NCS000402_29_79_Compass Pointe

Compass Pointe Center
Stormwater Narrative
City of Mebane
By: Aden R. Stoltzfus, PE
Stoltzfus Engineering, Inc.
01/23/2014
A commercial site -development is proposed at the southwest quadrant of the intersection of
Lowes Boulevard and NC Highway 119. The proposed site layout is shown on the construction drawings
prepared by Stoltzfus Engineering, Inc (SEI). This proposed commercial site contains 7.74 acres and is
comprised of one watershed draining to an open channel located along the western property line.
The final grading design will maintain the water within the same watershed area with drainage to an
unnamed tributary to Back Creek.
The commercial site -development project is proposed for five separate commercial lots and
buildings with proposed parking stalls and new sidewalks. The site also constructs a new public road,
Compass Pointe. To manage stormwater draining off the site, one stormwater wet detention pond is
proposed along the western property line. The proposed pond is located on a separate lot to be dedicated
to a jointly held owner's association comprising of the upstream property now consisting of lots 1-5 as
shown on the construction plans. Note that these lots could be re -configured as the outparcels are
developed, however the property will still fall under the established owner's association.
Rooftop runoff from buildings, roadway and parking areas will be piped directly to the wet
detention basin. The wet detention pond is sized to manage the first inch of runoff for water quality
control and reduce peak flows to pre -development levels for the 10-year storm event.
Stormwater discharge from this site drains from the proposed pond barrel into an existing wooded
open channel. The open channel then flows first into an existing pond downstream of the site then to an
unnamed tributary to Back Creek. Based on available maps and aerial information, no structures exist
immediately downstream between the proposed wet detention basin and the existing pond. The existing
channel at the outlet of the pond barrel currently shows no signs of erosion or scouring through the
undeveloped area.
The submitted stormwater calculations were analyzed using Hydra flow hydrograph software.
The SCS method was selected to model the 1 year, 2 year, 10 year and 100 year storm events over a 24
hour period. The rational method was used as a separate calculation to double-check against the SCS
method and to ensure the riser and 100 year emergency spillway were sized adequately. Please refer to
submitted calculations for detailed results.

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Stormwater Permit Application
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Rec'd By
City of Mebane
106 E. Washington Street
City web site:
Telephone: [phone]
Mebane, NC 27258
www.ci!Xofmebane.com
Fax: [phone]
Section A. SUMMARY INFORMATION
DEVELOPMENT NAME: Compass Pointe Center
LOCATION: 243 Lowes Boulevard, SW quadrant of Lowes Blvd. and NC 119 Intersection
PARCEL ID NO.: 9814026895
TOTAL ACRES: 7.74 Ac. TOTAL DWELLING UNITS (if applicable) : NIA
TOTAL DU/Acre: _ % Built Upon Area: 8O% TOTAL Built Upon Area: 5.71
❑ LOW DENSITY (no more than two dwelling units per acre or twenty-four percent built -upon area).
HIGH DENSITY (exceeds the low density thresholds for dwelling units per acre or built -upon area).
Section B.
APPLICANT INFORMATION
Owner (Owner or Developer)
Owner: Kevin Sasser
Company:
Address:
Sasser Companies, Inc.
P.O. Box 10
Whitsett, NC
Fax No: [phone] Email Address
Phone No.:
Fax No:
[phone]
[phone]
Zip:
[e-mail]
Consultant (Person to contact regarding questions or revisions to the plan)
Contact Name: Aden R. Stoltzfus, PE Phone No.:
Company: Stoltzfus Engineering, Inc. Fax No.:
Address:
118-A South Cherry St.
Kernersville, NC
')7Q'7-7
[phone]
Zip: 27284
Fax No: Email Address: [e-mail]
Form SWPA-1 1 of 6 July 1, 2007

ALL ITEMS ON THIS APPLICATION MUST BE ADDRESSED PRIOR TO SUBMITTAL.
ALL INCOMPLETE SUBMITTALS WILL BE RETURNED.
Section C. REQUIRED ITEMS CHECKLIST
The following checklists outline submittal requirements. Initial in the space provided to indicate the
following submittal requirements have been met and supporting documentation is attached.
General Requirements:
Applicant's initials
A.S. ✓_1. Sheets shall be no larger than 36" x 24" plan and profile paper.
�1,� ✓ 2. Minimum text size shall be 1/8".
3. Scale on plan view shall be no smaller than l" = 50% scale on profile view shall
be no smaller than 1" = 50' horizontalIy and 1" = 5' vertically using a grid
showing 1' intervals.
A . 5% 4. All drawings to be in North Carolina State Plane coordinate system.
A .S. 5. Cover sheet shall have a vicinity map at a scale no smaller than 1"= 200'.
S , 6. Provide a legend indicating existing and proposed lines, features and symbols.
A.S. 7. Cover sheet shall include all general notes, owner's name, telephone number, and
mailing address.
A.S. 8.
All elevations shall be given in relation to mean sea level; elevations in profile
view shall be labeled in 10' intervals on the heavy lines (Ex. 350, 360).
A.-S. 9.
Benchmark elevations and locations shall be shown on plan view.
A.S. —10.
Plan views shall have a north arrow on each drawing.
11.
Each drawing shall have the following information in the title block: Street or
project title, limits, horizontal and vertical scales, original date, revisions date,
drawing number, checked by and drawn by. Recommended placement is lower
right-hand corner.
•S. 12.
All drawings sealed, signed and dated by a NC Professional Engineer or
Landscape Architect.
A . 13.
A signed and sealed statement on the plans (if a high density project) certifying
that the design of all stormwater management facilities and practices will control
and treat the runoff from the from the first one inch of rain over the total drainage
area, that the designs and plans are sufficient to comply with applicable standards
and policies found in the Stormwater BMP Design Manual, and that the designs
and plans ensure compliance with the City's Phase II Stormwater Ordinance.
Form SWPA-1 2 of 6 July 1, 2007

,6 •S , 14. Plan view shall show all actual street names. State road numbers shall be shown
if applicable. Plan view should also indicate whether street is asphalt, concrete,
gravel or dirt. Proposed street & Right-of-way widths will be dimensioned back-
to-back and labeled in plan view.
A • S . 15. Plan view shall show proposed and existing curb and gutter, pavement, storm
sewers, drainage structures, driveway pipes, water mains, sanitary sewer mains,
etc. All available elevations shall be shown on the profile view. Direction of flow
shall be shown on plan view for all sanitary sewers and storm drains. Materials
and pipe sizes shall be labeled.
A - S. 16. Existing utility lines shall be shown and labeled on plan view and indicated in the
legend.
17. Plans shall show final proposed locations and dimensions of all water, storm
drain, and sanitary sewer lines, devices to be installed on the system, catch
basins, culverts, ditches, including grades, pipes sizes, elevations, assumptions,
calculations, invert elevations for all inlets and manholes and profiles of sanitary
sewer lines.
A.S. 18. All existing and proposed water, storm drainage and sanitary sewer easements
shall be shown on all applicable sheets.
19. Number of dwelling units.
A. S. 20. Existing and proposed topographic lines (minimum 2-foot intervals).
A.I. 21. City limits, county lines, and other jurisdiction lines, if any.
Li S. 22. Streams, ponds, wetlands, etc. on the project site and within 50 feet of the
property lines.
Al A 23. Location of floodplain and floodway (if applicable).
A • S . 24. Location of drainage ways and easements.
Site Drainage Features:
•S . 25.
Existing and planned drainage patterns (include off -site areas that drain through
project).
26.
Any existing stormwater control systems.
. S . 27.
Sub -watershed delineation showing drainage areas.
A t . 28.
Show extent and number of disturbed acres.
Aes. 29.
Proposed impervious areas.
&r. 30.
Soil information: type, special characteristics.
A • S. 31.
Name and classification of receiving water course.
Form SWPA-1
3 of 6 July 1, 2007

Permanent Stormwater Control Measures (High Density only):
A.S. 32. Type of BMP (wet pond, rain -garden, etc).
A .S . 33. Designer's certification.
.S . 34.
Narrative description of proposed Stormwater system (where runoff originates
(e.g. roofs, roads, parking lots etc.), its conveyance within the project, its
treatment, and its conveyance from the project to the receiving water body).
S. 35.
Profile along the centerline of the principal spillway/outfall pipe extending below
the protected outfall or to the downstream structure.
-A.S. _36.
Elevations of the "water quality" surface, temporary storage water surface, and
the 10 and 100 year storms.
A. S . 37.
Stage -storage table for each BMP.
A . S. 38.
If BMP is to be used to treat construction site runoff, provide steps necessary to
restore BMP to original design condition.
A. S. 39.
All necessary construction specifications.
A..S . _40.
Sequence of construction.
A . S. 41.
Individual drainage areas for each Stormwater BMP.
A . S . 42.
Construction drawings and details for permanent measures.
A. S . 43.
Size and location of culverts.
A . S . 44.
Size and location of subsurface drainage conveyances.
45. Disclosure of party ultimately responsible for operation and maintenance of the
stormwater system.
Stormwater Calculations:
A.S. 46. Narrative description of calculations (methods, variables, assumptions, etc.) and
results.
47. Stormwater BMPs designed in accordance with North Carolina Department of
the Environment and Natural Resources -Division of Water Quality's Manual of
Stormwater Best Management Practices.
ICI . S . 48. Time of concentration for pre/post development conditions
49. Pre -construction and post -construction runoff calculations for each outlet from
the site (at peak discharge points).
A. s • 50. Pre -construction and post -construction design calculations and hydrographs.
A . S . 51. Design calculations of culverts and storm sewers.
Form SWPA-1 4 of 6 July 1, 2007

A.S. 52.
Discharge and velocity calculations for open channel and ditch flows (easement
& right-of-ways).
Fl • 53.
Design calcs of cross sections and method of stabilization of existing and planned
channels (include temporary linings).
fi .15. 54.
Design talcs and construction details of energy dissipators below culvert and
storm sewer outlets (diameters & apron dimensions).
A . S - 55.
Amount and type of existing and proposed land use.
Operation and Maintenance Manual (for each BMP, High Density only):
AS. ✓ 56.
Narrative description of the purpose and operation of the BMP.
A-S. ✓ 57. Detailed list, description, and procedure of routine maintenance items.
AA. G-"' 58. Detailed list, description, and procedure of non -routine maintenance items.
n . S. 59. Maintenance schedule.
A S, 60. Steps needed to restore BMP in the event of a failure.
A-4, 61. Maintenance checklist and inspection form.
A .cr . 62. BMP construction drawings. Replace with record drawings when BMP is
complete.
A . S . 63. Latitude and longitude of each stormwater BMP.
Section D. ATTACHMENTS
9""3 sets of plans
B'*" 1 set of calculations
B"" Operation and Maintenance Manual
13"' Application Fee
Form SWPA-1 5 of 6 July 1, 2007

Section E. APPLICANT'S CERTIFICATION
Designer Certification:
I hereby certify that the design -related information submitted with this application for permit
coverage was prepared under my direction or supervision and that the information is, in the
exercise of my reasonable professional judgment, true, accurate and complete. I also hereby
certify that the stormwater collection, treatment and control system design submitted with this
application complies with all requirements of the City's Phase II Stormwater Ordinance.
Original Signature of Stormwater Designer
Type or Print Name
Owner Certification:
Title
I hereby certify that I have read this application and agree to abide by the terms of any
Stormwater Permit issued by the City of Mebane.
Original Signature of Owner or Authorized Agent
Type or Print Name
Title
Form SWPA-1 6 of 6 Judy 1, 2007

Section E. APPLICANT'S CERTIFICATION
Designer Certification:
I hereby certify that the design -related information submitted with this application for permit
coverage was prepared under my direction or supervision and that the information is, in the
exercise of my reasonable professional judgment, true, accurate and complete. I also hereby
certify that the stormwater collection, treatment and control system design submitted with this
application complies with all requirements of the City's Phase II Stormwater Ordinance.
Original Signature of Stormwater Designer Title
Type or Print Name
Owner Certification:
I hereby certify that I have read this application and agree to abide by the terms of any
Stormwater Pern ' issued by the City of Mebane.
Original Signa ure of Owner or Authorized Agent Title
L.O-N �&�5w
Type or Print Name
Form SWP4-1 6 of 6 Judy 1, 2007

Compass Pointe Wet Detention Pond 01-24-2014.xls
PERMANENT WET DETENTION POND DESIGN - RISER/BARREL
PROJECT:
NC119 Project
Proposed Wet Detention Pond
INDEX NO:
CHECKED BY:
AIRS
LOCATION:
Mebane, NC
DATE:
1/24/2014 Revised
REVISED:
TOTAL SITE AREA =
6.93 acres
5.54 acres
0.00 acres
WATERSHED =
PROPOSED BUILT UPON AREA =
CLASSIFICATION: WS -
EXISTING BUILT UPON AREA =
(GWA/WCA) _
TOTAL ON -SITE BUILT UPON AREA =
5.54 acres
PERCENT BUILT -UPON =
80.00%
Actual Proposed is around 78.21 % or 5.42 Ac.
ON -SITE DRAINAGE AREA TO POND =
6.93 acres
ON -SITE BUA TO POND =
5.54 acres
ONSITE % BUA FOR POND SUB -BASIN =
80.0%
OFF -SITE DRAINAGE AREA TO POND =
0.00 acres
OFF -SITE BUILT -UPON AREA =
0.00 acres
TOTAL WATERSHED AREA TO POND =
6.93 acres
6.93 acres
Y
DISTURBED AREA =
TEMP. SED. STOR. USED (Y/N)
TEMPORARY SEDIMENT STORAGE 0.5 acre -inch per disturbed acre
PERMANENT SEDIMENT STORAGE 0.125 acre -in per total drainage area
PERMANENT WATER QUALITY
COMPOSITE B.U. % = 80.0 percent
DEPTH (minimum 3 feet) 3.83 feet (Ave.)
SA/DA (Figure 10-1) 3.962 percent (90% TSS)
TEMPORARY WATER QUALITY 1.0 Inch rainfall to be controlled
TYPE X corrugated aluminum
reinforced concrete
DESIGN STORM 10 year
RAINFALL INTENSITY 6.87 inches per hour
RUNOFF COEFFICIENT 0.85
TYPE X grass lined
rip rap lined
DESIGN STORM 100 year
RAINFALL INTENSITY 8.31 inches per hour
RUNOFF COEFFICIENT 0.85
ELEV. @ BOT. OF POND =
626
SURFACE AREA =
5788 SF
ELEV.@ BOT. OF PSS =
626
SURFACE AREA =
5788 SF
ELEV. @ BOT. OF PWQ =
627
SURFACE AREA =
6730 SF
ELEV. @ NORMAL POOL =
632
SURFACE AREA =
14465 SF
ELEV. @ TOP. OF RISER =
634.3
SURFACE AREA =
19924 SF
ELEV. @ EMER. SPILLWAY =
635.3
ELEV. @ TOP OF DAM =
636.8
INVERT OF BARREL =
627
ELEV. @ BOT. OF POND= 626.00 SURFACE AREA = 5788 Square Feet
ELEV. @ NORMAL POOL = 632.00 SURFACE AREA = 14465 Square Feet
ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE = 45569 Cubic Feet
Page 1

Compass Pointe Wet Detention Pond 01-24-2014.xls
ELEV. @ BOT. OF PSS =
626.00
SURFACE AREA =
5788 Square Feet
ELEV. @ BOT. OF PWQ =
627.00
SURFACE AREA =
6730 Square Feet
VOLUME PROVIDED =
6259 Cubic Feet
OK
PERMANENT WATER QUALITY SURFACE AREA REQ'C
11960 Square Feet
NORMAL POOL ELEVATION =
632.00
SURFACE AREA PROVIDED =
14465 Square Feet
OK
TEMPORARY WATER QUALITY STORAGE REQUIRED
Rv=
0.770 in/in
VOLUME REQUIRED =
19370 Cubic Feet
TOTAL =
19370 Cubic Feet
VOLUME PROVIDED
ELEV. @ BOT. OF TWQ =
632.00
SURFACE AREA =
14465 Square Feet
ELEV. @ TOP OF TWQ =
634.30
SURFACE AREA =
18604 Square Feet
VOLUME PROVIDED =
41104 Cubic Feet
OK
PRINCIPAL SPILLWAY
DESIGN STORM PEAK FLOW =
40.5 CFS
1.00 ft
634.30
HEAD ABOVE TOP OF RISER =
ELEVATION AT TOP OF RISER =
BARREL:
BARREL SIZE USED (in) =
36.00 in. dia.
ELEVATION AT TOP OF RISER =
634.30
ELEVATION OF BARREL INVERT =
627
Hw PROVIDED =
7.30 ft
Hw/D PROVIDED=
2.43
1.42
4.26 ft
Hw/D REQ'D. FOR DESIGN STORM (FROM CHART) =
Hw REQUIRED =
CHECK CULVERT (INLET CONTROL)=
OK
Q (FROM CHART) AT Hw/D PROVIDED=
81.9 CFS
77
RISER:
RISER(AREA) =1.5 TIMES AREA OF:
36.00 in. dia.
MIN. RISER DIA. =
44.09 in. dia.
RISER DIA.USED =
54 in. dia.
WEIR EQUATION:
Qw =
47.1 CFS
OK
ORIFICE EQUATION:
Qo =
76.6 CFS
OK
Qw CONTROLS =
47.1 CFS
PRINCIPAL SPILLWAY SYSTEM:
RISER CONTROLS
47.1 CFS
PRINCIPAL SPILLWAY SYSTEM:
OK
WATER QUALITY RELEASE HOLE
ELEV. @ BOT. OF WATER QUALITY RELEASE HOLE =
632.00
MAXIMUM RELEASE RATE =
2 Days
MINIMUM RELEASE RATE =
5 Days
MAXIMUM HOLE SIZE =
0.052732023
3.11 in. dia.
MINIMUM HOLE SIZE =
0.021092809
1.97 in. dia.
Use 2.50" Dia Hole Size
EMERGENCY SPILLWAY
ELEV. @ EMER. SPILLWAY =
635.3
DESIGN STORM PEAK FLOW =
Rational
49.0 CFS
FLOW THROUGH EMER. SPILLWAY =
1.9 CFS
EMER. SPILLWAY SIDE SLOPES (ie 3 if 3:1, 0 if vertical) =
3
FLOW DEPTH =
0.50 ft
BOTTOM WIDTH REQUIRED =
1.77 ft
Use 12' Spillway
FLOTATION OF RISER
ELEV. @ TOP OF RISER
1
634.30
Page 2

Compass Pointe Wet Detention Pond 01-24-2014.xls
ELEV. @ BOT. OF RISER =
627.00
H =
7.30 ft
AREA OF RISER =
15.9 SF
VOLUME OF RISER =
116.1 Cubic Feet
AREA OF BARREL =
7.1 SF
10.00 ft
70.7 Cubic Feet
EXPOSED LENGTH =
VOLUME OF BARREL =
WEIGHT OF WATER DISPLACED =
11655.53 Ib
FACTOR OF SAFETY (10%)
12821.08 Ib
VOLUME OF CONCRETE ANCHOR =
146.4 Cubic Feet
Use Tx Tx3'
FULL POND DESIGN DATA
Description
Elevation
Surface Area
Incremental Volume
Pond Bottom
626
5788
Top of Sediment Storage
627
6730
6,259
Top of Foreba s Excludes Baffles
631
11178
35,816
Top of Forebays (Surface Area Used for
Depth Calculation between top of forebays
and Bottom of Shelf)
631
11625
Bottom of Shelf
631.5
12083
5,927
Normal Pool
632
14465
6,637
Top of Shelf
632.5
17005
7,868
Top of Riser
634.3
19924
33,236
Invert of Emergency Spillway
635.3
21251
20,588
Top of Dam
636.8
23115
33,275
Bottom Area of Main Pond
627
6021
Depth (Ave. for Calculations)
3.83
Page 3

Compass Pointe Wet Detention Pond 12-30-2013.xis
PERMANENT
WET DETENTION POND DESIGN - RISERIBARREL
PROJECT:
NC119 Project I
INDEX NO:
Proposed Wet Detention Pond
CHECKED BY:
ARS
LOCATION:
Mebane, NC
DATE:
12/30/2013
REVISED:
SITE DATA
TOTAL SITE AREA =
6.93 acres
5.54 acres
0.00 acres
WATERSHED =
PROPOSED BUILT UPON AREA =
CLASSIFICATION: WS -
EXISTING BUILT UPON AREA =
(GWANUCA) _
TOTAL ON -SITE BUILT UPON AREA
5.54 acres
PERCENT BUILT -UPON =
80.00%
Actual Proposed is around 78.21 % or 5.42 Ac.
ON -SITE DRAINAGE AREA TO POND =
6.93 acres
ON -SITE BUA TO POND =
5.54 acres
ONSITE % BUA FOR POND SUB -BASIN =1
80.0%
OFF -SITE DRAINAGE AREA TO POND =I
0.00 acres
OFF -SITE BUILT -UPON AREA =
I 0.00 acres
TOTAL WATERSHED AREA TO POND = 6.93 acres
DISTURBED AREA = 6.93 acres
TEMP. SED. STOR. USED IN Y
DESIGN DATA
TEMPORARY SEDIMENT STORAGE
0.5
acre4nch per disturbed acre
PERMANENT SEDIMENT STORAGE
0.125
acre4n per total drainage area
PERMANENT WATER QUALITY
COMPOSITE B.U. % =
80.0
percent
DEPTH (minimum 3 feet)
3.83
feet (Ave.)
SAIDA (Figure 10-1)1
3.962
percent (90% TSS)
TEMPORARY WATER QUALITY
1.01
rainfall to be controlled
PRINCIPAL SPILLWAY
TYPE
X
corrugated aluminum
reinforced concrete
_ I DESIGN STORMS
RAINFALL INTENSITY
10 ar
6.87 inches per hour
0.85
RUNOFF COEFFICIENT
EMERGENCY SPILLWAY
TYPE
X
grass lined
rip -rap lined
DESIGN STORM
100
year
RAINFALL INTENSITY
8.31
inches per hour
RUNOFF COEFFICIENT
0.85
POND DATA I
ELEV. @ BOT. OF POND =
626
SURFACE AREA =
5788 SF
ELEV.@ BOT. OF PSS =
626
SURFACE AREA =
5788 SF
ELEV. @ BOT. OF PWQ =
627
SURFACE AREA =
6730 SF
ELEV. @ NORMAL POOL =
632
SURFACE AREA =
14465 SF
ELEV. Q TOP. OF RISER =
634.3
SURFACE AREA =
19924 SF
ELEV. @ EMER. SPILLWAY =
635.3
ELEV. @ TOP OF DAM = 1636,8
INVERT OF BARREL = 1627
POND DESIGN
TEMPORARY SEDIMENT STORAGE
VOLUME REQUIRED
12678 Cubic Feet
VOLUME PROVIDED
ELEV. @ BOT. OF POND=
626,00
SURFACE AREA =
5788 Square Feet
ELEV. @ NORMAL POOL =
632.00
SURFACE AREA =
14465 Square Feet
ALLOW 75% OF BASIN VOLUME TO WQ ORIFICE =
45569 Cubic Feet
OK
PERMANENT SEDIMENT STORAGE
VOLUME RE UIRED
3144 Cubic Feet
VOLUME PROVIDED
Page 1

,Compass Pointe Wet Detention Pond 12-30-2013.xis
ELEV. @ BOT. OF PSS =
626.00
SURFACE AREA =
5788 Square Feet
ELEV. @ BOT. OF PWQ =
627.00
SURFACE AREA =
6730 Square Feet
VOLUME PROVIDED =
6259 Cubic Feet
OK
PERMANENT WATER UALITY
SURFACE AREA RE
'D
11960 S uare Feet
NORMAL POOL ELEVATION =
632.00
SURFACE AREA PROVIDED =
14465 Sauare Feet
OK
TEMPORARY WATER QUAUTY
STORAGE REQUIRED
Rv=
0.770 intiin
VOLUME REQUIRED =
19370 Cubic Feet
TOTAL =
19370 Cubic Feet
VOLUME PROVIDED
ELEV. @ BOT. OF TWQ =
632.00
SURFACE AREA =
14465 Square Feet
ELEV. @ TOP OF TWQ =
634.30
SURFACE AREA =
18604 Square Feet
VOLUME PROVIDED =
4 1104 Cubic Feet
OK
PRINCIPAL SPILLWAY
DESIGN STORM PEAK FLOW =
40.5 CFS
1.00 ft
634.30
HEAD ABOVE TOP OF RISER =
ELEVATION AT TOP OF RISER =
BARREL:
BARREL SIZE USED (in) =
36.00 in. dia.
ELEVATION AT TOP OF RISER =
634.30
ELEVATION OF BARREL INVERT =
627
Hw PROVIDED =
7.30 ft
HwID PROVIDED=
2.43
HWIIJ HF-Q'D. FOR DESIGN STORM (FROM CHART) = 1.421
Hw REQUIRED =
4.26 ft
CHECK CULVERT (INLET CONTROL )=
OK
Q FROM CHAR AT HwID PROVIDED=
81.9 CFS
RISER:
RISER(AREA) =1.5 TIMES AREA OF:
36.00 in. dia.
MIN. RISER DIA. =
44.09 in. dia.
RISER DIA.USED =
54 in. dia.
WEIR EQUATION.
Qw =
47.1 CFS
OK
ORIFICE EQUATION.
Qo =
76.6 CFS
OK
Qw CONTROLS =
47.1 CFS
PRINCIPAL
SPILLWAY SYSTEM:
RISER CONTROLS
47.1 CFS
PRINCIPAL SPILLWAY SYSTEM:
OK
WATER gUALITY RELEASE HOLE
ELEV. BOT. OF WATER QUALITY RELEASE HOLE =
632.00
MAXIMUM RELEASE RATE =
2 Days
MINIMUM RELEASE RATE =
5 Days
MAXIMUM HOLE SIZE =
0.052732023
3.11 in. dia.
MINIMUM HOLE SIZE =
0.021092809
1.97 in. dia.
Use 2.50" Dia Hole Size
EMERGENCY SPILLWAY
ELEV. @ EMER. SPILLWAY =
635.3
DESIGN STORM PEAK FLOW =
Flow from SCS
55.6 CFS
FLOW THROUGH EMER. SPILLWAY =
8.5 CFS
3
EMER. SPILLWAY SIDE SLOPES (ie 3 if 3:1, 0 if vertical) =
FLOW DEPTH = 1
0.50 ft
BOTTOM WIDTH REQUIRED =
8.03 ft
Use 12' S illwa
FLOTATION OF RISER
ELEV. @ TOP OF RISER =
634.34
ELEV, Q BOT. OF RISER =
627.00
H=l
7.30 ft
Page 2

Compass Pointe Wet Detention Pond 12-30-2013.x1s
AREA OF RISER =
15.9 SF
VOLUME OF RISER =
116.1 Cubic Feet
AREA OF BARREL =
7.1 SF
10.00 ft
70.7 Cubic Feet
EXPOSED LENGTH =
VOLUME OF BARREL =
WEIGHT OF WATER DISPLACED =
11655.53 lb
FACTOR OF SAFETY (10%)
12821.08 lb
VOLUME OF CONCRETE ANCHOR =
146.4 Cubic Feet
Use' 7'x7'x3'
FULL POND DESIGN DATA
Description
Elevation
Surface Area
Incremental Volume
Pond Bottom
626
5788
Top of Sediment Storage
627
6730
6,259
Top of Foreba Excludes Baffles
631
11178
35,816
Top of Forebays (Surface Area Used for
Depth Calculation between top of forebays
and Bottom of Shelf}
631
11625
Bottom of Shelf
631.5
12083
5,927
Normal Pool
632
14465
6,637
Top of Shelf
632.5
17005
7,868
Top of Riser
634.3
19924
33,236
Invert of Emergency Spillway
635.3
21251
20,588
Top of Dam
636.8
23115
33,275
Bottom Area of Main Pond
627
6021
De th (Ave. for Calculations)
3.83
Page 3

/7.4 Of5vF_Co P,.4Cwr-T
Table of Contents Compass Pointe Pond Design.gpw
Hydraflow Hydrographs by Intelisolve Thursday, Jan 2 2014, 2:51 PM
- Year
HydrographReports............................................................................................................. 4
Hydrograph No. 1, SCS Runoff, Pre -Development Run -Off .............................................. 1
2 - Year
HydrographReports............................................................................................................. 2
Hydrograph No. 1, SCS Runoff, Pre -Development Run -Off .............................................. 2
10 -Year
HydrographReports............................................................................................................. 3
Hydrograph No. 1, SCS Runoff, Pre -Development Run -Off .............................................. 3
100 - Year
HydrographReports............................................................................................................. 4
Hydrograph No. 1, SCS Runoff, Pre -Development Run -Off .............................................. 4

Hydrograph Plot
1
Hydraflow Hydrographs by Intalisolve
Hyd. No. 1
Pre -Development
Run -Off
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 6.930 ac
Basin Slope
= 4.1 %
Tc method
= KIRPICH
Total precip.
= 2.79 in
Storm duration
= 24 hrs
4.00
2.00
1.00
2 5 7
Hyd No. 1
Thursday, Jan 2 2014, 2:51 PM
Peak discharge
= 4.35 cfs
Time interval
= 1 min
Curve number
= 65
Hydraulic length
= 891 ft
Time of conc. (Tc)
= 4.99 min
Distribution
= Type II
Shape factor
= 484
Pre -Development Run -Off
Hyd. No. 1 --1 Yr
P7
Hydrograph Volume = 10,726 cuft
Q (cfs)
5.00
4.00
3.00
1.00
0.00
12 14 16 19 21 23 26
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 1
Pre -Development Run -Off
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 6.930 ac
Basin Slope
= 4.1 %
Tc method
= KIRPICH
Total precip.
= 3.38 in
Storm duration
= 24 hrs
Q (cfs)
10.00
WE
WE
4.00
2.00
0.00
0 2 5 7
Hyd No. 1
Thursday, Jan 2 2014, 2:51 PM
Peak discharge = 8.16 cfs
Time interval
= 1 min
Curve number
= 65
Hydraulic length
= 891 ft
Time of conc. (Tc)
= 4.99 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 17,899 cult
Pre -Development Run -Off
Hyd. No. 1 -- 2 Yr
7
Q (cfs)
10.00
ME
4.00
2.00
0.00
12 14 16 19 21 23 26
Time (hrs)
2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 'I
Pre -Development Run -Off
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 6.930 ac
Basin Slope
= 4.1 %
Tc method
= KIRPICH
Total precip.
= 4.82 in
Storm duration
= 24 hrs
Q (cfs)
21.00
18.00
15.QQ
12.00
Y rX
. KOI
M11191
0.00
0
Thursday, Jan 2 2014, 2,51 PM
Peak discharge = 19.62 cfs
Time interval
= 1 min
Curve number
= 65
Hydraulic length
= 891 ft
Time of conc. (Tc)
= 4.99 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 39,920 cuR
Pre -Development Run -Off
Hyd. No. 1 -- 10 Yr
2 5
Hyd: No. 1
7 9
Q (cfs)
21.00
18.00
15.00
12.00
M
. �1
3.00
0.00
12 14 16 19 21 23 26
Time rhrs)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No, 7
Pre -Development Run -Off
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 6.930 ac
Basin Slope
= 4.1 %
Tc method
= KIRPICH
Total precip.
= 7.15 in
Storm duration
= 24 hrs
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
0 2 5
Hyd No. I
7
Thursday, ,Jan 2 2014, 2:51 PM
Peak discharge = 41.53 cfs
Time interval
= 1 min
Curve number
= 65
Hydraulic length
= 891 ft
Time of cone. (Tc)
= 4.99 min
Distribution
= Type II
Shape factor
= 484
Pre -Development Run -Off
Hyd. No. 1 --100 Yr
9 12 14 16
Hydrograph Volume = 83,507 tuft
19 21
Q (cfs)
50.00
40.00
4�
20.00
10.00
a.00
23 26
Time (hrs)
4

o
o Q
E
S
C
R
Q
N
'C
L
7
N cn
N 3
o ro
3
W �
0
Ta a�
V O
O
fA
C
a
O
7
N Lo � cn
0 0 o n
rn--f
�0
'a
rn2,
Q} Q
zi
CL
M
0
CL

PCS� arvr'Lo00cd
Table of Contents W I fur Oo4 d Compass Pointe Pond Design.gpw
Hydraflow Hydrographs by Intelisolve Thursday, Jan 2 2014, 2:53 PM
1 -Year
HydrographReports............................................................................................................. 1
Hydrograph No. 2, SCS Runoff, Post -Development Run -Off ............................................. 1
2 - Year
HydrographReports............................................................................................................. 2
Hydrograph No. 2, SCS Runoff, Post -Development Run -Off ............................................. 2
10 -Year
HydrographReports............................................................................................................. 3
Hydrograph No. 2, SCS Runoff, Post -Development Run -Off ............................................. 3
100 - Year
HydrographReports ............................................................................................................. 4
Hydrograph No. 2, SCS Runoff, Post -Development Run -Off ............................................. 4

Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Hyd. No. 2
Post -Development Run -Off
Hydrograph type
= SCS Runoff
Storm frequency
= 1 yrs
Drainage area
= 6.930 ac
Basin Slope
= 4.1 %
Tc method
= KIRPICH
Total precip.
= 2.79 in
Storm duration
= 24 hrs
Q (cfs)
28.00
24,00
20.00
16.00
12.00
4.00
0.00
0.0 2.0 4.0
Hyd No. 2
Thursday, Jan 2 2014, 2:63 PM
Peak discharge = 24.12 cfs
Time interval
= 1 min
Curve number
= 92
Hydraulic length
= 891 ft
Time of conc. (Tc)
= 4.99 min
Distribution
= Type II
Shape factor
= 484
Post -Development Run-off
Hyd. No. 2 --1 Yr
6.0 8.0
Hydrograph Volume = 50,936 cult
Q (cfs)
28.00
24.00
20.00
16.00
12.00
8.00
4.00
Q.00
10.0 12.0 14.0 16.0 18.0 20.0 22.0
Time (hrs)

Hydrograph Plot
Hydraflow Hydrographs by lntefisolve
Hyd. No. 2
Post -Development Run -Off
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 6.930 ac
Basin Slope
= 4.1 %
Tc method
= KIRPICH
Total precip.
= 3.38 in
Storm duration
= 24 hrs
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
0.0 2.0 4.0 6.0
Hyd No. 2
Thursday, Jan 2 2014, 2:53 PM
Peak discharge = 30.54 cfs
Time interval
= 1 min
Curve number
= 92
Hydraulic length
= 891 It
Time of conc. (Tc)
= 4.99 min
Distribution
= Type II
Shape factor
= 484
Post -Development Run -Off
Hyd- No. 2 — 2 Yr
Hydrograph Volume = 65,427 cult
Q (cfs)
35.00
30.00
KAIII]
20.00
15.00
10.00
5.00
0.00
8.0 10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
2

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Post -Development Run -Off
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 6.930 ac
Basin Slope
= 4.1 %
Tc method
= KIRPICH
Total precip.
= 4.82 in
Storm duration
= 24 hrs
Q (C%)
50.00
40.00
30.00
20.00
10.00
Thursday, Jan 2 2014, 2:53 Phil
Peak discharge
= 46.07 cfs
Time interval
= 1 min
Curve number
= 92
Hydraulic length
= 891 ft
Time of conc. (Tc)
= 4.99 min
Distribution
= Type II
Shape factor
= 484
Post -Development Run -Off
Hyd. No. 2 --10 Yr
2.0 4.0 6.0 8.0
— Hyd No. 2
Hydrograph Volume = 101,527 cult
Q (cfs)
50.00
40.00
30.00
20.00
10.00
a.00
10.0 12.0 14.0 16.0 18.0 20.0
Time (hrs)
3

Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd, No. 2
Post -Development Run -Off
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 6.930 ac
Basin Slope
= 4.1 %
Tc method
= KIRPICH
Total precip.
= 7.15 in
Storm duration
= 24 hrs
Q (cfs
80.00 80.00
70.00 -�
70.00
60.00 - 60,00
50.00 50.00
40.00 - 40.00
30.00
30.00
20.00 - 20.00
10.00 - 10.00
0.00
- 0.00
0.0 2.0 4.0 6.0 8.0 10.0 12.0 14.0 16.0 18.0 20.0
Hyd No. 2 Time I;hrs)
Thursday, Jan 2 2014, 2:53 PM
Peak discharge = 70.85 cfs
Time interval
= 1 min
Curve number
= 92
Hydraulic length
= 891 ft
Time of cons. (Tc)
= 4.99 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 160,916 cult
Post -Development Run -Off
Hyd. No. 2 -- 100 Yr
4

Table of Contents
Pv� Oj9v E[.O e-7g&
W 171-2 00ND(
Compass Pointe Pond Design.gpw
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 2 2014, 2:53 PM
1 - Year
HydrographReports.............................................................................................................
Hydrograph No. 3, Reservoir, Revised Pond.....................................................................
2-Year
HydrographReports............................................................................................................. 2
Hydrograph No. 3, Reservoir, Revised Pond..................................................................... 2
10 -Year
HydrographReports............................................................................................................. 3
Hydrograph No. 3, Reservoir, Revised Pond..................................................................... 3
100 -Year
HydrographReports............................................................................................................. 4
Hydrograph No. 3, Reservoir, Revised Pond..................................................................... 4

Hydrograph Plot
1
Hydraflow Hydrographs by Intelisolve
Hyd, No. 3
Revised Pond
Hydrograph type
= Reservoir
Storm frequency
= 1 yrs
Inflow hyd. No.
= 2
Reservoir name
= Revised Pond
Storage Indication method used
24.00
20.00
16.00
12.00
1
4.00
IIt
5 10
Hyd No. 3
Revised Pond
Hyd. No. 3 --1 Yr
15 19 24
- Hyd No_ 2
Thursday, Jan 2 2014, 2:53 PM
Peak discharge = 0.24 cfs
Time interval = 1 min
Max. Elevation = 634.26 ft
Max. Storage = 40,310 cuft
Hydrograph Volume = 28,822 cult
Q (cfs)
28.00
- 24.00
F ��
16.00
12.00
8.00
4.00
o.oa
29 34 39 44 48
Time (hrs)

Hydrograph Plot
2
Hydraflow Hydrographs by Intelisolve
Hyd, No. 3
Revised Pond
Hydrograph type
= Reservoir
Storm frequency
= 2 yrs
Inflow hyd. No.
= 2
Reservoir name
= Revised Pond
Storage Indication method used
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
Thursday, Jan 2 2014, 2:53 PM
Peak discharge = 1.41 cfs
Time interval = 1 min
Max. Elevation = 634.38 ft
Max. Storage = 42,711 cuft
Hydrograph Volume = 42,548 cult
Revised Pond
Hyd. No. 3 -- 2 Yr
5 10 15 19 24 29 34 39 44
Hyd No, 3 Hyd No. 2
Q WS)
- 35.00
30.00
25.00
20.00
15.00
10.00
5.00
a.00
48
Time (hrs)

Hydrograph Plot
3
Hydraflow Hydrographs by lntelisolve
Hyd. No. 3
Revised Pond
Hydrograph type = Reservoir
Storm frequency = 10 yrs
Inflow hyd. No. = 2
Reservoir name = Revised Pond
Storage Indication method used
40.00
30.00
20.00
10.00
4 9
Hyd No. 3
Revised Pond
Hyd. No. 3 — 10 Yr
Thursday, Jan 2 2014, 2:53 PM
Peak discharge = 19.27 cfs
Time interval = 1 min
Max. Elevation = 634.84 ft
Max. Storage = 52,324 tuft
Hydrograph Volume = 78,554 cuff
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
13 17 22 26 30 35 39 43 48
— Hyd No. 2
Time (hrs)

Hydrograph Plot
4
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
Revised Pond
Hydrograph type
= Reservoir
Storm frequency
= 100 yrs
Inflow hyd. No.
= 2
Reservoir name
= Revised Pond
Storage Indication method used
Q (cis)
6a.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0
2 5 7 9
Hyd No. 3 Hyd No. 2
Thursday, Jan 2 2014, 2,53 PM
Peak discharge
= 55.59 cfs
Time interval
= 1 min
Max. Elevation
= 635.39 ft
Max. Storage
= 63,745 cult
Hydrogaaph Volume � 137,841 cuft
Revised Pond
Hyd. No. 3 -- 100 Yr Q (cft)
60.00
70.00
60.00
50.00
.40.00
30.00
'20.00
10.00
i,.00
12 14 16 19 21 23 26
Time (hrs)

I
Structure
Pipe
Inset
Runoff
Sub-
Total
Rainfall
Subarea
Total
Outlet Pipe
Outlet Pipe
Minim
Provided
Full Flow
Pipe
Head-
Provided
Remaining
Pipe
!o.
No.
Pipes
Cooff.
Area
Area
Intensity
Flow
Flow
Theo. Dia.
Diameter
Slope
Cap.
o
Slope
Cap.
Velocity
Length
Centroid
-Head
Req'd
Inlet
Inlet
No.
Ci
Ai
A
Ila
Qi (cft)
Qt--Qi+Qp
(inches)
(Inches)
(ftift)
(.f.)
(ft1ft)
Vft
(cfs)
(fit..)
(feet)
(feet)
(feet)
Depth
Depth
Ci-1
1
-
0,85
0.28
0.28
6.87
1.6
1.6
10.2
15
0.50%
4.6
1.11%
E3.76%.
-
6.8
5.6
40.42
0.1
0.7
3.49
2.8
1
CI-2
2
1
0.85
0.42
0.70
6.87
2.5
4.1
14A
18
0.50%
7.4
20.3
11.5
89.74
0.2
1.0
4.19
3.2
2
Yi- 1
3
-
0,85
2,03
2.03
6.87
11.9
11,9
21 A
18
0.50%
7.4
3.25%
-
18.9
10.7
1 95.50
1.9
2.7
4.80
2.1
3
CB-1
4
-
0.85
0.10
0.10
6.87
0.6
0.6
6.9
15
0.50%
4.6
2.300/a
9.8
8.0
39.15
0.0
0.9
3.51
2.6
4
GI-1
5
3,4
0.85
0.40
2.53
6.87
2.3
14.8
23.3
24
0.50%
16.0
1.00%
22.5
7.2
125.50
to
2.2
4.00
1.8
5
GI-2
6
5
0.85
0,31
2,84
6.87
1.8
16.6
24.3
24
0.50%
16.0
1.000/6
22.6
7.2
56.86
1.2
2.5
6.24
3.7
6
STMIA-1
7
2,6
0.85
0.00
3.54
6.87
0.0
20.7
26A
24
16.0
1 1.000/6
22.6
7,2
72.81
1.9
3.2
8.67
5.4
1 7
YI-2
8
-
0,85
1.18
118
6.87
6,9
6.9
17.5
15
-0.50%
0.50%
4,6
4,03%
12.9
10,6
24.79
1.4
2.3
4.30
2.0
8
CI-3
9
7,8
0.85
0.23
4.95
6.87
1.3
28.9
29.9
30
0.50%
29,0
1,04%
41.8
8.5
48.09
1.5
3.0
8.59
5.6
9
CI-4
10
9
0,85
0.13
5.08
6.87
0.8
29.7
302
30
0.50%
29.0
1.00%
41.0
8A
225,03
1.6
3.1
918
6.1
10
CB-2
11
-
0.85
0.59
0.59
6.87
3.4
3.4
13.5
15
0.50%
4.6
1.01%
6.5
5.3
183.19
0.3
1.3
3.52
2.3
11
TD-1
12
-
0.85
0.03
0.03
6.87
0.2
0.2
4.4
8
0.50%
0.8
1.33%
1.4
4.0
30.00
0.0
0.6
1.56
0.9
12
CB-3
13
11,12
0.85
0,44
1.06
6.87
2.6
6,2
16,8
15
0.50%
4,6
11.00%
6.4
5.3
99.56
1.1
2.0
6.24
4.2
13
CB-4
14
10,13
0.85
0.36
6.50
6.87
2.1
38.0
33.2
30
0.50%
29.0
1.22%
45.3
1
9.2
20.45
2.6
4.1
9.90
t5.8
14
STMH-2
1 15
14
0.85
0.00
6.50
6.87
0.0
38.0
312
30
0.50%
29.0
1.05%
41.9
8.5
28.65
2.6
4.1
8.70
1 4.6
15
3 RD STREET EXT,
1�
ed UTILITY POLE DO DEED BOOK
PB
PLAT BOOK
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PG
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WATER METER BOX (WM)
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FIRE HYDRANT (HYD)
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SANITARY SEWER MANHOLE (SSMH)
CONCRETE
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OVERHEAD POWER LINE
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961111=111 TEMP. DIVERSION
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11'11'10RR110 STORM SEWER DRAINAGE AREA
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TAX PARCEL #163487
LOWES HOME CENTER, INC.
D.B. 2065 PG. 997
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12' EMERGENCY
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ELEV: 635,30 t es, 2:1 SIDE SLOPES
GRASS LINED BELOW INSIDE
3:1 SIDE SLOPES SHELF
SKIMMER
WET DETENTION
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SKIMMER BASIN # 1 (TYP')
NCDOT STD.
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INV. OUT: 626.44
CLASS B RIP -RAP
TAX PARCEL #160531 PAD, L=18'
MARTIN L. SHOFFNER W=9'
D.B. 2485 PG. 327 DEPTH=18"
ZONED:M-2
51 LF OF 36" 00
CAP @ 1.0% 10rn
54" CAP RISER
ASSEMBLY
(CORR. ALUM PIPE)
RISER TOP=634.30
INV. POND OPENING
GAT
DRAIN=627.00
7' GATES
TYPE &
NO.
STATION
NO.
TOP
THROAT OR
GRATE
INV.
IN
INV.
IN
INV.
OUT
NOTES
CI-1
Compass Dr. Sta: 2+24.35
651.51
648.02
CURB INLET, G'BORO STD. 402
CI-2
Compass Dr. Sta: 2+24-35
651.51
647.57
647.32
CURB INLET, G'BORO STD. 402
1y1_1I
650.00
64520
YARD INLET, G'BORO STD. 4241425
CB-1
646.71
643.20
CATCH BASIN NCDOT STD. 840.01 & 840.03
GI-1
645.90
642.30
642.10
641.90
G'BORO STD. 410/407 (heavyweight)
GI-2
646.39
640.65
640.15
G'BORO STD. 41 OA07 (heavyweight)
STIVIHA
Compass Dr. Sta: 1+30.26
647,95
639,58
643.95
639.38
STD. PRECAST MANHOLE
YI-2
648.50
644.20
YARD INLET, G'BORO STD. 4241425
CI-3
Compass Dr. Sta: 0+51.58
647.04
643,20
638,65
638A5
CURB INLET, G'BORO STD. 402
CI-4
Compass Dr, Sta: 0+33.12
646.93
637,95
637.75
CURB INLET, G'BORO STD. 402
CB-2
646.02
642.50
CATCH BASIN NCDOT STD, 840.01 & 840,03
TD-1
643.86
64230
TRENCH DRAIN, ZURN Z886-HR OR EQUAL,
HEAVY DUTY DUCTILE IRON GRATE
CB-3
646.69
641.90
640.65
640,45
CATCH BASIN NCDOT STD. 840.01 & 840.03
CB-4
644.90
639.45
635,50
635.00
CATCH BASIN NCDOT STD. 840.01 & 840,03
STMH-2
641,00
634.75
632,30
STD, PRECAST MANHOLE
FES-1
632.00
30" NCDOT STD.
2
'ASPHALTFLUSH
4'L/ADJNG WITH SIDEWALK
DOCK BELOW
GR�DE WITH
W
ate.may-
THE CH DRAIN
CID It
U 1:t
A
0
�rU0",
CONCRETE
Rg
.8�
W LL PROPOSED INDOOR
PAINTED L SELF -STORAGE
RAILING BUILDING
THREE-STORY
PROPOSED
LU
FFE=647.89
LD
0
LANDSCAPE AREA
DRIVE-THRU LANE
M-I(CD)
CB-2 ZONING
0.59
acres
PROP. DUMPSTER
LOCATIONS
z a <
0 C: 6 W
0 U
_j 0 LL 0 la-
_j Z -i on
c a_cj::
U
Ln
- z
� 0 0 0
0 r� U 0 or
Ucn (A , i� 0
B-2 (CD) CB-1
ZONING
0.10 acres
CI-4
'X 13 acres
(D
0
GI-1
0.40 acres
CONSTRUCTION IS
COMPLETE ok0000
I U
CbMPASS DRIVE 0.42 acresCI-2 (Pre -Phase 2) 'j, 10� :3
do"
0.89 acres (Post -Phase 2) gg 1 1
6u PUIBLIC R/W 000, 0
654 --656
CI 0
0.28 acres (Pre -Phase 2)
0.88 acres (Post -Phase 2)
DRAINAGE POND
�7
6 3 acres
EXISTING PROPERTY DRAINAGE AREA FOR
LINETO BE RECOMBINED
POND INCLUDES
PROPOSEDFUTURE
DEVELOPEMENT YI-1
Ln
PROP'. REVISED LOT 2.03 acres
4 PROPERTY LINE
CL
LD
mill
0
3"
+
'71
n
DIVERSION BERM To REMAIN UNTIL
FUTURE CONSTRUCTION 15
COMPLETE
ON
J
ZONED: B-2
GRAPHIC SCALE
40 0 20 40 30
160
i.
It
1�t
V-1
z
0
F-
Lij
Ln
Ua
-n
0 0 "4
U_ _T7
LLJ
UJ
z
ca
x U,
0
8 kn
ULJ
> Ci
0
x x
Li
LLJ
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z
AlftA
z
ILI
IMAM
z r4
CL L)
Z
0-
U
<
LU
0 o
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z
f-, IJJ LU
•
y z
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< C13
LU
<
z
LU z z
0
F- 0 0
F-
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F-
Z
z 1 1
>
a)
LU
Q WITITJ ki I 1-YA N a I
101MIXON411111 LT*��
10101119 M, W-kin��
REF, NO,:
SCALE: 1"=40'
4
CA
ST
( IN FEET)
1 inch =40 ft.

PAECEL�s
PARCEL |O:l6o4x1.
TOTAiAcRc��c:7J4AC,
+/'
oo.zSosPG. 4134
.' p,o,rnPG. ss
EXISTING ZONING: maCONDITIONAL DISTRICT &8'2CONDITIONAL DISTRICT FOR
LOT nsONLY,
neMA|m|NGLOTS ZONED a'2.
SOILS: cv{�sacu.svaz'Tao&Taoz
SUILDING.ss7oxcxs
PROPOSED2,1T, 5 BUILDING SETBACKS
FRONT =25'
5/np=os'
ae4R=2u'
Pi'�01POSED LOTS 1-4 BUILDING SETBACKS 'EXISTING B-2 ZONING)
FRONT =40'
� SIDE =pOk5'
� nsxn=3o'
NOTES:
oouwoAnYmvoTOPOGRAPHIC SURVEY PREPARED oYOTHERS. mUFIELD SURVEYING
o,STOoZrU6ENGINEERING. INC.
THIS MAP DOES NOT MEET Gl47-30AND oNOT FOR RECORDING
THIS PROPERTY 80qJB30ANY EASEMENTS, AGREEMENTS, 0R0:��F-WAY
OFRECORD PRIOR rOTHE DATE 0pTHIS MAP AND WHICH WERE NOT VISIBLE xTTHs
TIME OpINSPECTION.
THIS mApWAS PREPARED WITH OUT THE BENEFIT OpATITLE REPORT AND DOES
NOT NECESSARILY I;NDICATE ALL ENCUMBRANCES UPON THIS PROPERTY.
CONTRACTOR n]LOCATE ALL UTILITIES PRIOR TUCONSTRUCTION AND REPORT ANY
CONFLICTS roTHE ENGINEER.
CONTRACTOR |sRESPONSIBLE FOR ANY REQUIRED PEDESTRIAN ORTRAFFIC CONTROL
PLANS, EQUIPMENT, AND LABOR REQUIRED FOR TRAFFIC CONTROL.
ALL CONSTRUCTION TUes|wACCORDANCE WITH ALL CITY OFKxEoAwE'
SPECIFICATIONS AND STANDARD DETAILS, LATEST EDITION.
RE -ZONING NOTES AND CONDITIONS:
THIS PROPOSED PLAN |S»wAPPROXIMATE REPRESENTATION OFTHE BUILDING,
BUILDING SQUARE FOOTAGE, STREET AND LOT -CONFIGURATION Tooe
c0wsrxUcrso. THE NUMBER 0FLOTS, LOT LINES, BUILDING AND BUILDING SQUARE
FOOTAGE, SITE AND STREET CONFIGURATION AND ZONING LINE WILL nE
DETERMINED BASED VNFINAL ARCHITECTURAL DRAWINGS AND CONSTRUCTION
PLAN REVIEW AND PERMITTING.
THE CONSTRUCTION PLANS WILL MEET THE CITY OFmEBAmBmPDES PHASE
STDnMYvAreKORDINANCE nYTREATING 1"VpRUNOFF FROM THE PROJECT FOR V5%
REMOVAL DrTOTAL SUSPENDED SOLIDS (TSs).THE ewlpREQUIRED FOR THE
PROJECT WILL BE WITHIN A STORMWATER ACCESS AND MAINTENANCE EASEMENT
WITH xDEDICATED ACCESS EASEMENT TOTHE PUBLIC RIGHT OFWAY. THE OWNERS
ASSOCIATIONS SHALL oERESPONSIBLE FOR MAINTENANCE OFTHE aywPDEVICE AND
STORM SEWER OUTSIDE PUBLIC RIGHT OFWAY.
UPON DEVELOPMENT OpEACH OurpwnCsL,SIDEWALKS SHALL DEINSTALLED ALONG
ONE SIDE VpTHE PROPOSED NEW STREET AND ALONG THE FRONTAGE 0pmC11g.
N-) SIDEWALKS ARE REQUIRED nOBEINSTALLED ALONG THE FRONTAGE 0puOvvcS,
80VLsvAno. |pPERMITTED 8YmCDOT, SIDEWALK ALONG THE FRONTAGE vpmczz9
WILL BELOCATED INSIDE PUBLIC RIGHT 0FWAY, OTHERWISE, SIDEWALK SHALL R[
CONSTRUCTED }NTHE PROPOSED 20^LANDSCAPE EASEMENT ALONG N[119&5
SHOWN,
THE PORTION 0FLOT 5TO8[RE-ZONED 0M-1CONDITIONAL DISTRICT BLIMITED
T0ATHREE-STORY INDOOR SELF -STORAGE FACILITY AND OxOFFICE USE. THE
SECOND AND THIRD FLOORS MAY CONSIST OpEITHER SELF -STORAGE AND OFFICE
SPACE onxCOMBINATION THEREOF.
THE PORTION o+LOT sroasREZONED TDB-2CONDITIONAL DISTRICT DLIMITED TO
oaUSES owFIRST FLOOR. THE SECOND AND THIRD FLOORS MAY CONSIST OFEITHER
SELF -STORAGE AND OFFICE SPACE OKACOMBINATION THEREOF.
NoLANDSCAPING YARDS ORSETBACKS SHALL aEREQUIRED ALONG THE LOT S
ZONING LINE ASSHOWN 0NTHE PLANS. LANDSCAPING SHALL BEINSTALLED ATTHe
TIME UFDEVELOPMENT FOR EACH OUrP4nCsL. TOPERMIT SHARED DRIVEWAY
ACCESS, woLANDSCAPING YARDS SHALL BEREQUIRED ALONG THE COMMON LOT
LINES 0FPARCEL 1'2,3&4.
THE PROPOSED PUBLIC STREET SHALL BeBUILT T0THE CITY 0Fw[BANcSTANDARDS
AND SPECIFICATIONS. STREET CONSTRUCTION MAY 8EPHASED TOALLOW FOR
INITIAL o[VELOphlENT DFLOT 5, POSTED SPEED LIMIT OFROAD TV8E20MPH.
~~
~~
/-
~~
�
CITY OF MEBANE
ALAMANCE COUNTY, NORTH CAROLINA
TI I I I I I I I I I I
-
=—_==`��������_____
�
�
|
\ .
\ |
\
\
\
\
\
\ ------- 0
COVER SHEET
Cl
SITE & UTILITY PLAN
C2
GRADING Q'EROSION CONTROL PLAN
[3
POND PLAN
C4
COMPASS DRIVE PLAN &PROFILE
[5
DETAILS
C6
DETAILS
C7
DETAILS
[8
GRAPHIC SCALE
60 o 30 w 120
mu
cy)
0 u
CC
0 0
L�L
uj
Cc Cr 0
0
w
uj >_
UJI
uj Ca
Cj
LLJ
ow
�
Lu
DRAWN BY: SDT
CHECKED BY: ARS
DATE:I2-81,2U13
PROJECT NO.: 30I~06
REF. NO.:
THE PROJECT WILL ADHERE TOTHE CITY OFK8[BANELIGHTING STANDARDS.
(|NFEET)
~

PARCEL DATA:
PARcEL|D:163481
TOTAL ACREAGE: 7.74AC.
��
D.8.l3O5PG. 434
P.R.76PG. 6S
EXISTING ZONING: iN'1CONDITIONAL DISTRICT &B-ZCONDITIONAL DISTRICT FOR
LOT A5ONLY.
REMAINING LOTS ZONED B'Z.
BUILDING
PROPOSED LOT SBUILDING SETBACKS
FRONT =29
8DE= 25'
KEAR=20'
PROPOSED LOTS 1-4 BUILDING SETBACKS (EXISTING B-2 ZONING,j
FRONT =4U'
SIDE =UoRs'
REAR =3O'
PARKING CALCULATIONS:
RETAIL SALES 1SPACE/200SQ.F[
9,8OUSQ.FT./zooS\Fr=ogSPACES
SELF -STORAGE = 1SPA[E/5'000SQ.FT.
,8'G18BQ.FT./5'0O05CLFT. ~z6SPACES
TOTAL SPACES R[Q'O=49+16~6SSPACES
TOTAL SPACES PROVIDED = 87 SPACES (INCLUDING 3 HANDICAP)
Rs-ZONmuGNOTES AND CONDITIONS:
CURVE TABLE
THIS PROPOSED PLAN IS ANAPPROXIMATE REPRESENTATION 0pTHE BUILDING,
CURVE
CHORD BEARING
BUILDING SQUARE FOOTAGE, STREET AND LOT CONFIGURATION T0oE
CONSTRUCTED. THE NUMBER VFLOTS, LOT LINES, BUILDING AND BUILDING SQUARE
FOOTAGE, SITE AND STREET CONFIGURATION AND ZONING LINE WILL eE
DETERMINED BASED VNFINAL ARCHITECTURAL DRAWINGS AND CONSTRUCTION
LINE TABLE
PLAN REVIEW AND PERMITTING.
LINE
LENGTH BEARING
THE CONSTRUCTION PLANS WILL MEET THE CITY OpN1EBAN['SNPDE5PHASE 2
5TOR[0WATERORDINANCE BYTREATING I"OFRUNOFF FROM THE PROJECT FOR 8£%
REMOVAL OFTOTAL SUSPENDED SOLIDS (TSS). THE 8,NPREQUIRED FOR THE
PROJECT WILL 8EWITHIN ASTVRK4VVATERACCESS AND MAINTENANCE EASEMENT
WITH 4DEDICATED ACCESS EASEMENT T0THE PUBLIC RIGHT OFWAY. THE OWNERS
ASSOCIATIONS SHALL KERESPONSIBLE FOR MAINTENANCE OFTHE DK8PDEVICE AND
STORM SEWER OUTSIDE PUBLIC RIGHT OpVVAY�
UPON DEVELOPMENT QFEACH DUTpAncsL,SIDEWALKS SHALL acINSTALLED ALONG
ONE SIDE OpTHE PROPOSED NEW STREET AND ALONG THE FRONTAGE UFN[1z9�
N0SIDEWALKS ARE REQUIRED TOQEINSTALLED ALONG THE FRONTAGE 0FLOWFs
BOULEVARD. |FPERMITTED BYW[noT'SIDEWALK ALONG THE FRONTAGE OFNC119
WILL BE LOCATED INSIDE PUBLIC RIGHT OF WAY, OTHERWISE, SIDEWALK SHALL BE
CONSTRUCTED INTHE PROPOSED 2O'LANDS[APsEASEMENT ALONG N[119AS
5HDVVm.
THE PORTION oFLOT 5TOBERE-ZONED TOM'1CONDITIONAL DISTRICT ISLIMITED
T0ATHREE-STORY INDOOR SELF -STORAGE FACILITY AND oKOFFICE USE. THE
SECOND AND THIRD FLOORS MAY CONSIST VFEITHER SELF -STORAGE AND OFFICE
SPACE 0KACOMBINATION THERE0F.
THE PORTION VFLOT 5T0BEREZONED TOB-ICONDITIONAL DISTRICT ISLIMITED To
[BUSES ONFIRST FLOOR, THE SECOND AND THIRD FLOORS MAY CONSIST OpEITHER
SELF -STORAGE AND OFFICE SPACE ORACOMBINATION THEREOF.
NOLANDSCAPING YARDS ORSETBACKS SHALL BEREQUIRED ALONG THE LOT s
ZONING LINE ASSHOWN ONTHE PLANS. LANDSCAPING SHALL BEINSTALLED ATTHE
TIME 0FDEVELOPMENT FOR EACH DuTPAxcEL. roPERMIT SHARED DRIVEWAY
ACCESS, mOLANDSCAPING YARDS SHALL osREQUIRED ALONG THE COMMON LOT
LINES orPARCEL 1.z'3&4.
THE PROPOSED PUBLIC STREET SHALL BEBUILT T0THE CITY OF;NE8ANESTANDARDS
AND SPECIFICATIONS, STREET CONSTRUCTION MAY 0EPHASED TDALLOW FOR
INITIAL DEVELOPMENT 0FLOT S. POSTED SPEED LIMIT OFROAD TOBE2OMPH.
THE PROJECT WILL ADHERE TO THE CITY OF MEBANE LIGHTING STANDARDS
COMPASS DRIVE LINE TABLE
LINE
LENGTH
B ARING
COMPASS DRIVE CURVE TABLE
CURVE
CHORD
CHORD
BEARING
L
RADIUS
C20
_LENGTH
::4��
527'39'20"E
110.00
EX, 12" WATER
RADIUS
i r. \— 1-12"x2" TAPPING SLEEVE & VALVE
530.00 & FUTURE SERVICES TO BE
uv CAPPED UNTIL SUCH TIME
MANLFC�D )MANIFOLD THAT RETAIL SPACE USE
... AND WATER SUPPLY
NEEDS ARE DETERMIED,
STUB LINES TO R/W INITIALLY
ff 7) TRANSITION FROM TYPE K COPPER
TO PVC PER PLUMBING CODE BEHIND
DOMESTIC WATER
PAVEMENT SCHEDULE
HEAVY DUTY PAVING SUPPLY DETAIL
INTERIOR SITE DRIVE AISLES N.T.S
SEE TYPICAL SECTION FOR COMPASS DRIVE
I" SF 9.5 A STANDARD 2'CCINCRETE CURB & GUTTER DETAIL
*SITE ON LY, 2'6" STD. FOR PUBLIC STREET
8" ABC STONE
PAVEMENT SCHEDULE
LIGHT DUTY
8" ABC STONE
3 RD STREET EXT.
LEGEND
u/
UTILITY POLE
DB
DEED BOOK
m
PLAT BOOK
�}
LIGHT POLE
PG
PAGE
R/W
msoT-or-W^,
ennownuoor
vr
EDGE opmvewsmr
pG
EDGE orGRAVEL
c^mo
CONCRETE
SITE
�
GUY WIRE
RCP
REINFORCED CONCRETE PIPE
m
DROP INLET
�u�
smnwwxwxoa(��*)
o
CURB /war
��
re
FINISH FLOOR ELEVATION
aswn
owswcnr
WATER VALVE (ww)
rpso
TELEPHONE PEDESTAL
rxx
reamowExmmnoom
wmsxmsrmoux�*w>
~�^
nxcovunxx�{mm}
| � L_�J � snxvc
VICINITY MAP
(D
-
SANITARY SEWER wxwxoLE(smH)
-
cowcnoE
` - ---
n
CLEAN OUT
=
GAS VALVE
rr�-'-r�
woomuws(r/".)
---mm---
OVERHEAD POWER LINE
HEAVY DUTY ASPHALT
__-o_-'x-_'
GAS LINE
---m­v�—
WATER LINE
----�----
UNDERGROUND ELECTRICAL
FENCE LINE
` l
Gj\
~
_��` .''`� � __
ES HOME CENTER, INC.
THIS PROPERTY ISSUBJECTTOANY EASEMENTS, AGREEMENTS, ORRIGHTS-OF-WAYOF RECORD PRIORTO D.B. 2065 PG. 997 7T --A
THE DATE OF THIS MAP AN D WHICH WERE NOT VISIBLE AT THE TIME OF INSPECTION. .-V TOP: 660.84
IN 64739
THIS MAP WAS PREPARED WITH OUT THE BENEFIT OF A TITLE REPORT AND DOES NOT NECESSARILY
INDICATE ALL ENCUMBRANCES UPON THIS PROPERTY.
OUT 645.59
00
CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO CONSTRUCTION AND REPORT ANY CONFLICTS TO THE
EXISTING
SIGNAL
CONTRACTOR IS RESPONSIBLE FOR ANY REQUIRED PEDESTRIAN OR TRAFFIC CONTROL PLANS, EQUIPMENT,
AND LABOR REQUIRED FOR TRAFFIC CONTROL. 10
EX MH
202,08
Ln
IN 648.42 (FROM NORTH)
IN 648,44 (FROM SOUTH)
OUT 648.35
E'S BLVD.
LU
EX. LIGHT POLE
TO BE RELOCATED
IR
SANITARY SEWER
TO BE RELOCATED R.E-STRIPE TO PROVIDE LEFT
12"x6" TAPPING
TURN LANE INTO SITE
SLEEVEANDVALV
THERMICIPLA��IC PAVEMENT
10'X70 SIGHT FUTURE 4"
OF EX, HYDRANT
EACH SIDE OF INT
TOP: 645,29 SERVEHYD.OFFO NEW
ESM
ILINE TO BE
APPROX, LOCATION
RECOMBINED
SLEEVE & VALVE OF EX. 6" WATER TO BE
MJR V11CONC. FIELD VERIFIED
166.22 Lj��ING (FUTURE LOT,
Am
(1) FIRE HYDRANT n
RUST BLOCKING FUTURE
-OFF MGHT-IN
FUTURE. S" WATER T
THRUST BLOCKINU
FUTURE STRIPING
FLIT 4"
L APPROX. LOCATION
SIDE
BE FIELD VERIFIED
20'PUBLIC SANITARY SEWER ASE�MEV­
H PACES RAMP AND
/(AtITH ASPHALT
!)IANDARDS K PROP. 8"-tD5FWER L22
NOTES -
AND TOPOGRAPHIC SURVEY PREPARED BYOTHERS. NUFIELD SURVEYING nY5TUuZFUS
ENGINEERING, INC.
�
^ -
..
z
Ld
r-4
ZLL,u
LLj | o -�
-
� �� O Lu
��Lij �
> � {� �
�� �|�
�� �
� � �� |� �
. �
UJI �
��
���
" �
=o-
O`+ ^
u x
it i �o�
-� uj Co±
V10 �
<
o
~� ~»
- Co
*u
^
o <1
��
--00
�v
-- TAX PARCEL / ' � `CENTER TURN LANE
r \/�
-- -Tn. uc � `\ ` | � \ purunscuxo ` - °^
------ ~^^^`~```'~^~`~'^^~+ / ` ---' `-' �uv/
u�.zoasps oa '
- ' ` r� /�,� ���-4./' '"" xwoaurrsn i/ " ' ~ FOR NEW
------ zomco�w��' � ` ~-'` �� | | _u \ DRIVE
\~~ \ \ '' | ( ��������/����� ����N���� ~ ) \ [] "
� \ � ����N�� ����� DRIVE
� -(COMPASS-
\ \ \PROPOSED INDOOR PRIVATE FORCE MAIN
| | � 60,pUBUCK/yy �/sa��r | �� \ \/
\ ' sce�n�n�ssou/ux | | | ` oucwn oLn
' � = \ ' \ � � �
'""��'
OF z f
~ pnup REVISED LOT ( | \ | �� | � \ | / �� STORAGE AREA
4 PROPERTY LINE
CO INVERT: 649.10
Lu
i/
' PROPOSED LOT FOR COMMON \
WATER QUALITY POND ^
PROPOSED 0
roSERVE DEVELOPMENT.`
' s'm/m.FENCING AROUND POND.I (D ACCESS POINT FOR LOTS
~~ PROPERTY LINES FOR LOT aTo `
'~ ocxvE AsACCESS AND mmwr ADDITIONAL ACCESS POINTS
~r� c;wr.FOR POND FROM PUBLIC
o ALONG NC 119 AND PROPOSED
^ RIGHT upWAY
0 REMAIN
JFUT
(FUTURE LOT)
Cr
SEWER TO BUR 115'PRIVAT
GREASE
SEE P&ME
' .~/
TAX PARCEL #zsos 1 i
MARTIN L.sxopnvsn 0Of
o�,zouspazo c�` � ) /
zowcu:wa -- /| !
�LINE TO BE�
° RECOMBINED
IN 652.73
9.0
RIM 663.37
~ � �
OUT 65233
�.
~_20'TYPE "B" LANDSCAPE BUFFER SEE DETAIL SHEET
� k
° / |
� '
=^ -- - STATION-'| | -
| '-~-`
~scovc^/ '/' '--'-- ���~� =~�����z����^����r��
(1) FIRE HYDRANT BUILDING \ ^'Poop DUAL uuwpSTcn \ rop:pnsu y //
�aon'c*wsa«wE�Awuxnus «^ssmv m�szyao ' (' � ��~��-c�
\, / eoT�s weu��az�n '
n/wou�um�comcwm � '� ?� / m
` ' ���/\�����`'�����
TnpcUSED FOR WET wcu ' �� �� |/ � � � | GRAPHIC
comTnxcToxToSUBMIT SHOP �� " `�� i [ � T I |
DRAWINGS FOR LIFT STATION. 40 o 20 40 80
( IN FEET)
Lu
to
DRAWN BY: SDT
CHECKED BY: ARS
DATE: 12-31-2013
PROJECT NO.: 30 2-06
om

X
PARCEL DATA: STORM PIPE CHART, COMPAS$ x POINTE (10-`YEAR STORM EV NT)
PARCEL I D: 163481
TOTAL ACREAGE: 7.74 AC.
D,B. 2385 PG, 434
P,B. 76 PG. 65
EXISTING ZONING: M-1 CONDITIONAL DISTRICT& B-2 CONDITIONAL DISTRICT FOR
LOT # 5 ONLY.
REMAINING LOTS ZONED B-2.
NOTES:
BOUNDARY AND TOPOGRAPHIC SURVEY PREPARED BY OTHERS. NO FIELD SURVEYING BY STOLTZFUS ENGINEERING, INC.
THIS MAP DOES NOT MEET G.S. 47-30 AND IS NOT FOR RECORDING.
THIS PROPERTY 15 SUBJECT TO ANY EASEMENTS, AGREEMENTS, OR RIGHTS -OF -WAY OF RECORD PRIOR TO THE DATE OF THIS MAP
AND WHICH WERE NOT VISIBLE AT THE TIME OF INSPECTION.
THIS MAP WAS PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT AND DOES NOT NECESSARILY INDICATE ALL
ENCUMBRANCES UPON THIS PROPERTY.
CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO CONSTRUCTION AND REPORT ANY CONFLICTS TO THE ENGINEER.
Structure
No,
Pipe
No.
Inlet
Pipes
Runoff
Coeff,
Sub-;'
I 4
Are'
Total
Area
Rainfall
Intensity
Subarea
Flow
Total
tlOutlet
Flow
Pipe
Theo. Dia.
Outlet Pipe
Diameter
Minim
-
Slope Cap.
Provided
Slope Cap.
Full Flow
Velocity
Pipe
Length
Head
---
Centroid
Head
Rl
Provided
Inlet
Remaining
Inlet
Pipe
No.
Ci
f A
A
110
a! (cfs)
Qt--Q!+Qp
(inches)
(inches)
(ftl
Ill
(ftl
(cfs)
(fttsec)
(feet)
(feet)
(feet)
Depth
--Depth
CI-1
1
0.85
:f 0.28
0.28
6.87
1,6
1.6
10.2
15
0.50%
4.6
1.11%
6.8
5.6
40.42
0.1
0.7
3,49
28
-1
CI-2
2
0 85
:-0::8:5
0.42
0.70
6.87
2,5
4A
14A
18
0.50%
7A
3.76%
20.3
11.5
$9.74
0.2
1.0
4.19
3.2
2
Yl- 1
3
0 85�
0.85
2.03
6.87
11.9
11.9
21.4
18
0.50%
7.4
3.25%
18.9
10.7
9&50
1.9
2.7
4.80
2-1
3
CB-1
4
0.85
0.10
0.10
6.87
0.6
0.6
6.9
15
0.50%
4,6
2.3 0 0
9.8
8.0
39.15
0.0
0.9
3.511
2.6
GI-1
5
3,4
0.85
0A0
2,53
6.87
2.3
14.8
23.3
24
0.50%
16.0
0
1.0 %
7.2
126.50
1.0
2.2
4.00
1.8
-4
5
GI-2
6
5
0.85
1
2,84
6.87
1.8
16.6
Y43
24
0.50%
16.0
1.0 %
7.2
56.86
1.2
2.5
6.24
3.7
6
STIVIH-1
7
7
2,6
0.85
00d
1
3
A3
6.87
0.0
20.7
26.4
24
0.50%
160
1.00%
22.6
7.2
72.81
1.9
3.2
�57
5.4
7
YI-2
8
8
- .
0.85
1A8
:� 1 18
1.18
6.87
6.9
6.9
17,5
15
0.60%
4,6
4.03%
12.9
10.6
24.79
1.4
2.3
4.30
2.0
8
CI-3
9 9
7,8
0.85
0.23
4,95
6.87
1.3
28.9
29.9
30
0.50%
29.0
1.04%
41.8
8.5
48.09
1.5
3.0
8.59
5-6
9
CI-4
10
9
0.85
0A3
5.08
6.87
0.8
291
30.2
30
0.50%
29.0
1.00%
41.0
8.4
_225 03
1.6
3.1
9.18
61
10
CB-2
11
-
0.85
0.59
0.59
6.87
3.4
3.4
13,5
15
0.50%
4,6
1.01%
6.5
5.3
-
183.19 1
0.3
1.3
3.52
2,3
11
TD-1
12
-
0.85
0.03
0.03
6.87
0.2
0.2
4A
8
0.50%
0.8
1.33%
1.4
4.0
30.00
0.0
0.6
1.56
019
12
CB-3
13
11,12 -
0.85
0.44
1.06
6.87
2.6
6.2
16.8
15
0.50%
6.4
5.3
99.56
1.1
2.0
6.24
42
13
CB-4
14
10,13
0.85
0.36
6.50
6.87
21
38.0
33,2
30 10-5-:0-�.E.
45.3
9.2
20.45
2.6
4.1
9.90
5.8
14
S I TMH-2
01 -
15
...... . .. . 14
0.85 1'.
0.00
6.50
6.87 1
0,0
3&0
33.2
30 1
0.50%
41.9
8.5 1
28.6 5
_ 2.6
--
4.1
8.70
-
4.6
15
I FNUI- I umr- OnAm 1, ILE
CONTRACTOR IS RESPONSIBLE FOR ANY REQUIRED PEDESTRIAN OR TRAFFIC CONTROL PLANS, EQUIPMENT, AND LABOR REQUIRED TYPES
FOR TRAFFIC CONTROL. NO.
t
STATION
��cvr"rrvrv, 17tV1IC IlVi I- IUI- i UtlA I t, b Ii MH= I
uf- uF MH
OUTLET PROTECTION, COMPASS POINTE SUBDIVISION
FULL FLOW
OUTLET DESIGNATION
PIPESIZE(IM
VELOCITY
ZONE
W (FT)
La (FT)
THICKNESS
STONE
(FPS)
(IN)
CLASSIFICATION
FES-1
30
&6
2
7.5
15
1-- 1 1. 8
CLASS B
TAX PARCEL #163487
LOWES HOME CENTER, INC.
D.B. 2065 PG. 997
ZONED: B-2
G
Al
hy
r
7- _7�
�A,
-------------------
- - - - - - - - - - k3?,V
10 \N\,
......... .
25'X 70'
TEMP. CONST.
SILT FENCE - --- ;;;A TBC 64
ALONG FRONTAGE NTRANCE BC=64
5' HIGH BLACK FENCE S66'44'34"E
COMMERCIAL GRADE,
FENCE TYPE TO BE 'ji
;;M. ;;AR; - - - - - - - - - - - ARE,
-FED BY OWNER TBC=648.ia
E SELECTED
14'GAT
OPENING REAR TBC=647,19
=64 .93
7 GATES BC
AA` 6 w
U DIVE
R
:EMAI
CONST 641
TW
640
BW=642 33 TIC=647.2 COMP
"0 TBC=647.54
__�_,MODULAR BLOCK
FWTAiWA7WA[t7wiW - --- ®, -
1,03 AC+/- 6.23
O U -Ire % 5' FENCING ATTOP OFWALL
M-1 (CD),BLbOP=647AI BC=647.36
ZONING TW1646,95 rac
T"
Bw 34.50
r OP=647�73
P=15 BC 647.73
73
MAIN BC!647.35 CONC. SW
BOTTOM IMP.-ir `,j
OND Q
-END 626.00 EOP:lll647.99- -64773 TBC
TAX PARCEL #170381 74
TROLLINGWOOD-HAWFIELDS, 11, TD=64T�9
_LLC_
=145.0 ASPHALT FLUSH
D.B. 2835 PG, 293 lcf - T r
-D-M-2 vll
ZONE SEx_ ING -WITH SIDEWALK
-1 L/AD TRC=647�29
J DOCK BELOW
Y ­,4� 1,2EMERGENC 546.
GR�DE WITH
TRI,� DRAIN
SPILLWAY
-ELM 635.30 -2:1 SIDE SLOPES EOP1647.89
GRASS LINED BELOW INSIDE
3:1 SIDE SLOPES SHELF 00
1E
ko
N,
TBE=650.48
0 L,)
U ify -P%-�647.16
IMMER
54
2.47 AC+/-
TW�647.26 CONCRETE
BW1634,50 RETAINING
L ITII
BC-647.66 WA LW H PROPOSED IN
WET DETENTION PAI N ED ST EL SELF-STLinAt3t
<
RAILING
T BUILDING
POND EOPil - RA NG Ir - 97
3.1 SIDE SLOE, THREE-STORY I. V) L-EP=647.18
SKIMMER BASIN # 1 0 - LU k-EP=647� 51-
(TYP.) EDP 47�81
63 <
',TM�647 17
PROPOSED
BW LU __j 0
FR=647.89 LU U
ol:
NCDOT STD. z 0
-coo
CONC. HEADWALL
U 0
INV. OUT: 626.44 's Lun
TRC=i
31
CLASS B RIP -RAP
PAD, L=18'
TAX PARCEL #160531 0-1 61. TW=64422
BW=646
LANDSCAPE AREA 6\xkk\
-1
MARTIN L. SHOFFNER W=9' '[7
D.B. 2485 PG. 327 DEPTH=18" All
ZONED:M-2
51 LF OF 36 00 DRIVE-THRU LANE EOP=647.89 TBC=647.73
CAP @ 1,M
011/0
9
N, TB 45f9
54" CAP RISER M-1 I B-2 TBC=648.32
ASSEMBLY ZONING ZONING
Ell,
(CORR. ALUM PIPE)
RISER TOP=634,30 ,"�­TBC=647,92
TSC 646.71
INV. POND 14' GATE
DRAIN=627.00 OPENING
7'GATES ,v
END
SILT FENCE
PRIVATE LIFT N65-:� I �Ew
PROP. DUMPSTER STATION TO SERVE
BUILDING 7!�2 - 7-1 . ... ... .
LOCATIONS SILT FENCE / ", ,
TEMPORARY SKIMMER SEDIMENT BASIN CHART- rnMPA*.q PrIINTI= r1=11lill
BASIN #
TOTAL
DRAINAGE
TOTAL
DISTURBED
COM
� �=Tf C-
A L6 1
ALUE,
10-YEAR
INTENSITY
010
TOP
LENGTH
TOP
WIDTH
DEPTH
SIDE
SLOPES
REQUIRED SEDIMENT
VOLUME
PROVIDED(CU
REQUIRED
SURFACE AREA
SURFACE AREA
EMERGENCY WEIR
SKIMMER
ORIFICE
DEWATERING
AREA (AC)
AREA i
(IN/HR)
CFS�
(FT)
(FT)
(FT)
(H:V)
VOLUME (CU FT)
FT)
(SQ FT)
PROVIDED (SO FT)
LENGTH (FT)
SIZE (IN.)
(IN.)
TIME (DAYS)
1
7.31
7.10
0.3
535
1431
*SEE
*Fl
7.50
Varies
12780
75793
4781
17724
12'. 0.5'FLOW
4.0
4,00
3.55
*QII0VAr-I=
Ati All ill %1�f
I ERA � ^11 -
J,
X
C\
r7
TAX PARCEL
STATE EMPLOYEES
D.B. 2018 F
ZONED:
LEGEND
3RD STREET EXT,
UTILITY POLE
OB
DEED BOOK
C,
00
0 4-1 Ell
CA 00
7it��
EROSION CONTROL NOTES: (ALSO SEE DETAIL SHEETS)
LIGHT POLE
P 8
PG
PLAT BOOK
PAGE
tu lr�% L_
1.
PROPOSED DISTURBED AREA: 7.64 AC
R/W
RIGHT-OF-WAY
LLJ eq
0
Q- E rq "I u
x
2.
THE EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES SHOWN ON THE
GROUND LIGHT
E/P
EDGE OF PAVEMENT
5&40
biD 0 U z
DRAWINGS ARE INTENDED AS A GUIDE. AS GRADING PROGRESSES, MEASURES MAY BE
E/G
CONC
EDGE OF GRAVEL
CONCRETE
Loll
d)
ADDED OR DELETED BY THE EROSION CONTROL OFFICER AS DEEMED NECESSARY TO
0
GUY WIRE
BLVD.
Pq N
41j Irl M
CONTROL EROSION AND SEDIMENTATION, IF GRADING CONTRACTOR FEELS THAT
ADDITIONAL
RCP
DI
REINFORCED CONCRETE PIPE
DROP INLET
Ill
-6 0 >
MEASURES ARE NEEDED OTHER THAN THOSE INDICATED, GRADING
CI
SITE
4,
CONTRACTOR SHOULD CONTACT THE OWNER AND ENGINEER IMMEDIATELY FOR APPROVAL
0
STORM MANHOLE (STMH)
CURB i
N fn All
OF THE CHANGES.
FEE
FINISH FLOOR ELEVATION
4-A t
-6 00
3.
ALL EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES SHALL BE INSTALLED
0
WATER VALVE (WV)
BSMT
BASEMENT
4-
AND MAINTAINED IN ACCORDANCE WITH THE NCDER - LAND QUALITY SECTIONS 'EROSION
AND
TPED
TELEPHONE PEDESTAL
w ri
M
SEDIMENTATION CONTROL PLANNING AND DESIGN MANUAL.'
WATER METER
THH
TELEPHONE HAND HOLD
4.
ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED IN ACCORDANCE WITH THE NPDES
Ally
BOX (WM)
os pp
GROUND COVER REQUIREMENTS AS SHOWN ON DETAIL SHEETS,
5,
ROUGHEN SLOPE SURFACES TO MINIMIZE EROSION DURING VEGETATION ESTABLISHMENT.
FIRE HYDRANT (HYD)
GRAVEL
lq�
6.
INSTALL INLET PROTECTION AROUND ALL INLETS.
aR
U
aj
(D SANITARY SEWER MANHOLE (SSMH) VICINITY MAP CONCRETE
0 CLEAN OUT 2000' Lei
cv C: LU
jxj GAS VALVE ry-" WOODSLINE (TYP.) C: w
OVERHEAD POWER LINE 4AAEAJ
SILT FENCE (TYP.)
GAS LINE
TEMP. DIVERSION
WATER LINE IRIM
ue UNDERGROUND ELECTRICAL AA;ARj
PERMANENT SWALE f 0% C: .�t
x- FENCE LINE Uj U
rri
17
G14
All
T
EX MN
--- TOP: 660.84
IN 647.79
A IN 6 545;.80 (NEW)
OOT 6
45.59
000
;A-_ AAAR
EXISTING
0 to
RA
U M
SIGNAL 6__ w__ ZAN-- i___ ma-_ j
F M
;;;;A RE Ln
Ld
EX. 15" RCP
M
:D
INV . 656.45 0
Ln
REAr
LL
565'33'02"E 202.08 L-3
AAAR
"All L-4 z U
'W-
z
AREA C:) <
z
Ui
EX MH
TOP., 659.94 (TBM) x
0 0
DIVERSION BERM TO
, W'E
REMAIN UNTIL FUTURE
fO� .111`r�� Lf) U*)
IN 648.42 FROM NORTH)
CONSTRUCTION IS
IN 648.44 (FROM SOUTH)
All U
LU >
%
COMPLETE
OUT 648.35
sll, I ; I Lij
All "A To
All
_'�: - >A-0 SILT FENCE
1714 Ui
AROUND WORK
AREA WITH ROCKI
SILT CHECK
EXISTING PROPERTY
M
Uj z
LINE
923 Lo
- onco
z
<
Uj ii U
V A z
11 Ln APPROX. LOCATION
0 __j
OF EX. 6Ca
" WATER TO BE
i < X
FIELD VERIFIED 0LdJ
Q%
i r_ C r_
T i LU
CLcri
U ZA
ION tit M I U
-n i
N. UNT'IL FUTURE
1 1-45
RUC
<
LETS
U
All Uj Uj
Ln C=) U z
All M is z 1 1 1 1
0 <L
<
C0
60' POSILIC IR/ U f- <
"i W
0
C) < CL
APPROX. LOCATION
654 �656
<
U
OF EX. 12" WATER TO 6j
BE FIELD VERIFIED 0
P 0 0
CL V) U I­-
45 MPH
T
0
All,
LL
END, LI 5,
CoNmucnoill
TlEAll NC11191
FUTUR`E_, CONSTRUCTION. M
as
SANITAYSEWER TO
CY)
U
RE INSTALLED INSTALLED1NMALLY
(D Z
ULI
EX. 15" RCP 0
LLI
INV. i z
C?
ci 1 0 i
o
at'
Lq LU w
PROP`. REVISEDLOTry
0 Uj > >
LINE
4 PROPERTY
w Uj i
M
rj LU
PROP, REVISED LOT
<
4 PROPERTY LIME x V)
z 6�7 &L
LU
<
0
Ln i r-4
Ln -0-7-
T
Z
DIVERSION aigi<
BERM T6 REMAIN UNTIL
FUTURE CONSTRUCTION IS II
COMPLETE N aDRAWN BY: SDT
... . ....... b--
1A RIM 663.37 CHECKED AIRS
DATE: 12-06-2013
4 IN 652.73
OUT 652.73
PROJECT NO.: 302-06
REF.
SCALE: l'i
"All
REE.
R' All
All
4
-A, ""AREAREARRAR.Rill
-IRA M- AARA,
MARE, AA
C
A A)0
FQ JAI� i " Tld/li
E H
X M
T
65�
TOP:
I N6 8
01"
-S S/
0
4163480
CREDIITLINION
'G� 730 z
6461
B-2
1-20
<

PERMANENT ELEVATION MARKER mBEINSTALLED /m
CENTER OFnmEBAYS
METAL onTREATED *^»rWOOD POST SET IN
CONCRETE roEXTEND rw/m.BELOW BOTTOM
upPERM. SEDIMENT STORAGE. /wsmuALum/wum
ELEVATIONS BANDS MARKING BOTTOM oFPERM.
SEDIMENT STORAGE AND BOTTOM orWATER
QUALITY STORAGE. TOP opPOST rnosSET »T
NORMAL POOL ELEVATION,
CAP TRASH RACK Wit ANTI -VORTEX
DEVICE
2.50"UN` MIN. VEGETATED
yV.C\RELEASE HOLE 10'SHELF
INVERT ELEV. 682.O0
OPERAT}NG__`
ELEV. 634.30 TOP OF RISER HANDLE \
zo �
/ ELEV. 632l0PERMANENT POOL
S4" �CAPRBER
ELEV. 627.00 BOTTOM DFVV STORAGE
| ELEV.626.00 PERM. SEDIMENT STORAGE
POND DRAIN 6"
ALUM. SHEAR
GATE
`CONTRACTOR SHALL SUBMIT SHOP
DRAWINGS TOTHE ENGINEER FOR APPROVAL
PRIOR T0FABRICATION
POND SKIMMER T0BEUTILIZED DURING
CONSTRUCTION. CONNECT TnPOND DRAIN,
SEE SKIMMER DETAIL ONDETAIL SHEET
FABRICATE COVER FOR WATER QUALITY HOLE
UNTIL CONSTRUCTION iSCOMPLETE
VALVE KEY
NOEPRENE GASKET
Tf STAINLESS STEEL BOLTS
& 0 0�
On 6" BOTTOM DRAIN
FLANGE
FRONTVIEW
SIDE VIEW
BOTTOM DRAIN & SHEAR GATE VALVE
NTS
PERMANENT WATER QUALITY POOL ELEVATION: 632.00
CLASS B RIP RAP
51-WIDE
OVERLAY BERM
mREBm
���� SEDIMENT STORAGE
BOTTOM opPOND szoon
EARTHEN BERM
EARTHEN AND
ROCK BAFFLE
INV. 01
626.95
NOTE: FLANGED JOINTS ONBARREL 4TANTI-SEEP PLATES
10,
k4|N
636.80
`\ |zMAX SLOPE
INV. OUT=626.44
I ::�� 11-i
ANTI -SEEP COLLARS 72"02"
CONC. BASE ALUMINUM
CUT-OFF CUT-OFF FLANGED JOINTS AND NEOPRENE
TRENCH 4 TRENCH 2 GASKET
FT. MIN. F[HE|GHT
MIW
T
TOTAL SITE AREA=7J4AC.
OVERALL SITE 8U*=S.4ZA[/7.74AC. =700%
TOTAL DRAINAGE AREA T0POND=6.93AC.
PROPOSED BUILT -UPON ARcA=5,4ZAC. 0n7821%(TO P0ND)'POND DESIGNED FOR 8O%8UADns.54AC.
INCLUSIVE OFDUTPAR[[Oz-4
BUAALLOCATIONS PER OUTPAK[sL: LOT z=0JsAC.
LOT 2=U.67AC.
LOT }=O.6IAC.
LOT 4=0.07AC.
SOILS: Eac.EuC2'EaH2,Tn8&Tae2
STORMWATER FLOWS TO DOWNSTREAM UNNAMED TRIBUTARY THAT FLOWS INTO BACK CREEK THEN TO HAW RIVER,
LATITUDE/LONGITUDE OFB[WP:LxT:ao.U6sr85LONG: -79.3U8219
STURyWVVAT[RDETENTION POND NOTES:
1.THE REQUIRED PLANTINGS FOR THE VEGETATED SHELF SHALL
NOT BEINSTALLED UNTIL AFTER UPSTREAM DRAINAGE AREA 8
STABILIZED. SEE SEPARATE LANDSCAPE PLAN FOR VEGETATIVE SHELF
AND POND BY OTHERS.
Z.WET DETENTION POND TOBEUTILIZED A£4SKIMMER SEDIMENT
BASIN TIE-IN TOPOND DRAIN. CONTRACTOR SHALL RESTORE POND
T0ORIGINAL DESIGN DIMENSIONS AFTER UPSTREAM
CONSTRUCTION |3COMPLETE AND STABILIZED. THIS SHALL 8E
INCLUDED |NTHE CONTRACT BID FOR POND CONSTRUCTION AND
SHALL NOT BECONSIDERED ASEPARATE LINE ITEM.
3.CONTRACTOR SHALL HIRE ANINDEPENDENT LICENSED
GEOTE[HN!CALENGINEER TOCONDUCT ANINFILTRATION TEST DN
THE ON -SITE SOIL INTHE POND AFTER INITIAL GRADING AND
CERTIFY THAT INFILTRATION RATE IS NO MORE THAN O.01 |N/HR
AND THAT THE PERMANENT POOL CAN REMAINTAINED ATDESIGN
ELEVAT0N. A6"CLAY UNER(K8|N|K4UK415%PASS] NG#2ODS|EVE)
WITH MAXIMUM INFILTRATION OFO.0l|N/HRWILL BE INSTALLED IF
ON -SITE SOIL EXCEEDS MAXIMUM INFILTRATION RATE. TEST
RESULTS FOR ON -SITE CLAY LINER SHALL BEPROVIDED TOTHE
ENGINEER PRIOR TOINSTALLATION.
4. FINAL GRADE ELEVATIONS SHOWN INCLUDES CLAY LINER (IF
REQUIRED) AND b"TOPSOIL LAYER ONEXTERIOR OFPOND AND
INTERIOR DOWN T0BOTTOM OFIO'SHELF.
5iPOND DAM SHALL BEFREE OFORGANIC MATERIAL AND
COMPACTED TD95%ORGREATER DENSITY, THE OWNER WILL
PROVIDE ANINDEPENDENT GEOTECHN|CALENGINEER FOR
COMPACTION TESTING.
6MAINTENANCE OFALL STORM DRAINAGE IMPROVEMENTS OUTSIDE
OFPUBLIC R/VV INCLUDING, BUT NOT LIMITED TO, VVETP0NDS,
UNDERGROUND PIPES, 5VVALES,ET[,SHALL 8ETHE RESPONSIBILITY OF
THE OWNER ASSOCIATION. ANNUAL INSPECTION REPORTS SHALL 8E
PROVIDED TOTHE CITY 8FME8ANESTORK8VVATERDIVISION BYTHE
OTY'S3T0KK8VVATEBORDINANCE.
PARCEL DATA:
PAnCEL|D:16348
TOTAL ACREAGE: 7J4AC.
��
o.8.2385PG. 4l4
p.8.7OPG. a79
EXISTING ZONING: xx'1CONDITIONAL DISTRICT QB-2CONDITIONAL DISTRICT FOR
u]T#5ONLY.
REMAINING LOTS ZONED B'2.
BOUNDARY AND TOPOGRAPHIC SURVEY PREPARED BY OTHERS. NUFIELD SURVEYING BY S0OZFUIENGINEERING, INC.
THIS MAP DOES NOT MEET 6.S. 47-30AND |SNOT FOR RECORDING.
THIS PROPERTY BSUBJECT TDANY EASEMENTS, AGREEMENTS, ORNGHT5-OFVVAYOFRECORD PRIOR TDTHE DATE OFTHIS MAP
AND WHICH WERE NOT VISIBLE 4JTHE TIME 0FINSPECTION.
THIS MAP WAS PREPARED WITH OUT THE BENEFIT 0F&TITLE REPORT AND DOES NOT NECESSARILY INDICATE ALL
ENCUMBRANCES UPON THIS PROPERTY.
CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO CONSTRUCTION AND REPORT ANY CONFLICTS TO THE ENGINEER.
CONTRACTOR IS RESPONSIBLE FOR ANY REQUIRED PEDESTRIAN OR TRAFFIC CONTROL PLANS, EQUIPMENT, AND LABOR REQUIRED
FOR TRAFFIC CONTROL.
ALL CONSTRUCTION TO BE TO THE STANDARDS AND SPECIFICATIONS OF NCDENR FOR EROSION CONTROL AND CITY OF MEBANE
FOR WATERSHED AND INFRASTRUCTURE ITEMS UNLESS OTHERWISE SPECIFIED ON PLANS.
ENGINEER'S CERTIFICATION OF RUNOFF CONTROL
I certify that the design of all stormwater management facilities and practices will control
and treat the runoff from the from the first one inch of rain over the total drainage
area, that the designs and plans are sufficient to comply with applicable standards
and policies found in the Stormwater BMP Design Manual, and that the designs and
plans ensure compliance with the City's Phase II Stormwater Ordinance.
3RDSTREET EXT.
m 1011, 0 1, 1, 17d MIA, YTI
140
om
FULL POND DESIGN DATA
Description
Elevation
Surface Area
Incremental Volume
Pond Bottom
626
5788
Top of Sediment Storage
627
6730
6,259
Top of Forebays (Surface Area Used for
Depth Calculation between top of forebays
Invert of Emergency Spillway
635.3
21251
20,588
Elofforn Area of Main Pond
627
6021
Depth (Ave. for Calculations)
3.83
cr
TOP: 645.29
S'HIGH BLACK FENCE
COMMERCIAL GRADE,
SELECTED BY OWNER
BERM
2-1 SID-ESLOPES
N BELOW INSIDE
SHELF
01
NORMAL POOL=
ZONED:M.- 2 POND BOTTOM
SPILLWAY 626.00
GRASS LINED
Ntl
WET OE NTION\ SKIM R
POND
SKIMMER BASIN # I
CLASS B RIP -RAP
TAX PARCEL #160531
MARTIN L. SHOFFNER NCDOT STD. ON,
D.B. 2485 PG. 327 CONC. HEADWALL OPENING
ZONED:M-2 INV. OUT: 626.44
TGATES
54" CAP RISER
ASSEMBLY
00)
RISER TOP=634.3
INV. POND
ca
LOCATIONS
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565°30'08"E
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110.00
GENERAL NOTES;
1. PROPERTY TO BE SERVED BY CITY OF MEBANE PUBLIC WATER AND SEWER.
2. ALL CONSTRUCTION TO BE TO CITY OF MEBANE STANDARDS AND SPECIFICATIONS.
3. 4' SIDEWALK TO BE LOCATED ON ONE SIDE OF PUBLIC STREETS.
4, CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO CONSTRUCTION,
5. AREA DETERMINED BY D.M.D. METHOD.
6. THIS MAP DOES NOT MEET G.S. 47-30 AND IS NOT FOR THE RECORDATION OR CONVEYANCE OF
PROPERTY.
7. THIS MAP IS SUBJECT TO ANY EASEMENTS, AGREEMENTS, OR RIGHTS OF WAY RECORDED PRIOR
TO THE DATE OF THIS MAP WHICH WERE NOT VISIBLE AT THE TIME OF INSPECTION.
8. THIS MAP HAS BEEN PREPARED WITHOUT THE BENEFIT OF A TITLE REPORT AND DOES NOT
NECESSARILY INDICATE ALL ENCUMBRANCES ON THE PROPERTY.
9, DIP SANITARY SEWER PIPE TO GLASS 50.
60.0' R/W
I
38' BOCTO BOC
4'
12 �
1/2" ff 1/4 AFT•_ 114"/FT.
SLOPE 3:1
1/4"/FT. /FT.
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WATER METER WATER MAIN 4' SIDEW K � � S.S.(TYP) -- �
(T'P) COMPASS DRIVE
8" ABC (100%STANDARD PROCTOR i TYPICAL SECTION
ABC & SUBGRADE}
4" 119.0E BASE COURSE N.T,S.
3" SF 9.5A TOP COURSE
11'
STANDARD T-15"
CURB & GUTTER
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GRAPHIC SCALE
40 0 20 40 80
( IN FEET)
1 inch =40 ft.
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COMPACTED SOIL 2'
MIN. 1
6' TYPICAL\
,i-
I I I i II 11 I
DIVERSION SWALE
NS.5.
MAINTENANCE
INSPECT TEMPORARY DIVERSIONS ONCE A WEEK AND AFTER EVERY RAINFALL. IMMEDIATELY REMOVE SEDIMENT FROM THE
FLOW AREA AND REPAIR THE DIVERSION RIDGE. CAREFULLY CHECK OUTLETS AND MAKE TIMELY REPAIRS AS NEEDED. WHEN
THE AREA PROTECTED IS PERMANENTLY STABILIZED, REMOVE THE RIDGE AND THE CHANNELTO BLEND WITH THE NATURAL
ROUND LEVEL AND APPROPRIATELY STABILIZE IT,
QUO
Jw,
Sp.
(` 6- MIN. �4fl
d
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2'-3-
COARSE AGGREGATE
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
N.T.S.
I
1, CLEAR THE ENTRANCE AND EXIT AREA OF ALL VEGETATION, ROOTS, AND OTHER
OBJECTIONABLE MATERIAL AND PROPERLY GRADE IT.
2. PLACE THE GRAVEL TO THE SPECIFIED GRADE AND DIMENSIONS SHOWN ON THE PLANS,
AND SMOOTH IT.
3. PROVIDE DRAINAGE TO CARRY WATER TO A SEDIMENT TRAP OR OTHER SUITABLE OUTLET.
4. USE GEOTEXTILE FABRICS BECAUSE THEY IMPROVE STABILITY OF THE FOUNDATION IN
LOCATIONS SUBJECT TO SEEPAGE OR HIGH WATER TABLE.
MAINTENANCE
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT FROM LEAVING
THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOPDRESSING WITH 2-INCH STONE.
AFTER EACH RAINFALL, INSPECT ANY STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT
OUT AS NECESSARY. IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED,
WASHED OR TRACKED ONTO PUBLIC ROADWAYS.
PVC End Cap
PlIMSPECTIVE
PVC Elbow PVC Vent PII
NO= -PROPEX
1.) TOTAL DRAINAGE AREA FLOWING TO SILT FABRIC W/WIRE BACKING
FENCE MAY NOT EXCEED 1/4 ACRE PER 100' POST: METAL, 6' LONG TRIANGLE STEP
OF FENCE DRAINAGE AREAS MAY BE
INCREASED WITH A STORAGE PIT IN FROMT OF
FENCE AND/OR STONE OUTLETS. WIRE, 32" MIN. WIDTH HOGWIRE LINE
2.) SILT FENCES SHOULD NOT BE USED WIRE TO BE 10 GAUGE
AT PIPE OUTLETS OR IN AREAS OF
OF CONCENTRATED FLOW (CREEKS, DITCHUNES) STONE
STONE: No. 57 WASHED STONE
1 IFLOW
N LI NOTE:
SKIRT AND WIRE OF FABRIC
SHOULD BE TRENCHED 6' INTO
GROUND AND BACKFILIED W/ STONE
TO 6" ABOVE GROUND
SILT FENCE DE AIL
MAINTENANCE N.T.S.
INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY,
SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN
AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT
REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND
STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
La La
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OUTLET STABILIZATION STRUCTURE N
DETAIL PLAN VIEW
"C„ Enclosure
Iter Entry Unit
N.T.S.
NOTES
1, La IS THE LENGTH OF THE RIP -RAP
APRON.
2. d - 1.5 TIMES THE MAXIMUM
STONE DIAMETER BUT NOT LESS
THAN 6'.
3. IN A WELL DEFINED CHANNEL EX-
TEND THE APRON UP THE CHANNEL
BANKS TO AN ELEVATION OF 6"
ABOVE THE MAXIMUM TAILWATER
DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER FABRIC
SHOULD BE INSTALLED BETWEEN
THE RIP -RAP AND SOIL FOUNDATION.
5. INSTALL PAD ON 0% GRADE
MAINTENANCE
INSPECT RIPR.AP OUTLET STRUCTURES WEEKLY AND AFTER SIGNIFICANT (1/2 INCH OF
GREATER) RAINFALL EVENTS TO SEE IT ANY EROSION AROUND OR BELOW THE RIPRAP
HAS TAKEN PLACE, OR IF STONES HAVE BEEN DISLODGED, IMMEDIATELY MAKE ALL
NEEDED REPAIRS TO PREVENT FURTHER DAMAGE.
Sched. 40 PVC Pipe I
Plate
Figure 6,64s Schematic of a skimmer, from Pennsylvania Erasion and Sediment Pollution Control Manual,
March, 2000.
SKIMMER BASIN NOTES:
1.SEE SHEET 3 OF 12 FOR SKIMMER BASIN DIMENSIONS
2.DAM HEIGHT MAXIMUM OF 5' FROM ORIGINAL GROUND SURFACE.
3.SOIL STABILIZATION FABRIC REQUIRED FOR EMERGENCY SPILLWAY.
CONTRACTOR TO CONSTRUCT BASIN IN ACCORDANCE WITH SECTION 6.64
"SKIMMER SEDIMENT BASIN" LATEST EDITION OF THE NORTH CAROLINA
EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
Average = a
Width W L
Am of basin water surface at -
tap of PrWAMI spillway elevation
.. m Fws6cAuLraw�w0.
51Orage zone w, vaa-unmaavE�
view
Figure 6.64C Example of a sediment basin with a skimmer outlet and emergency spillway. From Pennsylvania
Erosion and Sediment Pollution Control Manual, March, 2000.
SKIMMER BASIN WITH BAFFLES DETAIL
6_64.7
SLOPE INSTALLATION
I'I R I / 1
A ERICAN
GREEN
EROSION CONTROL Products
Guaranteed SOLUTIONS
14649 HIGHWAY 41 NORTH
€VANSVILLE, IN 47725
800-772-2040
www.nagreen.com
1. PREPARE SOIL BEFORE INSTALLING ROLLED EROSION CONTROL PRODUCTS (RECP's), INCLUDING ANY NECESSARY APPLICATION
OF LIME, FERTILIZER, AND SEED.
NOTE: WHEN USING CELL-0-SEED DO NOT SEED PREPARED AREA, CELL•-O-SEED MUST BE INSTALLED WITH PAPER SIDE DOWN.
2. BEGIN AT THE TOP OF THE SLOPE BY ANCHORING THE RECP's IN A 6" (15 CM) DEEP X 6" (15 CM) WIDE TRENCH
W3 APPROXIMATELY
r
WITH RO TELY 12 30crT1 RECP's X OF s EXTENDED
DIED BEYOND THE UP --SLOPE
( L E PORTION OF THE TRENCH. ANCHOR
RECP's WITH A ROW OF STAPLES/STAKES APPROXIMATELY 12" 30 CM APART IN THE BOTTOM OF THE TRENCH. CHO THE
( )
BACKFILL AND COMPACT THE TRENCH AFTER STAPLING. APPLY SEED TO COMPACTED SOIL AND FOLD REMAINING 12" (30 CM)
PORTION OF RECP's BACK OVER SEED AND COMPACTED SOIL, SECURE RECP's OVER COMPACTED SOIL WITH A ROW OF
STAPLES/STAKES. SPACED APPROXIMATELY 12" (30 CM) APART ACROSS THE WIDTH OF THE RECP's.
3. ROLL THE RECP's (A.) DOWN OR (B.) HORIZONTALLY ACROSS THE SLOPE, RECP's WILL UNROLL WITH APPROPRIATE SIDE
AGAINST THE SOIL SURFACE. ALL RECP's MUST BE SECURELY FASTENED 1*0 SOIL SURFACE BY PLACINGuSTAPLES/STAKES
IN APPROPRIATE LOCATIONS AS SHOWN IN THE STAPLE PATTERN GUIDE. WHEN USING THE DOT SYSTEM , STAPLES/STAKES
SHOULD BE PLACED THROUGH EACH OF THE COLORED DOTS CORRESPONDING TO THE APPROPRIATE STAPLE PATTERN,
4. THE EDGES OF PARALLEL RECP's MUST BE STAPLED WITH APPROXIMATELY 2" - 5" (5 CM - 12.5 CM) OVERLAP DEPENDING
ON RECP's TYPE.
5. CONSECUTIVE RECP's SPLICED DOWN THE SLOPE MUST BE PLACED END OVER END (SHINGLE STYLE) WITH AN APPROXIMATE
3" (7.5 CM) OVERLAP, STAPLE THROUGH OVERLAPPED AREA, APPROXIMATELY 12" (30 CM) APART ACROSS ENTIRE
RECP s WIDTH.
NOTE:
*IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE OR STAKE LENGTHS GREATER THAN 6" (15 CM) MAY BE NECESSARY TO
PROPERLY SECURE THE RECP's.
NPDES GROUND COVER REQI1tREMENTS*
SITE AREA DESCRIPTION
STABILIZATION TIME
STABILIZATION TIME
FRAME
EXECEPTIONS
PERIMETER DIKES,
SWALES, DITCHES AND
7 DAYS
NONE
SLOPES
HIGH QUALITY WATER
(HQW) ZONES
T DAYS
NONE
IF SLOPES ARE 10' OR
SLOPES STEEPER. THAN
LESS IN LENGTH AND ARE
7 DAYS
3:1
NOT STEEPER THAN 2:1
14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER.
14 DAYS
7-DAYS FOR SLOPES
GREATER THAN 50 FEET
IN LENGTH
ALL OTHER AREAS WITH
14 DAYS
NONE (EXCEPT FOR
SLOPES FLATTER THAN 4:1
PERIMETERS AND HQW
ZONES)
*"EXTENSIONS OF TIME MAY BE APPROVED BY THE PERMITTING AUTHORITY
BASED ON WEATHER OR OTHER SITE -SPECIFIC CONDTITIONS THAT MAKE
COMPLIANCE IMPRACTICABLE." (SECTION ILB(2)(b))
CONSTRUCTION SEQUEN .E:
1. OBTAIN PLAN APPROVAL FROM NCDENR AND ALL APPLICABLE PERMITS FROM OTHER REVIEWING AGENCIES
2. FLAGGING OF ALL THE CONSTRUCTION LIMITS AND ANY OTHER BUFFERS SHALL BE PERFORMED PRIOR TO
THE PRE -CONSTRUCTION MEETING. CONTRACTOR IS TO STAY WITHIN THE LIMITS OF CONSTRUCTION. ANY
NEED TO CROSS THIS LIMIT LINE WILL NEED TO BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO
ANY DISTURBANCE. THE CLEARING LIMITS MUST BE FLAGGED PRIOR TO ANY DISTURBANCE. THE CLEARING
LIMITS MUST BE FLAGGED PRIOR TO THE PRE -CONSTRUCTION MEETING IN ORDER TO PREVENT ACCIDENTAL
OUTSIDE ENTRY OUTSIDE THE CLEARING LIMITS. ANY REVISIONS TO THE PLAN MUST BE SUBMITTED AND
APPROVED BY NCDENR PRIOR TO DISTURBANCE OUTSIDE LIMITS.
3. SET UP PRE -CONSTRUCTION MEETING ON SITE PRIOR TO ANY CONSTRUCTION WITH THE OWNER, ALL
CONTRACTORS INVOLVED WITH LAND DISTURBANCE AND NCDENR EROSION CONTROL INSPECTOR.
4. INSTALL TEMPORARY CONSTRUCTION ENTRANCE,
5. INSTALL, MAINTAIN AND REPAIR PROPOSED EROSION CONTROL MEASURES AS PER APPROVED PLAN.
6. BEGIN GRADING ACTIVITIES AS PER APPROVED PLAN.
7. THE CONTRACTOR SHALL MAINTAIN CLOSE CONTACT 'NTH THE EROSION CONTROL INSPECTOR. ADDITIONAL
EROSION CONTROL MEASURES THAT ARE NOT INDICATED ON THE PLAN MAY BE REQUIRED BY THE EROSION
CONTROL INSPECTOR. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MAINTAIN EROSION ONSITE., REGARDLESS
OF THE MEASURES REQUIRED. ANY CHANGE TO THE EROSION CONTROL MEASURES AND/OR GRADING SHALL
BE CALLED TO THE ATTENTION OF THE ENGINEER AND THE EROSION CONTROL INSPECTOR.
B. EROSION CONTROL DEVICES SHALL. BE DILIGENTLY MAINTAINED THROUGHOUT CONSTRUCTION. DEVICES
SHALL BE INSPECTED AND REPAIRED AFTER EACH SIGNIFICANT RAINFALL EVENT,
9. EROSION CONTROL MEASURES ARE TO BE CLEANED OUT ON A REGULAR MAINTENANCE SCHEDULE. THEY
SHALL BE CLEARED OF ALL SILT AND RE -SHAPED TO THE ORIGINAL DESIGN CRITERIA.
10. GRASS OR OTHERWISE STABILIZE ALL AREAS AS THEY ARE BROUGHT UP TO GRADE. STABILIZE NTH
GROUND COVER ALL DENUDED AREAS, REFER TO NPDES GROUND COVER REQUIREMENTS ON DETAIL SHEET.
11. PROVIDE GROUND COVER ON EXPOSED SLOPES, REFER TO NPDES GROUND COVER REQUIREMENTS ON
DETAIL SHEET.
12. REMOVE EROSION CONTROL DEVICES ONLY UPON RECEIPT OF APPROVAL FROM EROSION CONTROL
INSPECTOR.
13. ALL EROSION CONTROL DEVICES ARE TO REMAIN IN PLACE UNTIL SITE IS PROPERLY STABILIZED WITH
GROUND COVER. ALL UPSTREAM AREAS MUST BE STABILIZED PRIOR TO REMOVAL OF EROSION CONTROL
DEVICES. ONCE UPSTREAM AREAS ARE STABILIZED, REMOVE SEDIMENT, GRADE TO FINAL ELEVATIONS, AND
STABILIZE.
14. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SITE EROSION CONTROL MAINTENANCE DURING
CONSTRUCTION. IN ADDITION, THE CONTRACTOR SHALL BE RESPONSIBLE FOR KEEPING ALL ITEMS REQUIRED
BY THE NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT.
15. THE CONTRACTOR SHALL HAVE ON SITE THE MEANS TO REMOVE ANY SEDIMENT TRACKED ONTO THE
STREET.
TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER
SEEDING MIXTURE
SPECIES RATE(LB/ACRE)
GERMAN MILLET 40
IN THE NEDMONT A?ND MOUNTAINS, A SMALL -STEMMED SUDANGRASS MAY BE SUBSTITUTED AT A RATE OF
50 LB/ACRE.
SEEDING DATES
MOUNTAINS: MAY 15 - AUGUST 15
PIEDMONT; MAY I - AUGUST 15
COASTAL PLAIN: APRIL 15 - AUGUST 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE
AND 750 LB/ACRE 10-10-10 FERTILIZER
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH ANCHORING
TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH IMMEDIATELY
FOLLOWING EROSION OR OTHER DAMAGE.
SEEDING FOR GRASS -LINED SWALES
SEEDING MIXTURE
SPECIES RATE(LB/ACRE)
TALL FESCUE 200 (4-5 LB/1,000 SQ. FT.)
NURSE PLANTS
BETWEEN MAY I AND AUGUST 15, ADD 15 LB/ACRE SUDANGRASS OR 10 LB/ACRE GERMAN MILLET, BEFORE
MAY 1, OR AFTER AUGUST 15, ADD 40 LB/ACRE RYE (GRAIN).
SEEDING DATES
BEST: AUGUST 25 - OCTOBER
POSSIBLE: FEBRUARY - APRIL 15
AVOID SEEDING FROM NOVEMBER TO JANUARY. IF SEEDING MUST BE DONE AT THIS TIME, ADD 40 LB/ACRE
RYE GRAIN AND USE A CHANNEL LINING THAT OFFERS MAXIMUM PROTECTION
SOI L AM E N DMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL
LIMESTONE AND 1,000 LB/ACRE 10-10.10 FERTILIZER. OPERATE TILLAGE EQUIPMENT ACROSS THE
WATERWAY.
MULCH
USE A ROLLED EROSION CONTROL PRODUCT TO COVER THE BOTTOM OF CHANNELS AND DITCHES, AND
STAPLE SECURELY. THE LINING SHo= EXTEND ABOVE THE HIGHEST CALCULATED DEPTH OF FLOW. ON
CHANNEL SIDE SLOPES ABOVE THIS HEIGHT, AND IN DRAINAGES NOT REQUIRING TEMPORARY LININGS, APPLY
4,000 LB/ACRE GRAIN STRAW AND ANCHOR STRAW BY STAPLING NETTING OVER THE TOP.
MULCH AND ANCHORING MATERIALS MUST NOT BE ALLOWEDTO WASH DOWN SLOPES WHERE THEY CAN
CLOG DRAINAGE DEVICES.
-MAINTENANCE _.
INSPECT AND REPAIR MULCH FREQUENTLY, REFERTILIZE IN LATE WINTER OF THE FOLLOWING YEAR; USE SOIL
TESTS OR APPLY 150 LB/ACRE 10-10-10, MOW REGULARLY TO A HEIGHT OF 2-4 INCHES.
PERMANENT SEEDING FOR GENTLE SLOPES, AVERAGE SOIL; LOW MAINTENANCE
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
TALL FESCUE BO
SERICEA LESPEDEZA 20
KOBE LESPEDEZA 10
SEEDING NOTES
1. AFTERAUGUSTI5USE UNSCARIFIEDSERICEASEED.
2. WHERE PERIODIC MOWING IS PLANNED ORA NEATAPPEARANCE IS DESIRED, OMIT SERICEA AND INCREASE KOBE LESPEDEZA
TO 40 LB/ACRE.
3. TO EXTEND SPRING SEEDING DATES INTO TUNE, ADD 15 LB/ACRE HULLED BERMUDAGRASS, HOWEVER, AFTER MID-APRIL IT IS
PREFERABLE TO SEED TEMPORARY COVER.
NURSE PLANTS
BETWEEN MAY i AND AUGUST 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE SUDANGRASS, PRIOR TO MAY 1 OR AFTER
AUGUST 15 ADD 40 LB/ACRE RYE (GRAIN).
SEEDING DATES
BEST POSSIBLE
FALL: AUGUST 25 - SEPTEMBER 15 AUGUST 20 - OCTOBER 25
LATER WINTER: FEBRUARY 15 - MARCH 21 FEBRUARY 1- APRIL 15
FALL IS BEST FOR TALL FESCUE AND LATE WINTER FOR LESPEDEZAS. OVERSEEDING OF KOBE LESPEDEZA OVER FALL-SEEDEDTALL
FESCUE IS VERY EFFECTIVE,
SOIL AMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000
LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE GRAIN STRAW OR LQUIVALENT COVER OF ANOTHER SUITABLE MULCH. ANCHOR STRAW BY TACKING WITH
ASPHALT, NETTING, OR ROVING OR BY CRIMPING WITH A MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT
CAN BE USED AS A MULCH ANCHORING TOOL,
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE MOWED ONCE OR TWICE A YEAR, BUT MOWING
IS NOT NECESSARY. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
PERMANENT SEEDING FOR STEEP SLOPES OR POOR SOILS; LOW MAINTENANCE
SEEDING MIXTURE
SPECIES RATE(LB/ACRE)
TALLFESCUE 100
SERICEA LESPEDEZA 30
KOBE LESPEDEZA 10
SEEDING NOTES
1. IN EASTERN PIEDMONT ADD 25 LB/ACRE PENSACOLA BAHIAGRASS OR 10 LB/ACRE COMMON BERMUDAGRASS. USE COMMON
BERMUDAGRASS ONLY WHERE IT IS UNLIKELY TO BECOME A PEST,
2. AFTER AUGUST 15, USE UNSCARIFIED SERICEASEED.
3. WHERE A NEAT APPEARANCE IS DESIRED, OMIT SERICEA AND SUBSTITUTE 40 LB/ACRE BAHIAGRASS OR 15 LB/ACRE
BERMUDAGRASS.
4. TO EXTEND SPRING SEEDING DATES INTO JUNE, ADD 15LB/ACRE HULLED BERMUDAGRASS. HOWEVER, IT IS PREFERABLE TO
SEED TEPORARY COVER AND SEED FESCUE IN SEPTEMBER.
NURSE PLANTS
BETWEEN MAY 1 AND AUGUST 15, ADD 10 LB/ACRE GERMAN MILLET OR 15 LB/ACRE SUDANGRASS. PRIOR TO MAY I OR AFTER
AUGUST 15, ADD 40 LB/ACRE RYE (GRAIN).
SEEDING DATES
BEST POSSIBLE
FALL: AUGUST 25 - SEPTEMBER 15 AUGUST 20 - OCTOBER 25
LATER WINTER: FEBRUARY 15 • MARCH 21 FEBRUARY 1-APRIL 15
FALL IS BEST FOR TALL FESCUE AND LATE WINTER FOR LESP£DEZAS. OVERSEEDING OF KOBE LESPEDEZA OVER FALL -SEEDED TALL
FESCUE IS VERY EFFECTIVE. USE UNHULLED BERMUDAGRASS SEED IN FALL.
SOILAMENDMENTS
APPLY LIME AND FERTILIZER ACCORDING TO SOILTESTS, OR APPLY 4,000 LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000
LS/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000-5,000 LB/ACRE GRA€N STRAW, OR EQUIVALENT COVER OF ANOTHER SUITABLE MULCHING MATERIAL. ANCHOR
MULCHING BY TACKING WITH ASPHALT, ROVING, OR NETTING. NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP
SLOPES.
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE MOWED ONCE OR TWICE A YEAR, BUT MOWING
IS NOT NECESSARY. RESEED, FERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
EROSION CONTROL NOTES:
1. THE EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES SHOWN ON THE DRAWINGS ARE
INTENDED AS A GUIDE, AS GRADING PROGRESSES, MEASURES MAY BE ADDED OR DELETED BY THE
EROSION CONTROL OFFICER AS DEEMED NECESSARY TO CONTROL EROSION AND SEDIMENTATION. IF
GRADING CONTRACTOR FEELS THAT ADDITIONAL MEASURES ARE NEEDED OTHER THAN THOSE INDICATED,
GRADING CONTRACTOR SHOULD CONTACT THE OWNER AND ENGINEER IMMEDIATELY FOR APPROVAL OF THE
CHANGES,
2. ALL EROSION AND SEDIMENTATION CONTROL MEASURES AND DEVICES SHALL BE INSTALLED AND
MAINTAINED IN ACCORDANCE WITH THE NCDENR - LAND QUALITY SECTIONS 'EROSION AND SEDIMENTATION
CONTROL PLANNING AND DESIGN MANUAL,'
3. ALL DISTURBED AREAS SHALL BE SEEDED AND MULCHED IN ACCORDANCE WITH THE NPDES GROUND COVER
REQUIREMENTS AS SHOWN ON THE DETAIL PLAN.
4. ROUGHEN SLOPE SURFACES TO MINIMIZE EROSION DURING VEGETATION ESTABLISHMENT.
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CHECKED BY: ARS __.._.._.--
DATE: 12-06-2013
PROJECT NO,: 302-06
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STREETS
ROAD SHOULD
PAVED STREETSER OR
13ASE
II`__1
2-4' GRADE RINGS MAXIMUM
ON ALL MANHOLES
NOTE.
MANHOLES ARE TO BE TM
AS MFG, N.C, PRODUCTS
OR APPROVED EQUAL.
3,00a
CONCRETE
4'-0'
5'-
NOTE:
GROUT ALL JOINTS FROM INSIDE
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CLASS 'A" MORTAR
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BY M.A. INDUSTRIES, INC',
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#57 WASHED STO NE
BY CONTRACTOR
UNDIS7URBED EARTH
3,000 PSI
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18"X18"XY CLASS 76'
CONC. PAD BY
CONTRACTOR
UNDI
LW VALW WPPLY
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CONOWE PAD
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CLASS 8
11
UEARTH NDISTUM
ELAR—=—RENM
BUTTRESS DIMENSIONS
PIP' MW E 45am$
SIZE
L
arl f-w
"T
COMPACTED
BACKFILL
COMPACT[
BACKFILL
CRUSHED
STONE
INCLUDE BED(
IN PIPE COST
ROCK
EXCAVATION
IMF
1/2 6.D.--
CLASS, "C" BEDDING
ES
N
-3 OT------- 1L_
T. DIMENSION 'A' SHOULD BE AS'
LARGE AS POSSIBLE WITMa INTERFERRING WITH THE WECHANICAL JOINT BOLTS
2. THE SHAPE OF THE BACK OF T14E RUTTRESS MAY VARY PROVIM THE CONCRETE IS AGAINST FIRM,
UNDISTURDED EARTH.
3. BUTTRESS DIMENSIONS ARE BASED UPON A SOIL RESISTARM OF TWO TM PER SQ. FT, AND A WATER PRESSURE Or 151 P.S. 1.
L
2E
1/2 t
I L CLASS R
CONCRETE
UNDISTURf
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A
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81,17RESS
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NQiBRANCH
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1 , DIMENSION 'C' SPOAD BE LAME ENOUGH TO MAKE ANGLE 'A' EQUAL TO OR GREATER JfJAN 45%
2.
DIMENSION 'D* SHI&D BE AS LARGE AS POSSIBLE WtTwA INTERFERRING WITH E14T MEC�MIGAL joIN,
TS.
3, BUTTRESS DIMENSIONS ARE BASED UPON A SOIL RESISTANCZ OF TWO TONS PER So, FT. ANO A WATER PRESSURE OF 150 P.S. I,
3 112" PENETRA7701
NOTES ; t) 1" BLOW -OFF REOURED ON 2",3", AND 4" MAINS
2) 2' BLOW -OFF REQUIRED ON 6"-B" MAINS
1) 4" BLOW -OFF REQUIRED ON 10" & GREATER MAINS
4,) ALL BLOW -CIF F'S SHALL BE BE -HIND CURB & SIDEWALK.
COPOLYMER
POLYPROPYLENE
PLASTIC
#J DEFORMED
STEEL ROD
110.TE- COMPRESSION FININGS
ONM NO FLARED FITTWGS,
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CEN­k NOrf:
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2
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PACE 5 ARE REQURUD M
c� 5--KHD M ONLY; MUE COLC��.Nr,
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RESERVED RESERVED RESERVED
PARKING PARKING PARKING
2(;'
MAXIMUM
PENALTY
COWK5 Az L5iGN5: 250
ON 5:J
NcliB
VAN c. RA:91; 5ANt Az-, 4.:,2 PAJK� 1
ACCESSIBLE T.Li;,' 51.GN. NOY 1�f USF[IN,
4.; 2 56'Nl AF AlXt"lfl8'_E FAX.MJNG 5FArE5,TAKI' 2i
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WATER
7 318
EXTENSION
FIELD CUT IF
j
REQUIRED —18
j
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2j
5 314
7 1/8
n
5 114 DROP LID
7 518
6 114
TWO-PIECE
VALVE BOX,
ASSEMBLED
6 112
TOP SEC77ON
CAST IRON VALVE BOX ACCOMMODATES 4" THROUGH 12" VALVES
5 114-INCH SHAFTS, SCREW TYPE CLASS 35
CAST IRON VALVE BOX
TRAFFIC BEARING CLEANOUT DETAIL
NTS
COVER - CLEANOUTPLUG
CLEANOUT BOX
12"12`15"
CONCRETE PAD
CLEANOUT SHALL BE
"JOSAM" 55000 CAST
IRON IN 12`12"15"
CONC. PAD
1/8 BEND
CAST IRON OR PVC
PIPING
IUNDERGROUNB
PIPING
NOTE: ALL SANITARY SEWER CLEAN -OUTS SHALL BE
TRAFFIC BEARING TYPE, TRAFFIC BEARING
CLEANOUTS ARE REQUIRED IN ALL PAVED AREAS
INCLUDING SIDEWALKS,
24'
BASE
NOTES
VALVE BOX WILL CONFORM TO
ASTM A 48 CLASS 308
MINIMUM WEIGHTS
COVER 13 LBS
TOP SECTION
j2QTTOM SECTION
TOTAL LBS
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DRAWN BY: SDT
CHECKED BY: ARS
DATE: 12-31-2013
PROJECT NO,: 302-06
REF. NO.:
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SCALE: V=40'
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NOTES: :.. - . ; , -::.. ; . ", ,,, r^ t!14
1 EI N , 84O.L13 _ _ _ _ 8„ 2.-Sy 8°
9RTAR JOINTS 3 �F S $„ THICK. DEDUC fON5 ALL MQRTAR JOINTS 00 E
-4
BACI; QP CURS .. T .» ._L"! NOTES: USE CLASS "B" CONCRETE THROUGHOUT, T- � � � rr FOR ONE PIPE ARE TO BE 712" ± 118' t'�1 #�
mt__�
ELEVATION 00
P-# �USE FORMS OR CONSTRUCTION OF THE BOTTOM SLAB. ,�.'� 3 NOTE. USE TYPE "E" r "F" AND IV' GRATE ,� PIPE 'm.. u �
DEDUCT FOR PIPETS) FROM TOTAL CU. !OS. OF BRICK MASONRY. i- �T€ , UNLESS OTHER ISE Nt TED. py rr i � SIZE C.M. R.C. A � BRICK MASONRY CAN � LQ�
!-e ° USE M4 BAR TX&YtELS AT 12" DENIERS. �4 0 . - 0 - } + r y o BE STANDARD CLY 1 &"
titz '-'I PROVIDE ALL CATCH BASINS OVER 3'-6" IN DEPTH WITH STEPS 12" - .� -1 m ^^I tl """T t_t f2 a.O20 O.Q32 ! ,t BRICK, JUMBO BRICK, fel CvJ
" -4 '�... .-.,.,�..-....,�..;. ON'. CEt+TTEA. USE STEPS WICH LPL`/ WITH STO. DRAWING 840.66. c�ci' J13 It-4 -� � ': - �,..: a C.3 „ w � OR CONC. BRICK `` to z
y rii +m USE TYPE r,E., a F' AND „13' GRATES UNLESS OTHER€TSE MrCATEDa T,t,i tL 0 a 7 � � cr � m 150.031 : 0.047 ! �
} C ?
USE BRICK OR CONCRETE BLOCK WxTCPi COMPLIES YYT:TTi THE REQUIREMENTS ` : st " h- c ? a.o44 cork. soTrcrMs sa�uL
8a, x OF SECTION 840 OF THE STANDARD SPECIFICATIONS.'Q � t„w i1! � � � gCC..t8 O.D65 tad i-a
...«.,.BE PAID FOR AS t fl F- _ MIN. TF REINFORCED CONCRETE PIPE IS SET IN BOTTOM SLAB OF BOX, ADD TO SLAB Ti TT p F--
AS SHOWS ON $TO. W, 640.00. 1L '"", H ... .� +! N U3 "°' BRICK MASONRY �'Lei (A
FOR 8'-0' IN HEIGHT OR LESS, USE 8'° WALL, COVER 8°-O" INt HEIG T, USE i� � U3+ z ' � �� CIION - LL I ' `ZON t ' 12" INALL ,TO 6!-0' FROM TOP OF WALL AND 0'. WALL FOR 'THE REMAINTI , 1-3 � � ',, ,� a' � N en f3 0 aNTITES TO BE AI?1USTEO ACCOROTNfaiY. `.� vCC'AILI FRETli IC#E !"' , PLANCON9TRUGT T sTH PAPS cROwrls 1&ATCHTNG. ''!UJ ,•3 EDGE CIF WALL TO ALL.€ 1a. �-sTa. tQac. cavEi Lu
ECTION:. X..XCHAMFER ALL EXPOSED CORNERS V% P S z � ; FOR VERTICAL ADJUSTMENT ,s�,: .,� x � # � � - - to
• 4i
" TOP' ELEVATION a ORMINIG NOT TO SCALE. WILL
us m aA 8' x 6" BRICK
PIER AT EACH
A;j,EI, TOP ELEVATION CORNER TWO = .
44O. 3 STEPS - STO. NO. 840.66 � a ( PP ggCTXON NN COURSES HIGH
„ STEPS BID, NO. 64D.66 QUANTRTES
MIN MIN ,.,_,-• -� PLAN � u BASE H PIERS � ..." _. _
...... . no P=4
A ......- �» TOP ELEVATION
q �•a. fir-, (e.r.} {PER FT �I£ICHT} {c.Y. EACH) rsa
w CLASS B cQNe.
ITT TTT FRAkIE,ORATE, & HOOD AS5' f = 01286 0:.1sa a.aae
bn to
! as S. B E WWI'Wwwl..... _ _,,,,,,. tie SECTION A A
e c E " a«S 6Ir r re Sai
..� ;<• -:
- _ __',
"oY, co
.P� gp - - --.... a fr - _ i-s `I^/ /`. si.`t QRIt`': lYl/`SJVIM!\ 1.ir. IItl� I �Sti.`
N s SECTION '$ - 8' D MIN. MIFi. -- _ - rr f CS '
-4 MIN_ to 1iIN. C3 fL C. a !rs s !ig =3
3RISER = ~ 1r1
FILL W/ CONC. ! . �
SECTION _ AA
b 8" SECTION �� a MTN � . .� .. � � z < 8 THICK, 3000 PSI CONC. PAD 1.LJ
- N. VSPIBRE 3a 'r�s36 PIPE Ist SEia _ _ _ I REINFORCED W( 6"x6"xW1.4WWF 6' LONG x 6' I.D. ,._
E EDTIc?I I!i-M 3, SEE NOTE ' ON COMPACTED EARTH. STD. STEEL PIPE
ITt w,,. „.. u -
VIHHERE 4'-r" TCi W PWoE MUSED ° � 7 � � I 0
RISER itT, WHERE 30' TO 38' PIPE IS USED � . i ., � � � FR.. SE Pk
VARIES T bN „ x1.I Lu Q
Ic x - r, a"-taff" ( 6`-C}" 2'-O" 8'-Ci'
to
_ _ i B S m cn _� � "� I err R � _ 3:
! cT.au.1 It 0 a u
4 6•' 4 ti _
I : ( I 4} , 2'- n BiP f, rf STD. CURB &GUTTER
! U. S Ta E' t 4 xr
�J I
L' 4ERE 42' TO 64- PIPE I5 USED
$EG'TZ#R - K ' i 1 `"
aHEET 1 OF 2 DETAIL SHOWING METHOD SHEET 1 OF 2 HEET t OF z DUMPSTER PAD DETAIL I'
4t ! sI�I T IaI z
OF #ISIFi CIw�I�CTIN PLaXriI ! K1�[�L+€QTx€�a NTS 4+�0i - �!
- - 6" ID STEEL PIPE `a
FILLED W/ CONCRETE'
0-2"
u m
ITTQ U) m -� m
EXPANSION JOINTS-! # ,r !- ADD WALK-THRU
Lu
<, DETAIL SOWING TYPES OE GRATES _, � � � GATE ( v II � � V) � 8" E 4.-6n #,>, cC 2 r, O" rfi
aw,O yp� cc t 7 �, .y�y � �a USE �4CGCII�DTNC T WATER 1=Lt?6tiI. [y � � � � � d / � �
r1T a4 WY v7 ,e k r. s„ q } a. 4 a RA LL _J 3-3 ✓ Ta S i 4' I s �t �t - () II LL
T {4i
+yam �{ +� W Q _ (� ! s !.:-I.L
" -€ r DUAL u�iTA )GRATE TE HOOD Q Ci3 M d , , CGS r z Z
% i 1 " L€T t L 0 -1 rf rr Pr ff IP rr + + cc � <
"r, f- ti Ty Tii TYPE TYEt P F A; II rr II II o , FOR DOUBLE DUMPSTERS u <t
G3 CaC - II DELETE INTERIOR FENCING AND ® 3f LU
, - Iu s"� -0 r- "rt #- F U *S2' CLEAR OF
`r ADD SUPPORT POST FOR GATES J �n C1 cn
i�r N5 rs rsS LLAML, 0 t j C i' p r
_ r Tl3$" LL0 Z C) Lu
r � ` °° WATER FLU! - -�- AG M*-,,, • i�ATER FLO � � � I��B,r ' � a OBSTRUCTIONS � i Lu >_ ® �
° CL
CURB AND GUTTER SMTH CATCH E IN ON STEEP GRADES y CI � _. - - - - - - - - - - - - - - - - - - - - .. _ - - - -. _ . - _ : rr C1 � �
to z
m
d
o TOP ELEVATION " � �'� rf � � f°
w a w EXPANSION JOINT q �- uj
-
U P ON FLAT GRADES 2% AND UNDER
- .._...._. - _,_ _ ., -. ,_.. ,.- - _,,..� - - r - ..._. GATES MUST BE ABLE
_ Y ..-_ ._ � TO BE SECURED TO MAINTAIN
ai
11142 rr r3 �rP z 12' CLEAR OPENING
I %Y CONCtZTE PAD
su :„ SECTION S-8 t a m EXPANSION Jc9It2T 3`'`a DEPRESSED BUTTER L.INLE
o m
- _
PLAN O TOP SECTION M -� � � � �� rl � i z
cn ;.
T17 ELgV&TIQ - SINGLE DUMPSTER PAD Wj GATES I`
a WATER FLOW SAG AT FLOW
NORMAL CURB AND GUTTER GINS LR3tST GWES U_ c +� � NTS z Im
SECTION >A V'x6" SLATS a to
TIP ELEVATION NORMAL GUTTER LINE � z
P-£ C3 i TYPE rrFff TY�� +r rf r 1�P� nlcPt TYPE - E H N �,5
4 ix4 POST d c 3
CAI$,r Q 3y,, B R 04 EXPANSION JOI2vT � to � t 7'-0' IV f`.Y'. 7'-C" VAX. I � � `-a
- " „" ! USE vIIA�s OVER 2 _a
A Y M -I BAYED FL�r (gAtkO�N rr �_ I cr 0 7f cc
n
k! SJ'1Str,C.7'x we. .... r. ..Lu
y ff j/,SIP l.uUr� .. "'� _ _ �`i.. _. _ .. ! I-
� ' - -a4 � RAISED FLOW ARROW 2 � � q � � - z � -
- Ca S, Or, CC l i 1 rr 0 k ! Q Q
EAabAtdST49tT aczNT r�T - a2 / FtiCH aC r( _. c� vs ri
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L O * Ct _ !
a : E1ARS U TI-W
6 11-0
'°-DEPRESSED GUTCE.R LTNiE z � C7 � 4 � z � I-C c )
2
�g
&IKYATION 1 1 fr I Q
I L AN :fin ON STEEP it , p? A-
- -
SECTION R - h1�FISatAL CURS; T� GUTTER ci E � GRADES ,- � 1 _ I �
LL� � i - w w
tr 1 - j 0
MINIM DI RSION$ AND OU TIT•LES FOR BRICK CATCH B TfS BA ETa 4H I II. miw, R WITH Rift-at,ra G> 1f ul uj t `� u z
8 = r
ClO
.� _ a rr Q
CiJ II9 CON t BOX ". �' J � �0
DIMENSIONS OF BOX AND PLPE TOP SLAB h Y BRICK MAT�4aNtd?f t� I
DIMENSIONS R - - -. ti-.:: ONE PIPE tt j �'�• ! 0 u < m
( PIPE SFAS WII7 f1 i1IOi I SPAN MIN. HEIGHT 6taRS U 13AHS V 13AR9 TOTAL TOP BOTT TOTAL agm tom, T & t " 1 �u - F_ itt
T Los. SLAB SLAta COFIC. IN RA LS 8RXK air - _ a r) i1�
O A B C G H E F N0. LENGTH NO. LEtis3 H NO.._. LENGTki. ,m..: FFs C.M. R.C. : Li3 : ri : n t€ 11/2 R � rr A`
12„ 3:, O:, 2,..2" _ _ :2' • 9' _ _ -.. - . . .... - . O. "st81 0..281 O.683 1 . 164 O. i320 0..O4Z „i 1 3 .. /'j C t.± I-- . .
15" 3`-0" 2'-2" TO, 0.2A1 0.281 0.963 _1.24a 0,031 0,04T 2'- 1 � �+-�1 ff � � _ � � � �
18'" 3'-O" 2,_2" 3..3 0-281 0.261 1,043 1.324 Ca.044 0.065 1 x
" _ fa tr 1 ,t _ F- z
24.,. 310" 2 ,2 3'-9" 0,264 0.281 1.204 -1.485 0-076..0,12t � _ r
re �; - : r » .-4r,. 4: 3»..._ :V-2' 4'-.4' 4 1`-6" 3 4, 1." 3 4'.1. 4-0.1,47 [..� -. �- c''.i (9 I ! � CL
30 3 O 2 2 3 5 O.374 O.521 1.SO6 2.2tT 0.122 '0.184 �� at it �- I w w Z
36" ,_ " 2,-2" 3` 10" 4'-9' E,•9." 4'-4' 4 2`"O" _4 4`,1.r 3 4'•�" R9 0..187 Et.415 O.6Ct2 1.914 2.518 0..176 0.261.. 1'. �;.._.. - i 5
4 3'.a 2'_2" 4 -5' s " _ a' s 1 •s s a Ka B : l 5 a. ca a x.,5 z.c, a a. ac Q. s 1 ECTION ;A -A � 7� r, 6 II 2 I 6 -0 I1 2 I ac I- d U
48`e 3,m0„ 2 2„ S>_O, 8x S' 2; Ok O,w6„ £}6zi 4 3`_3,r' 3 3' O !1 tl. t73 a A1`O 0.568 2.415 2.9€i8 Oe313 13.4T7 6$- 1 2 LL In C� F
gi <_Orr ' ,.2" 5>.7,r 6i 3" 2r•TA 3r_6,, 4 3'-O' 6 3'a3 3 9 .3 4T O„2i f O.44it O'_859 2.606 3.465 n_,%*a n-595 TAPE i
SHEET 2 iFF _ SHEET 2 OF 2 �uHEET 2 i3F � � SECTION A A SHEET 2 OF 2
RISER HAS .32, CUBIC YARDS Of BRICK MASONRY PER FOOT HEIGHT � r DUMPSTER SCREEN DETAIL !
4 7 _ 0 m NOTES:
NTS
VEHICLE APPROACH AND CONTAINER MUST BE ON SAME GRADE.
CONTAINER MUST NEVER BE MORE THAN 24" ABOVE GRADE OF SERVICE
VEHICLE.
i
i an
STD, PRECAST 3
£ PAN.J NlT 1 $C T - ; I I
r ru
STD. 411
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-- ---- - -
DRAWN BY: SDT
402
s4-'IbAIIII',- T CHECKED BY, ARS
� SECTION -6 -- ---------
SUMPS- --- - -..
DATE 12 31 2D13
PRClJECT NCB.: 302-06
1°-11 / " REF, NO.:
MORTAR -- - -- --
2G PSI ��, STD. 02 INLET T REQUIRES 4, x SCALE: 1"=4�0'
CONC € BARS IN STREET FACE. SECTION A_A ��GIIIC 8_H', - - SECTIONA-A SECTION N-a STD, 403 INLET TOP REQUIRES •4,
BARS -IN STREET FACE.
,,pttHuuiirllbr,ggl,
Ta�3TEs: ALL OTHER EII�Ft?fiCIT� STEM. � ,•� � CA l,
ALL. STAR' JOINTS i 3 4 tiR`a. � „wnkriurrr f %
ARE TO B /2 � 1 „ STANDARD INLET ET RING a
BRICK MASONRY CAN
SE ASAY
:. JUMBO BRICK,
OR CONC. ORM
FOR DEPTHS OVER a
-, C) _
%/ f \4
4"-�° � STEPS
ON T°-- ITS, STANDARD IIrICI� MASONRY CURB INLET STANDARDPRECAST CONCRETEL� INLET f � rfr,+r,T,,,,,,,, -
C.O.M. T. 03 . STD"
`''J""rrr rI„A A, 1t11
C.O.M. Ste, >
- T-- -7
DETAILSi�EET RING & COVER'
CURB INLET CURB INLET TOP
CITY OF MEBANE
CITY OF MEBANE
MEBANE
, ETA (STANDARD. STANDARDT.1 1 'dft8
STANDARD;I°�.T, ;��� f r�l� � •Ia_T, III �, r�rl :r�.T.. IIIc�� �•: I�

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin Operation and Maintenance Agreement
I will keep a maintenance record on this BUT. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
❑ does ® does not incorporate a vegetated filter at the outlet.
This system (check one):
❑ does ® does not incorporate pretreatment other than a forebay.
Important maintenance procedures:
Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.4 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potential roblem:
How I will remediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash/debris.
The perimeter of the wet
detention basin
Areas of bare soil and/or
erosive gullies have formed.
Regrade the soil if necessary to
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application,
Vegetation is too short or too
Maintain vegetation at a height of
long.
approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4

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

Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element:
Potentialproblem:
How I will remediate theproblem:
The embankment
Shrubs have started to grow
Remove shrubs immediately.
on the embankment.
Evidence of muskrat or
Use traps to remove muskrats and
beaver activity is present.
consult a professional to remove
beavers.
A tree has started to grow on
Consult a dam safety specialist to
the embankment.
remove the tree.
An annual inspection by an
Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device
Clogging has occurred.
Clean out the outlet device. Dispose
of the sediment off -site.
The outlet device is dama d
Repair or replace the outlet device.
The receiving water
Erosion or other signs of
Contact the local NC Division of
damage have occurred at the
Water Quality Regional Office, or
outlet.
the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 5 feet in the main pond, the sediment
shall be removed.
When the permanent pool depth reads 5 feet in the forebay, the sediment shall
be removed.
Sediment Removal
Bottom
627.00 ]
-----------------
FOREBAY
BASIN DIAGRAM
fll in the blanks)
Lft Min.
Sediment
Storage
Permanent Pool Elevation 632.00
Pool
Sediment Removal Elevation 627.00 - Volume
Bottom Elevation
MAIN POND
1-ft
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4

Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Com ass Pointe Center
BMP drainage area number:
Print name: Kevin Sasser
Title:Sasser Companies, Inc.
Address:P.0. Box 10 WhitsettNC 27377
Phone:[phone]
Signature:
Date:
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4 Page 4 of 4

PERMANENT ELEVATION MARKER TO BE INSTALLED IN
CENTER OFFOREBAYS
METAL OR TREATED 4"X4" WOOD POST SET IN
CONCRETE TO EXTEND 3' MIN. BELOW BOTTOM
OF PERM. SEDIMENT STORAGE. INSTALLALUMINUM
ELEVATIONS BANDS MARKING BOTTOM OF PERM.
SEDIMENT STORAGE AND BOTTOM OF WATER
QUALITY STORAGE. TOP OF POST TO BE SET AT
NORMAL POOL ELEVATION.
CAP TRASH RACK W/ ANTI -VORTEX
DEVICE
2.50" DIA.
W.Q. RELEASE HOLE
INVERT ELEV. 632.17
OPERATING
ELEV. 634.40 TOP OF RISER HANDLE
ELEV. 632.17 PERMANENT POOL
ELEV. 627.00 BOTTOM OF W.Q. STORAGE
ELEV. 625.76 PERM. SEDIMENT STORAGE
54" CAP RISER
NOTE: FLANGED JOINTS ON BARREL AT ANTI -SEEP PLATES
10'
MIN. VEGETATED
10' SHELF
1 10
1f- 31
J1
2
10'
MIN.
ELEV.636.61
3
1 MAX SLOPE
INV. OUT=625.53
I
POND DRAIN 6"__111.1 / I L
ALUM. SHEAR ANTI SEEP COLLARS 72"x72"
GATE INV. OUT CONC. BASE ALUMINUM
626.37 7'x7'x3'
CUT-OFF CUT-OFF FLANGED JOINTS AND NEOPRENE
TRENCH 4 TRENCH 2 GASKET
FT. MIN. FT. HEIGHT
MIN.
VALVE KEY
NOEPRENE GASKET
//-,STAINLESS
0
0
O6" BOTTOM DRAIN
O O
O
FLANGE
FRONTVIEW SIDEVIEW
BOTTOM DRAIN & SHEAR GATE VALVE
NTS
PERMANENT WATER QUALITY POOL ELEVATION: 632.17
0
631.00
CLASS B RIP RAP .: ;,+Y
OVERLAY BERM•�6'WIDE
:?:`''•� �s:::s.•.y:':;.
1'
FOREBAY
MAIN POND �•,h•{t'''.�.;
SEDIMENTSTORAGE
:^
BOTTOM OF POND �.;i`:'*��eT''+x''�a`. aj?ti'"`;y
626.00
EARTHEN BERM
EARTHEN AND
ROCK BAFFLE
NTS
WATERSHED DATA AND BUILT -UPON AREA CALCULATIONS:
WET DETENTION POND DETAIL
N.T.S.
72"
0
0 0
72"
/
o/
ANTI -SEEP
PLATE
ANTI -SEEP PLATE DETAIL
POND PARCEL DATA:
PARCELID:163481
TOTAL ACREAGE: 1.03 AC. +/
D.B. 3387 PG. 540
P.B. 76 PG. 410,LOT #6
NOTES:
BOUNDARY AND TOPOGRAPHIC SURVEY PREPARED BY OTHERS. NO FIELD SURVEYING BY STOLTZFUS ENGINEERING, INC.
THIS MAP DOES NOT MEET G.S. 47-30 AND IS NOT FOR RECORDING.
THIS PROPERTY IS SUBJECT TO ANY EASEMENTS, AGREEMENTS, OR RIGHTS -OF -WAY OF RECORD PRIOR TO THE DATE OF THIS MAP
AND WHICH WERE NOT VISIBLE AT THE TIME OF INSPECTION.
THIS MAP WAS PREPARED WITH OUT THE BENEFIT OF A TITLE REPORT AND DOES NOT NECESSARILY INDICATE ALL
ENCUMBRANCES UPON THIS PROPERTY.
CONTRACTOR TO LOCATE ALL UTILITIES PRIOR TO CONSTRUCTION AND REPORT ANY CONFLICTS TO THE ENGINEER.
CONTRACTOR IS RESPONSIBLE FOR ANY REQUIRED PEDESTRIAN OR TRAFFIC CONTROL PLANS, EQUIPMENT, AND LABOR REQUIRED
FOR TRAFFIC CONTROL.
ALL CONSTRUCTION TO BE TO THE STANDARDS AND SPECIFICATIONS OF NCDENR FOR EROSION CONTROL AND CITY OF MEBANE
FOR WATERSHED AND INFRASTRUCTURE ITEMS UNLESS OTHERWISE SPECIFIED ON PLANS.
ALL FUTURE UPSTREAM DEVELOPMENT COMPLETED AFTER THE PROPOSED IMPROVEMENTS (THAT IS TRIBUTARY TO POND) WILL
NEED ONSITE EROSION CONTROL TO PREVENT SEDIMENTATION OF POND.
rdd lPLATE
:NE GASKETS
III
CAP BARREL
AINLESS STEEL BOLTS
GE
ENGINEER'S AS -BUILT CERTIFICATION
I STATE TO THE BEST OF MY KNOWLEDGE AND BELIEF THAT THE PERMANENT STRUCTURAL STORMWATER BEST
MANAGEMENT PRACTICES FOR COMPASS POINTE CENTER WILL CONTROL AND TREAT THE RUNOFF FROM THE FIRST
ONE INCH OF RAIN OVER THE TOTAL DRAINAGE AREA, IS DULY RECORDED IN THE OFFICE OF THE ALAMANCE COUNTY
REGISTER OF DEEDS, AND HAS BEEN COMPLETED IN CONFORMANCE WITH THE APPROVED PLANS AND
SPECIFICATIONS DATED 01/30/2014.
Unnnunnrrr,,
�N CA /?
�E
` 026461
�= 31-20
pniunnN"
3RD STREET EXT.
\A 1
& 4U
BOWES
B D.
! ti
9�0lsc��o =v
�0 0
4
� Q"i
VICINITY MAP
AS -BUILT POND DESIGN DATA
Description
Elevation
Surface Area
Incremental Volume
Pond Bottom
625,76
4451
Top of Sediment Storage
627
5729
6,312
Top of Forebays (Excludes Baffles)
631.17
9445,92
31,640
Top of Forebays (Surface Area Used for
Depth Calculation between top of forebays
and Bottom of Shelf)
631.17
1G472.85
Bottom of Shelf
631.67
11933.57
5,602
Normal Pool
632.17
15286-33
6,805
Top of Shelf
632.67
16847.61
8,033
Top of Riser
634.4
20814-63
32,578
Invert of Emergency Spillway
634.96
21681.37
11,899
Top of Dam
636.61
24184.16
37,839
Bottom Area of Main Pond
627
5729
Depth (Are. for Calculations)
3.90
�� - ---
rC}- --_
>� -
NTS // 5' HIGH BLACK PVC OR POLYESTER
51 COATED COMMERCIAL GRADE
63001- FENCE, FENCE TO BE TO CITY OF
633- MEBANE STANDARDS.
i
.00
TOTAL SITE AREA=7.74 AC.
OVERALL SITE BUA=5.42 AC./7.74 AC. = 70.0%
TOTAL DRAINAGE AREA TO POND=6.93 AC.
PROPOSED BUILT -UPON AREA=5.42 AC. OR 78.21 % (TO POND), POND DESIGNED FOR 80% BUA OR 5.54 AC.
INCLUSIVE OF OUTPARCELS 1-4
BUA ALLOCATIONS PER OUTPARCEL: LOT 1 = 0.79 AC.
LOT 2 = 0.67 AC.
LOT 3 = 0.62 AC.
LOT 4 = 0.67 AC.
SOILS: EaC, EaC2, EaB2, TaB & TaB2
STORMWATER FLOWS TO DOWNSTREAM UNNAMED TRIBUTARY THAT FLOWS INTO BACK CREEK THEN TO HAW RIVER.
LATITUDE/LONGITUDE OF BMP: LAT: 36.065785 LONG:-79.303219
STORMWATER DETENTION POND NOTES:
1. THE REQUIRED PLANTINGS FOR THE VEGETATED SHELF SHALL
NOT BE INSTALLED UNTIL AFTER UPSTREAM DRAINAGE AREA IS
STABILIZED. SEE SEPARATE LANDSCAPE PLAN FOR VEGETATIVE SHELF
AND POND BY OTHERS.
2. MAINTENANCE OF ALL STORM DRAINAGE IMPROVEMENTS OUTSIDE
OF PUBLIC R/W, INCLUDING, BUT NOT LIMITED TO, WETPONDS,
UNDERGROUND PIPES, SWALES, ETC., SHALL BE THE RESPONSIBILITY OF
THE OWNER'S ASSOCIATION. ANNUAL INSPECTION REPORTS SHALL BE
PROVIDED TO THE CITY OF MEBANE STORMWATER DIVISION BY THE
CITY'S STORMWATER ORDINANCE.
639 N5 �
63� 6
O!�a
---T"AX PARCEL #170381
TROLLINGWOOD-HAWFIELDS, LLC
D.B. 2835 PG. 293
ZONED:M-2 12' EMERGENCY
SPILLWAY
ELEV:634.96
GRASS LINED
3:1 SIDE SLOPE
/ LOT#6,COMMON WATER
QUALITY POND
TO SERVE DEVELOPMENT.
5' MIN. FENCING AROUND POND.
PROPERTY LINES FOR LOT 6 TO
SERVE AS ACCESS AND MAINT.
ESMT. FOR POND FROM PUBLIC
RIGHT OF WAY
TAX PARCEL#160531
MARTIN L. SHOFFNER
D.B. 2485 PG. 327
ZONED:M-2
TOP:645.29 III
� � >� W----- W---- W----- W----- W----- UV----- W----- VV----- �W--�W----- W----- W----- W----- VV----- W----
3:1 SIDE SLOPES
(TYP. )
51 LF OF 36"
(CORR. ALUM PIPE) @
1.65%
CLASS B RIP -RAP
PAD, L=18'
W=9'
DEPTH=18"
NCDOT STD.
CONC. HEADWALL
INV. OUT: 625.53
54" CAP RISER
ASSEMBLY
(CORR. ALUM PIPE
RISER TOP=634.40
INV. POND
DRAIN=62}6"
626.58
WET DETENTION POND DETAIL
SCALET'=30'
ODULAR BLOCK
TAINING WALL WITH
FENCING ATTOP OF WALL
PROP. DUMPSTER
LOCATIONS
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-
-
---
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O
2.47 AC+/ -
-�
CONCRETE
RETAINING
ROPOSED INDOOR
WALL WITH
SELF -STORAGE
PAINTED STEEL
BUILDING
RAILING
THREE-STORY
1" = 2000'
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DI DROP INLET
z
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OSTORM
MANHOLE (STMH)
CI CURB INLET
DRAWN BY: SDT
FFE FINISH FLOOR ELEVATION
®
BSMT BASEMENT
WATER VALVE (WV)
TPED TELEPHONE PEDESTAL
CHECKED BY: AIRS
DATE: 03-31-2015
THH TELEPHONE HAND HOLD
O
WATER METER BOX (WM)
PROJECT NO.: 302-06
REF. NO.:
FIRE HYDRANT(HYD)
GRAVEL
SCALE: 1"=30'
O SANITARY SEWER MANHOLE (SSMH)
CONCRETE
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aauuu00yun,�
GAS VALVES
WOODSLINE (TYP.)
�Q��SS/O'�"'%/�
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OVERHEAD POWER LINE
SILT FENCE (TYP.)
= �E -
---G-----G---
GAS LINE
TEMP. DIVERSION
_ 026461
WATERLINE
,
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UNDERGROUND ELECTRICAL
1#= PERMANENT SWALE
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x
FENCE LINE
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60
120
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( IN FEET )
1 inch =30 ft.

Mel City of Mebane FOR OFFICE USE ONLY
` Permit No.:
ry" WET DETENTION POND
Date Rec'd.:
Rec d By:
Statement of Certification
City of Mebane 106 E. Washington Street City web site:
Telephone: [phone] Mebane, NC 27258 www.citvofinebane.com
Fax: [phone]
Description
Design
As -built
Slope of embankments (3:1)
Elevations on the following:
Bottom of pond
Bottom of riser
Top of riser
Water quality hole
Invert of inflow and outflow pipes
Top of dam: Elevation and width
Width of maintenance benches
Anti -seep collars — size
Size and material of riser/barrel
Verification of volume:
Permanent Sediment Storage (CF)
Permanent Water Quality (SF)
Temporary Water Quality (CF)
Baffle location and top elevation
Emergency Spillway - Width
Emergency Spillway - Elevation
3:1
3:1
626.00
625.76 (AVG)
626.95
626.37
634.30
634.40
632.00
632.17
IN: 632.00
IN: 632.32
OUT:626.95
OUT:626.44
OUT:626.37
OUT:625.53
636.80/10'
636.61/10'
10,
10'
72" x 72"
72" x 72"
Corrugated Aluminum
Corrugated Aluminum
6,259 CF
6,312 CF
14,465 SF
15,286 SF
41,104 CF
40,611 CF
Forebay Top: 631.00
Forebay Top: +/- 631.00
12'
+/-12'
635.30
634.96
I state to the best of my knowledve and belief that the permanent structural storlix>,water Best
Management Practice(s) for Compass Pointe will control and treat the runoff from the
(name of plat)
first one inch of rain over the total drainage area, is duly recorded in the Office of the
Alamance County_Kegister of Deeds, and has been completed in conformance with the
approved plans and spe ` . dated 01/30/2014
(approval date)
SIGNATURE. (Seal)
DATE ,s W 62 -8 (N.C.P.E. or A.S.L.A.)

o, AYl�y City of Mebane
U < Stormwater As -built Submission
41 - wy Form
o,rh Cat -
City of Mebane
Telephone: [phone]
Fax-[phone]
106 E. Washington Street
Mebane, NC 27258
FOR OFFICE USE ONLY
Permit No.:
Redd By:
Date Redd:
City web site:
www.citvofmebane.com
Prior to obtaining a Certificate of Occupancy, the following items must be provided to the
Mebane Stormwater Administrator for approval. These will be compared to the approved
Stormwater permit application for any irregularities or non-conformance with the approved
plans.
R As -built Drawings (2 paper copies)
Q Electronic As -built Drawings (.dwg, or pdf format.)
Q Designer's Stormwater BMP Certification
The as -built drawings shall reflect the "as -constructed" condition of the development, and
shall include sufficient information to demonstrate conformance with the approved
stormwater permit application. Significant deviations from the approved plan shall be
considered violations of the Mebane Phase II Stormwater Ordinance and are grounds for the
invocation of the injunctions and penalties defined therein, and/or withholding the release of
any bond pending the completion of corrective action(s), and/or requiring a submittal of a
revised stormwater permit application.
In the event that the Stormwater Administrator requires submittal of a revised plan, the
revision shall include a description of the discrepancies between the site conditions and the
prior approved stormwater permit application, along with design calculations that
demonstrate that the as -built conditions comply with the Mebane Phase II Stormwater
Ordinance. Should the as -built conditions be shown to have a negative impact with regards
to flooding, maintenance, erosion or water quality, the Stormwater Administrator has the
authority to require other mitigation measures and proposed design plans to mitigate any
potential impacts from the development.
Submitted By: Ag:Date: b3 j7or S
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O�i•� Sia G i Z C '�5 . JE • �'' Seal
(Print Name) i _P.�S.L�!
s 026461
Form SWSF-1 1 of i July 1, 2007

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PLANT KEY AND SPECIFICATIONS: POND AREA_„e.
Shallow Water Plants: (Required for 2375 S.F. 594Total) t-
CODE CITY CITY Required per 200 S.F. Typical Spacing In Feet \& �.P
IVB 118 Iris virginica "Blue Flag Iris" 4" 50 2 e-P ,
JEP 119 Juncus effusus "pylaei" or "solutus" 'Soft Rush' 4" 50 2
` ! e
� PCP 119 Pontederia cord50 2ata "Pickerelweed" 4' 2 ��
SLB 119 Sagittaria lancifolia "Bulltongue" 4" 50 .
STS 119 Schoenoplectus tabernaemontani "Soft stem Bulrush" 4" 50 2
Shallow Land Plants: (Required for 2530 TTL S.F. -1518 S.F. Shallow Land Herbacious Plants 379 TTL
- 1012 S.F. Shallow Land Shurbs 40 TTL) 50 2 + _z P" 't (, «
ED) 126 Eupatoriadelphus dubius "Dwf. Joe Pye Weed" 1 gal. 50 2
HCS 126 Hibiscus coccineus "Scarlet Rose Mallow" 1 gaL s0 2
LSB 127 Lobelia siphilitica "Great Blue Lobelia" 1 gal. 50 2
IGS 20 Ilex glabra "Shamrock" 1 gal.$ 55
IVR 20 Itea virginica 1 gal.
B
Notes: Normal full Pool should be staked b surveyor or engineer riot to installation. Landscape
a contractor to conf
irm slopes es 5' above
ve and below
" all be
full a 4" of quality top
soil* shall II pool m rk to be +-10%. Pond should be drawn down at (east 3 days prior to installation below the 885 gradient. q Y p
add t grades, Install
plant
material
ed to he 10' la - after initial tilling. and feather ntm ocote fertilizer aft
p g zone and 4 lb. / 1000 S.F. 18-6 12 Osm g g
NCDENR Stormw ater
d - - Refer to
an apply 1 2" dressing Allow and to re fill to full pool. Re pp Y sPng of hardwood mulch to the full pool mark (886.5 to 886). A p p
BMP Manual Section 7.0 for recommended maintenance of pond.
` Stockpiled topsoil with >10% Organic Matter (pH range 4.6 - 7.0), or 5 parts pine bark fines,1 part coarse sand
PLANT KEY: FACILITY
CODE
CITY
PLANT VARIETY - DESCRIPTION
A/C
50 S.F.
SEASONAL COLOR
AGE
34
ABELLIA G. "ED GOUCHER" 3 GAL. T HT.
ARO
17
ACER RUBRUM'OCTOBER GLORY' 2.5" CAL. 10-12' B&B
CCR
39
CERCCIS CANADENSIS "RED -BUD" 2" CAL. 8' B&B
CEH
13
CARPINUS FASTIGIATA "EUROPEAN HORN BEAM" 2" CAL. 8' B&B
EAC
11
EUONYMOUS ALATA "COMPACTA" 5 GAL. X HT.
ICC
53
ILEX CORNUTA "CARISSA" 3 GAL.
ICD
70
ILEX CORNUTA "DWF, BURFORD" 3 GAL. 2' MIN. HT.
ICN
64
ILEX CORNUTA "NEEDLEPOINT HOLLY" 5 GAL. T MIN. HT.
INS
23
ILEX x "NELLIE R. STEVENS" 5-6' B&B
1CN
74
1UNIPERUS CHINENSIS "NICK'S COMPACTA" 3 GAL. 2' MIN. HT.
JPN
31
1UNIPERUS "PROCUMBEN'S NANA" 3 GAL.
LCR
40
LOROPETLAM CHINENSIS "RUBY" 3 GAL. 2' MIN. HT,
LFM
3
LAGERSTROEMIA x FAUREii "MUSKOGEE T.F. CRAPE" MULTI. STEM - 8-9' B&B 2" AGREGATE CAL.
UR
35
LIGUSTRUM JAPONICUM "RECURVE" 3 GAL. 2.5-T HT.
MGM
3
MISCANTHUS GRACILLIMUS "MORNING LIGHT" 3 GAL.
NDF
19
NANDINA DOMESTICA "FIREPOWER" 3 GAL.
QPG
6
QUERCUS PALUSTRIS "GREEN PILLAR" 2.5-3" CAL. 10' HT,
RIC
21
RHAPHIOLEPIS INDICA "CLARA HAWTHORNE" 3 GAL.
ZSV
12
ZELKOVA SERRATA "VILLAGE GREEN" 2.5-3" CAL. 10' HT.
PLANT INSTALLATION SPECIFICATIONS:
1. NOTIFY NORTH CAROLINA ONE CALL (811) FOR UNDERGROUND UTILITY MARKING AND IDENTIFICATION 72 HOURS BE-
FORE THE START OF ANY WORK, NOTIFY BUILDING OWERS / MANAGERS TO MARK ANY PRIVATE UNDERGROUND
UTILITES PRIOR TO START OF PROJECT.
2. IN AREAS CURRENTLY IN TURF (OR BEDS CONTAINING ACTIVE WEEDS), PAINT BED -LINES AND SPRAY GLYPHOSATE AC-
TIVE INGREDIENT HERBICIDE ACCORDING TO LABEL INSTRUCTIONS 1 WEEK PRIOR TO BED INSTALLATION AND AVOID
WINDY CONDITIONS TO PREVENT BED -LINE OVERSPRAY,
3. SHOVEL -CUT OR MACHINE CUT VERTICAL BED EDGES ON TURF SIDE TO
3" DEPTH, AND SLOPE BED EDGE BACK TO A 45 DEGREE ANGLE.
4. TILL BED 1 TIME TO A DEPTH OF 8", STRUCTURE
5, APPLY A 2" DRESSING OF PINE BARK FINES OR AGED COMPOST TO EN-
TIRE BED AREA EXCLUDING BUILDING OVERHANGS NOT TO BE PLANTED. TMF 9X SLOPE . --
6, APPLY 8 LB. TRIPLE SUPER PHOSPHATE (0-46-0) PER 1000 S.F.
.m.arvzit�v�n;n r °� � 8_1p.
7, RE -TILL BED THOROUGHLY TO A DEPTH OF 8-10", 3'BED aM/-
8. RAKE BED SMOOTH AND INSURE A > 3% SLOPE AWAY FROM BUILDING. BEDS AMMENDED PER SPEC
9, SET PLANTS ACCORDING TO PLAN IN THEIR RESPECTIVE LOCATIONS, r^�
10.. REMOVE FROM POTS, SCAR ANY ROOTS EXPOSED ON OUTER EDGE OF `
SOIL IF ROOTS ARE LARGE PULL FREE FROM THE ROOT MASS BEFORE`
i."
INSTALLING (ON ANY ROOT BOUND PLANTS, STICK PRUNE PLANTS BY .� : �~-�
STRVCRJRE
20% BEFORE INSTALLING),
11. INSTALL PLANTS IN BED, LEAVING THE TOP 20% OF THE POT HIGHER
THAN THE EXISTING BED GRADE, RAKE AND PACK ADDITIONAL SOILS' a Ma
AROUND ROOT BALL, LEAVING THE EXISTING SOIL OF THE PLANT UN- .. sti . 4 �M5,".W
COVERED BY NEW SOILS.
12. STAKE ANY TREES PER DIAGRAM OVER 2" CALIPER OR LOOSE IN ROOT- n m&
BALL FOR A PERIOD OF 3 MONTHS,
13. INSTALLING TREES NOT IN BEDS, DOUBLE THE ROOT BALL WIDTH IN DIGGING THE HOLE (i.e. 36" ROOTBALL = 72" WIDE
HOLE). DIG DEPTH TO 85% OF THE ROOTBALL HEIGHT, LEAVING 15% OF ROOT BALL HIGHER THAN SURROUNDING GRADE.
ADD 1 CUBIC FOOT OF COMPOST OR PINE BARK FINES FOR EVERY 1" OF TREE CALIPER TO BACKFILL SOILS, AND 1/3
POUND OF 0-46-0 INCORPORATED INTO HOLE AND BACKFILL. COMPRESS BACKFILL SOILS BY FOOT TAMPING AND WA-
TER THOROUGHLY,
14. APPLY PINE BARK MULCH TO A DEPTH OF 2-3"- RAKE TO SMOOTH GRADE AND INTO BED EDGE. (IF PINE NEEDLES ARE
USED, 3-4" DRESSING OF CLEAN PINE STRAW, EDGES SHOVEL TUCKED AT SIDES OF BED).
15. APPLY PREEN OR OTHER GRANULAR PRE -EMERGENT HERBICIDE TO BEDS AND TREE PITS.
16. WATER PROJECT THOROUGHLY - LANDSCAPE CONTRACTOR TO WARRANTY PLANT MATERIAL FOR 90 DAYS OR FIRST
FLUSH OF GROWTH. LANDSCAPE CONTRACTOR SHALL PROVIDE WATER AS NEEDED DURING THIS 3 MONTH PERIOD,
17. ANNUALS: ANNUAL BEDS PREPARED BY TILLING, AND INSTALLTION OF 50 LB. BLACK KOW AND 25 LB, POTTING SOIL PER
85 O B O -
,F, F ED, FOLLOWING FLOWER INSTALLATION, TIO A -
E N LLA N DRESSING OF 18 6 12 OR 14-14-14 O SMOGO SHALL B AP , TE LL E PLIED
AT A RAT
E OF 1 LB, / 75 S. A PRE -EMERGENT F. ND HERBICIDE APPLIED (CAR
EFULLY) AROUND OPEN BED SPAC
ES. ADD 1-2-
DRESSING OF PINE BARK MULCH OR PINE FINES AS MULCH ON OPEN ANNUAL BED SPACE.
18. SEE ADDITIONAL BED PREPARATION NOTES ON INDIVIDUAL PLAN(S) FOR ADDITIONAL SPECIFICATION OR ADDITIONS
TO THESE GUIDELINES,
IF
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