7) Seed and mulch denuded area within 3D da s after + rNE MATTING SHWLD EE A NINNUN OF < FEET MDE EXTENDING 61NCH6 DYER ME LIP AND Anchor -Asphalt Emulsion @ 300 gal, acre Y BURIED 6 INCHES DEEP I" A YEAlICA1 1RENCM Ox THE LOWER EOCE THE UPPEiI EDGE SNOUID
STANDARD CHECK DAM 04000.06 Anchor - F STANDARD CONSTRUCTION ENTRANCE 04000.07 finished grades are estab l i Shed, Burr AGANST s"DO,HLr wr Sao AND eE ~wRELY IcIO IN PULE MTn aosELY SPAaD HEAVY DU,Y WIRE STAPLES a, lEASi 11 INCHES LONG. 8) Maintain soil erasion control measures Unt I l ENSURE THAT THE SPREADCR IS LEVEL, FDR UNIFORU SPREADING 6 STORY RUNCfF,
EFFECTIVE:07101J04 SHEET , of , EFFECTNE: 07/Oll04 SHEET , of , permanent ground cover I s estab l shed. 5. CCNSiRUC, THE LEVEL SPREADER ONUNOIS7URBE0 SG'L (NOT ON FILL1 A. LaNSTRULr A 30 FOOT TRANSITION SEL,IpT fRM THE DIVERSKXI p1ANNEl TO BLEND SMOOTHLY
O Oy O~ , GENERAL NOTES: " 9) RegU2St final approVa l by Town Eros I On COntrO l NIH THE MOTH AND DEPM OF 1HE LEVEL SPREADER. 5. MSPFRSE flONOFF FROM THE SPREADER AgLOSS A PROPERLY STABIt1ZE0 SLOPE, NOT 10 EXCEED
M, 1Z Y ALL DROP INLETS OVER 3'-6" IN DEPTH TO BE PROVIDED WITH STEPS aQ y w p ~ 1 •2 ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH STD. 840.66. Q F.3t . SEEDING SCHEDULE Eng I Weer. ~ 10A MAKE BLXLE THAI THE SLOPE 6 StlFFlC,ENRY $NDOTH TO KEEP THE FTAW fROY CONLEN,RAiING 10) Remove soil erosion control measures and stab 1 L i Ze 6. IANEaATELY AFTER I1S CIXVSIRUCPDN, APPROPRIATELY SEED AND MULCH THE ENTIRE 0151URBEO AREA
DH+px CLASS "B" CONCRETE TO BE USED. M0:=V SH STANDARD METAL POSTS 2'-0" IN GROUND ~o~-1y I Iy JOf~„ ' SHOULDERS SIDE DITCHES, SLOPES (max 311) these areas 67xE LEVEL SPREADER. eT DETAIL No.
Nzixy I ~ I ALL NORTAA JOINTS ME 12" ~ LB". ppa~z j =pDnl~fl % % FOAMS AAE TO BE USED FOR 7HE CONSTRUCTION DF THE BOTTOM SLAB. wally=` DATE DATE TYPE PLANTING RATE
Tzy BRICK MASONRY DROP TNLET NOT TO BE USED IN LOCATIONS SUBJECT i0 I-p~C< GALVANIZED HARDWARE WIRE ZM'09 p~ - I 7RAPFIC. F=FZ '',,:;;'s 04000.22 STANDARD LEVEL SPREADER 15 -Nov 1 Tall Fescue 300 lbs/acre EFFECTNE.07lOI104 SHEET t OF 2
EXTENDS TO TOP OF BOX Or _ ' _ JUYBO BRICK WILL BE PERMITTED. CONCRETE BRICK OR a" SOLID CONCRETE wF o~ Aug 15 -Nov 1 C>=p=~ZZ" T BLOCKS NAY BE USED IN. LIEU OF CLAY BRICK. ~O~¢ NOV 1 -Mar 1 1 -Mar 1 Tnlt Fescue & Abruzzi Rye 300 lbs/acre
' DDD - IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX, ADO = Mar 1 -Apr 15 TO BASE AS SHOWN ON STANDARD 84D.OD. H 1 -Apr 15 Tall Fescue 300 lbs/acre 15 -June 3D Hulled Common Bermudagrass 25 lbs/acre
yo ' FOR 8'-0" IN RESORT OA LESS USE 8" WALL. OVER 8'-0" IN HEIGHT USE 12" Wo Apr 15 -June 3D Z ~ WALL TO 6'-0" FROM TOP OF WALL, AND 8" WALL FOR THE REMAINING 6'•0", v July 15 -Aug 15 Y`J QUANTITIES TO BE ApIUSTEO ACCORDINGLY. 15 -Aug 15 Tall Fescue and 35 lbs/acre
x~x Browntop Millet XEx~ or Sorghum-Sudan Hybrids
~OPopo PLAN o. RITN COPING AEYOYED
~ 3'-6" BAICK COPING 2'-6" SLOPES (3 1 to 2 1)
° 8 m FArwE~ io ~re ¢ Mar 1 -June 1 . O ~ O 1 -June 1 Ser i cea Lespedeza C scar i f i ed) 50 l bs/acre PROJECT # 05-SP-004
- ~ °L-_ QT Mar 1 -Apr 15 and 1 - A r 15 ADD Tall Fescue 120 lbs/ncre APPROVED P
° p W ti z t- 41a° 0 yWx "Ww and TOWN OF GARY
° o A rn 6^ A 6° e„ a e• 3 Z H Mar 1 -June 30 -d ° ~~y oHa 1 -June 30 ADD Weeping Lovegrass 10 lbs/acre or
UV I S x z o Mar 1 -June 30 v ~ ~ ~~8a o - - ~~°r _ I I mom 1 -June 30 ADD Hulled Common Bermudagrass ~5 Ibslacre Approved by Date
op L I I ate= ~a o p f d o June 1 -Sep 1 - xxe T Il Fescue and 1B0 lbs/acre Planning Date 1 Sep 1 a
~~w(c} 0 o®cxao®I1~o I Z s ~MH° - 1a-X~ ,E:Ex Browntop Millet 35 lbs/acre Englneenng Date x~x or Sorghum-Sudan Hybrids 30 lbs/acre
t.12~ NC~c
'V~ m r" m SECTION X-X ~ = M N m I r _ SECTION Y-Y N ~ Sep 1 Mar 1 q 57 WASHED STONE PLACED TO A HEIGHT OF -1 ~ " m 1 -Mar 1 Sericea Lespedeza 70 lbs/acre (unhulled-unscarified)
12"-18" MINIMUM ABOVE TOP OF 80X T DIY&SIONS AND OIMWT[T1E3 ~ O OINENSIONS OF BO% 6 PIPE CgIC. TOTAL BRICK Yl190NAY OEWCTIONS FOp Z 9 PLPE SPAq 1ROTH HFIIiR ~ ~ ar6: PIPE W Nov 1 - Mar 1 and Tall Fescue 120 lbs/acre dNN~~01NMN~ •
PER FT. BAICK NLN. D A B H GU. YDS. HEIGIR COPING H C.S. A.C. 1 -Mar 1 ADD Abruzzi Rye 25 lbs/acre e~"(H BARD .`e ~~e......h
1z" s'•D• z'-a° z'-5" o.z57 0.919 o.D3r D.en D.DZO D.o3z Consult Eros I on Cc 15" 3'-0" 0.257 7.319 D.037 0.978 0.031 O.D47 n in er or So'~l Conservation Service for additional eee~ ~ alt Erosion Control E g e
Information concer 57 16" 3' 5" 0.257 0.313 D.037 1.ID6 D.D44 O.OBS 2." 4'-0^ o.zs7 0.313 o.a37 1.268 o.o7e 0.113 The above vegetati °mntion concerning other alternatives for vegetation of denuded areas. which do well under local conditions; ~ zbove vegetation rates are those E
DETAtLNo. 9'-0^ z'-o" a'-s^ D.z67 0.313 D.o3r 1.357 oe2z o.ttD other seeding ratE ° seeding rate combinations are possible, e ~ 026971 : S .i
T 1 OF 1 SHEET 1 OF h ANDARD CATCH BASIN/YARD INLET PROTECTION 04000.14 840.15 Temporar - RE ST 840..15 y temporary -Reseed according to optimum season for desired permanent N(lT AP ~
n_ _ i i ~,,.,..r ~r`n,., n.mr 1? I n~hoc . n ha . nht -
IEFFECTNE:07/01/04 SHEET OF l ` Ve e Iu un, Vu r u before owing, o* i~41un mowing, othePWtu'rv Lr'Nur ur y ~U w y - - a e se fescue may be shaded out.
'titi R E,.••
No. Revision Date B Designer Scale
W&R NTS EROSION CONTROL AND WITHERS R"ENEL Sheet No.
Drawn By Date A& WESTON PLACE ER
Checked B W&R lob No. 05/16/05 McCAR By WET PDD ST(
WEC 204070.1 H 0 M E S''m B 1956 STORM DRAINAGE DETAILS 111 ENGINEERS I PLANNERS I SURVEYORS 14 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.com III j

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SCALE; 1 " = 30'
A i " = 30' ;CAI. E: t " = 30' SC LE
RCP RI`~I_R
1' MIN. FREEBOARD TOP OF DAM EL, 353.0
T RM TOP OF ROAD EL. 353,0 WATER LEVI L DURING STORM WATER LEVEL DURING S 0 TOP OF UAM EL, 325.0 WATER LEVEL DURING STORM 100 YR, EL= 352.80
TRASH H00 100 YR. EL= 352.0 - - 100 YR. EL= 324.97
_ _ _ - - 11-III-III= _ _ - - =III=1 ~ I_ III=III- - I
- II=III=III- - - -I - - I- - I II_II _ ~ -III= = II _ _
-III=11= I I I - - ''-i = - - - ~ I =III= - PEAK FLOW ATTENUATION POOL 1- - - I PEAtt FLOW ATTENUATION POOL I _ - I I -III -1 I 1=_ _ - _
I-III- - PEAK FLOW ATTENUATION POOL I. - - -III-III= - =1 I I =1 11= ~ = , I I_ _ _ _ - ~ I - - - MINIM M S OPE 3 1 • -III-I - U L
I = - - _ - ~ -I I I_I I - - _I- I -III-I - - PERMANENT - - MINIMUM SLOPE 3 1 - - ~ ~ ~_I = - _ ~ ~ I_ -I I III-= - - i MINIMUM SLOPE 3 1 ~ = - - ~ ~ I-
I ~-I (I-= _ POOL - ~ ~=1 _ _ - ~ ~-I - - - ~I I I I --III-I - - -i ~ 1= - - - EARTN DAM
-III- - - ~I I I -III- - -1 I I_I _ - I_I ~ - - - _I I I_I I I_ - - I I_~ ~ _ I I ~ _ _ _ - _ ARTH DAM -III=III= - - I I-i ~ _ -I~ E -~~i--=_ _ -i I I ;III-- -I ~ _
I -I ~ I_I I I__ _I ~ - ~ ~ =1 I I-1 I 1=_ : - ~ - - - -I ~ _ ' =1 I 1=~1 I 1=- _ -I ~ 1=
- - I- -I I I_~I I I-- _ I ~ _I I I- a a - III-~ , _ _ _ ~ ~ ~ ~ ~ ~ - - II.-,, L= =III-1 = -II=~~~_'' - I-I I I_I I I-III _
I=--__- ' i I ~=1 I=1 I I=1 I I=1 ~ I=~ - -I I I- III-I I I ~ ~ I 1=1 11=1 I I-I I I_I I I-I I I_I I - -II=~~~- I _ - - - - - _ _ - II-III=III=III=III=III=III=_ _ -III III-=- =1II ---~~~-,I=-- -
II_I _III_III_III_III_ I__ _ _ILI - - 1= ~ ~ I-- -I 11=1 i t-1 I I-I ~ 1= I I,I 11=1 11=_ - -III=III-III-III- I_III-III_= _ ~I I 1=1 I 1=_-_ ~ III=I - - -
-1 11-1 I I I ,III-I I I_= _ ~ ~ ~ -1 11= - - - III=~ ; , ANTI-FLOATATION DEVICE III.,-,I~_II ~ 11= _ _ _ I I ~ ,III-I I I_,I I i-i I -1 _ _ _
-III, ; ,I I 1=1 I 1== - - Il,,,lll_ I I-= - _I I I-I I I_ -
_I 11=1 11== - ~ ~=1 1I-1 I I_I I ~ ~ _ =1 I I-1 11=1 I ~ ~ ~ .III-
-III- _ _ ° ANTI-SEEP COLLAR -III-II -1 I I = I ; ,I ~ I, ~ ,I ~ I.. NOTE; THE DRY POND SHALL BE UTILIZED AS A _ -111_ _ _ _ _111;,111 III,_ -I 11.-1 ~ I ;I ~ I„ N T ~ THE DRY POND SHALL BE UTILIZED AS A 0 E, 25 LF 15
NOTE; RISER BARREL, SKIMMER AND OUTLET PIPE SHALL 22 LF 15 = 15° SEDIMENT CONTROL DEVICE DURING ROADWAY Pvc ouTLET PIPE
SEDIMENT CONTROL DEVICE DURING ROADWAY PVC OUTLET PIPE BE INSTALLED PRIOR TO THE BEGINNING OUTLET PIPE AND UTILITY CONSTRUCTION. ©3,20 ~1~
AND UTILITY CONSTRUCTION. @ 0,91 OF OVERALL SITE GRADING AND SHALL BE ONCE SITE HAS BEEN STABILIZED AND GRADING
UTILIZED AS A SEDIMENT CONTROL DEVICE WET POND BARREL ONCE SITE HAS BEEN STABILIZED AND GRADING IS COMPLETED THE BASIN SHALL BE CLEANED
T ITY CONSTRUCTION. 97 LF 30" "0-RING GASKET" IS COMPLETED THE BASIN SHALL BE CLEANED DURING ROADWAY AND U IL OUT AND STABILIZED.
ONCE SITE HAS BEEN STABILIZED AND GRADING ~ 908% OUT AND STABILIZED.
IS COMPLETED THE BASIN SHALL BE CLEANED
OUT AND STABILIZED. THE SKIMMER DEVICE DIMENSIONS ELEV..
SHALL BE REMOVED.
TOP OF DAM WIDTH 2.5 352.0
N ELE~ DIMENSIO S N ELEV. S 1-YEAR STORM ORIFICE 1 CIRCULAR 348.6
TOP OF DAM WIDTH 2.5' 324.( 324.0 EMERGENCY SPILLWAY 30 WEIR 352.0
DIMENSIONS ELEV.
NORMAL FOOL 13,932 SF 347.0 1-YEAR STORM ORIFICE 1" CIRCULAR 353.( ~ G AR 353.0 OUTLET PIPE INVERT IN 15 RCP 348.5
POND BOTTOM 9,188 SF 344.0 EMERGENCY SPILLWAY 30 WEIR 324., ~ 324.5 OUTLET PIPE fNVERT OUT 15 RCP 347.7
TOP OF DAM WIDTH 27 FT. 351.7
ANTI-SEEP COLLAR 60" x 60" N/P OUTLET PIPE INVERT IN 15° RCP 321.C 321.0
•••~oeu•np,,••M
1-YEAR STORM ORIFICE 2" ORIFICE 347.0 OUTLET PIPE INVERT UUT 15" RCP 320.E 320.8 ~N FARO ~ o~ 1,
SECONDARY ORIFICE 6"x4' 349.0 PROJECT ~ 05-SP-005 F
TOP OF RISER 5'x5' RCP BOX 350.0 APPROVED ~ Ep
OUTLET PIPE INVERT IN 30" RCP 343.8 a a: TOWN OF CARY ; ~ 026977 a ;
OUTLET PIPE INVERT OUT 30" RCP 338.0 nnnrrniari by MtP
Planning . , Date c~FR•.~E CAL
Engineering Dcte
No. Revision Date BY Designer Scale W&R 1 "=60' WITHERS RAVENEL Sheet No.
Drawn By Date WESTON PLACE
W&R 06,/07/05 STORMV n )RMWATER MANAGEMENT PLAN ENGINEERS I PLANNERS I SURVEYORS 21
Checked B Job No. w _ By 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersravenel.com
WEC 204070.1 H 0 M E S m

jd -~-rte---
l ~ IIII I, NOTE: LEGEND DENUDED AREA ACRES 1937 AC
~ ~ I LEVEL SPREADER TABU NOTES ~ iii ~ ~ ER TABLE EROSION CONTROL MEET ALL OF THE REQUIREMENTS RELATIVE TO BEST ( ~ THIS PROJECT SHALL /
WITH TOWN OF CARY I ~ ~ ~ ~ / \ LENGTH (1) ALL CONSTRUCTION SHALL BE IN ACCORDANCE ~ ~ ~ ~ / OUTLk.T Quo LENGTH ~ CONCRETE PIPE MANAGEMENT PRACTICES AND ENGINEERING STORMWATER CONTROL STRUCTURES SAS IMPERVIOUS SURFACE AREA 433,771 SF (9,96 AC ANCHOR W OF CARY LI10 SECTION 7.3 STORMWATER MANAGEMENT . ~ OUTLINED IN THE TON ~
STANDARD SPECIFICATIONS AND DETAILS REVISED APRIL 15, 2004. I ~ / / ~ , , ~ INSTALL SILT FENCE & , IJ ~ 'I ~~~I ~Il ~ ~ ~ / ~ / " - _ ~ ~ ~ ' - _ PROTECTION FES10 0.2 CFS 40 ONTROL STRUCTURES ~ ~ o _ _ TREE 40 -x-x-x- SILT FENCE
TRACTOR SHALL MAINTAIN ALL EROSION C ~ 1 / ~ ~ (2) CON ~ ~ 1. ~ 3 , / / ~ ~ - ~ , DURING THE LIFE OF THE PROJECT, ~ ~ ~ ~ ~ ~ ~ / ~ ~ / r - - , ~ - ~ ~ , FENCE FES70 3.9 CFS 52 52 OFFSET PAYMENT TO THE NETIANDS RESTORATION FUND IS PROPOSED TO MEET
I it ~ ~ , /~l / / ~ ~ l ~ r_ ~ ~ V ~ ~ ~ R SHALL CONSTRUCT DIVERSION DITCHES AS NECESSARY TO ~ ~ ~ ~ / / / ~ - ~ FES80 5.3 CFS 69 (3) CONTRACTO I j ~ ~I( ~ ' ~ ~i ~ / T l ~ ~ ~ ~ ~ ~ - ' _ ~ ~ ~ ~ ~ TEMPORARY DIVERSIO NITROGEN EXPORT REDUCTION REQUIREMENTS. ON SITE DETENTION IS PROPOSED % 69 DITCH CONTROL RE UIREMENTS. AT DI 11 AREA UPSTREAM SHALL
ENSURE All SEDIMENT IS DIRECTED INTO EROSION CONTROL MEASURES. I ~ ~ ! ' 11' ll~l~ ~ ~ ~ i i i ~ / ~ ~ - - ~ ~ ~ ~ ` - - FLUME 2.8 CFS 40' TO MEET PEAK RUNOFF Q 'f 40 PR TECTION .{p---~P--~ TREE o BE GRADED TO PR01~ED 0.90 ACRk-FEET OF STORAGE.
PROTECTED PER TOC STD. 04000,14 UNLESS ' ~ !i ~i ~ ~ ~ ~ / / i ~ , _ ~ ~ ~ ~ rl - ~ _ , (4) All CATCH BASINS SHALL BE ~ f ~ ~ I~I~~ / / ~ s / ~ _ ~ ~ ~ ~ _ - - ~ \ - - - \ ~ BMP 2 6,8 CFS 90 i l , ~ 1 # I ~ I _ NOTED OTHERWISE, ~ ~ I ~ ~ / ; ~ _ _ \ ~ - - _ _ - ' FENCE 90
VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR ~ ~ ~ ~ - - - _ - - , ~ ~ ~ ~ ~ ~ _ - (5) CONTRACTOR SHALL ~ - - - _ _ INLET PROTECTION
R ~ I' ~~I ~ tea- _ - ~ ~ \ ~ i'--- - TO CONSTRUCTION, LOCATION OF EXISTING UTILITIES SHOWN ON PLANS ~ ~I~ ~ ~ ~ ~ \ \ _ - ~ ~ ~ ~Pi ~ \ ~ - _ I Ii IIII L--~~ ~ ~ ~ A ~ STORM DRAINAGE AND EROSION CONTROL N07ES; % NT SHOWN ~ ' 10-YR STORM EVE ,
N BUT CAN BE CONSIDERED G ~ ~ - ~ ~ ~ _ _ _ IS BASED ON BEST AVNLABLE INFORMATIO ~ I ~ ~~I~ ~I - ~ ~ ~ - - _ - _ ~ ~ \ A _ ONLY AS APPROXIMATE f~ C !I ~i ~ I~ I 1 ` t _ ~ ~ - _ - - - ~ ~ - 1, ALL CONSTRUCTION SHALL SHALL BE IN ACCORDANCE WITH CURRENT TOWN ' 7 I S. ~ OF CARP STANDARD SPECIFICATIONS AND D,. A L ~
I III ~ ~ - ~ ~ ~ ~ A V A ~ \ ~ \ \ ~ Ff OR AT APPROVED STOCKPILE AREA ON SITE I I ~I ~1 I ~ - _ ~ ~ ~ ~ , ~ \ \ ~~A _ ~ ~ ~ GRAVEL/RIP-RAP 2, RIM ELEVATION GNEN FOR CB IS TOP Or' CURB ANO FOR YI IS i0P OF GRATE. FILTER BASIN 3, ALL PIPING SHALL BE CLASS III REINFOkCED CONCRETE PIPE (RCP} UNLESS
(6) TOPSOIL SHALL BE WASTED D SITE P ~ ~ 1 VI II ~`r _ , ~ ~ , ~o - , ~ ~ ~ \ \ \ ~ \ \ ~ ~ ~ ~ RISER BASIN A DESIGN TABLE ~ ~ ~ _ _ ~ \ \ . BMP I, ~ _ _ ~ v \ v ~ \J NOTED OTHERWISE. ~
(7) TOPOGRAPHIC INFORMATION FROM SURVEY BY WITHERS & RAVENEL, I I~ ~ 1111 ~ ~ \ ~ ~ ~ _ ~ \ ~ \ \ (\'S~ \ BMP 1 III ~ - ~ ~ ~ ~ - ~ ~ \ \ ~ _ ` 4. ALL PUBLIC STORM DRAINAGE FRAMES, GRATES, & HOODS SHALL BE STAMPED " RIVER" IN ACCORDANCE Wii'H TOWN OF CARY STANDARDS,
AN CONSTRUCT PIPE, I N I; I I I~ - ~ ~ ~ ~ - - ~ \ \s° - _ (8) CONTRACTOR SHALL CLEAR FOR PIPE D DES G DIMENSIONS ELEV. I i I~ ~ I ~ ~J~ ~ ~ \ ~ ~ ~ ~ ~ , TEMPORARY GRAVEL w/ DRAINS TO 5, YARD INLET YI GRATES SHALL BE 2'x3' AND SHALL BE APPROVED BY OWNER CONSTRUCTION ~
CONTRACTOR SHALL INSTALL SILT FENCE AND SEDIMENT BASINS AT PIPE k I I ~ ~ s ~ \ \ \ \ ' IIII - ~ \ \ \ \ S AND DIVERSION DITCHES AND THEN BEGIN GRADING ROADWAYS, NORMAL POOL 13,932 SF 347.00 ~ II ~ ~ I ~ - L ~ ~ \ \ , \ rf~ END ~ 1 1 ~ \ ~ ~ \ ~ \ ~l - ~ ENTRANCE PRIOR TO INSTALLATION, \ 6, RISER BARREL FOR BMP 1 MUST BE ONSITE BEFORE A GRADING PERMIT WILL BE ISSUED j
IN A TOP OF DAM WIDTH 35' 352.10 ~ I 1 I ~ - - ~ \ \ v V ~ ~ \ ~ ~ ~ - (9} CONTRACTOR SHALL ENSURE GRADING OPERATION IS CONDUCTED ~ )I II I ~ ~ A ~ VA ~ ~ ~ 7, A GRADING PERMIT WILL OT BE ISSUED UNTIL THE TOWN OF CARY HAS RECEIVED
A OW ANY STORM WATER TD POND, 100 YR wATER SURFACE 351.02 IIII ~ ~ \ \ \ ~ ~ \ ~ \C ~ \ - ~ ~ , MANNER THAT DOES NOT LL I, \ FLARED END SECTION NOTIFICATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN ISSUED ~a 'r ~6 ~ ~ ~ w RIP RAP OUTLET TO THE DEVELOPER AND LOCAL. GOVERMENT STATING THAT NITROGEN BUY DOWN HAS BEEN COMPLETED o Fq ,
T R I CHARGES TO UNNAMED TRIBUTARY OF CRABTREE CREEK, 1-YEAR STORM ORIFICE 2" ORIFICE 347.00 1 X11\ ~ ~ A \ ~ \ s \ ~ ~ ~ (10) STORM WA E 05 ,I I; III ~ \ , 1 RE 'D. 349,00 ~i - ~ \ ~ ~ ~ ~ \ \ \ \ \ P OTECTION 8. FILL FOR RISER BASIN 'A' TO BE RECOVf.REO AS A Bl'-PRODUCT OF SITE GRADING, F~ ~ B q
P TED DURING CONSTRUCTION INTERMEDIATE ORIFICE 4x6 ( Q ) I ` ~ ~ ~i ,rR ~ \ \\l ~ 5 \ Ao (11) ALL STORM DRAINAGE PIPE SHALL BE ROTEC NTI-FLOATATION 8' x 8' x 2' 346.50 ~ I~~ 111 I ~ ~ \ \ \\s~ \ ~ ~~Q \ \ ` CONTRACTOR TO AVOID DISTURBING AREAS NOT SHOWN ON PLAN, 5 \ o \ qT SF
IN ACCORDANCE WITH TOC STD. DETAIL 04000,12• TOP OF A IA ~ ~ ~ ~ ~ \ I f ~ ~ ~ V~ TOP OF RISER 5'x5' INLET BOX 350,00 ~ ~ I~ II I ~ ) ~ A I I ~ VA \ A ~ ~v vv v ` ` _ - THE FUTURE WETPOND BMP #1 TO ~ ~ ~ 1 \ \ \ \ ` _ - _ BUILDING RESTRICTION FLOOD
(12) CONTRACTOR SHALL PROVIDE RIP RAP LINED TAIL DITCHES AT THE STORM 4 .80 II 1\ ~ / / I I~ ' ~ \ ~ ~ P NTS AS RE UIRED TO ENSURE POSITIVE UTLET PIPE INVERT IN 30" RCP 3 3 ~ I I, ~ I I / ~ \ DRAINAGE PIPE DISCHARGE OI Q 1 \ ~ \ ~ , _ _ _ BE USED AS RISER SEDIMENT N THIS LINE IS 2' ABOVE ~ ~ - - LI E,
338.00 ~ ~ OUTLET PIPE INVERT OUT 30 RCP I, II IV 'I~ ~ ~ ~ \ ~ ~ \ DRAINAGE. ( I A I ~ o / ~ / 1\I 1>~ , ~ - -BASIN A DURING CONSTRUCTION F ELEVATION. _ _ - _ THE 100-YR LOOD
OUTLET PIPE SLOPE 97.43 LF ®5.95% II ~ \ / / I 1 ~ 13 SEDIMENT BASINS SHALL BE KEPT OUT OF WETLAND AREAS, l ~ I', I \ I ~ / / ~ ~ / ~ O 1 V1 v V / / ~ =ate , ~I ~ _ -
{14) THERE IS FEMA MAPPED FLOOD PLAIN LOCATED ON THIS L, { Ir ~ V 1 ~ ~ / - / - / - - - ~ ~ ~ r 335_ _ _ - _ ~ ~ SEDIMENT i
7 075500) 1 ~ '0 / ~ \ PROJECT PER FIRM MAP 3 20 I ~ ,I I; A V ~ / / / / _ I IRED FOR THIS CONSTRUCTION. I f \ s / / ~ / i~ - - _ _ - ~ - - _ _ BASIN D EVEL 1 ~z _ 40 L
(15) A PRECONSTRUCTION MEETING MAY BE REQU I ~ \ ~ ~ \ I N COVER SHALL BE ESTABLISHED EITHER IN 15 WORKING I I~ ~I/ ~ \ ~ ~ / r - - i ~ ~ ~ - _ ~ SPREADER ~ ~ ~ ,
1 11 l ~ / I (16) PERMANENT GROU D RTER PER TOWN OF GARY ~ 1 ~ I I / DAYS OR 90 CALENDAR DAYS, WHICHEVER IS SH4 I it I \ \ ~ i / i / ~ / \ ~ ~ ~ - 52 LEVEL
FT R CONSTRUC110N IS COMPLETE, ) ~ I ~ \ I ~ ~ ~ ~ / / / / REQUIREMENTS A E i ) ~ ~ J/// ~ ~
P PRIOR it I ~ 1' ~ I I) ~ ~ / / / / •y65 / / 17 TREE PROTECTION FENCING SHALL BE INSTALLED AND INS ECTED i / / II / / / ~ / i r ( ) P RMIT• FENCING SHALL NOT BE REQUIRED '.I I I ~ / / / / / ~ ~ i ~ TO ISSUANCE OF A GRADING E ) I I / I 1 / / / / / / / / ~ s ~ f' ~ _ \ y ~ - , . _ _ _ , SEDIMENT 1 ,~r ~ \ \ ^ ~ y--> _ _ _ - ~ ~ BASIN E~ r I~` ,
ADJACENT TO AREAS WffHOUT WOODED VEGETATION, ,1 I ~ ~ / / 'Y / / / _ / / / ~ / i ( I' I I I I I / / / ~ / / a
F THIS PROJECT SHALL REMAIN CLEAN AT ALL TIMES ~ I X / / / / 31 / / / ~ ~ i (18) STREETS IN FROM 0 ;I 1`~ 1111111(1( / / / / / _ / ~
OR A WASH STATION MAY BE REQUIRED, I I( I / / ~ / - THIN 15 DAYS OF ANY I I III I Ill II / L / / / x (19) CUT ANO FILL SLOPES SHALL BE STABILIZED WI ~ N, ) I I I I 11 ~ / ~ / 1 1 / / ~
PHASE OF GRADING, I I 'I I IIII VII 11111 I ~ ~
20 WETLANDS SHOWN ARE PER FIELD DELINEATION BY S&EC AND SURVEY I 1 \ I I ~ ~ , ~ ~ ~ i ( ) ANNELS LABELED WITH V1IDTHS OF WETLANDS, I ~ I'' IIII III III III ~ ~ \ ' BY WITHERS & RAVENEL. CH I I ~ \ ~ ~ \ ~ ~ ` ' ' \ \ \ \ °`3."~ \ \ ,~,.z-~ _ FLOOD R BASE
MA E TO EXISTING TREES NEAR THE INTERIOR EDGE OF ~ I I'~, II II IIII Ill III Il I 1 (21) TO MINIMIZE DA G I I I 1 ~ V A _ _ \ J ~ ~ - ~ Rs^ ~ THE FUTURE DR OND BM 2 TO
BUFFERS AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM ~ 1, IIII Illlll III V / / / ~ _ ~ ' ' F DISTURBANCE, SO AS TO CUT, V ~ ~ 11 \ \ ~ ~ - A ONG THE LIMITS 0 / i 2 TRENCHES l II III I I I \ \ \ \ - ~ - _ \ ~,c, ~ X51 ~ ~ r / ~ _ - _ , °F ° BMP 21'~ BE USED AS IS SEDIMENT
RATHER THAN TEAR, ROOTS. ~I ~ 1 I~ I I I 1 I I ~ \ \ \ t I ~ ~ ~ - I I I I V N N ~ - ~ _ R DRY ON W ~ ~ ` BASIN 'C' DURI CON R CTION ~ a W ~ \ ~ r r ~i,
(22) THE TREE PROTECTION FENCE SHALL BE MAINTAINED ON THE SITE UNTIL I 'I I'i IIII II~11~ I~1 \ A \ ~ ~ ~ / r ~A _ a ~ \ 1 1
ALL SITE WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO I I1 II ~ \ ~ ~ ~ \ ~ \ \ ~ \ ~ ~ y- I SCHEDULED, THE FENCING SHALL I 1'~ 11 II ~ I ~ ~ ~ ~ ~ ~ ~ \ THE CERTIFICATE OF OCCUPANCY (CO) 5 U W A r r I , " w P R FOR 1 OUTLET I~ , i - 90 LEVEL S READ
F THE CO. ~ ~ I I I ~I ~ ICI A ~ BE REMOVED PRIOR TO FINAL 51TE INSPECTION OR I I~~I w I ~ ~ ~ ~ ~ ,i - _ 'l ~ ~ I ~ ~ ~ - - I I ~ ~ ~ S~0 Kra E ~ " ~ w ~ ~ r 1 RAWDOWN ORFLC ELEV = 3 0.75 1 ,
I' I ~ 1 I 1 JSS ~ ~ AY~364 \ I U stream Downstream ~1 I I I; 9 p Slope Rim 1 ~ ~ \ Upstream Downstream Length Q 10 Pre Q 10 Post Invert Invert ~ 11111 I I 1 ~ ~ ( ~ ~ l ~ - ~ _ v v 1 S D K
ion Elevatwn ~ 'I ' I'. III I I I I ~ ~ ~ / / / ~ II - , - ~ Node Node (fi) (cfs) (cfs) Size Elevation Elevoi (ft~ft) I I I I ~ ( / - v A 1 q UI E NOI~ ~ ~ ~ 1 ~ENr upp(~
rtv rtl (lt) ''I t I; I IIII III 11 l ~zo' ~ / / / ! / ~ I Id ~ ~ ~ ~ - - ( / ( I I I I1 / ~ / / / ~ ~ k „S7%34a~ \ _ - v o ~ ~ r ~''R~A ~ r~
DI 96 CB 95 50 8.30 13.83 24 mch 389.00 388,10 0.0060 394.00 ;I I, 1 .IIII IIIIII / ,~a / / / / / / ~ / ~ i A - 4. 4 ~ y II . I I I / / / / / / ~o .i~'-338 x I _ ` ~1~ ~ ~ \ 1 i 1J ~1 r.
CB 95 CB 94 120 8.45 14.08 24 inch 388.50 3853, 0.0265 39 5 IIII Illll~ , I ~ i/ / / / / / / sws ~ ~jP _ I'~ II I~ / / i % i I CB 94 CB 99 40 11.72 19.54 24 inch 38L25 380.80 0.0112 390.13 I I I I I I I I / / , / / ~ / 160 ~ ~ - - - ~ _ ~ ~ x111 ~ ~
86.93 i 'I I~ II II I 111,1 ~I ~ / ~ / ~y, / _ ~ L_ _ k - CB 93 CB 92 34 1.90 3.16 15 inch 381.88 381. ,1 0.0053 3 I I I i I ~ h _ ~ ~ _ - - C - - _ - ~ v A~~~1 ~a ~r ( ~ 320 _ ~ ~ - _ v ~ ~ \ ~ ~ ~ ~ ~+~YEAR BASE
in h 381.50 38L;", 0.0058 387.89 I 1' 1111111 III1il ~I I~/ ~ ~ ~ ~ x - ~ - CB 92 CB 94 43 1.97 3.29 15 c 1 ~ I I, I / ,~F~SF~ _ V A s - _ _ I ~ 11 I 7 1 ~ ~c'~ ~i 0.1582 390.2 '.I I II / ~ - ~ ' V FL dR ELEVATION
4 inch 378.00 365. I 1 2 I _ ~ 20 0 I 1 1 7 2.06 I I ~ ~ - - 9 I CB 91 FES 90 I I ~ v ~ ~ ~ 47 369.50 ~ it I I I I ~ / ~ ~ ~b ~ ,.1 ~ S~ _ Q 362.x:' 0,05 I I I I `~l - • I ~ C 85 75 0.65 1.09 12 inch 366.50 I i I 1 1~ ~ ~ ~ r ~ i - v ;r \ ~ \ - _ v v H
D 8o B I II I 1, I I II ~I I~ v I I II I ~ ~ = , , 1 ~ I JB 84 48 1.75 2.92 15 inch 362.17 359..x.' 0.0595 366,19 ,i IIIIII ~ ~ ~ CB B5 i I I 1 II 1 111 IIII II I , - 9t , , ' ' ~ - i ~ ~ / - \ \ ' . i - ~ I ~ ~ II 1 - ~ \
92 15 inch 35912 355.°t1 0.0641 363.57 III t 11 ~ 111 ~ ,~E.F~lOM-~ ~ A / i ~ 1.75 2 ~ I i P1PE ~ ~ I JB 84 CB 82 60 'I 11111.11111 1111 1 ~ ~ ~ `9o- _
' 0.60 1.00 15 inch 356.27 355 :'t~ 0,0330 360.52 ~ II I IIII 11 1 111 ~ / 10-~ _ _ - - ' ~ ' ~ ~ / ~ i ~ i~ _ 350,. I o.os I 1 I I I 1 ' _ _ ~ v ~ / CB 83 CB B2 30 a 77 359.53 I 1111 j I j II / f .
` ~ CB 81 62 3,07 5.12 15 inch 355.08 - - - I i CB 82 I' I I 1111 111 I~~ - ~ V i ~ I 4 5~4D 15 inch 350.71 348.50 0.0189 355,16 ~ I I 11111111 \L _ _ _ ~ ~ / ,J~€ ' I ~ CB 81 FE5 80 117 3.2 _ 1, I I 11 1 I - _ / E , v u 3 A 'V J 3 I iI ff i \ ~ ~ I~
CB 80©~ FES BOA 24 3.20 5,34 15 inch 348.50 347.70 0.0320 352.50 I I ~ II 111 ~ / ~ ~ ~ \ ~ ~ ~ ~ ~ ~ D R` ~ ~i ~ ~ ~ ~ J I
I ' - a o.o42s 335.92 ~ I Illl II 11 ~ / ,y-L ' ~ CB ~1 7ES 70 45 2.31 3.85 15 inch 332.92 331.0 I \ 111I1~AVI - - I - 1\ 1 1 _ _ _ ~ / \ ~ ~ ~ ~ ~ 11 I I ~ / i ~ ~ Ili ~ ~ ~ ~ ~ '
I Di 688 I DI 68A 123 0,44 0.73 12 inch 355.50 347.10 0.0682 359.50 \ \,yAV - - - i 7 350.90 .029 I 0 4 3 / t 4 12 inch 346.90 3 6 , 8 II r' 11 0.8 ~ 'I~~j,i 0 ~ .A / iv:/ I ~i \ ~ ~ / ~ ~I r e - - ~
68A D~ 68 \ _ ~ _ / \ , 5.40 15 inch 340.00 332 0.0809 347.80 - - / DI 68 CB 66 92 3.24 ~ ~ - ~ I 1 ~j, I ~ .SEDIMENT ~ ~ ~ ~ ~.i i
r 1 inch 342.00 332 ' 0.0448 348.13 ~ J l / ~ -1~ i UB 67 ~ CB 56 2~l 1.06 1.77 5 ~ ten-, z3, ~ t/ r?h II' ~ M1 / 1 / BPSIN B 1 ' 1 1 1 v I I , ' ~ ~y, r3 ~II~ I a A ~ 11~~ ;
_ - a ^ ~ 15 in~~h 332 3C 33C F• B 47 1~ ~ A / / - _ ~ _ ~ 4". ,.~1 i i - ~ o -
.,2 i ~'~2 3.53 15 inch 332.36 33200 0.0113 336.89 ` ' ~ 6~ b< ' - 60 0.0370 336.76 - ~ ~ 1 / / ~ ~ CB 63 32 3.15 - 5.25 15 inch 331.80 330 I - / ~ ~ , ~ I, 1 > i 322 i ~ ~ ~ I~, ,1b o ti i ~ yii' ~I1. 100~y
C3 63 CB 62 93 8.86 ~ 14.76 18 inch 329.00 323.011 0,0649 335.23 I ~ \ A ~ / / ' j~, \ / 1 / / i V' , '5~, ~ ~ i ~ I ~ FLOOD R BASF ~I fF C
CB 62 CB 61 73 10.97 18.29 24 inch 322.80 321 BO 0.0137 328.68 _ ~ I ~ ~ ~ ~ 19 - 1~ ~ ~ \ I ~ I . vq r~p~V ~ \ ~ \ ~ I ' li RIPARIAN BUFFEK ~
CB 6\ FES 60 23 11,83 19,72 24 inch 321.60 32LU0 0.0264 328 ~ ; _ j J -O \ / ~ / ' / \ ` ~ ~ I
~ CB 59 CB 58 110 1.59 2.65 15 inch 37).94 371.92 C.0547 ~ 38219 - r, ~ ~ i , i ~ 1 DI 58F~ D' 58E ~ i29 0.03 0.02 6 inch 399.50 395.5C ~.~3-~ 402.50 I / ~ K, yp \ 1 I I D { I y; rJ ~ vA~ 1 ~ ~ ~ A , 1. _ \ \ _ O i
I- - - I , i-,` - a 706 398.30 ~ i k / ~ 0 0 ~8E ! D~ 580 ~ 54 0,02 0.02 6 Inch 395.30 392. GRAVEL I ~ ,g i / ~ \ \ I
1 inch 393.70 385.0 0.0567 397.70 I ~ ' - 01-580 ~ of Sac- 141 a54 0.90 2 CONSTRUCTIO~J L ,1 ~ i,, I U 0.0685 388.50 1~ ~ - v ~ All ~I~ / ~I 3 _ ,
~ ! D~ 58C ~ Dl 588 143 D~89 1.49 12 inch 385.50 375 ENTRY\NGE i I, ~I I II ~ r ~ A ~~~,•p j~ , ~ 0.0314 378.50 v 1 ~ \ ,,1 ; s91 1 t~
DI 588 ~ Di 58A ~ 121 1.44 2.40 12 inch 37550 371 ~ I ~r•-}' , - - 1, .1 74 .50 - 59 3 0.00 ' / 7 N ~ . 71,50 3 0. 1 15 inch 3 '1 ~ 3 1 3 + \ 99 ~ `)158A ~B 58 99 1 ~ \ ' ~ - ~I I ~~u: 1 I o Z H. ~ - ~ 11 i l I o ,ia ~
_ - , ~ 1 1 ~ ~ I \j _ 0.0 I ~ ~ , - - 17 376.17 P ~ I ~ r 2 - 7 370 _ r 3,55 5.92 15 inch 3 0.50 ~ ' ~ A` ~,E - 9 _ , r7 2 ~ f c. 8 CB ~ I B~ I ~ - 0 ~i
CB 57 ~ C8 56 43 3.98 6.64 15 inch 369.80 367`'' 0,0426 375.58 I 'I I 1\ ~ ~ ~ - eo ~ I - _t- ~ ~ 1 1,111 I I I I ~ I
41 6.88 15 inch 367.77 364',4 0.0214 372,22 I ~ ~q~}a~ 1 ~ CB .,6 CB 5_ ,51 3 I I ~ A I i~ DI X58 DI 55A 79 0.50 0.83 12 inch 368.00 365 I', 0.0324 371.00 _ ~ " ~ ~ 1, I ~ - II I~ ~i w 1 1 ~ ~ ~ , ~ ~ , 1 l ~ 1 -
_ I I 1 ~ o i~ I ~ i - t I t 1 1.88 12 Inch 365.25 364 0.0052 367.50 1 ~ V A ~ 1 ~ ~ - _ ~ DI 55A ~ CB 55 89 3 I _ _ ~ ~h` 1~ ` ~ 4,.1~ ~ { - ~ I 1 ~ ~ i
- a 71 368.69 i ~ 1 1 ~ V ~ ~ e..,~ ~ I , .o ~ d..•- t 4 4 362. _ 3 0.02 3 I CB 55 C6 54 52 5.87 9.79 15 mch 36 .3 i ~ ~ ~ , ~ r.. , ` - R 1 l - I 1 _ ~ , , - ~ ~ I I, j ~ ~ ~ A ~
{ CB 54 CB 52 80 6,02 10.04 18 inch 362.73 360.43 O.D288 367.18 , I I Ij ~ V A \ ~ "'i . ~ ~ ~ ~ I ~r ~ ~ v ~ - .1046 374.50 i V I 1.20 0 I - 0 36 r 3 1.56 12 inch 368.0 i 4 0.9 ~ ~ ~ r °r.. , I ~ L~ i I
~ I 65 ~ I A 5. ~ D a r- I - / i - I o B - 1 ~ - - 1 64.50 7 3 60.4_ 0.02 1.00 3 12 inch 36 ~ - 1.1 1.96 ~ ~ ~1 8 I DI 53 C 8 5. 2 ~K i r~ I 1 ~ V ~ i i - I ~ t .I. _ ~ 1 111,11, i ,K~1k~ ~ ~ ~ ~ ~ T , ,I , ~ f ~ ~ _ -;p. r, I ,~h` r1, ~ ~ ~ ,r.~ ~r. ~ 3
I I I ~ ~ _ ~ C9 52 ~ CB 50 58 7.44 12.40 18 inch 360.18 358.30 0.0324 364.68 I , I ~ ~ ~ \ ' _ ~ ~ i 2 / ~
' ~i ~ ~ ~ I I / I i CB 51 CB 50 30 1.17 1 ~ 95 15 inch 35898 358.55 0.0137 363.21 I ~ ~ I I ~ ~ = ~ ~ V ~ ~ _ '0 1 ~ 1 ~ 31.0 ' - - - 7.50 0.0140 362.80 I i I1 ~ ~ ~ I 7 A ~ # I k ~ / ,,pper~ 1 F~, Eq: ~ - f o I~~ ~ II ~ nv=3 ~ ~C Vgts£
I CB ~0 CB 44 43 8.82 14.70 24 inch 358.10 35 II A ~ A \ ~ ~ i ~ ~ - - 5 0.0114 380.33 i 1 I 1 ~ ~ ~ V ~ ~ V A ~ ~ ~ 1.54 15 inch 375.80 375.5. ~ ~ I ~ A \ V ~ e~ 14 t B 4 7 22 0.92 I ~ \ ~ I m ~ I~ i ti l~J. p. 1 BW. ON
°.65 4.41 15 inch 375.35 375.05 0.0100 3 9.80 , L I ~ o \ ~ 28 CB 47 ~B 46 - ~L~r, ~ -
1 ~ I ~ III ~ \ ~ ~ CB 46 CB 45 41 3.59 5.98 15 inch 374.87 371.00 0.0944 379.59 I ~~'1 I I ~ ~ ~ \ \ 1 A ~ 1 - - - - ~ I \ \ ~ 1 i~ I% - 0. > -
7 ,64 A ~ - 60,73 0.0735 3 5 ~ 44 137 3.74 6.24 151nch 370.80 3 II ~ - C 45 CB a B I \ ~ I 1 1 365 8 6 4 0.03 1 4 in h 357.30 35 80 \ 2 c 1.83 ' I ~ ~ ~ ) /
4 79 13.10 2 ~ 44 ~ CB 3 CB I III V n A\ \ \ ~ ~ ~ ~ _ - 1 4 0.0468 359.80 ~ I'• !I , ' ~ ~ ~ \ ~ CB 43 ~ CB 42 44 13.87 23.12 24 inch 354.60 352.5 d I \ \ ~ ~ ~ ~ _ - ~ _ I I iI II V ~ ~ ~ , ~ J i.~ A; Eli/ ~ ~ ~ ~
CB 42 CB 41 36 13.93 23.22 24 Inch 352.34 351.28 0.0294 357.54 ~ ; I.,I II I \ \ _ \ ~ - - ~ - ~ ~ V 1 ~ ll/ l ~ , r / ~ ~ ~ ~ ,^~L - i c:, so V ~ A ll f ~ l ~ ~ ~ ,o
24 inch 351,08 348.14 0.0313 357.09 II III V A A \ ~ \ - - CB 41 CB 31 94 16.39 27.32 ~ I ,I I \ \
; GB 34 CB 33 27 2,87 4,78 15 inch 352.17 351.90 O.D100 35617 I ~ II 11 \ ~ A - V ~ - ~ I ~ t 1 \ ~ \ \ , ~ .V C 31 106 5~D8 8.47 15 inch 351.70 348.89 0.0265 356.18 \ ~ ~ ~ ~ , l ~ /
CB 33 B 11 I I ( \ \ 'n , ~ I , I ` CB 32 C8 31 27 1,12 1,87 15 inch 349.09 348.89 0.0074 353.14 I;',I II I I A ~ 1 1 \ _ -l ~ ~ ~ 1 I lI 1 11 / Lam= - '
I I I I I i I, ~~s CB 31 FES 30 84 22.69 37.81 30 inch 346.94 345.00 00231 353,14 ~ I~ I I 1 1 ';w '`I I 1 F : , ~ ~ ~ ~ ~ ~ l l / ~ r= , - ~ lll!l~ ~ ~v~r~~' ~ I~
~ I ~ i ~ 11 I II ~ I ~ 1 ~ , ~ e 1 I~ I I I I I I ~ a~, 1' III I $ , - _ µ ~ ~ v v 1 ~ ~ ~~1V~ r ~,~1p, 8 ~ :ik~~ j.. i
, ~:t ~I I I I ~ ~ ~ ~ GRAVEL AND RIP RAP FILTER BASIN DESIGN I 1 I ~ I • r
I IIII ~ ~ \ - ~ I 1 1 ~ I o I r; ~ ~ BASIN DIMENSIONS WEIR VOLUME VOLUME I'~ 11111 I / / I A - - I
BASIN # ~ DENUDED DRAINAGE I I I I ~ / I ~ \ - OF OI I~&flANCE ` \ Y:..~ \ ~ ~ ~ ~ r ~ ~ ~ \ ~ ~ - _ ~e. _ - ~.C` ~
' LENGTH PROVIDED REQUIRED ~ I I Ill ~ / / ~ I AREA AREA DEPTH LENGTH WIDTH I "',L,l I / , / ~ \ ` - I 111 ~ / / / / 1 \ \ ~ ~ ~
1 12.33 7 237 119 N A 168,507 19,620 ~'v -'~,i'~,il ~ / / V ~ v v ~ ~ ~ ~ ' ` - _ A 0.90 ~ , ~ / I ~ . _
B 2.45 2.45 5 48 24 8 4,608 4,410 ~ ;I ~I;}I ~ y\ \ / ~ / / / / ~ / / / I 1 ~ v e,. ~ ~ ~ ~ - ~ ~ ~ ~ ~ - - - -
C 4,55 4,65 5 64 32 10 8,192 8,190 ~ ~ 1', ~ ~ ~ / / / / / / / / I ~ } v v y / ; r } ~ - - - - - - ~ % _ _ _ ~
- _ D 0,35 0.89 3 30 15 5 900 630 - \ - ~ _ _ - - - - 360 -
_ - - , CONSTRU"CTTON------ _ . _ I / r-- 69 LE~--- _ - ~ ti ENTR~AidC-E--------- , -
E 0,25 0.25 3 26 13 5 676 450 - - 1-..-4---_-~.. ~ O O ` ~ _ - - - ~ o _ ~ - ~ - - - SPREADER- ~ _ ~ ~ I ~ _ _ - _
F 0.94 1.23 3 44 22 10 1,936 1,692 _,y ~ ~ ~ _ ----_----a=~ _ - - _ ~ N ~ - - - - _ ~ - - - ooo~ ~ _ _
1' F FREEBOARD SHALL BE PROVIDED FOR EACH BASIN ~ --a - ` - ~ a ~ ~ _ - ^ - NOTE 0 _ - - - ut - - _ . . _ - - - -
ERIFILTER ~ \ ~ ' z - - _ - - ~ _ - SB # A SHALL BE CONSTRUCTED AS TOC STD. DETAJL 04000.45 CATCH BASIN RI3 • ' ~ , _ ~N 52'51 - ; 09 = - - - _ ~ - ~ _ - -
- - - ~ -'V ~ ~ - - w i - - - _ _ ~ - - - - STORM DRAINAGE OUTLET PROTECTION SCHEDULE ~ ~ f - - / - - - - - - - - - - - - - - W I / J-- - - _ _ _ ~ _ ~ ~ ~ - - - ' - I - - - - -
_ ~ ~ - - - __I ap J~ - - - - - _ - - - - - 9~ ----95 ~ ~I ~ , . _ . ~ 7 - - e
PIPE APRON DIMENSIONS RIP RAP STONE ! \ \ ' - - - _ _ _ _ _ _ - - - - - _ _ AT OUTLET VELOCITY ~ _ ~ ~ - ' _ - - ~g ~ l f~J.- - - - ~ - _ - - f. T= - E I1~' PROP, =L1r~=~--- -
NUMBER V10 OUTLET WIDTH WIDTH LENGTH DEPTH TYPE SIZE, d50 - - - " - ~ i - - _ PI ~]p ~ # 05 SP 004 -
- . z - T - ~ _ _ -P~ 2 - . ~ -~_y~, E P 1 ,5 24 RCP 6 -0 18 -0 16 0 22 CL F 1 i E5 0
s-~ u ~«r*`•~~=~ =_r-c_zy»~s~_-mot z- ~ ~ ~P F 60 10.6 30" RCP 7'-6" 22'-6" 15'-O" 22" CLASS B 6" - - PE'-"-----__~-'"~ PE ExlsT R/w ' o II ES ! - ~ I ~ aPPAOV~o - ~ , , _
22.7 24" RCP 6'-0" 18 -0 16 -0 27 CLASS 2 23 ~ ~ - - - o _
FES 90 60 0 60 120.
~F~ 7n A 4 15" RCP 4'-0" 12'-O" 6'-6" 22" CLASS B 6" Auc~roved by Date
Planning Dote
" 12'-0" 5'-0" 15" CLASS A FES 80 6.5 15 RCP 4 0 Engineering Date SCALE: 1 60'
NOTE: Provide fabric filter underliner specified as Mirafi 140N or approved equal
No. Revision Date B Designer Scale Sheet No.
W&R i °=60' GRADING, DRAINAGE AND WITHERS R"ENEL 4
Drawn By Date WESTON PLACE GRA
W&R 05/16/05 McCAR
Checked B job No. By l T PDD ERCI E I---}--- H O M E S~` EROSION CONTROL PLAN ENGINEERS I PLANNERS I SURVEYORS 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.whhersravenel.com
WEC 204070.1„~

SHALLOW TYPE INTERMEDIATE TYPE (4'X4'` DEEP TYPE 5'X5')
PROTECT WEIR WITH FILTER S~ RETRIEVAL SKIMMER DETAIL JUTE NETTING (TYPICAL) 8 -O MAXIMUM FABRIC AND RIP-RAP ~ ROPE (SEE DETAIL 0401)0.18) (SEE SHEET 1) (5 FEET OR LESS IN DEPTH) (5 FELT TO 20 FEET IN DEPTH) (OVER 20 FEET IN DEPTH) 2' MIN.
VARIABLE AS DIRECTED BY THE ENGINEER WEIR 18'
} ~ F _ ~ - REINFORCED STANDARD STEPS REINFORCED Igj~ltlgll-Ilr' CONCRETE SLAB 16° ON CENTER 36° CONCRETE SLAB
FILTER FABRIC J•~ w 18" VIII=1-II STANDARD , . 36'-~I'. ~ . -'i~I'T- 36" STANDARD STEPS S1EP$
SILT FENCE FABRIC ° STEEP CUT OR FILL SLOPE MINIMUM 10 GAUGE INSTALLED TO SECOND 6° PVC ' 16" UN CENTER i6 O.C. 48° 8' B• .Z-~ B° ALTERNATE LAYING
LINE WIRES WIRE FROM TOP MINIMUM 12-1/2 GAUGE INTERMEDIATE WIRES I DIRECTION EVERY THIRD COURSE - 2 : 1 SLOPE (MAXIMUM) ALTERNATE LAYING 6° ALTERNATE LAYING o 72" 8° DIRECTION EVERY i;,,~;,: DIRECTION EVERY I
LEN GTH - 5'x3'x18' ~I~~I~I' ~I 1-~ THIRD CWR~ L i'' THIRD COURSE ~ 6° ' I ~
6' STONE APRONTILL GRADE NOTES: _ WEIR DETAIL - r m !
l 1. USE FOR DRAINAGE AREAS NOT EXCEEDING 5 (FIVE) ACRES. 6•J CROSS SECTION 6
- 2. EARTH BERM SHALL 8E STABILIZED w/SEEDING ACCORDING -STABILIZE DIVERSION DITCH WITH FRAME, ceaTE ~ HooD TEMPORARY SEEDING AND EROSION PER D.O.T. Sm. 84D.D3C FRAME, GRATE & HOOD
_ TO TOWN SPECIFICATIONS. LINE WEIR WITH I CONTROL NETTING. REINFORCED FRAME, GRATE k HOOD CONCRETE PER D.O.T. SN. 840.03C PER D.O.T. STD. B40A3C 6LaB L
FRONT VIEW RIP-RAP I ; DESIGN OF SPILLWAYS REINFORCED 12" 26° ° I CONCRETE SLAB MAK I
DRAINAGE AREA WEIR LENGTHI TOP OF DAM g• I N
NOTE: STEEL POST (ACRES) (FT) ° 26° TD 20 -0° FO" ro o: UPSLOPE TOE POSITIVE GRADE 1.0% MAX. 48" z B' NOT TO ~ p 8 EXCEED 5'-0° 6° 0 12" ~Nm
WOVEN WIRE FABRIC 1 4.0 ~s. UPSLOPE TOE - USE SILT FENCt ONLY WHEN DRAINAGE AREA 2 6.D 2' MINIMUM ` _ I ~s z
DOES NOT EXCEED 1/4 ACRE AND NEVER IN SILT FENCE FABRIC 3 8.0 AREAS OF CONCENTRATED FLOW. 4 10.0 DITCH AND BURY 6" .L ~ ~ y ~ Nr
n F 5 12.0 FILTER FABRIC FILTER FABRIC EDGE SIDE SLOPES 3 ° FILL SLOPE 1 DIMENSIONS SHOWN ARE MINIMUM WEIR LENGTH (MIN. 12" OF FABRIC) 2 : 1 (MAXIMUM) .L ~ _ 6 00
26 ~ • FOR REPAIR OF SILT FENCE FAILURES. ~ ~ ~ ~ 6"~ 3oooPS.LCOecRETE SLAB DETAIL
USE No. 57 WASHED STONE FOR ANCHOR MAINTENANCE ~ ' WHEN SILT FENCE IS PROTECTING a NT TRAPS AND EMPTY SKIMMER OF ALL DEBRIS AFTER EACH PERIOD OF SIGNIFICANT RAINFALL. REMOVE ` ~ ~ ~ ~ 26" SLAB DETAIL
GRADE CATCH BASIN. INSPECT TEMPORARY SEDIME - SEDIMENT AND RESTORE TRAP TO IT'S ORIGINAL DIMENSIONS WHEN THE SEDIMENT HAS ACCUMULATED TO ONE-HALF THE DESIGN DEPTH ~ ~ " SLAB THICKNESS AND
"MINIMUM COVER OF THE TRAP. PLACE THE SEDIMENT T}iAT IS REMOVED IN A DESIGNATED DISPOSAL AREA AND REPLACE THE CONTAMINATED PART OF 6 THE GRAVEL FACING. OVER SKIRT " STEEP CUT OR FILL SLOPE 64. 36 8 REINFORCEMENT FOR ~ L SOIL AND TRAFFIC 38'~ 8" SLAB THICKNESS AND
HE K THE STRUCTURE FOR DAN!AGE FROM EROSION OR PIPING. PERIODICALLY CHECK THE DEPTH OF THE SPILLWAY TO ENSURE IT IS ANCHOR SKIRT AS DIRECTED C C LOADING BY AN ~6" ~ REINFORCEMENT FOR ENGINEER SOIL AND TRAFFC
BY ENGINEER ' A MINIMUM OF 1.5 FT BELOW THE LOW POINT OF THE EMBANKMENT. IMMEDIATELY FILL ANY SETTLEMENT OF THE EMBANKMENT TO SLIGHTLY ABOVE DESIGN GRADE. ANY RIP RAP DISPLACED FROM THE SPILLWAY MUST BE REPLACED IMMEDIATELY. I^6q•--'i LOADING BY AN PLAN VIEW ~ NOTE: ENGINEER
~ 2~- O~~ ~ M ANKMENT AND ALL DISTURBED AREAS ABOVE THE SEDIMENT POOL AND DOWNSTREAM FROM THE TRAP IMMEDIATELY e7 7 STABILIZE THE E B 81 OVER 8' IN DEPTH, 12' WALL THICKNESS TO 6' FROM '-76•~i TOP OF WALL AND B" BOTTOM SLAB SHALL BE USED.
SIDE VIEW ~ AFTER CONSTRUCTION WITH SEEDING. B DETAII,No. DETAIL No.
DETAIL No. DETAII, No. ITCH 04000.09 STANDARD CONCRETE BLOCK OR BRICK CATCH BASIN 08000.03 STANDARD DIVERSION D
STANDARD GRAVEL & RIP RAP FILTER BASIN 04000. D3 ' STANDARD TEMPORARY SII.T FENCE 04D00.01 SHEET i OF 1 EFFECTIVE: O'U01104 SHEET 1 OF 2
SHEET I OF 1 EFFECTIVE: 07/0ll04 SHEET z of z EFFECTIVE: 07/01/04 EFFECTNE: 0710ll04 - EMERGENCY SPILLWAY CONSTRUCTED OVER WEATHERPROOF SIGN INTERMEDIATE TYPE 4'X4' DEEP TYPE 5X5 SHALLOW TYPE ORANGE, UV RESISTANT ~ (S FEET OR LESS IN DEPTH) (5 FEET TO 20 FEET IN DEPTH) OVER 20 FEET IN DEPTH
DIMENSIONS ELEV. UNDISTURBED GROUND AND ARMORED AS SHOWN ABOVE WITH RIP RAP HIGH TENSILE STRENGTH
EMERGENCY SPILLWAY - seDIMENr TRAP STEEL POST 5 O.C. MAX POLY BARRICADE FABRIC STANDARD STEPS 36° REINFORCED O.C. MAX -!c 16" ON CENTER CONCRETE
TOP OF DAM WIDTH ~3~ 36" REINFORCED SLAB 40" CONCRETE SLAB 60'
ANT-SEEP COLLAR EARTH BERM F~ 6° 6„ STANDARD STEPS 4B"
RIP RAP DISSIPATER PAD DISSIPATER PAD RIP RAP ANTI-FLOATATION DEVICE 3 16° ON CENTER STANDARD ~ MIN. 5:1 MAX. 4" ~ STEPS 6'
TREE PROTECTION AREA TOP OF RISER - , 3° TREE PROTECTION AREA 6 1s" o.c. 6"
OUTLET PIPE INVERT IN TH TAPLES ~ ~ ENTER - BOTTOM ANCHORED WI S 4' MIN. 24" 4" NOT ENTER : < ~ .
OUTLET PIPE INVERT OUT 3" DO NOT ENTER MIN: 6" WASHED 'R STONE BEDDING MIN. 6" WASHED 4°
SEDIMENT STORAGE AREA ounET PIPE M'N. 6" WASHED STONE BEDDING FRAME, GRATE k HOOD STONE BEDDING FRAME, GRATE k HOOD PER D.O.T. STD. 840.03C FRAME, CRATE & HOOD PER D.O.T. STD. 840.03C
5' WARNING SIGNS i0 BE MADE OF DURABLE, WEATHERPROOF MATERIAL PER D.O.T. STD. 840.03C L-IEIII`~Ik`311 ~ -11_Js,=11 ail ITI--III
EARTH DAM i~Ia IC f~~It=P=1=1.-1F1~1`~Ik~ll-1-11-fy II iF-!l~l~l , I I~11 I I I II j - ri 1Lcir ilr~i~~llrl_~i I~11 I I I II 1- i. Ilml LETTERS ARE TO BE 3" HIGH MINIMUM, CLEARLY LEGIBLE AND SPACED AS SHOWN REINFORCED REINFORCED ~1 li ~ 6. CONCRETE CONCRETE SLAB 12" 26" 1119i1~ilrl I-III_ ABOVE. 2
2' MIN. ~ n-- SUBGRADE ~I_I 1= PLACE SIGN AT EACH END OF LINEAR TREE PROTECTION AREAS, AND AT INTERVALS SLAB NAN. NOT TO EXCEED 30D' O.C. IN BETWEEN. 6° NOT TO MIN. EXCEED 5'-0' 26° i OVER
PLAN VIEW SKIMMER CMP TRASH RACK (SEE DETAIL OOD.1R) FOR TREE PROTECTION AREAS LESS THAN 300' IN PERIMETER, PRDVIDE NO LESS :FROM 6'-D' ~ s0" 20'-0' 46" TO 20'-0' 6"
PAINTED RED CLEANOl1T MARK RISER SEDIMENT PIT LOCATED HALFWAY UP RISER PIPE 1'-0' MINIMUM FREEBOARD POSTS MAY BE 4" DIAMETER PINE, J / THAN ONE SIGN PER PROTECTION AREA. 6^ 6" J MIN. ~ MIN. (METER PINE, ATTACH SIGNS SECURELY TO FENCE POSTS AND FABRIC.
TOP OF DAM SKIMMER - NOTES: 2" DIAMETER OAK, OR 1.33 #/LF STEEL 1.33 LF STEEL 6° ~
WRIER LEVEL DURING STORM = EMERGENCY SPILLWAY ELEVATION -III= " ( "I_ 1. DRIVE STEEL FENCE POST AT .JUTE NETTING -MIN. 6" WASHED STONE BEDDING ~ ' "
-gl_=-__ .SEDIMENT STORAGE _ - LEAST 18 INTI) SOLID GROUND. (I-III- _ ~:.~"=AREA GRAVEL o T MINIMUM SLOPES 2-1/2 : 1 -ill _I~_ _y',.. FlLTER 0 o oo:-= EARTH DAM T 2. WOOD POST ARE NOT ACCEPTABLE. NOTES:
I ALL TREES DESIGNATED TO REMAIN SHALL BE PROTE -I I ~I I I- ' _ a , O,o_r 1. CONCRETE SHALL BE 40W P.S.I. MINIMUM FOR ALL MIN. 6" waSHED MIN. 6" WASHED SHALL BE PROTECTED BY FENCING PRECAST CONCRETE CATCH BASINS. STONE BEDDING STONE BEDDING
Tii~-_-_ ' o o AS ILLUSTRATED. -n1-1111= I II=1'. _ -I~ JUTE SUPPORTED WITH TOP A AT 2. PRECAST CONCRETE STRUCiURES MAY ONLY BE SLAB DETAIL SLAB DETAIL AND SIGNAGE AT TREE DRIP LINE INSTALLED TO DEPTHS CERTIFlEO AS ACCEPTABLE BY THE MANUFACTURER. 26' _
~II-11~ ~r_ INSTALL TREE PROTECTION FENCE AND SIGN GE _ 4 ; - _ - I WIRE BETWEEN STEEL POSTS OR AT EDGE OF DISTURBED AREA AS SHOWN ON PL. AS SHONBJ ON PLANS PRIOR TO 3. 'WAFFLE° BOXES ARE ACCEPTABLE FOR SHALLOW TYPE CATCH BASINS. 316• 6• SLAB THICKNESS AND
LATE VALVE III 1~- OR ORIFICE -III- -III~I-Illmlll- - _ I COMMENCEMENT OF CONSTRUCTION. T- " SLAB THICKNESS AND REINFORCEMENT FOR
LI~~1= MAT RIAL WITHIN ANTI-FLOATATION DEVICE III~II-- III DISSIPATER PAD RIP RAP THERE SHALL BE NO STORAGE OF E - -II~I~ - PERSPECTIVE VIEW OF THE TREE PROTECTION FENCING. MATERIAL WITHIN THE BOUNDARIES 60" 36" 6 REINFORCEMENT FOR 72" I 26, SOIL AND TRAFFIC SOIL AND TRAFFIC ~ LOADING BY AN ~ LOADING BY AN ENGINEER
aNTI-SEEP coLLAR ~~li~ll_III- ~ TREE PROTECTION FENCING SHALL BE MAINTAINED TI BE MAINTAINED THROUGHOUT THE R ~50"~ ENGINEER X72"~
~ CROSS SECTION CMP OUTLET PIPE ylI=IIL~II ~ III DURATION OF THE PROJECT. e7 DETAIL No.
87 DETAII" No. DETAII" No. STANDARD PRECAST CONCRETE CATCH BASIN 08000.03
STANDARD RISER-BARREL SEDIMENT BASIN STANDARD GRAVEL 8c RIP RAP FILTER BASIN 04000.03 TR E TREE PROTECTION FE~1CE EFFECTIVE: D7/0L104 SHEET z of s
r~T y~~~'R 04000.02 lil Siu~+u~l+' ) SHEET I OF t EFFECTIVE:07/O1104 SHEET 1 OF 2 EFFECTIVE:07/Ol/04 ~
tw' rxr o[ EtRtt ~ w~ rt eewoL 'y'Y~' ~w
70' MIN. sEEREAws EM1QUVA~iaL~". ~ w ~-Y" ~ w nor nARED E10 s6cnaN ~ ~ 'K"w ~v
BUT SUFFICIENT TO KEEP 1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO ENSURE CONSTRUCTION ENTRANCE IS USED. TOP ELEVATION OF STORMWATER 0.5'-I' SEDIMENT ON SITE 1 mP RAP r
2 'F CONSTRUCTION ON THE SITES ARE SUCH THAT THE MUG I p5 WASHED MAX. D. R THE ~ 1 STGNE ~1 A I W PoP RAP OURE1 PROIEC710N ~ ~ Y
IS NOT REMOVED BY 7ME VEHICLE TRAVELING OVE T E THEN THE TIRES OF 1HE VEHNXES MUST BE WASHED ~ cn ' I - -"2"-3" STONE TO BE USED : ` 25' OR NiDTH OF BEFORE ENTERING THE PUBLIC ROAD. DESIGN OF SPILLWAYS ` _ a~ ~ Iwr v% ANO ENERGY O1651PATOR ~ ~ ~ MST U SEE PLANS FOR OE7MLS ~ ~ ~ ~ W
EXISTING SLOPE ~ _ I EXISTING -(SURGE STONE OR RAILROAD PROPOSED STREET, - - I ~ Y UM015'ARmEO GRWRO ~ ~ ~ ~ ~
ROADwnr BALLAST) WHICHEVER IS 3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON TO DRAINAGE AREA WEIR LENGTHI ' -r a -T~n1 THE PUBLIC ROAD, THE TOWN WILL CLEAN THE AREA AND (ACRES) (FT) #1 RIP-RAP GREATER. r 1
INVOICE THE FINANCIAL-LY RESPONSIBLE PERSON AS 1 a.0 VARIES INDICATED ON THE FINANCIAL RESPONSIBILITY FORM. 2 6.0 6. OEV. , AWx N~DTF m~ilma r~cmlc r~~ r~Rim ~ ~ EPrvY y~ `l
THE MINIMUM FEE THE TOWN OF GARY WILL CHARGE TO 3 8.0 CLEAN THE STREETS WILL BE j300 FOR THE FIRST HOUR 4 16.0 SIDE VIEW Wl "m GFll Y Att (Rill ryIYNFI. T Y ~ , ~ M
i AND =260 FoR EACH HouR THEREAFTER. 5 12.0 SEEDBED PREPARATION 1 DIMENSIONS SHOWN ARE MINIMUM 'REPARATION MAINTENANCE ~ Y fir STABNZEO AOPF ~ L
1) Chisel compacted ar EXISTING SLOPES Soil Conditions, i f COm acted areas and spread topsoil 3 inches deep over adverse INSPECT THE IEVEL S°AEADER AFTER yVNRY RAI REPAIRS TATTER 7HE AREA ~ YY~ P ESTA~BHED AND PROPERLY MARE AN ®ED Ond i t i OnS, i f 0.Va i I ab l e. HAS BEEN STA6IUZED, MA1EE PERIODIC INSPEC110NS AND KEEP 4EGETA710N ~ 'I
PLAN VIEW 2) Rip the entire area le entire area t0 6 inches depth. IN A HEALTHY, VIGDROUS COT~IIION. , STA&E UNDLSNRBED ~ Y,,, nPSS ~(f , J/,
,I 3) Remove all loose rc all loose rock, roots and other obstructions leaving surfaces W'L`T"~" V MINIM M IMFNSIONS FOR LEVEL SPREADER ~ ~ ~ ~ ~ lably smooth and uniform. y'/~ ~ 1
~l.I.I~ I~~••~ reasonably smooth G VARIES m~Rrt 4) Apply agr i cu l tura l ngr i cu l tura l lime, Pert i t i zer, and superphosphate uniformly CONSULT STATe GUIDELINES FOR LEVEL SPREADER DIMENSIONS ~ ~ . Jl. ~ rRlf
and mix with soil NEW CONSTRUCTION 11 NOTE: x with soil (see below) ~ lue tllCage until a well-pulverized, firm, reasonably uniform ~
35' MIN. 15' MIN. ~ II J) COnt i nUe t I l lage UY EXISTING ROADWAY -III HEIGHT & 1MDTH DETERMINED BY seedbed i 5 prepnrec IIGIII 0.5'-1' EXISTING TOPOGRAPHY AND 'd is prepared 4 to 6 inches deep.
• - 6) Seed a freshly prey I_ I I SEDIMENT STORAGE REQUIRED. _ equipment or cultiK nd cover seed l i ht l with seeding DETAILNa. Y- ~eN ~ freshly prepared seedbed a 9 Y STANDARD LEVEL SPREADER 04000.22 ~ PT' lent or cultipack after seeding, Y'
~ 12" MIN. w KEYED RIP RAP ~ KEY RIP RAP INTO THE DAM 7) Mulch Immediately c ON SPREAOEfl immediately after seeding and anchor mulch. EFFECTNE; 0'1/Ollo4 (CROSS SECTION) siEEr 2 of 2 ~ 3 aEVAnoN PaN,s
6' MIN. < FOR STABILIZATION, ~ 8) Inspect all seeded ~ / ~ /,r within the plantinc a a l I seeded areas and make necessary repairs or reseed i ngs uL A7 SAYE EIEVAnoN i the planting season, if passible. If stand should be over CONSTRUCTI~! $E~UENCE ~
~ ~~.i -I WASH STONE 60% dnma ed, reestE /n~ ~ 1~• #5 ED 9 Imaged, reestablish following original Brie, fertilizer and l) Obtain Grading Permit, ~ `r
seeding rates, FABRIC UNDER STONE I 9) Consult ConservatiE ig rates, P) Install all erosion control measures ns shown. Euv t Conservation Ins ector on maintenance treatment and PT. p 3) Obtain Certificate of Comp l i ante through on-site 4RCWEA I~- casiRUCT llf IEVEL GP a uND16TdtAED $dl,D uNiFDNY SURGE STONE LIP
i zat i on after permanent .cover i s established, inspection by Town Erosion Contra I Engineer NENRI, xm 2ER0 mADE DVER,HE IE1VDiH W THE 9•REAOER. PRmCLT IT YATN AN EA~d, RESRTANT YATEAYL SUdi AS 5UR4E 5141E TO PREVENT CROSRIN .
CROSS SECTION FRONT VIEW fertilization after ~ ~ Apply Agricultural - T n er Acre on cla soils) 4) Contrator to obtain soil for BMP fill from stockpl le roBE~E E5TA6U511ED. Agricultural Limestone 2 Tons/Acre C 3 o p Y area i nd i acted on sheet C4. d„~T AREA-,NE LunE1 dsooSAl AREA YsT 6E DENEAAILY EYOOiX AND NELL
~ Fertilizer - B Fertilizer - 1, 000 I bs, /acre - 10-10-10 5) Proceed with grading. "G1"1° W'""N"ON°"~0P
B Superphospha Superphosphate - 500 lbs. /acre - PO% 6) C t can sediment basins when ha l f fu t L ~TArz Db151NOCMN ~Edi1l"'~ Mulch - 2 Tons/Acre -smal/~l grain straw 7) Seed and mulch denuded area within 30 days after t THE NAiiINO SNWLO BE a MINIMUM OF A FEET VAOE F%1ENDUIC 61NCH6 OVER TiE LIP ANO
DETAIL No. DETAII, No. Mulch - 2 Toy STANDARD CHECK DAM 04000.06 Anchor -Asp Anchor - As ha I t Emulsion C JDD gQ L acre BURIED 6 INCHES DEEP IN A VEAIICAL TRENCH ON ME LONER FOCE. THE UPPER EDGE SNOULO P finished grades are estab l 'I shed. HEAW ourv wl~E°sTTMAPLIYES~nr5l00EASi Dzer SAOL~nELD IN BALE WM U.OSEIY SPACED
STANDARD CONSTRUCTION ENTRANCE 04000.07 8) Ma i ntQ i n SO I l erosion contra l meaSUreS Unt I L 2 ENSURE THAI ME SPREADER IS LEVEL, fOfl UNIFORM SPflEMRNG Cf 51diN RUNOFF, permanent ground cover i s estab l I shed. 3. CON$iRDLT iNE LEVEL SPRC0.DER ON UNDIS7UA6E0 SdL (NOT ON FLL)
:07!01104 s"~T' EFFECTIVE: 0710U04 SHEET t of t EFFECTNE CONSIRULT A 2!1 FOOT TRANSITION 6EC110N FROM ME DIVERSION CHANNEL 70 BtFNO SMOOTHLY 9> Request final approval by Town Erosion Control WITH THE YDTH AND DEPrN of THE LEVEL SPREADER. 6. DISPERSE RUNOFF FRCM THE SPRE'A~R ACROSS A PRWERLY STABEIZED SLOPE NOT TO E%CEED
o z oy GENERAL NOTES: r~",T - DUCE Eng I veer. ~ l0i MANE SURE THAT ME ROPE IS 511FT1CIENTLY SNOOM TO KEEP ME F7.OW FROM CONCENiNA7IN0. SEEDING SCHE 10) Remove soil eras i or. control measures and Stab I l i Ze 6. IMMEDIATELY AF1ER 115 Cd15TRUC710X, APDROPRIA1ElY SEED ANO MULCH THE ENURE DISNRBEO AREA
Y ALL ~FIOP INLETS DYER 3'-6" IN DEPTH TO BE PROVIDED WITH STEPS QQ = 1 -2 ON CENTERS. STEPS SHALL BE IN ACCORDANCE WITH STD. 640.66. Q ~ SLOPES (max, 3 1) ~ these areas, C6 THE lEV£l SPREADER. SHOULDERS, SIDE DITCHES, BT
DMo9 CLASS "B" CONCRETE TO BE USED. ?ziaC~7 V SHOUT STANDARD METAL POSTS Y-0" IN GROUND mz'~=~ I ALL MORTAR JOINTS ARE Y~" * LB". LLwdMz DETAII. No.
~D~~oni % I ~ x FOAMS AAE TO BE USED FOR THE CONSTRUCTION OF THE BOTTOM SLAB. WQy~ = DATE =TZDm BRICK MASONRY DROP INLET NOT TO BE USED IN LOCATIONS SUBJECT i0 F-C)QC= ATE TYPE PLANTING RATE 040OO.2Z STANDARD LEVEL SPREADER T 1 F
GALVANIZED HARDWARE WIRE ZH~OT _ I TRAFFIC. !a-2~2 ' ;;J _ .JUMBO BPI WILL BE PERMITTED. CONCRETE BRICK OA 4" 30LID CONCRETE ~nF- o f Aug 15 -Nov 1 EXTENDS TO TOP OF BOX o - DK LL -Nov 1 Tall Fescue 300 lbs/acre EFFECTIVE:07/01104 sHEE D 2
pfl~FZ" I BLOCKS YAY BE USED IN-LIEU OF CLAY BRICK. DOyQ NOV 1 -Mar 1 ' ~y> - IF REINFORCED CONCRETE PIPE IS SET IN BASE SLAB OF BOX, ADD z Mar 1 -Apr 15 - Mar 1 Tall Fescue & Abruzzi Rye 300 lbs/acre - Apr 15 Tall Fescue 300 lbs/acre
D1 TO BASE AS SHOWN ON STANDARD 840.00. H-~ ' FOA 6'•0` IN HEIGHT OR LESS USE 8" WALL. OVER B'-0" IN HEIGHT USE 12" WO Apr 15 -June 30 - June 30 Hulled Common Bermudagrass 25 lbs/acre
2 i WALL TO 6'-0" FROM TOP OF WALL, AND 8" WALL FOA 1HE AEWIINING 6'-0". O JU ly I5 - AUg LS Y`J OUANTTTIES TO BE ADJUSTED ACCORDINGLY. - Aug 15 Tall Fescue and 35 lbs/acre Browntop Millet
PLAN x>E~ or Sorghum-Sudan Hybrids
u WITN COPING REMOVED Q_ SLOPES C31 1 to P~~ 1)
8 3'•8" BRICK COPING 2''8" QQ ~ - PItANSEhID ATE ¢ Mar 1 -June 1 edeza C scar i f i ed) 50 l bs/acre PROJECT # 05-SP-004
Vb m n = o - June 1 Sericea Lesp and APPROVED
"o r° Mar 1 -Ar 15 - Apr 15 ADD Tall Fescue 120 lbs/acre and TOWN OF GARY
°o~ 0 s~_ H W a 1 ~ ro p es B" a s" s° B B^ c Z H Mar 1 -June 3D - June 3D ADD Weeping Lovegrass 10 lbs/acre
,p~ Q~ x Mar 1 -June 30 or - June 30 .ADD Hulled Common Bermudagrass P5 lbs/acre Approved by Date
~ ~Oz oao / p~~8 c7pj I I ¢Om ° ° W O o m~ I I ~ C¢ June 1 -Sep 1 Planning Date
~~b(~ococb 0 ODa,~pQ~gp - o~ I C x ~HO J NYF - Sep 1 Tall Fescue and 120 lbs/acre Brownto Millet 35 lbs/acre Engineering Date P
or Sorghum-Sudan Hybrids 30 lbs/acre
Z ~ M ' ml N m m" °~-SECTION X-X m g r Se 1 -Mar 1 - Mar 1 Sericea Lespedeza 70 lbs/acre
57 WASHED STONE PLACED TO A HEIGHT OF -1 O SECTION Y-Y ~ m P DIMENSIONS AID OIWRITIE9 - J Cunhulled-unscarified) 1 PO l bs/acre d~Nnwnp~~h
12"-18' MINIMUM ABOVE TOP OF BOX T DIYEHSIONS OF BOX 8 PIPE CONC. mTU BAICIC ~~+Y OEOUCT[OMS FOA Z 9 PIPE SPAN. 11'IDiH HEIBHT IN BASE ~ ~ BAId( NIH. ~ PIPE W NDV 1 - Mar 1 and Tall Fescue ~ BAR h~ -Mar 1 ADD Abruzzi Rye P5 lbs/acre WNWN O~~
- D A B N CU. Y05. HEIOHf COPINO H C.S. A.C.
12" 3'-0" 2'-0" 2'-B" 0.267 0.313 0.037 0.871 0.020 D.os2 Consult Erosion Cont 15` 3'-0" 0.287 O.S,3 0.037 0.978 0.031 0.047 ;Erosion Control Engineer or Soit Conservation Service for additional ~ Rion concerning other alternatives for vegetation of denuded areas.
0.037 L708 D.ou Goss information concern i 18" 3'-5" 0.287 0.313 g7 24" 4'A" 0.287 0.313 0.037 L28B 0.018 D.,,3 The nEJOVe vegetat i or h do welt under local conditions; ~ E ive vegetation rates are those whit
.267 0.313 o.G37 1.387 on22 Gnro other seed i n rate c DETAIL No. 3'-a" 2'-0^ a'-3^ a I 9 EET 7 OF 1 SHEET 1 OF N ieedin rate combinations are possible, : 026977 : e' 9 4
STANDARD CATCH BASIN/YARD INLET PROTECTION 04000.14 840..15 840. t5 Temporary - Rese iporary -Reseed according to optimum season for des'~red permanent
cuccr t rc 1 VPQetat i 0n. DO not 0 :ion. Do not allow temporary cover to grow over 1P Inches in height b. ,Cn W~WN ,MQF.
~EFFECITVE07/01/04 before mowing, other Mowing, otherwise fescue may be shaded out
h01~ua°N~~~~~4
Sheet No.
No. Revision Date B Designer Scale
W&R NTS E R( Drawn By Date WESTON PLACE
W&R 05/16/05 McCAR Checked B y Job No. WE
T PDD STO STORM DRAINAGE DETAILS ENGINEERS I PLANNERS I SURVEYORS 14 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.com
H S" WEC 204070.1 0 11I E S

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SCALE; 1 = 30
RCP RISER
1' MIN. FREEBOARD TOP OF DAM EL, 353.0
RM TOP OF ROAD EL. 353,0 WATER LEVEL DURING STORM WATER LEVEL DURING STO TOP OF DAM EL. 325.0 WATER LEVEL DURING STORM 1 DO YR, EL= 352.80
TRASH H00 100 YR. EL= 352,0 100 YR, EL= 324.97
_ - - II=III- - - II II I_I I I-11 _ - I. _ _ i
- II=III=III- - - - I -I - - I- - I I I_I I - ~ - ~ -III= - II _
-III- = II I .I - - - ~ I = - A TI N POOL - ~ - _ - - I-III- - PEAK FLOW TTENUA 0 I- - PEAK FLOW ATTENUATION POOL I. .I ~ ~ I- - - - - I I PEAK FLOW ATTENUATION POOL "I I. _ _ -III -1 I I _
I =1 I = _ - - - -III -1 I I1== - _ I _I I I- ~ ~ I I- - - - I I I =1 I I=1 I=- 1= = MINIMUM SLOPE 3 1
I = - - - - _I I I_I I - _I- ~ -III- I - - PERMANENT I- - MINIMUM SLOPE 3 1 - I -III-I = _ _ I ~ I- -III, III---_ - - MINIMUM SLOPE 3 1 ~ - ~ ~ -III=III= _ _
-III POOL - ~ ~=1 I - _ - _i ~=1 = _ - I I I I--I I I\ - - I ~ '-i 11= - - - - EARTH DAM
-III- - - _I I -1 I I-I - -1 I I_I I _ - I ~ ~ _ _ _ ARTH DAM -III=III- - - I I-~ ~ _ -1~ E -~~i- - _ - - _ _ -III ;III -i ~ _
.I I I_I I I- - - I I-~ ~ I. _ I I -.I - _ _ - _ -I ~ ~ =1 = _ . I - - -III ;III -I ~ - -1 I I-_ : ~ I_ - - - -
I - - I- -I I I_~I I-- - I l i _III- a ..`a - III_I. _ - u~ - -I I.-_ ~ I I- 1=111=1 I I-1 I I-1 = = 1=~ ~
1= - - - _ - _ - ' I I ~=1 I I=1 ~ 1=1 I1=1I I=~ -III- - -III-~ i l-~ ~ I_ _ _ _ _ _ _ _ - _ ~ I I=III=1 I I=III=III=1 I I=1 I I== _ I_~ ~ I -I = - - - - - - - - _ - II--111=111=111=111=III=111 = _ -II 1=1II =1II -----~~~-II=--
~_I -I I I_I ~ I-III-III- I-= _ -I ~ - - - -III-. _ _ _ 1= ~ ~ ~-I I-- -I 11=1I 1-1I I-III- I I-1I I-I 1I- - -i 11=1 11-1 I I-III- I-1 I I_I I I-_-_ I-1 I I_I I 1-= _ ~ ~ III=1 _ - -
-1 I I-1 I I I I ,III-I I I__ _ I I , I,= I ~ -1 I I- 'o I I I ANTI-FLOATATION DEVICE III..-,I ~ I_I ~ 111= _ - - i I ~ ,III-I I III. , ,III-I I _I _ _ _ _ I I,-,III- I I_= _
-III, ; ,I I 1=1 I 1== _I I I_I I I_ -
=1 I I _ -I 11=1 11== _ ~ ~=1 , I I-11 I-I ~ ~_I I I-1 I 1=1 ~ -1 I i- - - -
-III-__ - ANTI-SEEP COLLAR I I-) ~ ; -1II_ _ _ _ -IIL,-,III ;III_ -I I1.-1 ~ 1-,1 ~ I~- ~ THE DRY POND SHALL BE UTILIZED AS A ~ ~ ~ „ ~ ~ ~ NOTE, 25 LF 15
III =III,, ;,I ~ I=I ~ II ~ N ~ TH RY P ND SHALL BE UTILIZED AS A NOTE: RISER BARREL SKIMMER AND OUTLET PIPE SHALL III OTE. E D O 22 LF 15 LF 15 SEDIMENT CONTROL DEVICE DURING ROADWAY PVC OUTLET PIPE
' SEDIMENT CONTROL DEVICE DURING ROADWAY PVC OUTLET PIF BE INSTALLED PRIOR TO THE BEGINNING C OUTLET PIPE N TILITY CONSTRUCTION. ~ 3,20 0,91 ~ A D U
AND UTILITY CONSTRUCTION. ~ 0,91 OF OVERALL SITE GRADING AND SHALL BE ONCE SITE HAS BEEN STABILIZED AND GRADING
UTILIZED AS A SEDIMENT CONTROL DEVICE wET POND BARREL ONCE SITE HAS BEEN STABILIZED AND GRADING IS COMPLETED THE BASIN SHALL BE CLEANED
DURING ROADWAY AND UTILITY CONSTRUCTION. 97 LF 30" "0-RING GASKET" IS COMPLETED THE BASIN SHALL BE CLEANED OUT AND STABILIZED.
®9.O$% OUT AND STABILIZED. ONCE SITE HAS BEEN STABILIZED AND GRADING
IS COMPLETED THE BASIN SHALL BE CLEANED
OUT AND STABILIZED, THE SKIMMER DEVICE DIMENSIONS ELEV..
SHALL BE REMOVED.
TOP OF DAM WIDTH 2.5 352.0
DIMENSIONS EL IONS ELEV. 1-YEAR STORM ORIFICE 1 CIRCULAR 348.6
TOP OF DAM WIDTH 2.5' 32~ i' 324.0 ' EMERGENCY SPILLWAY 30 WEIR 352.0
DIMENSIONS ELEV.
NORMAL POOL 13,932 SF 347.0 1-YEAR STORM ORIFICE 1" CIRCULAR 35, JLAR 353.0 OUTLET PIPE INVERT IN 15 RCP 348.5
POND BOTTOM 9,188 SF 344.0 EMERGENCY SPILLWAY 30 WEIR 32~ EIR .324.5 » OUTLET PIPE INVERT OUT 15 RCP 347.7
F 351.7 TOP OF DAM WIDTH 27 T.
- " x 60" N A " ANTI SEEP COLLAR 60 / OUTLET PIPE INVERT IN 15 RCP 32 P 321.0
C Ngw•Nr
- RIFICE 347.0 ~ 1 YEAR STORM ORIFICE 2 0 OUTLET PIPE INVERT OUT 15 RCP 32 CP 320.8 ~~~cH,,,. of ~o~•• i .
SECONDARY ORIFICE 6"x4' 349.0 PROJECT ~ 05-SP-005 E s
TOP OF RISER 5x5 RCP BOX 350.0 APPROVED EA
OUTLET PIPE INVERT IN 30 RCP 343.8 TOWN OF CARY 1 026977 j
OUTLET PIPE INVERT OUT 30" RCP 338.0 Annrnveti by Date _ _ _ .(1 _
Planning , Date ?~FR*E d~ao'j
Engineering Dcte
Date B Designer Scale Sheet No.
No. Revision w&R t "=60'
Drawn By Date WESTON PLACE STORM
W&R 06/07/05 ORMWATER MANAGEMENT PLAN WITHERS R"ENEL EN BINEERS I PLANNERS I SURVEYORS 21
Checked BY Job No, MCCAR WESTON PDD H 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.com
wEC 204070,1 0 M E So' B. LW
A

A A "
II o a
#4 REBAR 12" c
O.C. EACH WAY 1/2" PREfORMED JOINT PRESSURE RELIEF o o TOP !5 10 DICE CORRUGATED FILLER, 12" WIDE HOLES I/y Ok o METAI. OR I/B' SffEL PuTE. 5'xJ' PRECAST 5'x5' PRECAST RCP BOX
PRESSURE RELIEF HOLES WY RCP BOX BE OMITTED, IF ENDS OF PEAK FLOW ATTENUATION
PLAN VIEW coRRUCarloHSa+ELEFr PEAK FLOW ATIENUAnON WELDED (IYP) FULLY OPEN NHEN THE i0P LS NOTE: NOTE:
ATTACHED. NOTE: PLACE 51 PLACE STEM SUPPORTS PLACE STEM SUPPORTS /AT 3' FROM BASE ~ AT 3' FROM BASE
~ AT 3' FRI CYLINDER !B 11 GAGE CORRUGATED NEIAL PNE
OR FABRICATED FROM 1/B' STEEL PU1E. h~
GROUT EAI GROUT EACH SIDE CROUT EACH SIDE
NOTES: 1, THE CYLRLDER MUST BE flRMLY TACKWELD FA5IENCD iff 1HE TOP DF
ALL AROUND IS" THE RISER ~ I I Z SUPPORT BARS ARE ATTACHED I I JOINT SEALED WITH A-LOCK NEOPRENE
BY STRAPS BOLTED TO TOP I I JOINT SEA 8" OF RSER, I I ~_JOINT SEALED WITH A-LOCK NEOPRENE I I MANHOLE WALL I I GASKET CAST IN MANHOLE WALL CASKET CAST IN
~ I I CASKET C RISER 4 NRS GATE VALVE ~ ~ 4" NRS GATE VALVE I I I I I I
ELEVATION SECTION I I /5 x 11' SU~+i BAR SlIE I t I I '0-RING' GASKETED
GER BAR t I/4' + 1 1/4'ANGIE OR n_~ I I ~O_ (np1 ~ I/4' STEEL PIPE LEAVE END OF CATS I I '0-RING' GASKETED M1~ I CLASS Ill RCP LEAVE END OF GATE 4"x1" TAPPED ~ ~ CLASS III RCP
2DDD PsF MIN, MP SECTION FOR SIZING DATA SECTION A-A VALVE OPEN. 4°xi" TAPPED I I VALVE OPEN. ~~CAP, SEE DETAIL I I I I
BEARING CAPACITY SEE B CAP. SEE DETAIL I I BENEATH COLLAR I I I I
I I _ - ~ ~ / TYPICAL ANTI-SEEP COLLAR BMP 1 CK BMP 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ " TYPICAL TRASH RA \ \ \ \ \ \ \ \ \ \ \ \ PAVED INVERT / / / / / / I I / / / / / / / / / / / / / \ \ \ \ \ \ \ \ \ \ \ PAVED INVERT ~ \ \ \ \ \ \ \ \ :"i;-`-, GROUT 6"
NTS ~ ~ ~ ~ ~ ~ ~ GROUT 6" \ \ \ \ \ \ \ P ~ e
NTS. ~ a I .
. ~ ~ ~ r o I .,a . ..a . a a.G , \ a ~
\ G • ~ ' ~ \ " a ' y Q VENT / . a ' a
THROUGH SCREEN ACCESSIBLE ~
DOOR
NOTE, RISER & DRAWDOWN DEVICE DETAIL -FOR BMP 3
KIMMER MAY VARY RISER & DRAWDOWN DEVICE DETAIL -FOR BMP 2 s BMP 2 NTS
SLIGHTLY FROM BMP 1 -WET POND NTS NTS
ILLUSTRATION Skimmer to Use. 2° Skimmer w/ 2' head
Volume to be Grained = 30,056 Cu, ft.
Draw Down Time. = 3 days THREADED
FLOAT Orifice Area = 2.47 s . in, THREADED q END CAP 70P ND CAP ~W GATE VALVE
Orifice Diameter = 2.1 IC1CI1eS GATE VALVE VIEW
Qouf - 0.02 cfs OUTLET END; CONNECTION
TO OUTLET PIPE OR RISER BARREL PIPE LONGER THAN 2" RAD. e " RAD,
SHOWN
NOT INCLUDED WITH SKIMMER END 4. END VIEW 4" 1~2" 1 2" R D.
SUPPLIED BY USER VIEW 1/2" 1/2" R D.
FLEXIBLE JOINT _
BMP- SKIMMER DETAIL `BMP ~ 1" ORIFICE DRILLED CAP END VIEW 1° ORIFICE DRILLED CAP END VIEW IN CAP. SCREEN i0
IN CAP, SCREEN i0 PREVENT CLOGGING
NTS PREVENT CLOGGING. SECTION VIEW
SECTION VIEW
4" I PEAK FLOW AT?ENUAnON a"
5'x5' PRECAST I I ~ ~ 2" I I
RCP-80X Z" I i
i ° ORIFICE DRILLED THREADED fN CAP. SCREEN TO
- ~ THREADED N CAP.ICSCREENE 0 END CAP PREVENT CLOGGING. EN CAP PREVENT CLOGGING
6"x4' RECTANGULAR ORIFICE A ELEVAnON=349.0 - GAP TOP VIEW CAP TOP VIEW
ti_n i/4"x 2" STEEL STRAP W/ 2 - 3/4" ANCHOR BOLTS 2 STRAPS REOb
'0-RING' JOINT
NOTE: PLACE STEM SUPPORTS
h~ AT 3' FROM BASE 2" ORIFCE ®ELEVAnoN=347.0 ORIFlCE CAP DETAIL ORIFICE CAP DETAIL
3 -DRY POND BMP
BMP 2 -DRY POND v GROUT EACH SIDE NTS NTS
I I
I I JOINT SEALED N9TH A-LOCK NEOPRENE I I
i GASKET CAS11N MANHOLE WALL
4" NRS GATE VALVf I I I
I i '0-RING' GASKETED ORIFICE SIZE PER BMP TABLES ~ I I
SKIMMER ATTACH TEMPORARY I I CLA55 III RCP FOR EROSION CONTROL I I
PHASE OF PROJECT I I I I I I
~ ~ ~ I
~ ~ ~ " V ~ ~ ~ ~ ~ ~ ~ ~ ~ ~~~A~ ~ PAVED INVERT T
/ / / / / d' e °
a~ \ \ \ , / / / ,I ..a.
° , d ° .

RISER & DRAWDOWN DEVICE DETAIL -FOR BMP 1
NTS
END CAP TOP PVC VIEW °
a' ~ •
a.
<a 4-1/2" RAD. n , .
a
ND n E 8„ ~ d VIEW 3.' a
1/2" R D. .:9 a... s.
_ a. e . _ _ °
° , 9 °a
1" ORIFICE DRILLED CAP END VIEW ° . ! ; . a . IN CAP. SCREEN TO ° ~ n
''a PREVENT CLOGGING. . a
SECTION VIEW ~ 9"
_
4" I I _ a -
~I _ _ ~ i
a ~ a . 1" ORIFICE DRILLED
PV CAP IN CAP, SCREEN TO ~ e. , PREVENT CLOGGING. ° t
CAP roP viEW
3000 PSI CONCRETE
ORIFICE CAP DETAIL 4" THICK x 4' WIDE
- CONCRETE FLUME BMP 2 DRY POND
NTS NTS
A
V RIFY LOCATION NOTE: 1) CONTRACTOR SHALL E ••~Wa•u~epN
UCTION. OF ALL UTILITIES PRIOR TO CONSTR ~H CARD ~.,y
PROJECT ~ 05-SP-005 ~ F s s
APPROVED ~ EA
TOWN OF CARY g 026977 a ;

Approved by -Dote _ _~p a
Planning Date E,
Engineering Date
No. Revision Date B Designer Scale
W&R 1 "=60'
Drawn By Date WESTON PLACE STORMW) MANAGEMENT DETAILS WITHERS R"ENEL Sheet No.
W&R 06/08/05 Checked By Job No. MC CAR ? ENGINEERS I PLANNERS I SURVEYORS 21 A
H 0 M E S°" WEC 204070.1„~ 111 MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax: [phone] www.withersraveneLcom mmmmmmmmA

I Ir ~ l~ II ~ ~
1 IIII i' NOTES , I NOTE: ADER TABLE EROSION CONTROL LEGEND i
l ~ II i~ III I ~ LEVEL SPREADER TAI (1) ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH TOWN OF CARP I ~ I I / ~ THIS PROJECT SHAH MEET All 01' THE REQUIREMENTS RELATIVE TO BEST DENUDED AREA (ACRES) Is,37 AC
- P F N AND DETAILS REVISED APRIL 15 2004. ~I I ~ if ~ I / _ OUTLET Q,o LEN STANDARD S ECI ICATIO S ~ ~ / / - INSTALL SILT FENCE & !I d,~ 4' ,11111` ~ l c o LENGTH ~ CONCRETE PIPE MANAGEMENT PRACTICES AND ENGIIJEERING STORMWATER CONTROL STRUCTURES AS IMPERVIOUS SURFACE AREA 433,771 sF (s.ss AC -ANCHOR OUTLINED IN THE TOWN OF CARY LDO SECTION 7.3 STORMWATER MANAGEMENT.
(2) CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL STRUCTURES III / ~o~ /j / ~ , - , TREE PROTECTION FE.,10 0.2 CFS 4 DURING THE LIFE OF THE PROJECT, II ~ ~ I ( ~j i S , / / / ~j ~ ~ i % - ; ` ~ ~ ;,FS 40 -x-x-x SILT FENCE ~
~1 III / / ~ , / - ~ ~ , FENCE FES 0 3.9 CFS 5 3 CONTRACTOR SHALL CONSTRUCT DVERSION DITCHES AS NECESSARY TO 'I ~ II ~ IIII I I/ ~ ~ ~ / / / ~ ~i ~ ~FS 52' OFFSET PAYMENT TO THE WETLANDS RESTORATION FUND IS PROPOSED TO MEET
f) III 1(1 I ~ ~ ~ ~ ~ T ~ ~ ~ - - ~ FES80 5.3 CFS 6 ENSURE ALL SEDIMENT IS DIRECTED INTO EROSION CONTROL MEASURES. I( I II I~ (III IIII ~ ~ ~ ~ / ~ ~ ~ \ - - ll 111 ll ~ / ~ - ~ F 4 ;,FS 69' < < < < < TEMPORARY DIVERSIO NITROGEN EXPORT REDUCTION REQUIREMENTS. ON SITE DETENTION IS PROPOSED DITCH TO MEET PEAK RUNOFF CONTROL REQUIREMENTS. At DI 11 AREA UPSTREAM SHALL
(4) ALL CATCH BASINS SHALL BE PROTECTED PER TOC STD. 04000,14 UNLESS II ( I Ij III I / / , f ~ / I r~ - ~ - FLUME 2.8 C S ~FS 40' T --~P- TREE PROTECTION
I VIII I/ / ~ ~ ` NOTED OTHERWISE ~ I, III II / ` ~ ~ ~ - - \ ~ \ 1 _ _ II d it ~ III Ill / t~ ~ - - \ \ I ~ _ - _ _ BMP #2 6.8 CFS 9 (5) CONTRACTOR SHALL VERIFY LOCATION OF ALL EXISTING UTILITIES PRIOR III III - \ \ ~ _ = - - - ` ~ , \ ~ _ _ - ' FENCE BE GRADED TO PROVIED 0.90 ACRE-FEET OF StORAGE. ,,FS 90
T NSTRUCTION, LOCATION OF EXISTING UTILmES SHOWN ON PLANS II I II II II I III -I- ~ ~ ~ ~ _ - - - _ ~ \ ~ - Dco I IIII ~ ~ - \ \ / _ INLET PROTECTION
IS BASED ON BEST AVNLABLE INFORMATION BUT CAN BE CONSIDERED ~ ( ~ II Ij IIII L - ~ ~ ~ ~ ~ - ~ _ ~ ~ ~ ~ \ ~ ~ ~ - - STORM DRAINAGE AND EROSION CONTROL NOTES; 10-YR STORM EVENT SHOWN
ONLY AS APPROXIMATE ( ~ Ij IIII II - ~ ~ ~ _ _ - _ - ~ \ ~ \ \ \ _ _ _ _ ~ I d '1 I I IIII `-t- - ~ ~ _ - - - ~ \ \ \ \`t ~ . 1. ALL CONSTRUCTION SHALL SHALL BE IN ACCORDANCE WITH CURRENT TOWN % / OF GARY STANDARD SPECIFICATIONS AND GL?AILS. / /
AT APPROVED STOCK ILE AREA ON S TE, ~ ~ ~ ~ ~ - (6) TOPSOIL SHALL BE WASTED OFFSITE OR ,i II I II \ ~ _ _ ` ~ \ X37 ~ \ GRAVEL/RIP-RAP 2. RIM ELEVATION GIVEN FOR CB IS TOP OF CURB AND FOR YI IS TOP OF GRATE. FILTER BASIN 3, ALL PIPING SHALL BE CLASS III REINFORCED CONCRETE PIPE (RCP) UNLESS
BMP RISER BASIN A DESIGN TABLE I III _ _ \ ~ , ~ , \ ~ \ ~ \ \ ~ ~ (7) TOPOGRAPHIC INFORMATION FROM SURVEY BY WITHERS & RAVENEL, I, III ` -I _ ~ ~ ~ , ~ - \ \ \ \ ~ ~ - ~ 6 I~ IIII ~ ~ _ ~ \ \ Z ~ ~4S NOTED OTHERWISE.
BMP 1 ~ III II ~ ~ ~ \ \ \ ~ ~ (8) CONTRACTOR SHALL CLEAR FOR PIPE AND CONSTRUCT PIPE, DESIGN ~ ~ II _ ~ - ~.~ee.e*~ \ so ~ \ ~ ~ ~ r / / 4, ALL PUBLIC STORM DRAINAGE FRAMES, vRATES, & HOODS SHALL BE STAMPED
DIMENSIONS ELEV. I - ~ ~ ~ \ ~ \ ~ \ ~ ~ - _ CONTRACTOR SHALL INSTALL SILT FENCE AND SEDIMENT BASINS AT PIPE ~ ~ I I i 1 ~ ~ X375 ~ ~ ~ \ \ ti, \ \ ~ \ TEMPORARY GRAVEL w/ "DRAINS TO RIVER" IN ACCORDANCE WITH TOWN OF CARP STANDARDS, / .~``'~'~::r CONSTRUCTION 5. YARD INLET (YQ GRATES SHALL BE 2'x3• AND SHALL BE APPROVED BY OWNER
ENDS AND DIVERSION DITCHES AND THEN BEGIN GRADING ROADWAYS, 1 032 SF 347,00 IIII - ~ ~ - ~ \ ~ ~ \ \ - NORMAL POOL 3,,, I ~ i II 1I ~ _ L ` ~ \ \ \ \ r\ \ \ \ ~;:J~\\ - ~ P RATION IS CONDUCTED IN A TOP OF DAM WIDTH 35 352.10 IIII ~ \ ~ \ \ ~ \ \ ~ ~ a/ - ~ ~ PRIOR TO INSTALLATION. - :'y'~. ENTRANCE \ F P i M ST NIT F R A IN P R IT WI \ 6. RISER BARREL OR BM U BE 0 S E BE 0 E GRAD G E M LL BE ISSUED /
(9) CONTRACTOR SHALL ENSURE GRADING 0 E II ~ II 11 II - - I- \ \ )„.1 \ \ \ \ ~ , . ~ \ MANNER THAT DOES NOT ALLOW ANY STORM WATER TO POND, 100 YR WATER SURFACE 351,02 I IIII ~ ~ \ \ ~ ~ \ ~ \ ` , \ ~ ~ ~ 7, A GRADING PERMIT WILL OT BE ISSUEC UNTIL THE TOWN OF CARP HAS RECENED ' ~ FLARED END SECTION NOTIFlCATION FROM THE ECOSYSTEM ENHANCEMENT PROGRAM THAT A RECEIPT HAS BEEN ISSUED ~~'°o ~
(iD) STORM WATER DISCHARGES TO UNNAMED TRIBUTARY OF CRABTREE CREEK, 1-YEAR STORM ORIFICE 2 ORIFICE 347.00 I I ~ ( I\ ~ ~ o \ \ ~ \ ~ ~ - ~ \ 0 6i / \ \ \ \ w RIP RAP OUTLET TO THE DEVELOPER AND LOCAL GOVERMENT STATING THAT NITROGEN BUY GOWN HAS BEEN COMPLETED 0 rF9
INTERMEDIATE ORIFICE 4'x6" 1 REO'D. 349.00 I - ~ ~ ~ ~ ~ \ ~ (11) ALL STORM DRAINAGE PIPE SHALL BE PROTECTED DURING CONSTRUCTION 1 ll ~ ~ \ ~ ~ ~ \~l\ ~ .rF 111 ~ ~ ',I \ \ Y \ j \ \ ~ P TECTION 8. FILL FOR RISER BASIN A' TO BE RECOVERED AS A BY-PRODUCT OF SITE GRADING. ~ ~ 5 \`~°o` ` ` CONTRACTOR TO AVOID DISTURBING AREAS NOT SHOWN ON PLAN, ~~{'Q4
IN ACCORDANCE WITH TOC STD. DETNL 04000,12, TOP OF ANTI-FLOATATION 8' x 8' x 2' 346,50 ~ ~ II I ~ \s~ ~ \ ll Ill ~ ~ s \ I I I \ \ ~ ~ \ \ ~ / I"gTSF ' ~ I \ ~ ~ ti
TOP OF RISER 5'x5' INLET BOX 350,00) II 1 ~ ~ \ I ~ \ 12 CONTRACTOR SHALL PROVIDE RIP RAP LINED TAIL DITCHES AT THE STORM a I I ~ I I \ \ ( ) UTLET PIPE INVERT IN 30" Rt,P 343,80 Il Il\ ~ / / I I I ~ \ \ \ _ _ _ THE FUTURE WETPOND BMP #1 TO BUILDING RESTRICTION FLO
DRAINAGE PIPE DISCHARGE POINTS AS REQUIRED TO ENSURE POSITIVE ) ~ I, I / I ~ , DRAINAGE, UTLET PIPE INVERT OUT 30° RCP 338,00 1111 \ I I \ \ ~ - - A RISER SEDIMENT OD ~ y \ \ , _ _ _ BE USED S , # ~ ~ _ _ ~ ~ LINE. THIS LINE IS 2 ABOVE /
~ it h 1 v I I a A ~ I~ AR UTLET PIPE SLOPE 7,43 LF ®5.95 II \ / / ~ ~ I\I (13) SEDIMENT BASINS SHALL BE KEPT OUT OF WETLAND EAS, ~ ~ I, 1 1 \ I I / 1~~1'' / ! I I I \ - BflSIN A DURING CONSTRUCTION THE 100-YR FLOOD EL V T I ~ I / - _ ~ , ~ , E A ION.
14 THERE IS FEMA MAPPED FLOOD PLAIN LOCATED ON THIS I ll l \ \ I / / / I 3 \ -
PROJECT PER FIRM MAP 3720075500) \ l\l \ / o.o / / / 1 335- - - - ~ ~ _ _ SEDIMENT ~ ~
F R THI C NSTRUCTION. II ~,I II \ `ors I I / / ~ 1 (15) A PRECONSTRUCTION MEETING MAY BE REQUIRED 0 S 0 1 \ / / ~ ~ l Il \1 _ ~ _ _ BASIN D ~ ~ ~ y ~z _ _ _ _ _ _ _ 40 LEVEL 1
(16) PERMANENT GROUND COVER SHALL BE ESTABLISHED EITHER IN 15 WORKING I i 1 / DAYS OR 90 CALENDAR DAYS WHICHEVER IS SHORTER, PER TOWN OF CARY ~ 1 1 \ I I 11 / / ~ / I ~ ~ _ _ _ - - - _ _ _ _ _ _ _ 52 LEVEL SPREADER f ~
11 I l \ IlT / / REQUIREMENTS AFTER CONSTRUC110N IS COMPLETE, I' A I 1 ~ I I I I I / / / / / \ ~ ~ -tea - I ~ .
) ~l / 17 TREE PROTECTION FENCING SHALL BE INSTALLED AND INSPECTED PRIOR 11 ) ~ II 1) I } / / / r / / / / 65 / / / l!~l lll/ l / ~ ~r
TO ISSUANCE 4F A GRADING PERMIT, FENCING SHALL NOT BE REQUIRED II ) 1 1 I I j r / / / / / / ~ ~ I ADJACENT TO AREAS WITFIOUT WOODED VEGETATION, ! I ~ /y / / / / / / ~ ~ ~ r - \ \ ~ - _ _ _ - % ~ SEDIMENT I I
l ~ II IIII III/~/ / / ; (18) STREETS IN FROM OF THIS PROJECT SHALL REMAIN CLEAN AT ALL TIMES 1 ( /j X / / / / ~1 - / / ~ ~ \ ~ n ~ \ - - , - - - , ~ i BASIN E^ I I~
A WA H ATI N MAY BE RE UIRED, 11 ~ li III III ( / / / / / / - / / ~ I ' ~ ~ OR S ST 0 O I I I I I( 1 / if /
19 CUT AND FILL SLOPES SHALL BE STABILIZED WITHIN 15 DAYS OF ANY ! '~I ` I III I Ill I / L / / r ~ I 1 11 .111 r / . / / PHASE of cRADINC. 41 IIII 1 III 11 I I / / / - x~ / \ ~ !P ~u~„ N ~~r' 4p '\_\i wow I ~I \ \ \ \ r m~" ~a \ ~ ~ ~ tea. \ \ ~ I 3 I
20 WETLANDS SHOWN ARE PER FIELD DELINEATION BY SdcEC AND SURVEY k 'I I', I I I l ll I I ~ O I ;I 1111 i l l II \ - 1\ ~ ~ _ _ 3
BY WITHERS & RAVENEL, CHANNELS LABELED WITH WIDTHS OF WETLANDS, ~ ( ~ I1 I I 1 l 1111 I I ~ / / 5' ~ F ;I ~ 111111 \ \ i ~ ~ ~ - - \ ` ~ \ \ \ \ FL YEAR BASF - \ ~ ~ ~ ma. ~ a ~e ~ - _ OOD EL
(21) TO MINIMIZE DAMAGE TO EXISTING TREES NEAR THE INTERIOR EDGE 0 II 1 I, 11 I l 111111 I ~ J / ~ , - BUFFERS AND STREETSCAPES, THE CONTRACTOR SHALL CUT MINIMUM ~ ~ I 1 1 1 1 \ \ / / _ . ~ _ -
2' TRENCHES ALONG THE LIMITS OF DISTURBANCE, SO AS TO CUT, I 'I V I~ 1111 III I I II I \ / - - ~ - 1 ~1 III \ \ \ \ / , ~ RATHER THAN TEAR, ROOTS. I ',I i ) I~ ,1111 111 II II V A \ \ I - ~ ~ _ 7 - i ~ ~ F D15 THE FUTURE DR OND BM #2 TO
I I 11 11 P TI N FENCE SHALL BE MAINTAINED ON THE SITE UNTIL I \ \ I (22) THE TREE ROTEC 0 ~I 'I ~ iI f' IIII 111111 III \ \ \ I I ~ / f ~A ~ - - ~ N - ~ ~ \ ° BMP #21 BE USED AS IS SEDIMENT - ~ DRY ON xl - ~ ~ ~ ' ~ ~ ~ ~ W, BASIN 'C' DURI CON R CTION
ALL SITE WORK IS COMPLETED AND THE FINAL SITE INSPECTION PRIOR TO ) II II ~ \ I I \ ~ ~ ~ ~ _ THE CERTIFICATE 4F OCCUPANCY CO 15 SCHEDULED, THE FENCING SHALL II i, ( I ~ I I I ~ \ \ ~ \ ( I I I I 11 I I I I III ~ v v~~_ - I ~I ~ ~ \
BE REMOVED PRIOR TO FINAL SITE IN PECTION FOR THE CO. 1 I I I I I I \ ~ \ \ _ - J it Ill ~ I I I I •1 ~ \ ~ _ u W W \ VA \ II ~ I ~ "
ram ownstream ~1 i I I J I5~0 KP E I ~ ~ - U stream Len th 10 Pre 0 10 Post Upst e D Slope Rim ~ li II 11 II I I 9 ~ JS ~ ~AY=3&! \ p Downstream 9 0 Invert Invert I I 11 l r I , , ~ 90 LEVEL SPREAD R FOR 1 OUTLET _ ` w w ~ \ I ~ w ~ _ - w _ _ ~ 1 , I I DRAWDOWN ORFLC , ELEV - 0,75
I I r I s` - 'BW \ ~ p. 1111IIIllI~ I ! f I 1 - Node Node (ft) (cfs) (cfs) Size Elevation Elevotion (ft/ft} Elevation I III II I I 1 / I - ~ -
ft ft ft '1 1111 1 I I I p / / / ~ ~ - ( ) ( ) ( ) ~ i ~ I'I III III 11 / 2 I l l l / / I I~ / ~ _
DI 96 CB 95 50 8.30 13.83 24 inch 389.00 388.70 O.OD60 394.00 i ',I I II I I I I I / o r / / / / \ k ~ I II I I I I I I / ~ / / / / / r I ' - \ \ _ o \ I f~ I .
CB 95 CB 94 120 8.45 14.08 24 inch 388,50 385.32 0,0265 394,54 ~ 1 I I I I ( / / ~ .Tw=a3e I 'I ~ II 1111111111 ~I / / / ws _ - \ \ ~ \ V ~ I I ~ ~
CB 94 CB 91 40 11.72 19.54 24 inch 381,25 380.80 0.0112 390.13 ~ I it 1 , II / / / ~j / , - - o. ',I ~ it 1' I IIII1111~1 `~1 I / / 5' / I ,~6° _ CB .,3 CB 92 34 1.90 3.16 15 inch 381.88 381.70 0.0053 386.93 111 I 11 / ~yb / _ ~ L _ , , v ~ - V ~ i ~ N - _ ~ ~ ~ X11 \ ~ ~ o
CB 92 CB 94 43 1.97 3.29 15 inch 381.50 381.25 0.0058 387.89 ~ III 1'' 11111 1111,11 ~I ( /1/ , 2 - - III I I I / j~, / ~ ~,5~~ x _ ~ - - ~ - _ - ~ \ ~~^~1 ,~o ~ ( ~ \ 320 _ ~ \ - ~ \ / I I
.1 390.27 I I I ~ ^c -sRatm'w` -J ~ \ 1 - CB 91 FFS 90 79 12.06 20.10 24 inch 378.00 365.50 0 582 I ':I I I, 111111 111 I 1 1111 111 % - I - ~ \ 1 YEAR BASE - - ~ - ~ 1 ' ~ ELEVATION
75 0.65 1.09 12 inch 366.50 382.42 0.0547 369.50 I 1 1 1 I ~ ~ ~ ~ v - ~ i DI 86 CB 85 1' 11 1111(11111 IIII / `'I~ 31 5 J 84 48 1.75 2.92 15 inch 362,17 359.32 0,0595 366,19 II !I Ill II (IIII \ ~ i - CB B B II 1 ~ - q9 / _ - ~ ~ \
~ `:I 1' 111 I I I III II 011 II I I w ' , JB 84 CB 82 60 1,75 2.92 15 inch 359,12 355.28 0.0641 363.57 I 1 I II 11 ~ ~ \ / ~ / \ I \
.28 0,0330 360.52 11 1' I IIII 111111 1111 I ~ ~ - i CB 83 CB 82 30 0,60 1,00 15 Inch 356.27 355 I 1111 Il I III I / / . _ _ _ _ / / ~ ~ \ - \ I v ~ ~ / ~I ~v~ I
1 62 3.07 5.12 15 inch 355.08 350.91 0.0677 359.53 ~ '~,I 'I 1 I III I I I II " , - - - A V ~ - c6 82 ce s ~ II ~~~I I IIII 11111111 1~v - - - - - / / /
CB 81 FE5 8D 117 3.24 5.40 15 inch 350.71 348.50 0.0189 355.16 !,I I; 1111 111 ~ = - _ ~ ~ / i I I'~ it I IIII I II _ _ - \ / , CB 808 FE5 80A 24 3,20 5.34 15 inch 348.50 347.70 0.0320 352.50 i ~1,, 11 / / ~ I
4 II I': II 111111 \ 1 / ; , 4 1 3.85 15 inch 332,92 331.00 0,0 26 335.92 I CB 71 FES 70 5 2 3 1 A` \ o ~ ~ ~j A V ''GI i I~ , v / I I
1 i n 47.1o aosa2 35s.so ~ ''~I ~ I IIl1II1I1111~ . - - v\ / r ,~,x DI 688 DI 68A 123 0.44 0.73 2 nc 355.50 3 I Al \ - ~ i~" \ ~J I \ \ ~ - ~ / ~ i I
ti DI 68A DI 68 115 0.88 1.46 12 inch 346.90 343.50 0.0297 350.90 I \ / ` DI 68 CB 66 92 3.24 5.40 15 inch 340.OD 332.55 0.0809 347.80 I I - - ~ / / ','I~ 11 \ ~ III ! I o ~ ~ V ~ / I`~ I
I I i. A ~ _ ~ ~ ~ / C8 67 CB 66 211 1.06 1.77 15 inch 342.00 332.55 0.0448 348.13 I J / / ~ 'i , ~ I ~1 ~ I I I / i/ ~ .SEDIMENT
I CB 66 CB 63 61 5.41 9.01 15 inch 332,30 330.60 0.0278 337.47 _ ~ - ~ / / ,K 3~ i 1 v ~ l I ~ ~ BASIN B \ .o try ~ I \ ~ I I ~ II r ~
CB 65 CB 64 32 2,12 3.53 15 inch ' 332.36 332.00 0.0113 336.89 _ - \ p a A
CB 64 CB 63 32 3.15 5.25 15 inch 331.80 330.60 0.0370 336.76 ' II ,i ~ ~ ;v,~;, , k ` `n 14 1 in 3.00 0.0649 335.23 / \ ~ ` I ~ - \ .B 63 CB 62 93 8.86 J6 8 ch 329.OD 32 ~ o / / / \ / / ~
n CB 62 CB 61 73 10.97 18.29 24 inch 322.80 321,80 0.0137 328.68 ~ ~ \ a / t / j i A \ 6 ~ ` r ~ F. Eq~ \ ~ ~ , i v / IK I ~i ~OOp E BASE I
4 328.19 '~I` \ i / ~3 A, ~ CB 61 FES 60 23 11.83 19.72 24 inch 321.60 321.00 0.026 _ _ ~ { / i ~ ~ ~I \ v A ~ ~,~t - . ~ I ~ ~ ~ \ I [fvgrl i - I \ ~ 7 ~ I , I ~p I t ~ ° ,RIPARIAN BUFF
CB 59 CB 58 110 1.59 2.65 15 inch 377.94 371.92 0.0547 382,19 ~ - I ~ ~ _~,v.:. ; .o ~ A ' gg'i,~+ / ~ ' - / ~ I / DI 58F DI 58E 129 0.03 0.02 6 Inch 399.50 395.50 0.0310 402.50 I t :l ~ ~ "`~~?~}y~~ ~ " ' ~ ~ \ r~Q~ / v,.~;~.'~'' ' n \ I ~ ~ I ~ i
DI 58E DI 580 34 0.02 0.02 6 Inch 395.30 392.90 0.0706 398.30 GRAVEL I I ~ f_ : A i ~ ~a~,' Z " I s ~o I I k 1 t o - I I,
Dl 580 DI 58C 141 0.54 0.90 12 inch 393.70 385.70 0.0567 397.70 ~ ~ ~ i ~ ~ r ?!1 / CONSTRUCTION ~ 1~ 'I t% '1 ~I ~ ~ ` y~ti~~,/°~ I ~ \ ~y' J ~\\I I / i \ 1
DI 58C DI 588 143 0.89 1,49 12 Inch 385.50 375.70 0,0685 388.50 ~ \v A ~ ~ '7 ~ i ENTRANCE ~1 I v ~ 4 ( \ ~ ' ~ - 1 I 1 I l~ o l \ ~ I ,
I 1 1 1.44 .40 12 inch 375.50 371.70 0.0314 378.50 ' '~I~' 1 I ` ~ A d'~_f ~~~a D 58B DI 58A 2 2 ' I \ DI 58A CB 58 99 1.99 3.31 15 inch 371.50 370.92 0,0059 374.50 ,I ~:I. a lA ~ , ~ ~ VA v ~i~ ~ ~ ~
CB 58 CB 57 29 3.55 5.92 15 inch 370.50 310.00 0.0172 376.17 1 t ';N~ ':.I 1 ~ ~ ~ . , ~ I ~ v. ~ VV\ I l i ~ l i ~ ,5O O~ Z 1 ~ \ 11 J ~ ~ 0 3 2 ~
C8 57 CB 56 43 3.98 6.64 15 inch 369.80 367.97 0.0426 375.58 ~ ~ ' 1\ ~ ~ ~ ~ ~ 1 ~~~o \ - I Rte'""~x , I~..I 1 \ ~ ~ I t e~; - ~ ~ ~ l i ~ - I ~ V ~ 11 I ~ l ~ ~ w u• ~
CB 56 C8 55 151 4.13 6.88 15 inch 367.77 364.54 0.0214 372.22 I \ ~ ~ ~ ``~j. ~ I `I I' ~ .~1s~ - ~ II I _ , ~ ~~v
DI 55B DI 55A 79 0.50 0.83 12 inch 368.00 365.45 0.0324 371,00 I I ~'h \ ~ s - I ~8a~t I 1 1 in 4,79 0.0052 367.50 `,1'I I~ ~ ~ ~~V i ° ~ I DI 55A CB 55 89 1.13 88 2 ch 365.25 36 ~ ~,I \ A I ~ 114 ~ , i -.r~ I ~ 1 ~ I ~ - ~ { ~ 1 I I 1 I I ~ ~ ` ~ ~
CB 55 C8 54 52 5.87 9.79 15 inch 364.34 362.93 0.0271 368.69 ~ ~ I, kl I~I l' ~ V A ~ ~ btu I ~ ~ ,0 1 - ,~35.t~~" ' I I ~ ~ r ~ 1 ~ I~ I I .I, 1 _ \ I I
4 1 4 18 in h 362.73 360.43 0.0288 367.18 ' I " \ E ~ ~ I CB 5 CB 52 80 6.02 0.0 c ~ I' 'I 1 V A V ~ ~ I " ~ I A v I " '4 i i ~ - ~v A ~ h I
DI 53A DI 53 65 0.94 1.56 ,2 inch 368.00 361.20 0.1046 374.50 \ `I' ~ =-1 DI 53 CB 52 21 1.18 1.96 12 inch 361.00 360.43 0.0271 364.50 !I ~ \ ~ k~~ ` V i ~~e,~.o ~ / / r I I P' / 11 I % /~L ~ ~ . ~ ~ \ I a ~I~ , ~ I I i I / T \ \
CB 52 CB 50 58 7.44 12.40 18 inch 360.18 358.30 0.032 36 68 I ~ ~,I \ \ ~1 ~ ; i ~ I ~ I I I ~ ~ I - ~
~ ~ I '''~S. CB 51 CB 50 30 1.17 1.95 15 inch 358.96 358.55 0.0137 363.21 \ \~I ~ I / I ' .I i r - .a 1 1 y / 1 ' v 32~,'~ 1,1.~ _ ~ I I I , ~ _ - xh~1 I
CB 50 CB 44 43 8.82 14.70 24 inch 358.10 357.50 0.0140 362.80 I I ( \ N \ \ \ 1 \ ~ I ~ ~4. / 11 \ I ~ l , ze l ;Y , , /fir i - ~ ~ F.L , oo Bq - /
DI 48 CB 47 22 0.92 1,54 15 inch 375.80 375.55 0.0114 380.33 ~ 1 I ~ A \ V A V \ I I 7 .0 0.0100 379.ao I,.;1 I II ~ ~ \ \ \ ~ ~ \ \ \ CB 47 CB 46 28 2.65 4.41 15 inch 375.35 3 5 S I I I I \ o \ ~ \ \ ~ ' l I l m o ~ III III ~ I' _ _ nv=~ _ C~ ~q sE I \ ~ I t ~ I I I ew. 1 rrOrv
I: ~ \ ' 4 7 in h 7. 7 71.00 0.09 4 3 9 59 CB 46 CB 45 41 3.59 5.98 15 c 3 4 8 3 11 ,1 ; l ~ \ \ \ VA 1 - ~ _ 1 - - / 1~,~ V I 4` - ~ i - - i I J l I 8 r~ ~
CB 45 CB 44 137 3.74 6.24 15 inch 370.80 360.73 0.0735 375,64 I ' 1111 \p A \i _ - - - - - ~ / I ~ i Tw s
CB 44 CB 43 79 13.10 21.83 24 inch 357.30 354.80 0.0316 365.18 ~I 11 ° \ \ ~ - \ I\ ~ \ , 4 4 44 1 .87 23.12 24 inch 354.60 352.54 0.0468 359.80 ~ I' III \ m \ ~ - CB 3 CB 2 3 ~ I I„1 ( 11 ~ \ \ \ \ A ~ V ~ \ _ A
CB 42 CB 41 36 13.93 23.22 24 mch 352.34 351.28 0.0294 357.54 , , I: 11 1 \ ~ ~ ~
I ICI 1I\ ~ \ \ \ CB 41 CB 31 94 16,39 27.32 24 inch 351.08 348.14 0.0313 357.09 I I II 11 \ ~ \ \ \ \ - ~ J - - l ~ ~ ~ p ~ 11 111 / ~ / ~ti . , \ ~ I ll/ 11 ~ l M i ~
CB 34 CB 33 27 2.87 4.78 15 inch 352,17 351.90 0.0100 356,17 ~I ~ 1~=~'I I I A \ V ~ ~ i 1111 \ V A \ ~ V / 1 / / . ~
CB 33 CB 31 106 5.08 8.47 15 inch 351,70 348,89 0.0265 356,18 : ii 1 \ \ \ \ I V [ 11 111 \ V ' CB 32 CB 31 27 1.12 1,B7 15 inch 349,09 348.89 O.D074 353,14 ~ ~ I I I \ 1 1 //ll l / / / / ~ / _ /
7, 1 in h 4 . 4 4 . 0.0231 353.14 I ~!I I ~tl'~ II 1111 1 I \ CB 31 FES 30 84 22.69 3 8 30 c 3 6 9 3 5 00 I` I I I 1 1 /Ill%l ~ l ~ ~ % I , ~ I 111/l ll, L~__-,,/ I / ~
I I ,,1' 11111 1 ~ I I ~ I I I I I I 1 111 l l l l _r= _ ~ ~ - ~ ~ ~ / 1 11 - f
il,l 1, III 1 GRAVEL AND RIP RAP FILTER BASIN DESIGN ':I ~ , , III 1 I I I - . , 111 I1 1 ~ I , \ \ - - v ~ ~ I I llj j~l - ~ ~ ~ - _ ~ I _ ~ ~ II 11 1 ~ v ~
I I I I ° \
BASIN DENUDED DRAINAGE BASIN DIMENSIONS WEIR VOLUME VOLUME ' III I / I \ # i1 , ~,I I I l~ / I 1 L. Ill I / 1
AREA AREA DEPTH LENGTH WIDTH LENGTH PROVIDED REQUIRED L I1 / / ~ L7MITSOF DI D&EW`C _ - _ \ \ ~ ~ ~r - _ ~ ~ \ ~ ~ tom- ~ ~ - ~
A 10.90 12.33 7 237 119 N A 168 507 19 620 I ' .1 II I 1 / / / 1 \ • \ \ \ \ ~ ~ ~ ~ - ~ ~ , II, ~ / /
B 2.45 2,45 5 48 24 8 4 608 4,410 , -~-`~;'ii" - . \ / , / / / / / / ~ / I 1 \ \ ~ ~ ~ ~ ~ - _ _ _
C 4,55 4,65 5 64 32 10 8,192 8,190 ` `II'I 1'' ~ / ~ / / / / / I I \ ~ ~ - - - _ _ - -
900 / / I D 0.35 0.89 3 30 15 5 630 - - i _ ~ - - _ - _ - - _ i_ - ~ T- ~ ~ ~
' / / I ,fi - - - - o= ~ =A~p - CONSTRUCTION---------------i i '-.~6 _ S1~NW~fiEAeRANCH
~ TT _ - _ E 0.25 0.25 3 26 13 5 676 450 _ _ .a _ ~ ~ - s _ _ - - - - ~ ENTRATdC-E - - _ _ _ _ _ _ , , 1 _ ti
F 0,94 1,23 3 44 22 10 1,936 1,692 - - - - - - - - - - - - - - - - - - I~ ` I - _ i / r---_ 69 L - _ ° - _ ~ ~ . ~ _ -f _ _ _ S~F READER- - , - _ _
NOTE: 1 OF FREEBOARD SHALL BE PROVIDED FOR EACH BASIN _ _ ~ + l _ _ _ _ _ _ _ _ _ _ _ _ _ ~ N ~ _ - \ - I - _ - - IIIN
SB # A SHALL BE CONSTRUCTED AS TOC STD. DETAIL 04000.05 CATCH BASIN RISERIFILTER \ ! z - - - _ _ . - - _ - - - u _ _ - - ~ I ~ ~
- -=`c ' N 52'51 09 E _ _ - - - _
STORM DRAINAGE OUTLET PROTECTION SCHEDULE ~ ~ _ i_ _ , = - - _ _ _ _ _ _ W ~ ~ t- _ 0 H
AT OUTLET VELOCITY PIPE APRON DIMENSIONS RIP RAP STONE \ \ _ - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ -
NUMBER V10 OUTLET WIDTH WIDTH LENGTH DEPTH TYPE SIZE, d50 ` - - - - - - - - , _ _ E~ \ - - - r ~ - - - "'S~1 ~ / PROP. R zlx':x- - _
FES 10 12, 5 24 RCP 6 -0 18 -0 16 -0 22 CLASS 1 13 _ _ ~ - L- - L-~S"~~'--~- .1z-y ~ -'c =mil - \ ' ( ~ PE /W / 3~• =-ct.`_- _ ~ : • PE _ _ ~ I_, / f'R ~ 05-SP-004 _ - ~ _ - - , • r _ - ~ c
» , » , » , n n » - ~ ~1• -r~-T~-rr_z.:-rs-~'~~fiz==rlx-'.1-~*~_c L-i P~ F 10.6 R P 7- - - CLAS B 6 ~rtr=='' I T R ' ' ~P ES 60 30 C 6 22 6 15 D 22 S _ PE - PE EXS / I m I
FES 90 22.7 24 RCP 6 -0 18 -0 16 -0 27 CLASS 2 23 a to o , APPROVED _ _ ,
FES 70 8.4 15" RCP 4'-0" 12'-d' 6'-6" 22" CLASS B 6"
~~C R!1 F 5 1~i" Rf P A~_r1" 17'_fl" ~.'_(1" 1ri" (`I ACC A A /roved o Date 60 o so X20 pC V
Plarming Date
NOTE: Provide fabric filter underliner specified as Mirafi 140N or approved equal E~~uir~eering Date SCALE: 1" _ 60~
No. Revision Date B Designer Scale
W&R 1 "=60'
Drawn By Dale WESTON PLACE GRADING, DRAINAGE AND WITHERS R"ENEL Sheet No,
W&R 05/16/05
Checked By job No. MCC WEC 204070.1 H 0 M E S~ EROSION CONTROL PLAN ENGINEERS I PLANNERS I SURVEYORS
11 I MacKenan Drive Cary, North Carolina 27511 tel: [phone] fax [phone] www.withersravenel.com